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R2025-108 20250728
RESOLUTION NO. R2025-108 A Resolution of the City Council of the City of Pearland, Texas, awarding a construction services contract associated with the Pearland Parkway at Broadway Intersection Improvement Project, to MetroCity, LLC, in the amount of $1,105,950.00. BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS: Section 1. That competitive bids were obtained for construction services. Section 2. That the City Council hereby awards a contract to MetroCity, LLC, in the amount of $1,105,950.00. Section 3. The City Manager or his designee is hereby authorized to execute a construction services contract associated with the Pearland Parkway at Broadway Intersection Improvement Project. PASSED, APPROVED and ADOPTED this the 28th day of July, A.D., 2025. _____________________________ J.KEVIN COLE MAYOR ATTEST: _______________________________ FRANCES AGUILAR, TRMC, MMC CITY SECRETARY APPROVED AS TO FORM: ________________________________ DARRIN M. COKER CITY ATTORNEY Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Project Manual for: Intersection Improvements Broadway at Pearland Parkway Bid No.: ITB-0425-16 April, 2025 Prepared By: infraTECH Engineers & Innovators, LLC 11111 Wilcrest Green Dr., Suite 410, Houston, TX 77042 April 2, 2025 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 00010 - 1 of 3 CITY OF PEARLAND BRAZORIA COUNTY, TEXAS TABLE OF CONTENTS SECTION TITLE DIVISION 0 – BIDDING AND CONTRACT DOCUMENTS 00100 Invitation to Bid 00200 Instructions to Bidders 00300 Sealed Competitive Proposal 00500 Standard Form of Agreement 00610 Performance Bond 00611 Payment Bond 00612 Two-Year Maintenance Bond 00615 Partial Waiver of Lien 00700 General Conditions of Agreement 00800 Special Conditions of Agreement 00811 Wage Scale for Engineering Construction 00900 Addendum DIVISION 1 – GENERAL REQUIREMENTS 01100 Summary of Work 01140 Contractor’s Use of Premises 01200 Measurement and Payment Procedures 01290 Change Order Procedures 01310 Coordination and Meetings 01350 Submittals 01380 Construction Photographs 01420 Referenced Standards 01430 Contractor’s Quality Control 01440 Observation Services 01450 Testing Laboratory Services 01505 Mobilization 01550 Stabilized Construction Exit 01554 Street Sign 01555 Traffic Control and Regulation 01560 Filter Fabric Fence 01561 Reinforced Filter Fabric Barrier 01562 Waste Material Disposal 01563 Tree and Plant Protection 01564 Control of Ground Water and Surface Water 01565 TPDES Requirements 01566 Source Controls for Erosion and Sedimentation 01570 Trench Safety System 01580 Project Identification Signs 01600 Material and Equipment 01630 Product Options and Substitutions Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TABLE OF CONTENTS 00010 - 2 of 3 01720 Field Surveying 01750 Starting Systems 01760 Project Record Documents 01770 Contract Closeout DIVISION 2 – SITE WORK 02200 Site Preparation 02220 Site Demolition 02252 Cement Stabilized Sand 02255 Bedding, Backfill, and Embankment Materials 02316 Excavation and Backfill for Roadways 02318 Excavation and Backfill for Utilities 02330 Embankment 02335 Subgrade 02514 Fire Hydrant Assembly 02520 Valve Boxes, Meter Boxes, and Meter Vaults 02541 Water and Wastewater Line Valves 02582 Thermoplastic Pavement Markings 02631 Precast Inlets 02633 Adjusting Manholes 02751 Concrete Paving 02762 Temporary and Removable Reflectorized Pavement Marking 02771 Concrete Sidewalks 02910 Topsoil 02921 Hydromulch Seeding 02922 Sodding 02981 Blast Cleaning of Pavement DIVISION 3 – TxDOT SPECIFICATIONS 400 Excavation and Backfill of Structures 416 Drilled Shaft Foundations 420 Concrete Substructures 421 Hydraulic Cement Concrete 440 Reinforcement for Concrete 441 Steel Structures 442 Metal for Structures 445 Galvanizing 448 Structural Field Welding 449 Anchor Bolts 465 Junction Boxes, Manholes, and Inlets 471 Frames, Grates, Rings, and Covers 476 Jacking, Boring, or Tunneling Pipe or Box 529 Concrete Curb, Gutter, and Combined Curb and Gutter 531 Sidewalks 618 Conduit 620 Electrical Conductors 621 Tray Cable Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TABLE OF CONTENTS 00010 - 3 of 3 624 Ground Boxes 628 Electric Services 636 Signs 643 Sign Identification Decals 644 Small Roadside Sign Assemblies 656 Foundations for Traffic Control Devices 680 Highway Traffic Signals 682 Vehicle and Pedestrian Signal Heads 684 Traffic Signal Cables 688 Pedestrian Detectors and Vehicle Loop Detectors 6004 Networking Intelligent Transportation System (ITS) Communication Cable 6010 Closed Circuit Television (CCTV) Field Equip 6058 Battery Back-Up System for Signal Cabinets END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND INVITATION TO PROPOSE 8/2019 00100 - 1 of 4 Section 00100 INVITATION TO PROPOSE COMPETITIVE SEALED PROPOSAL Electronic Competitive Sealed Proposals (CSP) will be accepted for the following project, through the City’s E-bid System. Electronic Proposals shall be submitted through the City’s web site at: https://pearland.ionwave.net/Login.aspx All interested Offerors are required to register as a “supplier” on the City’s E-bid System at the above web address by selecting “Supplier Registration”. Registration provides automatic access to any changes (addenda) to the Plans, Specifications or Submission time and date. Submission of an Electronic Proposal REQUIRES completing a short registration questionnaire found on this web site. When prompted to add or remove commodity codes, registrants must add the codes listed below: * Building Construction Services, New (Includes Maintenance and Repair Services) * Construction Services, General (Includes Maintenance and Repair Services) * Construction Services, Heavy (Includes Maintenance and Repair Services) * Construction Services, Trade (New Construction) For more information regarding registration instructions, see INSTRUCTIONS TO OFFERORS, SECTION 00200, PART 2 included in the project proposal documents viewable on the web site. Questions regarding electronic proposals are to be directed to City Purchasing Officer at ebids@pearlandtx.gov. All Proposals submitted electronically will remain confidential until the opening date and time when they will be opened and read into the public record. Proposals shall be submitted on the forms provided in the E-bid System and submitted electronically through this system to the City Purchasing Officer, City of Pearland, City Hall Annex located at 3523 Liberty Drive, Pearland, Texas 77581. Electronic Proposals will be accepted until 1:00 p.m., Tuesday, May 13, 2025. All Proposals shall reference the following project information in the appropriate locations in provided electronic format. All properly submitted proposals shall be publicly “opened” and read aloud into the public record following the closing of the acceptance period for the construction of: Intersection Improvements -Broadway at Pearland Parkway City of Pearland, Texas COP PN: TR2001 PROPOSAL NO.: ITB-0425-16 A non-mandatory in-person pre-bid conference will be held at the City of Pearland Engineering and Public Works Department Complex in the Rio Grande Training Room at 2016 Old Alvin Road, Pearland, Texas 77581 at 2:00 p.m. on Tuesday April 23, 2025. The project will entail the following • Improvements for the intersection of Broadway (FM 518) and Pearland Parkway encompassing addition of a second left-turn lane and a right-turn lane on the southwest Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND INVITATION TO PROPOSE 8/2019 00100 - 2 of 4 approach, a right-turn lane on the northeast approach, sidewalk and curb ramp improvements, signing and pavement markings, an reconstruction of traffic signal. Upon award of a contract, the successful Offeror will be required to utilize the City’s web-based project management software, for the administration of the construction project, including but not limited to, all transmittals and material submittals, RFI’s, RFC’s, Change Orders, Applications for Payment and all project communications with the City, its Construction Manager and Engineer. This system has certain hardware, internet access and operation requirements that form the basis for all project communications, documentation, and records for the project. For more information, see INSTRUCTIONS TO OFFERORS, SECTION 00200, PART 1.4. Electronic Proposal Documents: including Contract Documents, Plans and Technical Specifications are available for download at no cost on the City’s Website at: at: https://pearland.ionwave.net/Login.aspx upon registration. The documents are NOT viewable without registration. These same documents are also available at the following locations. Amtek Plan Room (713) 956-0100 4001 Sherwood Houston, TX 77092 The Associated General Contractors of America, Inc. (713) 334-7100 2400 Augusta, Suite 350 Houston, TX 77057 Virtual Builders Exchange (832) 613-0201 7035 W. Tidwell Building J, Suite 112 Houston, TX 77092 McGrawHill Construction – Dodge Reports 1-800-393-6343 No plan fees or deposits are required for plans and Proposal documents obtained through the City’s E-bid System. OFFERORS MUST REGISTER AS A SUPPLIER ON THE CITY’S E-BID SYSTEM IN ORDER TO SUBMIT A PROPOSAL EVEN IF PROPOSAL DOCUMENTS ARE OBTAINED VIA ONE OF THE PLAN HOUSES. Offerors accept sole responsibility for downloading all the required documents, plans, specifications proposal forms and addenda required for submitting a proposal. Proposals must be accompanied by a Contractors Qualification Statement (Section 00300 Part C). No proposal may be withdrawn or terminated for a period of ninety (90) days after the proposal opening date without the consent of the City of Pearland. Unless otherwise expressly provided herein, all references to “day(s)” shall mean calendar day(s). Bid Security and Bonds: Bid Security in the form of Cashier’s Check, Certified Check, or Bid Bond payable to the City of Pearland in the amount of 5% of the total bid price must accompany Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND INVITATION TO PROPOSE 8/2019 00100 - 3 of 4 each proposal. Offerors submitting Proposals electronically through the E-bid System shall scan and up-load a copy of the sealed Bid Bond as an attachment to their bid. Original documents for Bid Security shall be requested by the City from the lowest two Offerors and delivered to the City’s Purchasing Officer within 48 business hours of the request. Bid Security shall be delivered to: Office of City Purchasing, Finance Department, City Hall Annex, 3523 Liberty Drive, Pearland, Texas 77581. Performance and Payment Bonds: The successful Offeror must furnish Performance and Payment Bonds as required by Chapter 2253 of the Texas Government Code or other applicable law, as amended, upon the form included in the Contract Documents, in the amount of one hundred percent (100%) of the final contract price, such bonds are to be executed by a corporate surety duly authorized to do business in the State of Texas, and named in the current list of “Treasury Department Circular No. 570”, naming the City of Pearland, Texas as Obligee. Additionally, the successful Offeror shall be required to provide a one-year Maintenance Bond for the improvements installed as part of this work, as provided in the Special Conditions of Agreement if so stated. Equal Opportunity: All responsible Offerors having submitted complete proposals will receive consideration for award of contract without regard to race, color, religion, sex, or national origin. The contractor, sub-recipient, or sub-contractor shall not discriminate on the basis of race, color, national origin, or sex in the performance of this contract. The contractor shall carry out applicable requirements of 49 CFR Part 26 in the award and administration of DOT-assisted contracts. Failure by the contractor to carry out these requirements is a material breach of this agreement, which may result in the termination of this agreement or such other remedy as the recipient deems appropriate. Nondiscrimination: The City, in accordance with Title VI of the Civil Rights Act of 1964, 78 Stat. 252, 42 U.S.C. 2000d to 2000d-4 and Title 49, Code of Federal Regulations, Department of Transportation, Subtitle A, Office of the Secretary, Part 21, Nondiscrimination in Federally- Assisted programs of the Department of Transportation issued pursuant to such Act, hereby notifies all bidders that it will affirmatively insure that in any contract entered into pursuant to this advertisement, minority business enterprises will be afforded full opportunity to submit bids in response to this invitation and will not be discriminated against on the grounds of race, color, or national origin in consideration for an award. DBE/SBE Goal: The Disadvantaged Business Enterprise (DBE) goal for this project is 0%. The Small Business Enterprise (SBE) goal for this project is 0%. DBEs and SBEs selected must be TxDOT approved. Race neutral participation is encouraged and can be achieved through various supplier and subcontracting opportunities. Selection Criteria: The Contract will be awarded based on provision of “Best Value” to the Owner. “Best Value” is defined as: the lowest price for the provision of the highest quality of goods and services in the performance of the work as determined to be most advantageous to the Owner. (252.043 Local Government Code) Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND INVITATION TO PROPOSE 8/2019 00100 - 4 of 4 Owner will attempt to negotiate a contract with the most qualified Offeror. If the Owner is unable to negotiate a satisfactory scope, schedule or price with the selected Offeror, the Owner may end negotiations with that Offeror and proceed to the next highest ranked Offeror in the order of the ranking until a contract is reached or all proposals are rejected. The Owner may undertake such investigations as he deems necessary to determine the ability of the Offeror to perform the work, the accuracy of information provided and the reputation of the Offeror with former clients. Offeror shall furnish the Owner all such information and data for this purpose as the Owner may request. The Owner reserves the right to reject any proposal if the evidence submitted by, or investigation of, such Offeror fails to satisfy the Owner that such Offeror is properly qualified to carry out the obligations of the contract and to complete the work contemplated therein. Proposals containing any Conditional Modifiers will not be accepted. The City of Pearland (Owner) reserves the right to award a contract based on its sole assessment and ranking of the above factors in its own best interests and to reject any or all proposals for any reason. A proposal that has been “opened” may not be changed for the purposes of correcting an error in the proposed price, scope, or schedule. State Sales Tax: The Owner qualifies for exemption from State and Local Sales Tax pursuant to Section 151.311 of the Texas Tax Code for material incorporated into the project. Frances Aguilar, TRMC, MCC City Secretary City of Pearland First Publication date April 9, 2025 Second Publication date April 16, 2025 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND INSTRUCTIONS TO OFFERORS 12-2017 00200 - 1 of 12 Section 00200 INSTRUCTIONS TO OFFERORS 1. Defined Terms 1.1 The term “Owner” hereinafter is defined as the City of Pearland and is used interchangeably with the term “the City”. 1.2 The term "Offeror" means one who submits a Proposal directly to Owner, as distinct from a sub-bidder, who submits a proposal to an Offeror. The term "Successful Offeror" means, on the basis of Owner's evaluation as hereinafter provided, the Offeror submitting a proposal that represents, in the Owner’s opinion, the Best Value to the City. The term "Proposal Documents" includes the Invitation to Propose, Instructions to Offerors, the Proposal (Parts A, B and C ), and the proposed Contract Documents (including all Addenda issued prior to receipts of proposals). 1.3 The term “E-bid System” refers to the City’s electronic bidding system. This is a web-based system that provides all Proposal Documents electronically to potential Offerors and forms the pathway for interested Offerors to submit proposals in response to advertisement and invitation. The term “e-bid” and/ or “electronic bid” means the Offeror’s electronic proposal submitted to the Owner by way of the E-bid System. The terms “electronic bid” or “e-bid” are used inter-changeably to describe the above proposal process to submit an authorized proposal to the City in response to an Invitation to Propose. 1.4 The term “Procore” means the City’s web-based contract administration and construction records management system used by involved parties to administer the project. This system serves as the web accessed centralized information distribution hub for document management, pay application processing and record retention for all project documentation. Operational instructions for this system will be issued to the successful Offeror at the pre-Construction Meeting. 1.5 All other definitions set out in the Contract Documents are applicable to terms used in the Proposal Documents. 1.6 Unless otherwise expressly provided herein, all references to “day(s)” shall mean consecutive calendar day(s). 1.7 The term “Alternate(s)” or “Add Alternate(s)” as used interchangeably herein is defined as an additive work item that may be selected or rejected by the Owner based solely on the Owner’s acceptance or rejection of the price proposed for this item. Alternate bid prices shall include all labor, material, equipment and overhead costs to perform the work of the Alternate as specified, complete in place. When selected by the Owner, the costs for an Alternate shall be added to the Base Proposal and made a part of the Contract price. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND INSTRUCTIONS TO OFFERORS 12-2017 00200 - 2 of 12 2. Registration for E-bid System 2.1 The O w n e r ’ s E-bid System is accessible via the City’s web site at https://pearland.ionwave.net/Login.aspx. Proposal documents can be viewed by simply selecting a specific project from the BID OPPORTUNITIES list and clicking on that project AFTER registration as a Supplier. Potential Offerors MUST REGISTER as a “Supplier” by clicking on the Supplier Registration button and completing the registration form. When prompted to add or remove commodity codes registrants must add the codes listed below: * Building Construction Services, New (Includes Maintenance and Repair Services) * Construction Services, General (Includes Maintenance and Repair Services) * Construction Services, Heavy (Includes Maintenance and Repair Services) * Construction Services, Trade (New Construction) Select the appropriate Time Zone for the Offeror’s location and whether that location observes Daylight Savings time. Complete the registration information providing all required contact information and establish password security for the E-bid System. Once complete, “suppliers” will receive emails notifying of proposal opportunities. Downloading any project proposal data will automatically place the Offeror’s contact information on the list of plan holders list and the E-bid System will automatically send any and all updates, changes or addenda associated with that project. 2.2 The electronic Proposal can only be submitted through this system. The form can be printed for Offeror’s use, but the Proposal MUST be submitted on the electronic form within the E-bid System. 2.3 Questions regarding use of the E -bid System may be directed by email to: ebids@pearlandtx.gov. 3. Copies of Proposal Documents 3.1 Complete sets of “electronic” Proposal Documents are available for download to registered Offerors at No Cost from the City’s E-bid System at: https://pearland.ionwave.net/Login.aspx. Interested Offerors must register as a “Supplier” on this site in order to receive the Proposal Documents, and all Addenda or other notifications of changes, including communications from the Owner or Engineer. All Proposal Documents are available to download and print. 3.2 The Offeror accepts sole responsibility for ensuring that he obtains a full set of these documents by completing the registration and executing a full and complete download of the project documents. Downloading of Proposal Documents automatically ensures receipt of any and all subsequent communications from the City or its Engineer. 3.3 Copies of Proposal Documents are available or may be viewed at any of the Plan Houses listed in the Invitation to Propose. It is recommended that all interested Offerors, whether proposing directly to the Owner or Sub-bidders proposing to an Offeror, register as a Supplier and download the project Proposal Documents. 3.4 Complete sets of Proposal Documents must be used in preparing Proposals; neither Owner nor Engineer assumes any responsibility for errors or misinterpretations resulting from the use of incomplete sets of Proposal Documents including, but not limited to all Addenda issued prior to bid. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND INSTRUCTIONS TO OFFERORS 12-2017 00200 - 3 of 12 3.5 Owner and Engineer, in making copies of Proposal Documents available on the above terms, do so only for the purpose of obtaining Proposals on the Work, and do not confer a license or grant for any other use. 3.6 Proposal Documents include but may not be limited to Section 00300 Proposal – Parts A, B and C. 4. Examination of Contract Documents and Site 4.1 It is the responsibility of each Offeror before submitting a Proposal, to (a) examine the Proposal Documents thoroughly, (b) visit the site to become familiar with local conditions that may affect cost, progress, performance or furnishing of the Work, (c) consider federal, state and local laws and regulations that may affect cost, progress, performance or furnishing of the Work, (d) study and carefully correlate Offeror's observations with the Contract Documents, and (e) notify Engineer of all conflicts, errors, omissions or discrepancies in the Contract Documents, (f) to recognize and plan for use of the City’s “Procore” software to administer the construction process and perform the work of the project. 4.2 Any reports of explorations and tests of conditions at the site which have been utilized by the Engineer in preparation of the Contract Documents will be made available to Offerors for review, but such reports are not part of the Contract Documents. Offeror may not and should not rely upon the accuracy of the data contained in such reports, interpretations or opinions contained therein, or the completeness thereof, for the purposes of bidding or construction. 4.3 Information and data reflected in the Contract Documents with respect to underground utilities, equipment or other underground facilities at or contiguous to the site is based upon information and data furnished to Owner and Engineer by owners of such underground facilities or others, and Owner does not assume responsibility for the accuracy or completeness thereof. 4.4 Before submitting a Proposal, each Offeror will, at Offeror's own expense, make or obtain any additional examinations, investigations, explorations, tests and studies and obtain any additional information and data which pertain to the physical conditions (surface, subsurface and underground facilities) at or contiguous to the site or otherwise which may affect cost, progress, performance or furnishing of the Work and which Offeror deems necessary to determine its Proposal prices for performing and furnishing the Work in accordance with the Contract Time, Contract Price and other terms and conditions of the Contract Documents. 4.5 On request in advance, Owner will provide each prospective Offeror access to the site to conduct such explorations and tests as each prospective Offeror deems necessary for submission of a Proposal. Prospective Offerors shall fill all holes, clean up and restore the site to its former condition upon completion of such explorations. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND INSTRUCTIONS TO OFFERORS 12-2017 -2017 00200 - 4 of 12 4.6 The lands upon which the Work is to be performed, rights-of-way and easements for access thereto and other lands designated for use by Contractor in performing the Work are identified in the Contract Documents. All additional lands, access thereto or contractual arrangements for use by the Contractor required for temporary construction facilities or storage of materials and equipment are to be provided by Contractor. Easements for permanent structures or permanent changes in existing structures produced by the work have been obtained and paid for by Owner. 4.7 If Contractor’s means and methods require the acquisition of Temporary Construction Easements or any access to private property not already included in the above, such access and documentation along with any costs involved shall be the responsibility of the Contractor . 4.8 The submission of a Proposal will constitute an incontrovertible representation by Offeror that Offeror has complied with every requirement of this Article 4, that without exception, the Proposal is premised upon performing and furnishing all of the Work required by the Contract Documents and such means, methods, techniques, sequences or procedures of construction as may be indicated in, required by or reasonably inferred from the Contract Documents, and that the Contract Documents are sufficient in scope and detail to indicate and convey understanding of all terms and conditions for performance and furnishing of the Work. If the Offeror knows of any discrepancies or omissions in the Contract Documents, he shall notify the Owner and obtain a clarification by Addendum before the proposals are received, and if no such request is received by the Owner prior to the opening of proposals, then it shall be considered that the Offeror fully understands the Work to be performed and has provided sufficient sums in his Proposal to complete the Work in accordance with the Contract Documents. It is further understood that any request for clarification must be submitted in writing no later than five (5) days prior to the opening of proposals. 5. Interpretations and Addenda 5.1 All questions about the meaning or intent of the Contract Documents are to be directed to Engineer via the City’s E-bid system during the question period prior to submittal of proposal. Interpretations or clarifications considered necessary by Engineer in response to such questions will be issued by Addenda delivered or transmitted by electronic means to all registered Offerors in the City’s E-bid System. Questions received less than five (5) days prior to the date for opening of Proposals may not be answered. Only questions answered by formal written Addenda will be binding. Oral and other interpretations or clarifications will be without legal effect. 5.2 Addenda may also be issued to modify the Proposal Documents as deemed advisable by Owner or Engineer. Addenda will automatically be made available to all registered Offerors that have downloaded Proposal Documents from the City’s E- bid System. 6. Contract Time 6.1 The number of days in which the Work is to be Substantially Completed, as set forth in the Proposal form and the Standard Form of Agreement, subject to such extension of time as may be due under the terms and conditions of the Contract Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND INSTRUCTIONS TO OFFERORS 12-2017 -2017 00200 - 5 of 12 Documents (“Contract Time”). All references to “time” or “days” shall be interpreted as consecutive calendar days. 7. Liquidated Damages and Early Completion Bonus 7.1 Provisions for liquidated damages and early completion bonus, if any, are set forth in the Standard Form of Agreement. 8. Substitute or "Or-Equal" Items 8.1 The Contract, if awarded, will be awarded on the basis of the selected materials and equipment described in the Plans or specified in the Specifications without consideration of possible substitute or "or-equal" items. All "or-equal" references shall be interpreted to mean " approved equal". Application for acceptance of any proposed substitution will not be considered by Engineer until after a contract is in place. Offeror shall assume any and all risk associated with the unauthorized substitution of any material of equipment included in or inferred by the plans and specifications. The procedure for submission of any proposed substitution by the Offeror, and its consideration by Engineer, is set forth in the Contract Documents. 9. Proposal Form 9.1 The Proposal form (Section 00300 – Proposal – Parts A, B, C,) is included with the Proposal Documents when downloaded. This Document must be printed and signed, as required below, and then uploaded as an Attachment to the Proposal. All E-bids and Proposals must be submitted on the City’s official E-bid System . All blanks on the Proposal form must be completed or filled in. The Offeror shall propose for all Alternates, if any. Incomplete Proposals will be cause for rejection. Only complete proposals will be considered, scored and ranked. 9.2 Proposals by corporations must be executed in the corporate name by the president or a vice-president (or other corporate officer accompanied be evidence of authority to sign) and the corporate seal must be affixed and attested by the secretary or an assistant secretary. The corporate address and state of incorporation must be shown below the signature. Once executed, the document is to be uploaded as an attachment to the Proposal. 9.3 Proposals by partnerships must be executed in the partnership name and signed by a general partner, whose title must appear under the signature, and if a corporate general partner, executed as required above for corporations and the official address of the partnership must be shown below the signature. All names must be typed or printed below the signature. Once executed, the document is to be uploaded as an attachment to the Proposal. 9.4 The Offeror shall acknowledge receipt of all Addenda (the number of which must be filled in on the Proposal form). 9.5 The address and telephone number for communications regarding the Proposal must be shown on the Proposal form. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND INSTRUCTIONS TO OFFERORS 12-2017 -2017 00200 - 6 of 12 9.6 Bid Security and Bonds: Bid Security in the form of Cashier’s Check, Certified Check, or Bid Bond payable to the City of Pearland in the amount of 5% of the total base bid price must accompany each proposal. Bidders submitting bids electronically through the E-bid system shall scan and upload a copy of the sealed Bid Bond as an attachment to their bid. 10. Submission of Proposals 10.1 The place, date and/or time designated for opening Proposals may be changed in accordance with applicable laws, codes and ordinances. Any such changes to the Proposal Schedule shall be made by Addenda. Registered Offerors will receive automatic notification through the E-Bid system by email of any and all changes to the bid documents and or dates and times associated with their submittal. 10.2 Electronic Proposals shall be submitted per the requirements, instructions, terms and conditions as stated in the registration and submittal instructions of the City’s E-bid System electronic bidding software. All Offerors utilizing this system MUST register as a potential supplier. E-Bids are submitted directly via the City’s Web based system located at https://pearland.ionwave.net/Login.aspx. Proposals submitted after the proposal date and time will be rejected. Offerors are advised to submit their proposal well in advance of the closing time and to allow for the electronic transfer to complete prior to the closing deadline. 10.3 File Uploads - All electronic files uploaded must be in a common format accessible by software programs the City uses. Those common formats are generally described as Microsoft Word (.doc or .docx), Microsoft Excel (.xls or .xlsx), Microsoft Power Point (.ppt or pptx), or Adobe Portable Document Format (.pdf.). Suppliers will not secure, password protect or otherwise lock uploaded files; the City must be able to open and view the contents of the file. Suppliers will not disable or restrict the ability of the City to print the contents of an uploaded file. Scanned documents or images must be of sufficient quality, no less than 150 dpi, to allow for reading or interpreting the words, drawings, images or sketches. The City has the right to rectify any files deemed to be corrupt that were submitted before the deadline (file sizes of corrupt and resubmitted files must match in file size). The City may disqualify any Submittal Response that does not meet the criteria stated in this paragraph. 11. Modification and Withdrawal of Proposals 11.1 Prior to submission, E-bid Proposals may be modified or withdrawn without prejudice. 11.2 Once submitted, Proposals may only be modified by an appropriate document duly executed (in the manner that a Proposal must be executed) and delivered to Office of City Purchasing, Finance Department, Community Development, 3523 Liberty Drive, Pearland, Texas 77581 and submitted any time prior to the opening of Proposals. 11.3 An Offeror may not modify or withdraw its Proposal by facsimile or verbal means. A withdrawn Proposal may be resubmitted prior to the designated time for opening Proposals. No proposal may be withdrawn or terminated for a period of ninety (90) days subsequent to the proposal opening date without the consent of the City of Pearland. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND INSTRUCTIONS TO OFFERORS 12-2017 -2017 00200 - 7 of 12 11.4 If, within twenty-four (24) hours after Proposals are opened, any Offeror files a duly signed, written notice with Owner and promptly thereafter demonstrates to the reasonable satisfaction of Owner that there was a material mistake in the preparation of its Proposal, that Offeror may request to withdraw its Proposal. Thereafter, that Offeror will be disqualified from further proposing on the Project to be provided under the Contract Documents. 12. Opening of Proposals 12.1 Proposals will be opened and (unless obviously non-responsive) read aloud publicly to identify the names of the Offerors and their respective cost proposals, only. An abstract of the amounts of the base Proposals and major alternates (if any) will be made available to Offerors after the opening of Proposals through the E-Bid system. Proposals, in their entirety, shall be open for public inspection after the contract is awarded, with the exception of any trade secrets or confidential information contained therein, provided Offeror has expressly identified any specific information contained therein as being trade secrets or confidential information. 13. Proposals to Remain Subject to Acceptance 13.1 All Proposals will remain subject to acceptance for ninety (90) days after the day of the Proposal opening, but Owner may, in its sole discretion, release any Proposal prior to that date. 14. Award of Contract 14.1 Owner reserves the right to reject any and all Proposals, to waive any and all informalities not involving price, schedule or scope and to negotiate contract terms with the Successful Offeror deemed, in Owner’s sole opinion, to represent the best value. Owner may reject a bid as non-responsive if: 1) Offeror improperly or illegibly completes or fails to complete all information required by the Proposal Documents; 2) Offeror fails to sign the Proposal or improperly signs the Proposal; 3) Offeror qualifies its Proposal; 4) Offeror tardily or otherwise improperly submits its Proposal; 5) Offeror fails to submit the Contractor’s Qualifications or fails to respond to any of the required information requested in Section 00300 Proposal or 6) The Proposal is otherwise non-responsive. 14.2 Best Value. The Contract is to be awarded based on provision of “Best Value” to the Owner. Upon receipt of the Proposals, the Owner will consider, score and rank all complete proposals in accordance with the following criteria and select the Proposal that offers the best value to the Owner. Selection Criteria Point Value 1 Proposed price for performance of the full scope of work 50 2 Experience and qualifications of Offeror’s project team 15 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND INSTRUCTIONS TO OFFERORS 12-2017 -2017 00200 - 8 of 12 3 Offeror’s experience with projects of similar scope, value and complexity 10 4 Completeness of Offeror’s project approach narrative and proposed schedule 5 5 Reputation and Offeror’s history with proposed sub-contractors/ vendors 10 6 Offeror’s Quality Assurance Program and Safety Record 5 7 Offeror’s financial capacity to adequately fund the work of the project 5 14.3 In determining to whom to award a contract, the City of Pearland may consider, in addition to the above selection criteria, the following Qualifications of Offeror, and each Offeror must be prepared to submit within two (2) days of Owner's request any or all such additional qualifications requested. Failure to provide this information within the specified time frame may be cause for rejection of the Proposal. A contract to be awarded to the Offeror providing the Best Value may be let on either a Lump Sum basis or a Unit Cost basis dependent on the Proposal format. 14.4 Offeror is required to submit for approval a full schedule of values for the project as component of contract negotiations. 14.5 Upon receipt and opening of the proposals, the Owner will score and rank each proposal with respect to the selection criteria contained in this Competitive Sealed Proposal document. After scoring and ranking, an award may be made on the basis of the proposal as submitted, without discussion, clarification or modification, or, the Owner may discuss with the selected Offeror, offers for scope and schedule changes and associated cost reductions and other elements of the responder’s proposal. If the Owner determines that it is unable to reach a satisfactory contract with the selected responder, then the Owner will terminate discussions with the selected Offeror and proceed to the next responder in order of selection ranking until a contract is reached or the Owner has rejected all proposals. 14.6 Owner may conduct such investigations as Owner deems necessary to assist in the evaluation of any Proposal and to establish the responsibility, qualifications and financial ability of Offerors, proposed Subcontractors, suppliers and other persons and organizations to perform and furnish the Work in accordance with the Contract Documents, to Owner's satisfaction, within the Contract Time. 14.7 Offeror Attendance. The successful Offeror or its representative is required to attend the City Council meeting in which the contract will be considered for award. Owner will establish a schedule for the award with Offeror. 15 Contract Security 15.1 When the Successful Offeror delivers the executed Standard Form of Agreement to Owner, it must include the required Performance, Payment, Maintenance and Surface Correction Bonds (if required) by the Contract Documents. Bonds may be on the forms provided herein or an equal form containing no substantive changes, as determined by Owner. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND INSTRUCTIONS TO OFFERORS 12-2017 -2017 00200 - 9 of 12 16 Workers’ Classification 16.1Texas Government Code § 2155.001 authorizes a penalty of $200 per misclassified individual to be imposed on a person who contracts for certain services with a governmental entity and fails to properly classify their workers and subcontractors. This is effective January 1, 2014. 17. Signing of Agreement 17.1 When Owner gives a Notice of Intent to Award to the Successful Offeror, it will be accompanied by the required number of unsigned counterparts of the Standard Form of Agreement, and the required Performance and Payment Bond forms. Within ten (10) days thereafter Contractor shall sign and deliver the required number of counterparts of the Standard Form of Agreement to Owner with the required Bonds. Within ten (10) days thereafter, Owner shall deliver one fully signed counterpart to Contractor. There shall be no contract or agreement between Owner and the Successful Offeror until proper execution and attestation of the Standard Form of Agreement by authorized representatives of the Owner. 18. Pre-Proposal Conference 18.1 A pre-proposal conference will be held as indicated in the Invitation to Propose. Attendance at the pre-proposal conference is MANDATORY to fulfill the prerequisite requirements for Offerors bidding directly to the Owner. 19. Retainage 19.1 Provisions concerning retainage are set forth in the Contract Documents. 20. Award 20.1 The contract, if awarded, may be awarded to the eligible Offeror submitting the lowest priced and containing the most advantageous proposal for the Owner, complying with these Instructions to Offerors and other proposal requirements in the Documents. By submitting a Proposal, each Offeror agrees and consents that the Owner, in determining the Successful Offeror and his eligibility for award, may consider the Offeror's experience and facilities, conduct and performance under other contracts, financial condition, reputation in the industry, safety record and other factors as noted, which could affect the Offeror's qualifications to perform the work. 20.2 Pursuant to Statute 2269.151 of the Government Code, the City will evaluate the proposals to determine which proposal provides the best value for the Owner. In making said determination, the Owner will consider Criteria as further defined or explained in these Instructions to Offerors and Bid Proposal, including the Offeror’s Approach narrative and project schedule, the qualifications and experience of key personnel, quality assurance program and safety record, prior experience on similar projects, acceptability of selected sub- contractors and financial capacity to adequately fund the work of the project. 20.3 The evaluation will be carried out by an evaluation team consisting of members of the Owner’s project team and the Engineering Consultant. These team members will assign a Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND INSTRUCTIONS TO OFFERORS 12-2017 -2017 00200 - 10 of 12 score to each of the criteria that ranges from 0-5 described as shown below: Score Description 5 Exceeds Expectations full points 4 Above Expectations 3 Meets Expectations 2 Does not quite Meet Expectations 1 Does not meet Expectations 0 Non-responsive 20.4 The average of the team member’s individual rating values will be multiplied by the relative weighting points for each of the criteria below, and the total used to rank the Offerors. The Offeror with the highest ranking will be the Offeror considered the Offeror that provides the best responsible value to the Owner and will be recommended to the City for contract award. 20.5 Price = 50 points. The Offeror with the lowest proposed price for all work, including all Add or Deductive Alternates, will be awarded Points. All other Offerors will be awarded a score based on a weighted percentage of the difference from the low Offeror. 20.6 Experience of Key Personnel = 15 points. Offeror must demonstrate minimal experience with its project team. The three (3) key staff include: the Project Manager, General Superintendent and the Scheduler/ Buyer or Safety Coordinator. Minimal experience required for each Key team member shall be as follows: Project Manager, minimum of ten years verified project management experience on projects of similar size, scope and complexity, minimum one year with Offeror’s firm, provide list of prior projects, Superintendent, minimum of ten years verified experience in the industry, minimum of two years with the Offeror’s firm, provide list of prior projects. Scheduler/ Buyer/ Admin, minimum one year experience providing support to the project team and performing duties in support of the project objectives. Provide three recent examples of this team’s: • experience with projects of similar scope, complexity and value • ability to schedule and phase the work properly to meet an Owner’s schedule • ability to adjust or accelerate portions of the schedule to meet Owner’s needs • ability to deal with end-users concerns and expectations The Offeror must allocate 100% of the work hours of the General Superintendent to this project. No member of this team may be replaced without notification to the Owner and Owner reserves the right to review experience of any team member replacement and reject to any team member on the grounds of reputation or experience 20.7 Offeror’s Qualifications and work history of the Offeror’s firm = 10 points. The Offeror is required to provide references for projects of similar scope, value and complexity to Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND INSTRUCTIONS TO OFFERORS 12-2017 -2017 00200 - 11 of 12 demonstrate its ability to prosecute complex work including high- technology components or similarly complex electrical, mechanical or building components where the subcontractor and Offeror have worked together. The Offeror acknowledges that it is in the best interest of the Owner and the Offeror to have the work performed by experienced personnel in each particular construction discipline with particular interest and attention to the following with provided references: 20.8 Approach and Schedule = 5 points. The thoroughness and detail of the Offeror’s approach to prosecuting the work and the ability to commit to an acceptable delivery schedule for the completed project in accordance with the Owner’s desired schedule The Offeror’s experience and commitment to identifying and meeting the specific milestones for the various components of the project as identified in the approach narrative and schedule. The Offeror’s approach to dealing with end-users of the project and shifting concerns. Discuss past performance and lessons learned during project close out phase on the three (3) examples of similar scope, complexity and value. Provide the awarded contract amount, final contract amount and explanation of any change orders. Provide a proposed project schedule using Critical Path Method. Offeror must provide a Critical Path summary level schedule for this Project indicating the Offeror's proposed construction schedule. Owner will assess the quality and clarity of the Offeror's work-plan including schedule, logistics/phasing plan, understanding of the work and sensitivity to ongoing operations in the facilities. 20.9 Identification and History with selected Sub-contractors = 10 points. Submit a complete list of selected sub-contractors and the basis for that selection. Provide a brief list of historic relationship with each and a list of projects each sub-contractor has performed with the Offeror. Owner reserves the right to contact sub-contractors to discuss details of previous projects. The Sub-Contractor’s reputation among other governmental entities, owners, suppliers, and will be considered for awarding of points. Strong consideration will be given to first-hand experience on prior City of Pearland projects. Owner places positive emphasis on long-term relationships between General and Sub-Contractors. 20.10 Quality Assurance Program =2points and Safety Record = 3 points for a total = 5 points. The Offeror and the subcontractors must provide owner with their Experience Modification Rate (EMR). The Offeror with the lowest EMR will be awarded a 3 rating. Any Offeror with an EMR above 1.0 or with a planned subcontractor with an EMR above 1.0 will be awarded a 0 rating valve. All Offerors will be awarded a value based on their own EMR. The Offeror must provide a summary of the Offeror firm’s Quality Assurance Program based on self-performed work and how this plan includes subcontractors. These criteria will be judged separately for a total of 5 points. 20.11 Financial Statement of Offeror = 5 points. Provide audited financial statement consisting of the balance sheet and annual income statement of Offeror for the Offeror’s last fiscal year end preceding the submission of the Bid Proposal, which has been audited Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND INSTRUCTIONS TO OFFERORS 12-2017 -2017 00200 - 12 of 12 or examined by an independent certified public accountant. The Financial Statement of Offeror shall be used to determine a Offeror’s net working capital, which is defined as current assets less current liabilities. An Offeror’s net working capital shall be considered evidence of the Offeror’s ability to provide sufficient financial management of the project being considered. The Offeror’s Financial Statement shall be clearly and conspicuously marked as "confidential", and shall be deemed and treated as confidential and excepted from the Public Information disclosure requirements of Texas Government Code Section 552.001 et seq., as such information, if released, would give advantage to a competitor or bidder, and/or would cause substantial competitive harm to Offeror. 20.14 Maximum Possible Score = 100 Points. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PROPOSAL SEALED COMPETITIVE PROPOSAL PART C 12-2017 Offeror’s Initials:______ 00300 - Part C - 1 of 7 CONTRACTOR'S QUALIFICATION STATEMENT (Required from ALL OFFORERS) Submitted in reference to: __Intersection Improvements -Broadway at Pearland Parkway _____________ By: ________________________________Title: _________________________________ General Offeror Information. The signatory of this questionnaire attests to the truth and accuracy of all statements and of all answers to interrogatories hereinafter made under a penalty of perjury. 1. INDIVIDUAL/PARTNERSHIP/CORPORATION/JOINT VENTURE Principal Office Address: Telephone Number: (_____) Fax Number: (_____) Email address: Indicate as Applicable: A Corporation A Partnership An Individual If a Corporation, complete this section: Date of Incorporation: State of Incorporation: Chief Executive Officer’s Name: President’s Name: Vice President’s Name(s): Secretary’s Name: Treasurer’s Name: If a partnership, complete this section: Date of organization: An LLC tony@mcctx.com 281 978-3000 Pearland, TX 77581 17410 County Road 127 Anthony Ray Rodriguez, President Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PROPOSAL SEALED COMPETITIVE PROPOSAL PART C 12-2017 Offeror’s Initials:______ 00300 - Part C - 2 of 7 State whether partnership is general or limited: Name and address of each partner: If an individual, complete this section: Name and business address: All Offerors MUST provide the following information: 1. How many years has your organization been in business as a general contractor under your present business name? 2. How many years’ experience in this type of construction work has your organization had: (a) as a general contractor? _________ (b) as a subcontractor? __________. 3. Are you a member of the BBB, International Standards Organization (ISO), or other quality associations or quality certifying organizations? 4. Dunn & Bradstreet # ____________________________________ 5. Where is your main office located? ______________________________________________ 6. Have you ever failed to complete any work awarded to you? _________________________ 7. If so, where and why? _________________________________________________________________________ 2. OFFEROR’S KEY PERSONNEL EXPERIENCE 15 points A Offeror shall provide satisfactory evidence that the minimum qualification requirements are met for each position: 1. Key Personnel Experience - Provide qualifications of the project personnel who will perform key functions. Minimum information to be contained on the resume of each individual shall include: Years in position, years with Offeror’s firm, education, position occupied on each prior assignment, description of duties on each assignment. Provide this information on the following team members below. Once identified these team members may not be changed except with written notification and the Owner’s approval of any and all replacement personnel. What is the name and percentage of time allocated to the following personnel? For Project Manager For Project Superintendent For Scheduler/ Safety Provide detailed information regarding each team member’s experience on a separate sheet OR provide detailed resume’s and add as ”Attachment #1 to Part C”. Tony Rodriguez - 50% Eric Rubio -100% Ella Crutcher - 50% No 118307918 17410 County Road 127, Pearland, TX 77581 No 5 2323 (LLC) Anthony Ray Rodriguez 17410 County Road 127, Pearland, TX 77581 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PROPOSAL SEALED COMPETITIVE PROPOSAL PART C 12-2017 Offeror’s Initials:______ 00300 - Part C - 3 of 7 3. OFFEROR’S ORGANIZATIONAL EXPERIENCE 10 points A. Offeror shall provide satisfactory evidence of successful, on-time completion of a minimum of three projects of comparable scope, dollar value and technical complexity as the prime general contractor. Projects shall be drawn from work performed within the last five years and shall be examples of “ground-up” construction. If available, examples should include projects performed for governmental entities and in all cases should include the contact information for persons familiar with the project in the employ of the owner at the time of construction. Provision of contacts shall imply your organization’s agreement to the Owner contacting those named individuals. Additional information may be provided on a separate sheet labeled “Attachment 2 to Part C”, if required. PROJECT 1: Owner's Name and Contact Information: ___________________________________ Project Name: ________________________________________________________ Type of facility: ______________________________________________________ Construction Cost: _____________________________________________________ Scope of Work: _______________________________________________________ Year of Completion: ___________________________________________________ Location (City and State): _______________________________________________ PROJECT #2 Owner's Name and Contact Information: ___________________________________ Project Name: ________________________________________________________ Type of facility: ______________________________________________________ Construction Cost: _____________________________________________________ Scope of Work: _______________________________________________________ Year of Completion: ___________________________________________________ Location (City and State): _______________________________________________ PROJECT #3 Owner's Name and Contact Information: ___________________________________ Project Name: ________________________________________________________ Type of Facility: _______________________________________________________ Construction Cost: _____________________________________________________ Scope of Work: _______________________________________________________ Year of Completion: ___________________________________________________ Location (City and State): _______________________________________________ Pearland, TX 2025 RPS Group Gaugue Engineering $2,100,000 Paving, Drainage and Bridge Safe Routes to School Karam Quaddo, (619)277-4932 Bunker Hill, TX 2022 Paving and drainage $896,000 Energy Corridor Paving and Drainage Improvements for Chapel Belle Lane Mike McClung, (281)254-6305 Houston, TX 2025 Remove and replace roadway, sidewalk and curb $396,000 Energy Corridor 2023 Sidewalk and Curb Repair Michael Jackson, (281)759-3800 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PROPOSAL SEALED COMPETITIVE PROPOSAL PART C 12-2017 Offeror’s Initials:______ 00300 - Part C - 4 of 7 4. OFFEROR’S PROJECT APPROACH 5 points Additional information may be provided on a separate sheet labeled “Attachment 3 to Part C”, if required. A. Provide a brief description of your firm’s approach to the work? Explain, in detail, any portions of the Work that will be particularly challenging. B. Explain your methodology for performing the proposed work, including Cost and Schedule control. Add extra sheets as required. C. What portions of the work will your firm self-perform? process during the pre-construction meeting. Utility locates will be called in and long-lead items will be ordered early to avoid delays. If work-site conditions require a deviation from the scope or plans, a cost effective plan will be submitted for approval. Daily quantities will be recorded and reviewed weekly and all work will be measured and verified. 2-week look-ahead schedules will be provided for progress meetings. We will review the construction schedule and submittal We have experience with similar projects in the past and are confident that we can perform the work efficiently. One challenge that we foresee is coordinating the installation of the new traffic signal while keeping traffic flowing on a busy intersection. But our team, as well as our subcontractor's team, have the experience to implement detailed traffic control plans and limit disruptions to the community. We begin each project with a pre-construction meeting, reviewing construction schedules and important milestones, safety protocols, and stakeholder expectations. We ensure that quality control and safety are prioritized during every phase of the project. We provide trained craftsmen who are led by experienced superintendents. sewer, concrete work, sodding, and SWPPP Concrete removal, roadway excavation and backfill, utility adjustments, storm Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PROPOSAL SEALED COMPETITIVE PROPOSAL PART C 12-2017 Offeror’s Initials:______ 00300 - Part C - 5 of 7 D. Attach Critical Path milestone schedule, attach on separate sheet, label “Attachment 4 to Part C” 5. IDENTIFICATION & HISTORY WITH SUB-CONTRACTORS 10 points Offeror proposes the following subcontractors to be used for the Project (list others as applicable). List ALL major Sub-contractors (Mechanical, Electrical, Plumbing, Structural and Civil as a minimum) and any Specialty Item Sub-contractors or any subcontractor scheduled to perform 5 percent or more of the Project work. Provide a brief history of your firm’s association with listed Sub-Contractors over the last FIVE YEARS on a separate sheet labeled “Attachment 5 to Part C”. Provide three references for each Sub-Contractor along with contact information. No changes to proposed Sub-Contractors may be made without Owner’s approval. The information provided will be used in the evaluation of the Offeror. The references shall include name of project, Owner contact information, and Engineer contact information if available. TABLE 00300-2 SCHEDULE OF SUBCONTRACTORS SUBCONTRACTOR SPECIALTY $ VALUE OF CONTRACT PERCENTAGE OF WORK 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. On a separate sheet labeled as “Attachment 5 to Part C” per above instructions: A. Provide a brief description of your firm’s history with each of your proposed major Sub- contractors? B. Provide references major Sub-contractors. See Attached 45%$500,000Traffic Systems Construction We have worked with subcontractor on past projects Traffic Signal Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PROPOSAL SEALED COMPETITIVE PROPOSAL PART C 12-2017 Offeror’s Initials:______ 00300 - Part C - 6 of 7 6. QUALITY ASSURANCE AND SAFETY RECORD 5 points 6.1 QUALITY ASSURANCE PROGRAM 2 points A. Describe your firm’s methodology for ensuring quality control over sub-contracted work. B. What quality assurance components does your firm put in place with self-performed work? C. Are you currently in litigation concerning any of your projects or have you litigated any owner in the last five years? Explain 6.2 SAFETY QUESTIONAIRE 3 points A. List your Firm's Worker's Compensation Insurance Experience Modification Rate for the three most recent years as evidenced in Workmen's Compensation Insurance premiums. If your company is not Interstate rated, provide your intrastate EMR. 2021: _______________ 2022: _______________ 2023: _______________ 0.90 0.97 1.00 All plans and specifications are reviewed thoroughly during the bidding phase and, once awarded, during the pre-construction phase by all key personnel. All material is approved through submittals. We ensure that all work requiring inspection is communicated in advance with inspectors. All workers have been trained and are experienced in their craft and are lead by experienced superintendents. Daily reports are kept and redline drawings are updated throughout the project. No, we are not currently in litigation nor have we had any projects that were litigated in the past five years. We begin with a pre-qualification of subcontractors based on past experience, technical competence, financial stability, and safety records. A pre-construction meeting is held to establish contractual quality requirements and expectations. Dedicated personnel perform regular inspections, monitor progress, and ensure compliance throughout the project. Regular performance reviews, documentation, and final inspection ensure that all work meets project standards and is completed to specification. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PROPOSAL SEALED COMPETITIVE PROPOSAL PART C 12-2017 Offeror’s Initials:______ 00300 - Part C - 7 of 7 The above-mentioned information should be confirmed by a letter from your Worker Compensation Insurance Carrier. B. Are accident reports (OSHA 300) and report summaries sent to the following? And if so, how often? • Field Superintendent: _________________________________________________ • Vice President – Operations: ___________________________________________ • President of Firm: ___________________________________________________ C. How are accident records and summaries kept? How often are they reported? • Accidents totaled for entire Company: ____________________________ • Accidents totaled for Project: ____________________________________ • Accidents Totaled by Superintendent and/or Foreman: __________________ D. Existing Safety and Orientation Programs: • Summarize and submit the Offeror firm's safety program execution plan (1 page). Outline the training requirements and frequency, meeting types and frequency, and personnel responsible for executing the plan on site as a minimum. 7. OFFEROR’S FINANCIAL STATEMENT 5 points Provide audited financial statement consisting of the balance sheet and annual income statement of Offeror for the Offeror’s last fiscal year end preceding the submission of the Proposal, which has been audited or examined by an independent certified public accountant. The Financial Statement of Offeror shall be used to determine an Offeror’s net working capital, which is defined as current assets less current liabilities. An Offeror’s net working capital shall be considered evidence of the Offeror’s ability to provide sufficient financial management of the project being considered. The Offeror’s Financial Statement shall be clearly and conspicuously marked as "confidential", and shall be deemed and treated as confidential and excepted from the Public Information disclosure requirements of Texas Government Code Section 552.001 et seq., as such information, if released, would give advantage to a competitor or bidder, and/or would cause substantial competitive harm to Offeror. END OF SECTION Monthly Monthly Monthly Weekly Weekly Quarterly Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Eric Rubio 5009 Larkspot Houston TX 77033 (346) 201-1783 EXPERIENCE 2021 – Pres Superintendent MetroCity LLC Houston, TX 2016 – 2021 Foreman Rac Industries Houston, TX 2014 – 2016 Leadman MetroCity LLC Houston, TX Superintendent/Foreman Responsible for employee safety, and ensuring safety compliance (OSHA rules being followed, equipment inspection, tool box talks) Responsible for manpower schedule and communicating it to APM and PM Responsible for jobsite compliance and forwarding information to PM and APM: Entering employee payroll hours into payroll system Collecting, inspecting, and forwarding time sheets daily to PM and APM Creating daily logs and forwarding to PM and APM Daily Submitting expenses on time monthly Responsible for material schedule and communicating to PM and APM material order schedule Responsible for daily photo reports sent to APM and PM Responsible for maintaining company equipment Major Recent Projects: 2.1 million Champions East Water line project 1.9 million Pearland Safe Sidewalks Project million 1.3 million Spring Valley Reconstruction Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Ella Crutcher League City, Texas 77573 (832) 865-1030 Ecrutcher91@gmail.com PROFESSIONAL EXPERIENCE 2024 – Present MetroCity LLC Project Manager 2014-2024 Tandem Services, LLC Cost Control/Project Manager RESPONSIBILITIES • Lead civil projects, including street development and reconstruction, drainage systems, and commercial developments • Develop project scopes, schedules, and budgets in collaboration with engineering and planning teams • Oversee day-to-day site operations, ensuring compliance with OSHA and environmental standards • Manage procurement processes, subcontractor negotiations, and material logistics • Deliver projects on time and under budget with minimal change orders • Prepare project documentation, including RFIs, submittals and as-built drawings • Monitor project milestones and participate in progress meetings with clients and contractors • Implement QAQC procedures RECENT PROJECTS • WHC Pedestrian Bridge - $1 million • Energy Corridor Sidewalk Program - $500k • 23rd Street Reconstruction - $10 million EDUCATION University of Houston-Clear Lake BS in Accounting- August 2018 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Safety Program Execution Plan 1. Objective: To ensure the health, safety, and welfare of all personnel, contractors, and visitors on the construction site through proactive planning, implementation, and monitoring of safety practices. 2. Key Components: • Safety Policy Statement: A formal commitment by the project leadership to uphold safety as a core value, ensuring compliance with legal, environmental, and company standards. • Roles & Responsibilities: o Project Manager: Overall accountability for site safety. o Safety Officer: Day-to-day safety management and compliance monitoring. o Supervisors: Enforce safe work practices among crews. o All Workers: Comply with safety procedures and report hazards. • Risk Assessment & Hazard Control: Conduct a Job Hazard Analysis (JHA) for all major tasks. Implement control measures using the hierarchy of controls (elimination, substitution, engineering, administrative, PPE). • Training & Induction: All personnel undergo site-specific safety inductions and periodic training on topics such as hazard recognition, emergency response, and use of personal protective equipment (PPE). • Safety Meetings & Toolbox Talks: Regular safety briefings, including daily pre-start meetings and weekly toolbox talks to reinforce awareness and address site-specific issues. • Incident Reporting & Investigation: All incidents, near misses, and unsafe acts/conditions must be reported. Investigations are conducted to determine root causes and implement corrective actions. • Emergency Response Plan: Site-specific procedures for responding to medical emergencies, fire, spills, and evacuations, including designated muster points and trained first responders. • Monitoring & Auditing: Regular inspections, audits, and safety performance reviews to ensure compliance and continuous improvement. • Documentation & Record-Keeping: Maintain up-to-date records of training, inspections, incidents, and corrective actions. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 11111 Wilcrest Green, Suite 420 Houston, TX 77042 Phone: (713) 465-0766 Fax: (713) 465-0421 www.wmjonesco.com May 20, 2025 To Whom it May Concern: RE: MetroCity, LLC Workers’ Compensation Experience Modifier The Workers’ Compensation Experience Mod for the three years requested is as follows: 2024 – 2025 .90 2023 – 2024 .97 2022 – 2023 1.00 Should you need additional information, please call our office at 713-465-0766. Sincerely, Kevin M. Johnson Kevin M. Johnson Account Executive / Marketing Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Traffic Systems Construction, Inc. P. O. Box 1346 Office (281) 337-1926 Dickinson, Texas 77539-1346 Fax 1 (281) 337-2968 REFERENCES NAME TITLE OWNER CONTACT Ed Kupferer Traffic Manager City Of Pearland 2559 Hillhouse Rd Pearland, TX 77581 Traffic Signals & Roadway Illumination (281) 850-0000 ekupferer@ci.pearland.tx.us David Tickell Traffic Operation Superintendent City of League City 144 Park Ave Suite 100 Traffic Signals & Roadway Lighting (281) 554-1083 david.tickell@leaguecitytx.gov Greg Karr ITS Network Manager Office of the County Engineer Wireless Comms. Systems 713-843-5417 Greg.Karr@harriscountytx.gov Joe Hanak Senior Project Manager City of Houston 6922 Katy Road Houston, TX 77024 Traffic Signals & Roadway Work 713-843-5436 Joe.Hanak@houstontx.gov Bashar Khalil Project Manager City of Houston 6922 Katy Road Houston, TX 77024 Traffic Signals & Roadway Lighting (832) 395-2241 Bashar.khalil@houstontx.gov Kenny Payne ITS Network Administrator Office Of The County Engineer Wireless Comms. Systems 713-843-5438 kenneth.payne@harriscountytx. gov Mark Browne Senior Estimator Forde Construction Traffic Signals 713-576-6288 mbrowne@fordeconst.com Seth Schulgen Vice President Williams Brothers 3800 Milam Street Houston, TX 77006 Roadway Lighting (832) 435-4601 SSchulgen@wbctx.com Mike McCoy PM/Engineer METRO/McCoy Engineering Park & Ride Illumination (713) 857-3525 mccoyeng@sbcglobal.net Kyle Macey, PM/Engineer EHRA Traffic Signal 713-337-7434 kmacy@ehra.team Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CfIT OF PEARLAND STANDARD FORM OF AGREEMENT IN WITNESS WHEREOF, OWNER and CONTRACTOR have signed this Agreement in duplicate. One counterpart each has been delivered to OWNER and one to CONTRACTOR. This Agreement will be effective upon execution and attestation by authorized representatives of the City of Pearland and upon the following date: July 14 , 2025_. OWNER: CITY OF PEARLAND By: __________ _ Title: ____________ _ Date: ____________ _ ATTEST _________ _ By:��w....c,.,,w��-7'-� Title: OOlliQ!Qx'..J::sID'....rumi,l���§!S!!� Date: 7-1 - ATTEST Address for giving notices 17410 County Road 127 Pearland TX 77581 Phone: (281 )978-3000 Fax: ____________ _ Agent for service of process: END OF SECTION 4-2015 00500 -7 of? Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 7/29/2025 | 12:14 PM CDT City Manager Title VI Nondiscrimination Assurances APPENDIX A During the performance of this contract, the contractor, for itself, its assignees and successors in interest (hereinafter referred to as the "contractor") agrees as follows: (1) Compliance with Regulations: The contractor shall comply with the Regulations relative to nondiscrimination in Federally-Assisted programs of the Department of Transportation (hereinafter, "DOT") Title 49, Code of Federal Regulations, Part 21, as they may be amended from time to time, (hereinafter referred to as the Regulations), which are herein incorporated by reference and made a part of this contract. (2) Nondiscrimination: The contractor, with regard to the work performed by it during the contract, shall not discriminate on the grounds of race, color, or national origin in the selection and retention of subcontractors, including procurements of materials and leases of equipment. The contractor shall not participate either directly or indirectly in the discrimination prohibited by Section 21.5 of the Regulations, including employment practices when the contract covers a program set forth in Appendix B of the Regulations. (3) Solicitations for Subcontracts, including Procurements of Materials and Equipment: In all solicitations either by competitive bidding or negotiation made by the contractor for work to be performed under a subcontract, including procurements of materials or leases of equipment, each potential subcontractor or supplier shall be notified by the contractor of the contractor's obligations under this contract and the Regulations relative to nondiscrimination on the grounds of race, color, or national origin. (4) Information and Reports: The contractor shall provide all information and reports required by the Regulations or directives issued pursuant thereto, and shall permit access to its books, records, accounts, other sources of information, and its facilities as may be determined by the Sub-Recipient or the Federal Highway Administration to be pertinent to ascertain compliance with such Regulations, orders and instructions. Where any information required of a contractor is in the exclusive possession of another who fails or refuses to furnish this information the contractor shall so certify to the Sub-Recipient, or the Federal Highway Administration as appropriate, and shall set forth what efforts it has made to obtain the information. (5) Sanctions for Noncompliance: In the event of the contractor's noncompliance with the nondiscrimination provisions of this contract, the Sub-Recipient shall impose such contract sanctions as it or the Federal Highway Administration may determine to be appropriate, including, but not limited to: (a) withholding of payments to the contractor under the contract until the contractor complies, and/or (b) cancellation, termination or suspension of the contract, in whole or in part. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 (6) Incorporation of Provisions: The contractor shall include the provisions of paragraphs (1) through (6) in every subcontract, including procurements of materials and leases of equipment, unless exempt by the Regulations, or directives issued pursuant thereto. The contractor shall take such action with respect to any subcontract or procurement as the Sub-Recipient or the Federal Highway Administration may direct as a means of enforcing such provisions including sanctions for non-compliance. Provided, however, that, in the event a contractor becomes involved in, or is threatened with, litigation with a subcontractor or supplier as a result of such direction, the contractor may request the Sub-Recipient to enter into such litigation to protect the interests of the Sub-Recipient, and, in addition, the contractor may request the United States to enter into such litigation to protect the interests of the United States. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PARTIAL WAIVER OF LIEN 5-12-12 Section 00615 PARTIAL WAIVER OF LIEN AND PAYMENT AFFIDAVIT The undersigned contracted with City of Pearland to furnish ____________________ in connection with certain improvements to real property located in the City of Pearland, TX and owned by the City of Pearland which improvements are described as follows: ________________________________________________________________________ ______________________________________________________________________. In consideration of Pay Estimate No. _________ in the amount of $___________ the undersigned, on oath, states that all persons and firms who supplied labor and materials to the undersigned in connection with said Project will be fully paid within 30 days of the date of this document by the undersigned for such work through _________________________. In consideration of the payment herewith made, the undersigned does fully and finally release and hold harmless the City of Pearland and its surety, if any, through the above date from any and all claims, liens, or right to claim or lien, arising out of this Project under any applicable bond, law or statue. It is understood that this affidavit is submitted to induce payment of the above sum and for use by the City of Pearland in assuring the Owner and others that all liens and claims relating to the said Project furnished by the undersigned are paid. _____________________________________ Signature ____________________________________ Printed Name & Title _____________________________________ Company Name State of _______________ County of _____________ Subscribed and sworn to, before me, this ______ day of _________________, 20____. My Commission Expires: ____________ ______________________________ Notary Public Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 10-2012 00700 - i Section 00700 GENERAL CONDITIONS OF AGREEMENT TABLE OF CONTENTS Page No. 1.0 DEFINITIONS AND INTERPRETATIONS 1 1.01 Owner, Contractor and Engineer 1.02 Contract Documents 1.03 Subcontractor 1.04 Written Notice 1.05 Work 1.06 Extra Work 1.07 Work Day 1.07-1 Rain Day 1.07-2 Impact Day 1.08 Calendar Day 1.09 Substantially Completed 1.10 Interpretation of Words and Phrases 1.11 Referenced Standards 1.12 Contract Time 1.13 Construction Inspector 1.14 Balancing Change Order 2.0 RIGHTS AND RESPONSIBILITIES OF THE OWNER 4 2.01 No Warranty of Design 2.02 Right of Entry 2.03 Ownership of Plans Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 10-2012 00700 - ii 2.04 Changes and Alterations 2.05 Damages 3.0 RIGHTS AND RESPONSIBILITIES OF THE ENGINEER 6 3.01 Owner-Engineer Relationship 3.02 Keeping of Plans and Specifications Accessible 3.03 Preliminary Approval 3.04 Inspection by Engineer 3.05 Determination of Questions and Disputes 3.06 Recommendation of Payment 4.0 RIGHTS AND RESPONSIBILITIES OF THE CONTRACTOR 8 4.01 Independent Contractor 4.02 Contractor’s Understanding 4.03 Laws and Ordinances 4.04 Assignment and Subletting 4.05 Performance and Payment Bonds [and Maintenance Bond] 4.06 Insurance 4.07 Permits and Fees 4.08 Texas State Sales Tax 4.09 Contractor’s Duty and Superintendence 4.10 Character of Workers 4.11 Labor, Equipment, Materials, Construction Plant and Buildings 4.12 Sanitation 4.13 Cleaning and Maintenance 4.14 Performance of Work 4.15 Right of Owner to Accelerate the Work Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 10-2012 00700 - iii 4.16 Layout of Work 4.17 Shop Drawings 4.18 Engineer-Contractor Relationship; Observations 4.19 Observation and Testing 4.20 Defects and Their Remedies 4.21 Liability for Proper Performance 4.22 Protection Against Accident To Employees and the Public 4.23 Protection of Adjoining Property 4.24 Protection against Claims of Subcontractors, Laborers, Materialmen, and Furnishers of Equipment, Machinery and Supplies 4.25 Protection Against Royalties or Patented Invention 4.26 Indemnification 4.27 Losses From Natural Causes 4.28 Guarantee 5.0 PROSECUTION AND PROGRESS 18 5.01 Time and Order of Completion 5.02 Extension of Time 5.03 Hindrances and Delays 5.04 Suspension of Work 5.05 Liquidated Damages for Delay 5.06 Change of Contract Time 5.07 Delays Beyond Owner’s and Contractor’s Control 6.0 MEASUREMENT AND PAYMENT 21 6.01 Discrepancies and Omissions 6.02 Quantities and Measurements Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 10-2012 00700 - iv 6.03 Estimated Quantities 6.04 Price of Work 6.05 Payments 6.06 Partial Payments 6.07 Use of Completed Portions & Punchlist 6.08 Substantial Completion 6.08-1 6.09 Final Payment 6.10 Correction of Work Before Final Payment 6.11 Correction of Work After Final Payment 6.12 Payments Withheld 6.13 Delayed Payments 7.0 EXTRA WORK AND CLAIMS 27 7.01 Differing Site Conditions 7.02 Change Orders 7.03 Change Orders 7.04 Request for Work Approval for Work on Non-Work Days 7.05 Minor Changes 7.06 Extra Work 7.07 Time of Filing Claims 8.0 DEFAULT 30 8.01 Default by Contractor 8.02 Supplementation of Contractor Forces 8.03 Cumulative Remedies & Specific Performance 8.04 Cross-Default Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 10-2012 00700 - v 8.05 Insolvency 8.06 Contingent Assignment 8.07 Waiver of Consequential Damages 8.08 Termination for Convenience 8.09 Default by Owner 9.0 DISPUTE RESOLUTION 35 ATTACHMENT NO. 1: WORKERS’ COMPENSATION INSURANCE COVERAGE Al ATTACHMENT NO. 2: AGREEMENT FOR FINAL PAYMENT AND CONTRACTOR’S SWORN RELEASE B1 ATTACHMENT NO. 3: OWNER’S INSURANCE REQUIREMENTS OF CONTRACTOR C1 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SPECIAL CONDITIONS OF AGREEMENT 08/2018 00800 - 1 of 2 Section 00800 SPECIAL CONDITIONS OF AGREEMENT The following Special Conditions modify the General Conditions, Document 00700. Where a portion of the General Conditions is modified or deleted by these Special Conditions, the unaltered portions of the General Conditions shall remain in effect. ARTICLE 1 DEFINITIONS AND INTERPRETATIONS 1.01 Add the following paragraph to the end of Article 1.01: The OWNER’S representative on the project site is: Luis Perez________________telephone: 281. 652. 1744 The CONSTRUCTION MANAGER is: Luis Perez telephone: 281.652.1744 The CONSTRUCTION INSPECTOR is: N/A telephone: ________ ARTICLE 4 RIGHTS AND RESPONSIBILITIES OF THE CONTRACTOR 4.05 Add the following paragraph to Article 4.05: A Maintenance Bond in accordance with Document 00612 of the Project Manual is required for this Project. The cost of this bond shall be included in the CONTRACTOR’S Bid Proposal. Attachment No. 3 To General Conditions, Owner’s Insurance Requirements of Contractor, Article 4.6 Builder’s Risk – Builder’s Risk Insurance is Not Required for this project. ARTICLE 5 PROSECUTION AND PROGRESS 5.08 Add Article 5.08: The Contract Time as defined in the bid and other sections of the Contract Documents includes a certain number of rain days. Based on the Alvin Weather Center Records, the average annual rain days from June 1898 to December 1996 is 40 days calculated from all precipitation days of record. The CONTRACTOR is required to keep a record of rain days at the site. The record of rain days must be accepted and signed by the City Inspector monthly and shall be reported on the monthly pay estimate submittal. At the end of the contract, the CONTRACTOR will be credited only for Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SPECIAL CONDITIONS OF AGREEMENT 08/2018 00800 - 2 of 2 the number of accepted rain days that exceed 40 rain days per year, proportionate to the original Contract Time. General Notes: Section 01500 Temporary Facilities requires CONTRACTOR to provide high speed internet access in the Field Office. BIDDER is Not Required to provide either a Field Office or any internet access for this project. All other requirements remain and will be required per the section. It is the responsibility of the Contractor to coordinate with the Owner for all Traffic Control Documents. Contractor to coordinate with the Owner for procurement of Traffic Control Documents prior to permitting. Contractor is to keep a minimum of one lane open at all times, in both directions. No lane closures to extend beyond the defined workday. Contractor Will Not be required to provide an on-site construction office for the duration of this project. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WAGE SCALE FOR ENGINEERING CONSTRUCTION 10-2012 00811 - 1 of 8 Section 00811 WAGE SCALE FOR ENGINEERING CONSTRUCTION 1.01 In accordance with the Prevailing Wage law on Public Works (Article 2258 of the Texas Government Code), the public body awarding the contract does hereby specify the rates shown in Table 00811-A following to be the general prevailing rates in the locality in which the work is being performed. 1.02 This prevailing wage rate does not prohibit the payment of more than the rates stated. 1.03 The wage scale for engineering construction is to be applied to all site work greater than five (5) feet from an exterior wall of new building under construction or from an exterior wall of an existing building. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WAGE SCALE FOR ENGINEERING CONSTRUCTION 00811 - 2 of 8 "General Decision Number: TX20230038 01/06/2023 Superseded General Decision Number: TX20220038 State: Texas Construction Type: Highway Counties: Austin, Brazoria, Chambers, Fort Bend, Galveston, Hardin, Harris, Jefferson, Liberty, Montgomery, Orange, San Jacinto and Waller Counties in Texas. HIGHWAY CONSTRUCTION PROJECTS (excluding tunnels, building structures in rest area projects & railroad construction; bascule, suspension & spandrel arch bridges designed for commercial navigation, bridges involving marine construction; and other major bridges). Note: Contracts subject to the Davis-Bacon Act are generally required to pay at least the applicable minimum wage rate required under Executive Order 14026 or Executive Order 13658. Please note that these Executive Orders apply to covered contracts entered into by the federal government that are subject to the Davis-Bacon Act itself, but do not apply to contracts subject only to the Davis-Bacon Related Acts, including those set forth at 29 CFR 5.1(a)(2)-(60). _____________________________________________________________ |If the contract is entered |. Executive Order 14026 | |into on or after January 30, | generally applies to the | |2022, or the contract is | contract. | |renewed or extended (e.g., an |. The contractor must pay | |option is exercised) on or | all covered workers at | |after January 30, 2022: | least $16.20 per hour (or | | | the applicable wage rate | | | listed on this wage | | | determination, if it is | | | higher) for all hours | | | spent performing on the | | | contract in 2023. | |______________________________|_____________________________| |If the contract was awarded on|. Executive Order 13658 | |or between January 1, 2015 and| generally applies to the | |January 29, 2022, and the | contract. | |contract is not renewed or |. The contractor must pay all| |extended on or after January | covered workers at least | |30, 2022: | $12.15 per hour (or the | | | applicable wage rate listed| | | on this wage determination,| | | if it is higher) for all | | | hours spent performing on | | | that contract in 2023. | |______________________________|_____________________________| Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WAGE SCALE FOR ENGINEERING CONSTRUCTION 00811 - 3 of 8 The applicable Executive Order minimum wage rate will be adjusted annually. If this contract is covered by one of the Executive Orders and a classification considered necessary for performance of work on the contract does not appear on this wage determination, the contractor must still submit a conformance request. Additional information on contractor requirements and worker protections under the Executive Orders is available at http://www.dol.gov/whd/govcontracts. Modification Number Publication Date 0 01/06/2023 SUTX2011-013 08/10/2011 Rates Fringes CEMENT MASON/CONCRETE FINISHER (Paving and Structures)......................$ 12.98 ** ELECTRICIAN......................$ 27.11 FORM BUILDER/FORM SETTER Paving & Curb...............$ 12.34 ** Structures..................$ 12.23 ** LABORER Asphalt Raker...............$ 12.36 ** Flagger.....................$ 10.33 ** Laborer, Common.............$ 11.02 ** Laborer, Utility............$ 11.73 ** Pipelayer...................$ 12.12 ** Work Zone Barricade Servicer....................$ 11.67 ** PAINTER (Structures).............$ 18.62 POWER EQUIPMENT OPERATOR: Asphalt Distributor.........$ 14.06 ** Asphalt Paving Machine......$ 14.32 ** Broom or Sweeper............$ 12.68 ** Concrete Pavement Finishing Machine...........$ 13.07 ** Concrete Paving, Curing, Float, Texturing Machine....$ 11.71 ** Concrete Saw................$ 13.99 ** Crane, Hydraulic 80 Tons or less.....................$ 13.86 ** Crane, Lattice boom 80 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WAGE SCALE FOR ENGINEERING CONSTRUCTION 00811 - 4 of 8 tons or less................$ 14.97 ** Crane, Lattice boom over 80 Tons.....................$ 15.80 ** Crawler Tractor.............$ 13.68 ** Excavator, 50,000 pounds or less.....................$ 12.71 ** Excavator, Over 50,000 pounds......................$ 14.53 ** Foundation Drill, Crawler Mounted.....................$ 17.43 Foundation Drill, Truck Mounted.....................$ 15.89 ** Front End Loader 3 CY or Less........................$ 13.32 ** Front End Loader, Over 3 CY.$ 13.17 ** Loader/Backhoe..............$ 14.29 ** Mechanic....................$ 16.96 Milling Machine.............$ 13.53 ** Motor Grader, Fine Grade....$ 15.69 ** Motor Grader, Rough.........$ 14.23 ** Off Road Hauler.............$ 14.60 ** Pavement Marking Machine....$ 11.18 ** Piledriver..................$ 14.95 ** Roller, Asphalt.............$ 11.95 ** Roller, Other...............$ 11.57 ** Scraper.....................$ 13.47 ** Spreader Box................$ 13.58 ** Servicer.........................$ 13.97 ** Steel Worker Reinforcing Steel...........$ 15.15 ** Structural Steel Welder.....$ 12.85 ** Structural Steel............$ 14.39 ** TRUCK DRIVER Low Boy Float...............$ 16.03 ** Single Axle.................$ 11.46 ** Single or Tandem Axle Dump..$ 11.48 ** Tandem Axle Tractor w/Semi Trailer.....................$ 12.27 ** ---------------------------------------------------------------- WELDERS - Receive rate prescribed for craft performing operation to which welding is incidental. ================================================================ ** Workers in this classification may be entitled to a higher minimum wage under Executive Order 14026 ($16.20) or 13658 ($12.15). Please see the Note at the top of the wage determination for more information. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WAGE SCALE FOR ENGINEERING CONSTRUCTION 00811 - 5 of 8 Note: Executive Order (EO) 13706, Establishing Paid Sick Leave for Federal Contractors applies to all contracts subject to the Davis-Bacon Act for which the contract is awarded (and any solicitation was issued) on or after January 1, 2017. If this contract is covered by the EO, the contractor must provide employees with 1 hour of paid sick leave for every 30 hours they work, up to 56 hours of paid sick leave each year. Employees must be permitted to use paid sick leave for their own illness, injury or other health-related needs, including preventive care; to assist a family member (or person who is like family to the employee) who is ill, injured, or has other health-related needs, including preventive care; or for reasons resulting from, or to assist a family member (or person who is like family to the employee) who is a victim of, domestic violence, sexual assault, or stalking. Additional information on contractor requirements and worker protections under the EO is available at https://www.dol.gov/agencies/whd/government-contracts. Unlisted classifications needed for work not included within the scope of the classifications listed may be added after award only as provided in the labor standards contract clauses (29CFR 5.5 (a) (1) (ii)). ---------------------------------------------------------------- The body of each wage determination lists the classification and wage rates that have been found to be prevailing for the cited type(s) of construction in the area covered by the wage determination. The classifications are listed in alphabetical order of ""identifiers"" that indicate whether the particular rate is a union rate (current union negotiated rate for local), a survey rate (weighted average rate) or a union average rate (weighted union average rate). Union Rate Identifiers A four letter classification abbreviation identifier enclosed in dotted lines beginning with characters other than ""SU"" or ""UAVG"" denotes that the union classification and rate were prevailing for that classification in the survey. Example: PLUM0198-005 07/01/2014. PLUM is an abbreviation identifier of the union which prevailed in the survey for this classification, which in this example would be Plumbers. 0198 indicates the local union number or district council number where applicable, i.e., Plumbers Local 0198. The next number, 005 in the example, is an internal number used in processing the wage determination. 07/01/2014 is the effective date of the most current negotiated rate, which in this example is July 1, Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WAGE SCALE FOR ENGINEERING CONSTRUCTION 00811 - 6 of 8 2014. Union prevailing wage rates are updated to reflect all rate changes in the collective bargaining agreement (CBA) governing this classification and rate. Survey Rate Identifiers Classifications listed under the ""SU"" identifier indicate that no one rate prevailed for this classification in the survey and the published rate is derived by computing a weighted average rate based on all the rates reported in the survey for that classification. As this weighted average rate includes all rates reported in the survey, it may include both union and non-union rates. Example: SULA2012-007 5/13/2014. SU indicates the rates are survey rates based on a weighted average calculation of rates and are not majority rates. LA indicates the State of Louisiana. 2012 is the year of survey on which these classifications and rates are based. The next number, 007 in the example, is an internal number used in producing the wage determination. 5/13/2014 indicates the survey completion date for the classifications and rates under that identifier. Survey wage rates are not updated and remain in effect until a new survey is conducted. Union Average Rate Identifiers Classification(s) listed under the UAVG identifier indicate that no single majority rate prevailed for those classifications; however, 100% of the data reported for the classifications was union data. EXAMPLE: UAVG-OH-0010 08/29/2014. UAVG indicates that the rate is a weighted union average rate. OH indicates the state. The next number, 0010 in the example, is an internal number used in producing the wage determination. 08/29/2014 indicates the survey completion date for the classifications and rates under that identifier. A UAVG rate will be updated once a year, usually in January of each year, to reflect a weighted average of the current negotiated/CBA rate of the union locals from which the rate is based. ---------------------------------------------------------------- WAGE DETERMINATION APPEALS PROCESS 1.) Has there been an initial decision in the matter? This can be: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WAGE SCALE FOR ENGINEERING CONSTRUCTION 00811 - 7 of 8 * an existing published wage determination * a survey underlying a wage determination * a Wage and Hour Division letter setting forth a position on a wage determination matter * a conformance (additional classification and rate) ruling On survey related matters, initial contact, including requests for summaries of surveys, should be with the Wage and Hour National Office because National Office has responsibility for the Davis-Bacon survey program. If the response from this initial contact is not satisfactory, then the process described in 2.) and 3.) should be followed. With regard to any other matter not yet ripe for the formal process described here, initial contact should be with the Branch of Construction Wage Determinations. Write to: Branch of Construction Wage Determinations Wage and Hour Division U.S. Department of Labor 200 Constitution Avenue, N.W. Washington, DC 20210 2.) If the answer to the question in 1.) is yes, then an interested party (those affected by the action) can request review and reconsideration from the Wage and Hour Administrator (See 29 CFR Part 1.8 and 29 CFR Part 7). Write to: Wage and Hour Administrator U.S. Department of Labor 200 Constitution Avenue, N.W. Washington, DC 20210 The request should be accompanied by a full statement of the interested party's position and by any information (wage payment data, project description, area practice material, etc.) that the requestor considers relevant to the issue. 3.) If the decision of the Administrator is not favorable, an interested party may appeal directly to the Administrative Review Board (formerly the Wage Appeals Board). Write to: Administrative Review Board U.S. Department of Labor 200 Constitution Avenue, N.W. Washington, DC 20210 4.) All decisions by the Administrative Review Board are final. ================================================================ END OF GENERAL DECISIO" Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND ADDENDUM 2-22-12 00900 - 1 of 1 Section 00900 ADDENDUM NO. # Date: [mm dd, yyyy] [NOTE TO SPECIFIER: Please read this entire section carefully; edit, add, modify as appropriate and/or necessary for your project; coordinate all changes with the City prior to issuance and; DELET THIS TEXT BOX PRIOR TO PRINTING.] PROJECT: Intersection Improvements -Broadway at Pearland Parkway BID NO.: xxxxx BID DATE: [Date; time] FROM: Zahidul Siddique, PE Project Manager infraTECH Engineers & Innovators, LLC 11111 Wilcrest Green Dr., Suite 410, Houston, TX 77042 To: Prospective Bidders and Interested Parties This addendum forms a part of the bidding documents and will be incorporated into the Contract Documents, as applicable. Insofar as the original Contract Documents, Specifications, and Drawings are inconsistent, this Addendum shall govern. Please acknowledge receipt of this Addendum on the Bid Proposal form, Section 00300 submitted to the City of Pearland. FAILURE TO ACKNOWLEDGE RECEIPT OF ADDENDA ON THE BID PROPOSAL FORM MAY BE CAUSE FOR DISQUALIFICATION. CONTRACT DOCUMENTS: [Insert as needed] SPECIFICATIONS: [Insert as needed] CONSTRUCTION DRAWINGS: [Insert as needed] END OF ADDENDUM NO. [#] Zahidul Siddique, PE Project Manager Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TECHNICAL SPECIFICATIONS DIVISION 1 04/2008 TECHNICAL SPECIFICATIONS DIVISION 1 GENERAL REQUIREMENTS Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SUMMARY OF WORK 08/2016 01100 - 1 of 2 Section 01100 SUMMARY OF WORK 1.0 G E N E R A L 1.01 SECTION INCLUDES A A summary of the Work to be performed under this Contract, work by Owner, Owner furnished products, Work sequence, future Work, Contractor’s use of Premises, and Owner occupancy. 1.02 WORK COVERED BY CONTRACT DOCUMENTS A Work of the Contract is for the construction of: Improvements for the ntersection of Broadway (FM 518) and Pearland Parkway. West approach of Pearland Parkway will be widended to provide a second left -turn lane and a right-turn lane. The east approach will be widened to provide a right-turn lane. All curb ramps within the project area will be rebuilt per TxDOT standards. Existing traffic signal will be reconstructed. Also includes draiange improvements, sidewalk reconstruction, and median modification 1.03 WORK BY OWNER A Not Applicable 1.04 OWNER FURNISHED PRODUCTS A Not Applicable 1.05 WORK SEQUENCE A Suggested sequence: refer to construction plans. B Contractor to submit project schedule to Engineer & Owner for approval as specified in Section 01350 – Submittals. C Contractor shall coordinate the Work with the Engineer and Owner as specified in Section 01310 - Coordination and Meetings. 1.06 FUTURE WORK A Not Applicable 1.07 CONTRACTOR’S USE OF PREMISES A Comply with procedures for access to the site and Contractor’s use of rights -of- way as specified in Section 01140 - Contractor’s Use of Premises. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SUMMARY OF WORK 08/2016 01100 - 2 of 2 B Contractor shall be responsible for all utilities required for construction. 1.08 OWNER OCCUPANCY A Cooperate with the Owner to minimize conflict, and to facilitate the Owner’s operations. Coordinate Contractor's activities with Engineer. B Schedule Work to accommodate this requirement. 2.0 P R O D U C T S - Not Used 3.0 E X E C U T I O N - Not Used END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONTRACTOR’S USE OF PREMISES 01/2018 01140 - 1 of 4 Section 01140 CONTRACTOR’S USE OF PREMISES 1.1 G E N E R A L 1.2 SECTION INCLUDES A General use of the Project Site including properties inside and outside of the limits of construction, work affecting roads, ramps, streets and driveways and notification to adjacent occupants. B References to Technical Specifications: 1 Section 01350 – Submittals 2 Section 01730 – Cutting & Patching 3 Section 01555 – Traffic Control & Regulation 4 Section 01562 – Waste Material Disposal 5 Section 01720 – Field Surveying 6 Section 02980 – Pavement Repair 7 Section 02770 – Curbs, Curb & Gutter, & Headers 8 Section 02255 – Bedding, Backfill, & Embankment Materials 9 Section 02922 – Sodding 10 Section 02921 – Hydromulch Seeding 1.3 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. 1.4 LIMITS OF CONSTRUCTION A Confine access, operations, and storage areas to limits of construction as shown on the Plans provided by Owner as stipulated in Section 00700 – General Conditions of Agreement; trespassing on abutting lands or other lands in the area is not allowed. B Contractor may make arrangements, at Contractor’s cost, for temporary use of private properties, in which case Contractor and Contractor’s surety shall indemnify and hold harmless the Owner against claims or demands arising from such use of properties outside of the limits of construction. 1. Improvements to private properties made for the Contractor’s use must be removed upon completion of the Work. a. No fill material may be placed in temporary work areas or on adjacent private properties without the written permission of the Engineer or the issuance of a Fill Permit by the City of Pearland or other governing entity. C Restrict total length which materials may be distributed along the route of the construction at any one time to 1,000 linear feet unless otherwise approved by Engineer. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONTRACTOR’S USE OF PREMISES 01/2018 01140 - 2 of 4 1.5 PROPERTIES OUTSIDE OF LIMITS OF CONSTRUCTION A If Contractor’s means and methods require the acquisition of Temporary Construction Easements or any access to private property not already included in the above, such access and documentation along with any costs involved shall be the responsibility of the Contractor. B Altering the condition of properties adjacent to and along the limits of construction will not be permitted unless authorized by the Engineer and property owner(s) as noted above. C Means, methods, techniques, sequences, or procedures which will result in damage to properties or improvements in the vicinity outside of the limits of construction will not be permitted without temporary or permanent easements as determined by the Engineer. D Any damage to properties outside of the limits of construction shall be repaired or replaced to the satisfaction of the Engineer and at no cost to the Owner. E Contractor shall protect or replace all property corners, monuments or other demarcations disturbed, damaged or lost as a result of his activities. The replacement of these devices shall be properly documented to the satisfaction of the City by a Registered Public Land Surveyor with copies delivered to the Owner or private property owner. 1.6 USE OF SITE A Obtain approvals of governing authorities prior to impeding or closing public roads or streets. Do not close consecutive intersections simultaneously. B Notify Engineer 48 hours prior to closing a street or a street crossing. Permits for street closures are required in advance and are the responsibility of the Contractor. C Maintain access for emergency vehicles including access to fire hydrants. D Avoid obstructing drainage ditches or inlets; when obstruction is unavoidable due to requirements of the Work, provide grading and temporary drainage structures to maintain unimpeded flow. E Locate and protect private lawn sprinkler systems which may exist on rights-of-ways within the Project Site. Repair or replace damaged systems to condition equal to or better than that existing at start of the Work. F When required by the Work, cutting, patching, and fitting of Work to existing facilities, accommodating installation or connection of Work with existing facilities, or uncovering Work for access, inspection, or testing shall be performed in accordance with Section 01730 – Cutting & Patching. G Fires are not permitted on the Project Site. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONTRACTOR’S USE OF PREMISES 01/2018 01140 - 3 of 4 1.7 NOTIFICATION TO ADJACENT OCCUPANTS A Notify individual occupants in areas to be affected by the Work of the proposed construction and time schedule. Notification shall be 24 hours, 72 hours and 2 weeks prior to work being performed within 200 feet of the homes or businesses. B Include in notification names and telephone numbers of two representatives for resident contact, who will be available on 24-hour call. Include precautions which will be taken to protect private property and identify potential access or utility inconvenience or disruption. C Submit proposed notification to Engineer for approval. Consideration shall be given to the ethnicity of the neighborhood where English is not the dominant language. Notice shall be in an understandable language. 1.8 EXCAVATION IN STREETS AND DRIVEWAYS A Avoid hindering or needlessly inconveniencing public travel on a street or any intersecting alley or street for more than two blocks at any one time, except by permission of the Engineer. B Obtain the Engineer’s approval when the nature of the Work requires closing of an entire street. Permits required for street closure are the Contractor’s responsibility. Avoid unnecessary inconvenience to abutting property owners. C Remove surplus materials and debris and open 1000 feet or less for public use as work in that block is complete. D Acceptance of any portion of the Work will not be based on return of street to public use. E Avoid obstructing driveways or entrances to private property. F Provide temporary crossing or complete the excavation and backfill in one continuous operation to minimize the duration of obstruction when excavation is required across drives or entrances. G Provide barricades and signs in accordance with Section 01555 – Traffic Control & Regulation. 1.9 CLEAN-UP A Maintain Project Site in a neat and orderly manner. B Perform daily clean-up in and around construction zone of dirt, debris, scrap materials, other disposable items. C Leave streets, driveways, and sidewalks broom-clean or its equivalent at the end of each work day. D Promptly remove barriers, signs, and components of other control systems that are no Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONTRACTOR’S USE OF PREMISES 01/2018 01140 - 4 of 4 longer being utilized. E Dispose of waste and excess materials in accordance with requirements of Section 01562 – Waste Material Disposal. 1.10 RESTORATION A Restore damaged permanent facilities to pre-construction conditions unless replacement or abandonment of facilities is indicated on the Plans. B Repair/Replace removed or damaged pavement in accordance with Section 02980 – Pavement Repair and removed or damaged curbs, gutters, and headers in accordance with Section 02770 – Curbs, Curb & Gutter, & Headers. Repair/Replace with like materials to match existing style, lines, grades, etc., unless otherwise directed by Engineer. C Repair turf areas which become damaged by Contractor’s operations at no additional cost to Owner. D Level with bank sand or topsoil, conforming to Section 02255 – Bedding, Backfill, & Embankment Materials, as approved by the Engineer. E Provide sodding in areas of residential land use over the surface of ground disturbed during construction and not paved, or not designated to be paved, in accordance with Section 02922 – Sodding. Use only block sodding; do not use spot sodding or sprigging. F Provide hydromulch seeding in areas of commercial, industrial or undeveloped land use over the surface of ground disturbed during construction and not paved, or not designated to be paved, in accordance with Section 02921 – Hydromulch Seeding. G Water and level newly sodded areas with adjoining turf using steel wheel rollers appropriate for sodding 2.0 P R O D U C T S - Not Used 3.0 E X E C U T I O N - Not Used END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND MEASUREMENT AND PAYMENT PROCEDURES 05/2007 01200 - 1 of 3 Section 01200 MEASUREMENT AND PAYMENT PROCEDURES 1.0 G E N E R A L 1.01 SECTION INCLUDES A Procedures for measurement and payment of Work. B Conditions for nonconformance assessment and nonpayment for rejected products. C References to Technical Specifications: See Bid Proposal Sheet D Reference Standards: 1. Concrete Reinforcing Steel Institute (CRSI) 2. American Institute of Steel Construction (AISC) 1.02 AUTHORITY A Units and methods delineated in this Section are intended to complement the criteria of the Technical Specifications and Section 00300 – Bid Proposal. B In the event of conflict, the unit specified for Bid Items in Section 00300 – Bid Proposal shall govern. C Measurements and quantities submitted by the Contractor will be verified by the Engineer. D Contractor shall provide necessary equipment, workers, and survey personnel as required by Engineer to verify quantities. 1.03 UNIT QUANTITIES SPECIFIED A Quantity and measurement estimates stated in Section 00300 – Bid Proposal are for contract purposes only. Quantities and measurements supplied or placed in the Work, authorized and verified by Engineer shall determine payment as stated in Section 00700 – General Conditions of Agreement. B If the actual Work requires greater or lesser quantities than those quantities indicated in Section 00300 – Bid Proposal, provide the required quantities at the unit prices contracted except as otherwise stated in Section 00700 – General Conditions of Agreement or in executed Change Order. 1.04 MEASUREMENT OF QUANTITIES A Measurement by Weight: Reinforcing steel, rolled or formed steel or other metal shapes will be measured by CRSI or AISC Manual of Steel Construction weights. Welded assemblies will be measured by CRSI or AISC Manual of Steel Construction or scale weights. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND MEASUREMENT AND PAYMENT PROCEDURES 05/2007 01200 - 2 of 3 B Measurement by Volume: 1. Stockpiles: Measured by cubic dimension using mean length, width, and height or thickness. 2. Excavation and Embankment Materials: Measured by cubic dimension using the average end area method. C Measurement by Area: Measured by square dimension using mean length and width or radius. D Linear Measurement: Measured by linear dimension, at the item centerline or mean chord. E Stipulated Price Measurement: By unit designated in the agreement. F Other: Items measured by weight, volume, area, or lineal means or combination, as appropriate, as a completed item or unit of the Work. 1.05 PAYMENT A Payment includes full compensation for all required supervision, labor, products, tools, equipment, plant, transportation, services, and incidentals; and erection, application or installation of an item of the Work; and Contractor's overhead and profit. The price bid shall include the total cost for required Work. Claims for payment as Unit Price Work not specifically covered in Section 00300 – Bid Proposal will not be accepted. B Progress Payments for Unit Price Work will be based on the Engineer's observations and evaluations of quantities incorporated in the Work multiplied by the unit price. C Progress Payments for Lump Sum Work will be based on the Engineer's observations and evaluations of the percentage of quantities included in the schedule of values incorporated in the Work. D Final Payment for Work governed by unit prices will be made on the basis of the actual measurements and quantities determined by Engineer multiplied by the unit price for Work which is incorporated in or made necessary by the Work. 1.06 NONCONFORMANCE ASSESSMENT A Remove and replace the Work, or portions of the Work, not conforming to the Contract Documents. B If, in the opinion of the Engineer, it is not practical to remove and replace the Work, the Engineer will direct one of the following remedies: 1. The nonconforming Work will remain as is, but the unit price will be adjusted to a lower price at the discretion of the Engineer. 2. The nonconforming Work will be modified as authorized by the Engineer, and the unit price will be adjusted to a lower price at the discretion of the Engineer, if the modified Work is deemed to be less suitable than originally specified. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND MEASUREMENT AND PAYMENT PROCEDURES 05/2007 01200 - 3 of 3 C Individual Technical Specifications may modify these options or may identify a specific formula or percentage price reduction. D The authority of the Engineer to assess the nonconforming Work and identify payment adjustment is final. 1.07 NONPAYMENT FOR REJECTED PRODUCTS A Payment will not be made for any of the following: 1. Products wasted or disposed of in a manner that is not acceptable to Engineer. 2. Products determined as nonconforming before or after placement. 3. Products not completely unloaded from transporting vehicle. 4. Products placed beyond the lines and levels of the required Work. 5. Products remaining on hand after completion of the Work, unless specified otherwise. 6. Loading, hauling, and disposing of rejected products. 2.0 P R O D U C T S - Not Used 3.0 E X E C U T I O N - Not Used END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CHANGE ORDER PROCEDURES 02/2008 01290 - 1 of 4 Section 01290 CHANGE ORDER PROCEDURES 1.0 G E N E R A L 1.01 SECTION INCLUDES A Procedures for processing Change Orders, including: 1. Assignment of a responsible individual for approval and communication of changes in the Work; 2. Documentation of change in Contract Price and Contract Time; 3. Change procedures, using proposals and construction contract modifications, Work Change Directive, Stipulated Price Change Order, Unit Price Change Order, Time and Materials Change Order; 4. Execution of Change Orders; 5. Correlation of Contractor Submittals. B References to Technical Specifications: 1. Section 01350 – Submittals 2. Section 01760 – Project Record Documents C Other References: 1. Rental Rate Blue Book for Construction Equipment (Data Quest Blue Book). Rental Rate is defined as the full unadjusted base rental rate for the appropriate item of construction equipment. 1.02 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. 1.03 RESPONSIBLE INDIVIDUAL A Contractor shall provide a letter indicating the name and address of the individual authorized to execute change documents, and who shall also be responsible for informing others in Contractor's employ and Subcontractors of changes to the Work. The information shall be provided at the Preconstruction Conference. 1.04 DOCUMENTATION OF CHANGE IN CONTRACT PRICE AND CONTRACT TIME A Provide full information required for identification and evaluation of proposed changes, and to substantiate costs of proposed changes in the Work. B Contractor shall document each Proposal for Change in cost or time with sufficient data to allow for its evaluation. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CHANGE ORDER PROCEDURES 02/2008 01290 - 2 of 4 C Proposal for Change shall include, as a minimum, the following information as applicable: 1. Original Quantities of items in Section 00300 – Bid Proposal with additions, reductions, deletions, and substitutions. 2. When Work items were not included in Section 00300 – Bid Proposal, Contractor shall provide unit prices for the new items, with supporting information as required by the Engineer. 3. Justification for any change in Contract Time. 4. Additional data upon request. D For changes in the Work performed on a time-and-material basis, the following additional information may be required: 1. Quantities and description of products and equipment. 2. Taxes, insurance and bonds. 3. Overhead and profit as noted in Section 00700 – General Conditions of Agreement, 7.03 “Extra Work”. 4. Dates and times work was performed, and by whom. 5. Time records and certified copies of applicable payrolls. 6. Invoices and receipts for products, rented equipment, and subcontracts, similarly documented. E Rented equipment will be paid to the Contractor by actual invoice cost for the duration of time required to complete the extra work. If the extra work comprises only a portion of the rental invoice where the equipment would otherwise be on the site, the Contractor shall compute the hourly equipment rate by dividing the actual monthly invoice by 176. (One day equals 8 hours and one week equals 40 hours.) Operating costs shall not exceed the estimated operating costs given for the item of equipment in the Blue Book. F For changes in the work performed on a time-and-materials basis using Contractor- owned equipment, compute rates with the Blue Book as follows: 1. Multiply the appropriate Rental Rate by an adjustment factor of 70 percent plus the full rate shown for operating costs. The Rental Rate utilized shall be the lowest cost combination of hourly, daily, weekly or monthly rates. Use 150 percent of the Rental Rate for double shifts (one extra shift per day) and 200 percent of the Rental Rate for more than two shifts per day. No other rate adjustments shall apply. 2. Standby rates shall be 50 percent of the appropriate Rental Rate shown in the Blue Book. Operating costs will not be allowed. 1.05 CHANGE PROCEDURES A Changes to Contract Price or Contract Time can only be made by issuance of a Change Order. Issuance of a Work Change Directive or written acceptance by the Engineer of changes will be formalized into Change Orders. All such changes will be in accordance with the requirements of Section 00700 – General Conditions of Agreement, 7.01 “Change Orders”. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CHANGE ORDER PROCEDURES 02/2008 01290 - 3 of 4 B The Engineer will advise Contractor of Minor Changes in the Work not involving an adjustment to Contract Price or Contract Time as authorized by Section 00700 – General Conditions of Agreement, 7.02 “Minor Changes”, by issuing supplemental instructions. C Contractor may request clarification of Plans, Technical Specifications or Contract Documents or other information. Response by the Engineer to a Request for Information does not authorize the Contractor to perform tasks outside the scope of the Work. All changes must be authorized as described in this Section. 1.06 PROPOSALS FOR CHANGE AND CONTRACT MODIFICATION A The Engineer may issue a - Request for Proposal, which includes a detailed description of a proposed change with supplementary or revised Plans and Technical Specifications. The Engineer may also request a proposal in the response to a Request for Information. Contractor will prepare and submit its Proposal for Change within 7 days or as specified in the request. B The Contractor may propose an unsolicited change by submitting a Proposal for Change to the Engineer describing the proposed change and its full effect on the Work, with a statement describing the reason for the change and the effect on the Contract Price and Contract Time including full documentation. 1.07 WORK CHANGE DIRECTIVE A Engineer may issue a signed Work Change Directive instructing the Contractor to proceed with a change in the Work, for subsequent inclusion in a Change Order. B The document will describe changes in the Work and will designate a method of determining any change in Contract Price or Contract Time. C Contractor shall proceed promptly to execute the changes in the Work in accordance with the Work Change Directive. 1.08 STIPULATED PRICE CHANGE ORDER A A Stipulated Price Change Order will be based on an accepted Proposal for Change including the Contractor's lump sum price quotation. 1.09 UNIT PRICE CHANGE ORDER A Where Unit Prices for the affected items of the Work are included in Section 00300 - Bid Proposal , the Unit Price Change Order will be based on unit prices as originally bid, subject to provisions of Section 00700 – General Conditions of Agreement. B Where unit prices of the Work are not pre-determined in Section 00300 – Bid Proposal, Work Change Directive or accepted Proposal for Change will specify the unit prices to be used. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CHANGE ORDER PROCEDURES 02/2008 01290 - 4 of 4 1.10 TIME-AND-MATERIAL CHANGE ORDER A Contractor shall provide an itemized account and supporting data after completion of change, within time limits indicated for claims in Section 00700 – General Conditions of Agreement. B Engineer will determine the change allowable in Contract Price and Contract Time as provided in Section 00700 – General Conditions of Agreement. C Contractor shall maintain detailed records of work done on time-and-material basis as specified in this Section, 1.04 “Documentation of Change in Contract Price and Contract Time”. D Contractor shall provide full information required for evaluation of changes, and shall substantiate costs for changes in the Work. 1.11 EXECUTION OF CHANGE DOCUMENTATION A Engineer will issue Change Orders, Work Change Directives, or accepted Proposals for Change for signatures of parties named in Section 00500 – Standard Form of Agreement. 1.12 CORRELATION OF CONTRACTOR SUBMITTALS A For Stipulated Price Contracts, Contractor shall promptly revise Schedule of Values and Application for Payment forms to record each authorized Change Order as a separate line item and adjust the Contract Price. B For Unit Price Contracts, the next monthly Application for Payment of the Work after acceptance of a Change Order will be revised to include any new items not previously included and the appropriate unit rates. C Contractor shall promptly revise progress schedules to reflect any change in Contract Time, and shall revise schedules to adjust time for other items of work affected by the change, and resubmit for review. D Contractor shall promptly enter changes to the on-site and record copies of the Plans, Technical Specifications or Contract Documents as required in Section 01760 – Project Record Documents. 2.0 P R O D U C T S - Not Used 3.0 E X E C U T I O N - Not Used END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND COORDINATION AND MEETINGS 02/2008 01310 - 1 of 3 Section 01310 COORDINATION AND MEETINGS 1.0 G E N E R A L 1.01 SECTION INCLUDES A Section includes general coordination including Preconstruction Conference, Site Mobilization Conference, and Progress Meetings. B References to Technical Specifications: 1. Section 01100 – Summary of Work 1.02 RELATED DOCUMENTS A Coordination is required throughout the documents. Refer to all of the Contract Documents and coordinate as necessary. 1.03 ENGINEER AND REPRESENTATIVES A The Engineer may act directly or through designated representatives as defined in Section 00700 – General Conditions of Agreement, 1.01 “Owner, Contractor, and Engineer”, and as identified by name at the Preconstruction Conference. 1.04 CONTRACTOR COORDINATION A Coordinate scheduling, submittals, and work of the various Technical Specifications to assure efficient and orderly sequence of installation of interdependent construction elements. B Coordinate completion and clean up of the Work for Substantial Completion and for portions of the Work designated for Owner's partial occupancy. C Coordinate access to Project Site for correction of nonconforming work to minimize disruption of Owner's activities where Owner is in partial occupancy. 1.05 PRECONSTRUCTION CONFERENCE A Engineer will schedule a Preconstruction Conference. B Attendance Required: Engineer's representatives, Consultants, Contractor, and major Subcontractors. C Agenda: 1. Distribution of Contract Documents. 2. Designation of personnel representing the parties to the Contract, and the Consultant. 3. Review of insurance. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND COORDINATION AND MEETINGS 02/2008 01310 - 2 of 3 4. Discussion of formats proposed by the Contractor for Schedule of Values, and Construction Schedule. 5. Discussion of required Submittals, including, but not limited to, Work Plans, Traffic Control Plans, Safety Programs, Construction Photographs. 6. Procedures and processing of Shop Drawings and other submittals, substitutions, Applications for Payment, Requests for Information, Request for Proposal, Change Orders, and Contract Closeout. 7. Scheduling of the Work and coordination with other contractors. 8. Review of Subcontractors. 9. Appropriate agenda items listed in this Section, 1.06 “Site Mobilization Conference”, when Preconstruction Conference and Site Mobilization Conference are combined. 10. Procedures for testing. 11. Procedures for maintaining Project Record Documents. 12. Designation of the individual authorized to execute change documents and their responsibilities. 13. Discussion of requirements of a Trench Safety Program. 1.06 SITE MOBILIZATION CONFERENCE A When required by Section 01100 – Summary of Work, Engineer will schedule a Site Mobilization Conference at the Project Site prior to Contractor occupancy. B Attendance Required: Engineer representatives, Consultants, Contractor's Superintendent, and major Subcontractors. C Agenda: 1. Use of premises by Owner and Contractor 2. Safety and first aid procedures 3. Construction controls provided by Owner 4. Temporary utilities 5. Survey and layout 6. Security and housekeeping procedures 1.07 PROGRESS MEETINGS A Progress Meetings shall be held at Project Site or other location as designated by the Engineer. Meeting shall be held at monthly intervals, or more frequent intervals if directed by Engineer. B Attendance Required: Job superintendent, major Subcontractors and suppliers, Engineer representatives, and Consultants as appropriate to agenda topics for each meeting. C Engineer or City’s representative will make arrangements for meetings, and recording minutes. D Engineer or City’s representative will prepare the agenda and preside at meetings. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND COORDINATION AND MEETINGS 02/2008 01310 - 3 of 3 E Contractor shall provide required information and be prepared to discuss each agenda item. F Agenda: 1. Review minutes of previous meeting. 2. Review of Construction Schedule, Applications for Payment, payroll and compliance submittals. 3. Field observations, problems, and decisions. 4. Identification of problems which impede planned progress. 5. Review of Submittal Schedule and status of submittals. 6. Review status of Requests for Information, Requests for Proposal. 7. Review status of Change Orders. 8. Review of off-site fabrication and delivery schedules. 9. Maintenance of updates to Construction Schedule. 10. Corrective measures to regain projected schedules. 11. Planned progress during succeeding work period. 12. Coordination of projected progress. 13. Maintenance of quality and work standards. 14. Effect of proposed changes on Construction Schedule and coordination. 15. Other items relating to the Work. 2.0 P R O D U C T S - Not Used 3.0 E X E C U T I O N - Not Used END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SUBMITTALS 01/2008 01350 - 1 of 6 Section 01350 SUBMITTALS 1.0 G E N E R A L This Section contains general lists of Submittals and Technical Specifications that may be required for the Work. When Submittals are required elsewhere in these Technical Specifications, refer to this Section for Submittal requirements and procedures. 1.01 SECTION INCLUDES A Submittal procedures for: 1. Schedule of Values 2. Construction Schedules 3. Shop Drawings, Product Data, and Samples 4. Operations and Maintenance Data 5. Manufacturer's Certificates 6. Construction Photographs 7. Project Record Documents 8. Design Mixes B References to the following Technical Specifications: 1. Section 01310 – Coordination & Meetings 2. Section 01630 – Product Options & Substitutions 3. Section 01100 – Summary of Work 4. Section 01380 – Construction Photographs 5. Section 01760 – Project Record Documents 6. Section 02530 – Gravity Sanitary Sewers 1.02 SUBMITTAL PROCEDURES A Scheduling and Handling 1. Schedule Submittals well in advance of the need for material or equipment for construction. Allow time to make delivery of material or equipment after Submittal is approved. 2. Develop a Submittal Schedule that allows sufficient time for initial review, correction, resubmission and final review of all submittals. The Engineer will review and return submittals to the Contractor as expeditiously as possible but the amount of time required for review will vary depending on the complexity and quantity of data submitted. In no case will a Submittal Schedule be acceptable which allows less than 30 days for initial review by the Engineer. This time for review shall in no way be justification for delays or additional compensation to the Contractor. 3. The Engineer's review of submittals covers conformity to the Plans, Technical Specifications, and dimensions which affect the layout. The Contractor is responsible for quantity determination. The Contractor is responsible for any errors, omissions or deviations from the Contract requirements; review of Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SUBMITTALS 01/2008 01350 - 2 of 6 submittals in no way relieves the Contractor from his obligation to furnish required items according to the Plans and Technical Specifications. 4. Submit 5 copies of documents unless otherwise specified in this Section or by individual Technical Specifications. 5. Revise and resubmit submittals as required. Identify all changes made since previous submittal. 6. The Contractor shall assume the risk for material or equipment which is fabricated or delivered prior to approval. No material or equipment shall be incorporated into the Work or included in Applications for Payment until approval has been obtained in the specified manner. B Transmittal Form and Numbering 1. Transmit each submittal to the Engineer with a transmittal form. 2. Sequentially number each transmittal form beginning with the number 1. Re- Submittals shall use the original number with an alphabetic suffix (i.e., 2A for first Re-Submittal of Submittal 2 or 15C for third Re-Submittal of Submittal 15). Each submittal shall only contain one type of work, material, or equipment. Mixed submittals will not be accepted. 3. Identify variations from requirements of Contract Documents and identify product or system limitations. 4. For submittal numbering of video tapes, see this Section, 1.10 “Video”. C Contractor's Certification 1. Each submittal shall contain a statement or stamp signed by the Contractor, certifying that the items have been reviewed in detail and are correct and in accordance with Contract Documents, except as noted by any requested variance. 1.03 SCHEDULE OF VALUES A Submit a Schedule of Values at least 10 days prior to the first Application for Payment. A Schedule of Values shall be provided for each of the items indicated as Lump Sum (LS) in Section 00300 – Bid Proposal for which the Contractor requests to receive Progress Payments. B Schedule of Values shall be typewritten on 8-1/2" x 11", plain bond, white paper. Use the Table of Contents of this Project Manual as a format for listing costs of Work by Section. C Round off figures for each listed item to the nearest $100.00 except for the value of one item, if necessary, to make the total price for all items listed in the Schedule of Values equal to the applicable Lump Sum in Section 00300 – Bid Proposal. D For Unit Price Contracts, items should include a proportional share of Contractor's overhead and profit, such that the total of all items listed in the Schedule of Values equals the Contract amount. For Stipulated Price Contracts, Mobilization, Bonds, and Insurance may be listed as separate items in the Schedule of Values. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SUBMITTALS 01/2008 01350 - 3 of 6 E For Lump Sum equipment items, where Submittals for Testing, Adjusting, and Balancing Reports in conjunction with Operation and Maintenance Data are required, include a separate item for equipment Operation and Maintenance Data Submittals and a separate item for Submittals of equipment Testing, Adjusting, and Balancing Reports, each valued at five (5) percent of the Lump Sum. F Revise the Schedule of Values and resubmit for items affected by contract modifications, Change Orders, and Work Change Directives. Submit revised Schedule of Values 10 days prior to the first Application for Payment after the changes are approved by the Engineer. 1.04 CONSTRUCTION SCHEDULES A Submit Construction Schedules for the Work in accordance with the requirements of this Section. The Construction Schedule Submittal shall be, at a minimum, a bar chart, (computer generated or prepared manually) and a narrative report. B During the Preconstruction Meeting, as noted in Section 01310 - Coordination and Meetings, the Contractor shall provide a sample of the format to be used for the Construction Schedule Submittal. The format is subject to approval by the Engineer. Review of the Submittal will be provided within 7 days of the Submittal of the sample. C Within 7 days of the receipt of approval of the Contractor's format, or 14 days of the Notice to Proceed, whichever is later, the Contractor shall submit a proposed Construction Schedule for review. The Construction Schedule Submittal shall meet the following requirements: 1. The Construction Schedule shall usually include a total of at least 20 but not more than 50 activities. Fewer activities may be accepted, if approved by the Engineer. 2. For Projects with work at different physical locations, each location should be indicated separately within the Construction Schedule. 3. For projects with multiple crafts or significant subcontractor components, these elements should be indicated separately within the Construction Schedule. 4. For Projects with multiple types of tasks within the scope, these types of work should be indicated separately within the Construction Schedule. 5. For Projects with significant major equipment items or materials worth over 25 percent of the Total Contract Price, the Construction Schedule shall indicate dates when these items are to be purchased, when they are to be delivered, and when installed. 6. For Projects where operating plants are involved, each period of work which will require the shut down of any process or operation shall be identified in the Construction Schedule and must be agreed to by the Engineer prior to starting work in the area. 7. A Billing Schedule (tabulation of the estimated monthly billings) for the Work shall be prepared and submitted by the Contractor with the first Construction Schedule. This information is not required in the monthly updates, unless significant changes in Work require re-submittal of the Construction Schedule for review. The total for each month and a cumulative total will be indicated. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SUBMITTALS 01/2008 01350 - 4 of 6 These monthly forecasts are only for planning purposes of the Engineer. Monthly payments for actual work completed will be made by the Engineer in accordance with Section 00700 - General Conditions of Agreement. D The Contractor must receive approval of the Engineer for the Construction Schedule and Billing Schedule prior to the first monthly Application for Payment. No payment will be made until these are accepted. E Upon written request from the Engineer, the Contractor shall revise and submit for approval all or any part of the Construction Schedule to reflect changed conditions in the Work or deviations made from the original plan and schedule. F The Contractor's Construction Schedule shall thereafter be updated with the Actual Start and Actual Finish Dates, Percent Complete, and Remaining Duration of each Activity and submitted monthly. The date to be used in updating the monthly Construction Schedule shall be the same Date as is used in the monthly Application for Payment. This monthly update of the Construction Schedule shall be required before the monthly Application for Payment will be processed for payment. G The narrative Construction Schedule Report shall include a description of changes made to the Construction Schedule; Activities Added to the Construction Schedule; Activities Deleted from the Construction Schedule; any other changes made to the Construction Schedule other than the addition of Actual Start Dates and Actual Finish Dates and Remaining Durations. 1.05 SHOP DRAWINGS, PRODUCT DATA, AND SAMPLES A Shop Drawings 1. Submit Shop Drawings for review as required by the Technical Specifications. 2. Contractor's Certification, as described in this Section, 1.02 “Submittal Procedures” shall be placed on each Shop Drawing. 3. The Shop Drawing shall accurately and distinctly present the following: a. Field and erection dimensions clearly identified as such. b. Arrangement and section views. c. Relation to adjacent materials or structure including complete information for making connections between work under this Contract and work under other contracts. d. Kinds of materials and finishes. e. Parts list and descriptions. f. Assembly Shop Drawings of equipment components and accessories showing their respective positions and relationships to the complete equipment package. g. Where necessary for clarity, identify details by reference to sheet numbers and detail numbers, schedule or room numbers as shown on the Plans. 4. Shop Drawing Drawings shall be to scale, and shall be a true representation of the specific equipment or item to be furnished. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SUBMITTALS 01/2008 01350 - 5 of 6 B Product Data 1. Submit Product Data for review when required in individual Technical Specifications. 2. Contractor's Certification, as described in this Section, 1.02 “Submittal Procedures” shall be placed on each data item submitted. 3. Mark each copy to identify applicable products, models, options to be used in this Project. Supplement manufacturers' standard data to provide information unique to this Project, where required by the Technical Specification. 4. For products specified only by reference standard, submit manufacturer, trade name, model or catalog designation, and applicable reference standard. 5. For Approved Products, those designated in the Technical Specifications followed by the words “or approved equal”, submit manufacturer, trade name, model or catalog designation, and applicable reference standard. 6. For products proposed as alternates to Approved Products, refer to Section 01630 - Product Options and Substitutions, 1.04 “Selection Options” and 1.07 “Substitution Procedures”. 7. For products that are neither Pre-Approved, Approved, specified only by reference standard, nor proposed as alternates, submit product description, trade name, manufacturer, and supplier. Contractor shall provide additional information upon written request by Engineer or Owner. C Samples 1. Submit samples for review as required by the Technical Specification. 2. Contractor's Certification, as described in this Section, 1.02 “Submittal Procedures”, shall be placed on each sample or a firmly attached sheet of paper. 3. Submit the number of samples specified in the Technical Specification; one of which will be retained by the Engineer. 4. Reviewed samples which may be used in the Work are identified in the Technical Specifications. 1.06 OPERATIONS AND MAINTENANCE DATA A When specified in Technical Specification, submit manufacturers' printed instructions for delivery, storage, assembly, installation, start-up, operation, adjusting, finishing, and maintenance. B Contractor's Certification, as described in this Section. 1.02 “Submittal Procedures”, shall be placed on front page of each document. C Identify conflicts between manufacturers' instructions and Contract Documents. 1.07 MANUFACTURER'S CERTIFICATES A When specified in Technical Specification, submit manufacturers' certificate of compliance for review by Engineer. B Contractor's Certification, as described in this Section, 1.02 “Submittal Procedures”, shall be placed on front page of the certificate. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SUBMITTALS 01/2008 01350 - 6 of 6 C Submit supporting reference data, affidavits, and certifications as appropriate. D Manufacturer’s Certificates may be recent or previous test results on material or product, but must be acceptable to Engineer. 1.08 CONSTRUCTION PHOTOGRAPHS A Submit photographs in accordance with Section 01380 – Construction Photographs. 1. Prints: Prepare 2 prints of each view and submit 1 print directly to the City’s Representative within 7 days of taking photographs. One print shall be retained by the Contractor and made available at all times for reference on the job site. B PRECONSTRUCTION PHOTOGRAPHS: 1. Prior to the commencement of any construction, take digital color photographs on the entire route of the project 2. Photographs: Two prints, color, matte finish; 3 x 5 inch size, mounted on 8½ x 11-inch soft card stock, with left edge binding margin for three hole punch, or in plastic pockets in three-ring notebook. 3. Th photographs shall show: a. Date photographs were taken b. Location of the photograph, house number and street name. (This information may be shown on a chalk board in the photograph by a label on the mountings.) 4. Photographs should show the condition of the following a. Esplanades and boulevards b. Yards (near, side and far side of street) c. Housewalk, sidewalk and driveway; curb d. Area between walk and curb 1) Particular features(yard lights, shrubs, fences, trees, etc.) 2) Landscaping and decorative features. C POST CONSTRUCTION PHOTOGRAPHS 1. On completion of construction, provide photographs of any public or private property which has been repaired or restored and any damage which is or may be the subject of complaints. 1.09 PROJECT RECORD DOCUMENTS A Submit Project Record Documents in accordance with Section 01760– Project Record Documents. 1.10 VIDEO A Submit television video in DVD format as required in individual Technical Specifications. B Transmittal forms for video disks shall be numbered sequentially beginning with T01, T02, T03, etc. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SUBMITTALS 01/2008 01350 - 7 of 6 1.11 DESIGN MIXES A When specified, submit design mixes for review. B Contractor's Certification, as described in this Section, 1.02 “Submittal Procedures”, shall be placed on front page of each design mix. C Mark each design mix to identify proportions, gradations, and additives for each class and type of design mix submitted. Include applicable test results on samples for each mix. D Maintain a copy of approved design mixes at mixing plant. 2.0 P R O D U C T S - Not Used 3.0 E X E C U T I O N - Not Used END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONSTRUCTION PHOTOGRAPHS 01/2008 01380 - 1 of 3 Section 01380 CONSTRUCTION PHOTOGRAPHS 1.0 G E N E R A L 1.01 SECTION INCLUDES A Requirements for construction photographs and submittals. B References Technical Specifications: 1. Section 01100 – Summary of Work 2. Section 01350 – Submittals 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for Construction Photographs under this Section. Include cost in Bid Items for installed Work. 1.03 SUBMITTALS A When required by Section 01100 – Summary of Work, submit photographs in accordance applicable provisions of this Section. B Make Submittals required by this and related Sections under the provisions of Section 01350 – Submittals. C Prepare three (3) prints of each view and submit two (2) prints directly to the Project Manager within seven (7) days of taking photographs. One (1) print shall be retained by the Contractor in the field office at the Project Site and available at all times for reference. D When requested by the Project Manager, the Contractor shall submit extra prints of photographs, for distribution directly to designated parties who will pay the costs for the extra prints directly to the photographer. E When required by individual Sections, submit photographs taken prior to start of the Work to show original Project Site conditions. F When required by Contract Documents, submit photographs with Application for Payment. G When required by individual Sections, submit photographs taken following completion of the Work to show the condition in which the Project Site will be left. H With each submittal, include photographic negatives in protective envelopes, identified by Project Name, Contractor, and date photographs were taken. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONSTRUCTION PHOTOGRAPHS 01/2008 01380 - 2 of 3 1.04 QUALITY ASSURANCE A Contractor shall be responsible for the timely execution of the photographs, their vantage point, direction of shot, and quality. 2.0 P R O D U C T S 2.01 PHOTOGRAPHS A Photographs shall be digital quality and shall be submitted on a CD. B The photographs shall show on a non-elective chalkboard or white board, readable in the photograph: 1. Job number. 2. Date and time photographs were taken. 3. Location of the photograph, house number and street, along with the project number. C Indicate the condition of the following: 1. Esplanades and boulevards. 2. Yards (near side and far side of street). 3. House-walk and sidewalk. 4. Curb. 5. Area between walk and curb. 6. Particular features (yard lights, shrubs, fence, trees, etc.). 7. Date shall be on negative. 8. Provide notation of vantage point marked for location and direction of shot on a key plan of the Project Site. D Sufficient number of photographs shall be taken to show the existence or non- existence of cracked concrete and the condition of trees, shrubs and grass. E Identify each photograph with an applied label or rubber stamp on the back with the following information: 1. Name of the Project. 2. Name and address of the photographer (if a professional photographer is used). 3. Name of the Contractor. 4. Date the photograph was taken. 5. Photographs to be in plastic pockets and bound in three -ring notebook for easy access and viewing. 3.0 EXECUTION 3.01 PRECONSTRUCTION PHOTOGRAPHS A Prior to the commencement of the Work, take photographs of the entire route of the Project Site. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONSTRUCTION PHOTOGRAPHS 01/2008 01380 - 3 of 3 3.02 POST-CONSTRUCTION PHOTOGRAPHS A Following the completion of the Work, take photographs from corresponding vantage points and direction of shots. 3.03 PROGESS PHOTOGRAPHS A Take photographs at intervals, coinciding with the cutoff date associated with each Application for Payment and submit on CD with monthly Application for Payment. B Select the vantage points for each shot each month to best show the status of construction and progress since the last photographs were taken. Take not less than two (2) shots from the same vantage point creating a time-lapsed sequence. C Follow direction when given by the Project Manager in selecting vantage points. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND REFERENCED STANDARDS 02/2008 01420 - 1 of 5 Section 01420 REFERENCED STANDARDS 1.0 G E N E R A L 1.01 SECTION INCLUDES A General quality assurance as related to Reference Standards and a list of references. B References to Technical Specifications: None 1.02 QUALITY ASSURANCE A For Products or workmanship specified by association, trade, or Federal Standards comply with requirements of the standard, except when more rigid requirements are specified or are required by applicable codes. B Conform to reference standard by date of issue current on the date as stated in Section 00700 – General Conditions of Agreement. C Request clarification from Engineer before proceeding should specified reference standards conflict with Contract Documents. 1.03 SCHEDULE OF REFERENCES AASHTO American Association of State Highway and Transportation Officials 444 North Capitol Street, N.W. Washington, DC 20001 ACI American Concrete Institute P.O. Box 19150 Reford Station Detroit, MI 48219-0150 AGC Associated General Contractors of America 1957 E Street, N.W. Washington, DC 20006 AI Asphalt Institute Asphalt Institute Building College Park, MD 20740 AITC American Institute of Timber Construction 333 W. Hampden Avenue Englewood, CO 80110 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND REFERENCED STANDARDS 02/2008 01420 - 2 of 5 AISC American Institute of Steel Construction 400 North Michigan Avenue, Eighth Floor Chicago, IL 60611 AISI American Iron and Steel Institute 1000 16th Street, N.W. Washington, DC 20036 ASME American Society of Mechanical Engineers 345 East 47th Street New York, NY 10017 ANSI American National Standards Institute 1430 Broadway New York, NY 10018 APA American Plywood Association Box 11700 Tacoma, WA 98411 API American Petroleum Institute 1220 L Street, N.W. Washington, DC 20005 AREA American Railway Engineering Association 50 F Street, N.W. Washington, DC 20001 ASTM American Society for Testing and Materials 1916 Race Street Philadelphia, PA 19103 AWPA American Wood-Preservers' Association 7735 Old Georgetown Road Bethesda, MD 20014 AWS American Welding Society P.O. Box 35104 Miami, FL 33135 AWWA American Water Works Association 6666 West Quincy Avenue Denver, CO 80235 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND REFERENCED STANDARDS 02/2008 01420 - 3 of 5 CLFMI Chain Link Fence Manufacturers Institute 1101 Connecticut Avenue, N.W. Washington, DC 20036 CRD U.S.A. Corps of Engineers Code of Ordinances City of Pearland 3519 Liberty Drive Pearland, TX 77581 CRSI Concrete Reinforcing Steel Institute 933 Plum Grove Road Schaumburg, IL 60173-4758 EJMA Expansion Joint Manufacturers Association 707 Westchester Avenue White Plains, NY 10604 FDA U.S. Food and Drug Administration 5600 Fisher Lane Rockville, MD 20857-0001 FS Federal Standardization Documents General Services Administration, Specifications Unit (WFSIS) 7th and D Street S.W. Washington, DC 20406 ICEA Insulated Cable Engineer Association P.O. Box 440 S. Yarmouth, MA 02664 IEEE Institute of Electrical and Electronics Engineers 445 Hoes Lane P.O. Box 1331 Piscataway, NJ 0855-1331 MIL Military Specifications General Services Administration, Specifications Unit (WFSIS) 7th and D Street S.W. Washington, DC 20406 NACE National Association of Corrosion Engineers P. O. Box 986 Katy, TX 77450 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND REFERENCED STANDARDS 02/2008 01420 - 4 of 5 NEMA National Electrical Manufacturers' Association 2101 L Street, N.W., Suite 300 Washington, DC 20037 NFPA National Fire Protection Association Batterymarch Park, P.O. Box 9101 Quincy, MA 02269-9101 OSHA Occupational Safety Health Administration U.S. Department of Labor, Government Printing Office Washington, DC 20402 PCA Portland Cement Association 5420 Old Orchard Road Skokie, IL 60077-1083 PCI Prestressed Concrete Institute 201 North Wacker Drive Chicago, IL 60606 SDI Steel Deck Institute Box 9506 Canton, OH 44711 SSPC Steel Structures Painting Council 4400 Fifth Avenue Pittsburgh, PA 15213 TAC Texas Administrative Code TCEQ Texas Commission on Environmental Quality P. O. Box 13087 Austin, TX 78711-3087 TxDOT Texas Department of Transportation 125 East 11th Street Austin, TX 78701-2483 Texas MUTCD Texas Manual on Uniform Traffic Control Devices (2003 Adoption) (published by Texas Department of Transportation) UL Underwriters' Laboratories, Inc. 333 Pfingston Road Northbrook, IL 60062 UNI-BELL UNI-BELL Pipe Association 2655 Villa Creek Drive, Suite 155 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND REFERENCED STANDARDS 02/2008 01420 - 5 of 5 Dallas, TX 75234 WRI Wire Reinforcement Institute 942 Main Street – Suite 300 Hartford, CT 06103 WWD/PI Water Well Drillers and Pump Installers Advisory Council Texas Department of Licensing and Regulation P.O. Box 12157 Austin, TX 78711 2.0 P R O D U C T S - Not Used 3.0 E X E C U T I O N - Not Used END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONTRACTOR'S QUALITY CONTROL 02/2008 01430 - 1 of 2 Section 01430 CONTRACTOR'S QUALITY CONTROL 1.0 G E N E R A L 1.01 SECTION INCLUDES A Quality assurance and control of installation and manufacturer's field services and reports. B References to Technical Specifications: 1. Section 01350 – Submittals 1.02 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. 1.03 QUALITY ASSURANCE/CONTROL OF INSTALLATION A Monitor quality control over suppliers, manufacturers, products, services, site conditions, and workmanship, to produce the Work of specified quality at no additional cost to the Owner. B Comply fully with manufacturers' installation instructions, including each step in sequence. C Request clarification from Project Manager before proceeding should manufacturers' instructions conflict with Contract Documents. D Comply with specified Standards as minimum requirements for the Work except when more stringent tolerances, codes, or specified requirements indicate higher standards or more precise workmanship. E Perform work by persons qualified to produce the specified level of workmanship. F Obtain copies of Standards and maintain at Project Site when required by individual Technical Specifications. 1.04 MANUFACTURERS' FIELD SERVICES AND REPORTS A When specified in individual Technical Specifications, provide material or product suppliers' or manufacturers' technical representative to observe site conditions, conditions of surfaces and installation, quality of workmanship, start-up of equipment, operator training, test, adjust, and balance of equipment as applicable, and to initiate operation, as required. Conform to minimum time requirements for start-up operations and operator training if defined in Technical Specifications. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONTRACTOR'S QUALITY CONTROL 02/2008 01430 - 2 of 2 B At the Project Manager’s request, submit qualifications of manufacturer's representative to Project Manager fifteen (15) days in advance of required representative's services. The representative shall be subject to approval of Project Manager. C Manufacturer's representative shall report observations and site decisions or instructions given to applicators or installers that are supplemental or contrary to manufacturers' written instructions. Submit report within one (1) day of observation to Project Manager for review. 2.0 P R O D U C T S - Not Used 3.0 E X E C U T I O N - Not Used END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND OBSERVATION SERVICES 09/2009 01440 - 1 of 1 Section 01440 OBSERVATION SERVICES 1.0 G E N E R A L 1.01 SECTION INCLUDES A Observation services and references. B References to Technical Specifications: 1. Section 01450 – Testing Laboratory Services 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 INSPECTION A Project Manager will appoint an Observer as a representative of the Owner to oversee inspections, tests, and other services specified in individual Technical Specifications. B Alternately, Project Manager may appoint, employ, and pay an independent firm to provide additional observation or construction management services as indicated in Section 01450 – Testing Laboratory Services. C Reports will be submitted by the independent firm to Project Manager, Engineer, and Contractor, indicating observations and results of tests and indicating compliance or non-compliance with Contract Documents. D Contractor shall assist and cooperate with the Observer; furnish samples of materials, design mix, equipment, tools, and storage. E Contractor shall notify Project Manager 24 hours prior to expected time for operations requiring services. Notify Engineer and independent firm when noted. F Contractor shall sign and acknowledge report for Observer. 2.0 P R O D U C T S - Not Used 3.0 E X E C U T I O N - Not Used END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TESTING LABORATORY SERVICES 04/2008 01450 - 1 of 3 Section 01450 TESTING LABORATORY SERVICES 1.0 G E N E R A L 1.01 SECTION INCLUDES A Testing Laboratory Services and Contractor responsibilities related to those services. B References to Technical Specifications: 1. Section 01350 – Submittals C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 3740, “Practice for Evaluation of Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction” b. ASTM E 329, “Recommended Practice for Inspection and Testing Agencies for Concrete, Steel, and Bituminous Materials as Used in Construction” 1.02 SELECTION AND PAYMENT A Owner will select, employ, and pay for services of an independent testing laboratory to perform inspection and testing identified in individual Technical Specifications. B Employment of testing laboratory shall not relieve Contractor of obligation to perform work in accordance with requirements of Contract Documents. C Owner or designated representative shall schedule and monitor testing as required to provide timely results and to avoid delay to the Work. D Contractor shall be responsible for paying for services of commercial testing laboratory, with prior approval of Owner, to perform the following: 1. Pipe diameter deflection tests on all flexible and semi-rigid sanitary sewer collection system pipe installation 2. Laboratory services required to establish mix design proposed for use for Portland cement concrete, asphaltic concrete mixtures and other material mixes requiring control by testing laboratory when required because of change in source of materials or other conditions not caused by Owner. 3. Tests required to establish optimum moisture of earth and base materials and to determine required compactive effort to meet density requirements. 4. Cores to test for thickness. 5. Testing and inspection performed for the Contractor’s convenience. 6. Retesting and repetitions of laboratory services when initial tests indicate work does not comply with requirements of Contract Documents. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TESTING LABORATORY SERVICES 04/2008 01450 - 2 of 3 1.03 LABORATORY REPORTS A The Engineer will receive 1 copy, the Project Manager will receive 2 copies, and the Contractor will receive 2 copies of Laboratory Reports from the testing laboratory. One of the Contractor's copies shall remain at the Project Site for duration of Project. Test results which indicate non-conformance shall be transmitted immediately via fax from the testing laboratory to the Contractor and Project Manager. 1.04 LIMITS ON TESTING LABORATORY AUTHORITY A Laboratory may not release, revoke, alter, or enlarge on requirements of Contract Documents. B Laboratory may not approve or accept any portion of the Work. C Laboratory may not assume any duties of Contractor. D Laboratory has no authority to stop the Work. 1.05 CONTRACTOR RESPONSIBILITIES A Notify Project Manager and laboratory 24 hours prior to expected time for operations requiring inspection and testing services. Notify Engineer if specification section requires the presence of the Engineer. B Cooperate with laboratory personnel in collecting samples to be tested or collected on Project Site. C Provide access to the Work and to manufacturer's facilities. D Provide samples to laboratory in advance of their intended use to allow thorough examination and testing. E Provide incidental labor and facilities for access to the Work to be tested; to obtain and handle samples at the site or at source of products to be tested; and to facilitate tests and inspections including storage and curing of test samples. F Arrange with laboratory and pay for: 1. Retesting required for failed tests. 2. Retesting for nonconforming Work. 3. Additional sampling and tests requested by Contractor for his own purposes. 2.0 P R O D U C T S - Not Used 3.0 E X E C U T I O N Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TESTING LABORATORY SERVICES 04/2008 01450 - 3 of 3 3.01 CONDUCTING TESTING A Laboratory sampling and testing shall conform to ASTM D 3740 and ASTM E 329, as well as other test standards specified in individual Technical Specifications. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 12-2- 2011 01500 - 1 of 10 Section 01500 TEMPORARY FACILITIES AND CONTROLS 1.0 G E N E R A L 1.01 SECTION INCLUDES A Temporary facilities and the necessary controls for the Work including utilities, telephone, sanitary facilities, field office, storage sheds and building, safety requirements, first aid equipment, fire protection, security measures, protection of the Work and property, access roads and parking, environmental controls, disposal of trash, debris, and excavated material, pest and rodent control, water runoff and erosion control. B References to Technical Specifications: Section 00200 – Instructions to Bidders Section 01100 – Summary of Work Section 01350 – Submittals Section 01566 – Source Controls for Erosion & Sedimentation Section 01100 – Summary of Work Section 01600 – Material & Equipment Section 01570 – Trench Safety System Section 01555 – Traffic Control & Regulation Section 01720 – Field Surveying Section 01563 – Tree & Plant Protection Section 01564 – Control of Ground Water & Surface Water Section 13730- Computer Equipment C Referenced Standards: Occupational Safety and Health Administration (OSHA) National Fire Protection Association (NFPA) Code of Ordinances, City of Pearland, Texas D Definitions: Underground Structures - sewer, water, gas, and other piping, and manholes, chambers, electrical and signal conduits, tunnels, and other existing subsurface installations located within or adjacent to the limits of the Work. Surface Structures - existing buildings, structures and other constructed installations above the ground surface. Included with such structures are their foundations or any extension below the surface. Surface structures include, but are not limited to buildings, tanks, walls, bridges, roads, dams, channels, open drainage, piping, poles, Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 12-2- 2011 01500 - 2 of 10 wires, posts, signs, markers, curbs, walks, guard cables, fencing, and other facilities that are visible above the ground surface. 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. 1.04 CONTRACTOR’S RESPONSIBILITY A The facilities and controls specified in this Section are considered minimum for the Work. The Contractor may provide additional facilities and controls for the proper execution of the Work and to meet Contractor’s responsibilities for protection of persons and property. B Comply with applicable requirements specified in other Technical Specifications. Maintain and operate temporary facilities and systems to assure continuous service. Modify and extend systems as Work progress requires. Completely remove temporary materials and equipment when their use is no longer required. Restore existing facilities used for temporary services to specified or to original condition. 1.05 TEMPORARY UTILITIES A Temporary Service Make arrangements with utility service companies for such temporary services as are necessary to construct the work and manage the site. Abide by rules and regulations of the utility service companies or authorities having jurisdiction. Be responsible for utility service costs until the Work is Substantially Complete. Included are fuel, power, light, heat, and other utility services necessary for execution, completion, testing, and initial operation of the Work. B Water Provide water required for and in connection with Work to be performed and for specified tests of piping, equipment, devices, or for other use as required for proper completion of the Work. For water to be drawn from public water supply, obtain special permit or license and meter from the proper City officials. For facilities under construction, establish a Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 12-2- 2011 01500 - 3 of 10 water/sewer billing account with City’s Utility Billing Department. A deposit based on rates established by latest ordinance will be required. For water drawn from fire hydrants, apply for and receive a construction water meter from City’ Public Works Department. Identify specific location for construction water meter installation. Once installed, water meter may not be moved without notification of Public Works Department. Install backflow preventer on fire hydrant supply if not included in City provided meter. Provide and maintain an adequate supply of potable water for domestic consumption by Contractor personnel. C Electricity and Lighting 1 Provide temporary electric power service in Contractor’s name, as required for the prosecution of the Work, including testing of Work. Provide power for lighting, operation of the Contractor’s equipment, or for any other use by Contractor or as necessary to maintain any of Owner’s on-going operations as may continue on the site during any scheduled shutdown. Minimum lighting level shall be 5 foot-candles for open areas; 10 foot-candles for stairs and shops. 2 Provide permanent electric power service, in the Contractor’s name, to the work or site as and when required by the schedule of the work to achieve Substantial Completion or Partial Substantial Completion. Contractor to establish service billing in its name and transfer service and billing to the Owner upon acceptance of the work as Substantially Complete and suitable for beneficial occupancy by the Owner. D Natural Gas Provide and pay for natural gas service to the work as and when required by the schedule to achieve Substantial Completion. Contractor to establish service billing in its name and transfer service and billing to the Owner upon acceptance of the work as Substantially Complete and suitable for beneficial occupancy by the Owner. E Temporary Heat and Ventilation Provide temporary heat as necessary for protection or completion of the Work. Provide temporary heat and ventilation to assure safe working conditions; maintain enclosed areas at a minimum of 50 degrees F. F Telephone Provide emergency telephone service at the Project Site for use by Contractor personnel and others performing work or furnishing services. G Sanitary Facilities Provide and maintain sanitary facilities for persons on the Project Site, in compliance with federal, state, and local regulations. Locate toilets on the Project Site near the work and secluded from view insofar as possible. Keep toilets clean and supplied throughout the course of the Work. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 12-2- 2011 01500 - 4 of 10 Enforce the use of sanitary facilities by construction personnel at the Project Site. Such facilities shall be enclosed. Pit-type toilets will not be permitted. No discharge will be allowed from these facilities. Collect and store sewage and waste so as not to cause a nuisance or health problem; have sewage and waste hauled off-site and properly disposed in accordance with local regulations. Control areas where sanitary facilities are located in conformance with Section 01566 – Source Controls for Erosion & Sedimentation. 1.06 FIELD OFFICE A Provision of a Field Office and other specific temporary facilities as required in paragraph B below UNLESS otherwise stated in Section 00800 - Special Conditions of the Agreement, or Section 01100 – Summary of Work. Provide for transportation, move-in, set-up, tie-down and, when project is complete, removal and move-out. The Contractor shall confirm location of office and other temporary facilities with Owner’s Representative at Pre-Construction Meeting prior to delivery and set up. Location of temporary facilities shall be approved by the Owner’s Representative by way of the submittal process. B. At a minimum, the Contractor’s field office shall provide for, contain or serve to: provide a secured space for project administrative operations, periodic progress meetings, on-site storage for project files and plans, office space for CONTRACTOR’s field supervisory personnel and provide a separate securable office space for OWNER’s Representative including: meeting table and chairs, a single two drawer filing cabinet, a built-in drawing table and plan holders. Provide electric lighting and HVAC to the mobile office. 1. Field Office shall provide for, at a minimum, a high speed internet connection for use by Owner’s Representative or Construction Manager as controlled by Paragraph A above. 1.07 STORAGE OF MATERIALS A Provide for storage of materials under the provisions of Section 01600 – Material & Equipment. 1.08 SAFETY REQUIREMENTS A Contractor shall prepare, submit and follow a Safety Program that complies with federal, state, and local safety codes, statutes, and practices. Include in the Safety Program documented response to excavation, embankment, and trench safety requirements as specified in Section 01570 – Trench Safety System. B Conduct operations in strict accord with applicable federal, state and local safety codes and statutes and with good construction practice. The Contractor is fully responsible and obligated to establish and maintain procedures for safety of all work, personnel and equipment involved in the Work. C Observe and comply with Texas Occupational Safety Act (Art. 5182a, V.C.S.) and with all safety and health standards promulgated by Secretary of Labor under Section Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 12-2- 2011 01500 - 5 of 10 107 of Contract Work Hours and Standards Act, published in OSHA Standards - 29 CFR, Part 1926, and adopted by Secretary of Labor under the Williams -Steiger Occupational Safety and Health Act of 1970, and to any other legislation enacted for safety and health of Contractor employees. Such safety and health standards apply to subcontractors and their employees as well as to the Contractor and its employees. D Observance of and compliance with the regulations shall be solely and without qualification the responsibility of the Contractor without reliance or superintendence of or direction by the Engineer or the Engineer’s representative. Immediately advise the Engineer of investigation or inspection by Federal Safety and Health inspectors of the Contractor or subcontractor's work or place of work on the Project Site under this Contract, and after such investigation or inspection, advise the Engineer of the results. Submit one copy of accident reports to Engineer within ten (10) days of occurrence. E Protect areas occupied by workmen using the best available devices for detection of lethal and combustible gases. Test such devices frequently to assure their functional capability. Constantly observe infiltration of liquids into the Work area for visual or odor evidence of contamination. Take immediate and appropriate steps to seal off entry of contaminated liquids to the Work area. F Safety measures, including but not limited to safety personnel, first-aid equipment, ventilating equipment and safety equipment, in the Plans and Technical Specifications are obligations of the Contractor. G Maintain required coordination with the local Police and Fire Departments during the entire period covered by the Contract. 1.09 FIRST AID EQUIPMENT A Provide a first aid kit throughout the construction period. List telephone numbers for physicians, hospitals, and ambulance services in each first aid kit. B Have at least one person thoroughly trained in first aid procedures present on the Project Site whenever work is in progress. 1.10 FIRE PROTECTION A Fire Protection Standards. Conform to specified fire protection and prevention requirements as well as those that may be established by Federal, State, or local governmental agencies. B. Comply with all applicable provisions of NFPA Standard No. 241, Safeguarding Building Construction and Demolition Operations. Provide portable fire extinguishers, rated not less than 2A or 5B in accordance with NFPA Standard No. 10, Portable Fire Extinguishers, for each temporary building, and for every 3000 square feet of floor area of facilities under construction. Locate portable fire extinguishers within 50 feet maximum from any point on the Project Site. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 12-2- 2011 01500 - 6 of 10 C. Fire Prevention and Safety Measures. Prohibit smoking in hazardous areas. Post suitable warning signs in areas that are continuously or intermittently hazardous. Use metal safety containers for storage and handling of flammable and combustible liquids. Do not store flammable or combustible liquids in or near stairways or exits. Maintain clear exits from all points within a structure. 1.11 SECURITY MEASURES A Protect all materials, equipment, and property associated with the Work from loss, theft, damage, and vandalism. Contractor's duty to protect property includes Owner’s property. B If existing fencing or barriers are breached or removed for purposes of construction, provide and maintain temporary security fencing equal to existing as approved by Owner’s Representative. 1.12 PROTECTION OF PUBLIC UTILITIES A Prevent damage to existing public utilities during construction. These utilities are shown on the Plans at their approximate locations. Give owners of these utilities at least 48 hours notice before commencing Work in the area, for locating the utilities during construction, and for making adjustments or relocation of the utilities when they conflict with the proposed Work. 1.13 PROTECTION OF PEOPLE AND PROPERTY A Preventive Actions. Take precautions, provide programs, and take actions necessary to protect the Work and public and private property from damage. Take action to prevent damage, injury or loss, including, but not limited to, the following: a. Store apparatus, materials, supplies, and equipment in an orderly, safe manner that will not unduly interfere with progress of the Work or the Work of any other contractor, any utility service company, or the Owner's operations. b. Provide suitable storage for materials that are subject to damage by exposure to weather, theft, breakage, or otherwise. c. Place upon the Work or any part thereof only such loads as are consistent with the safety of that portion of the Work. d. Frequently clean up refuse, rubbish, scrap materials, and debris caused by construction operations, keeping the Work safe and orderly. e. Provide safe barricades and guard rails around openings, for scaffolding, for temporary stairs and ramps, around excavations, elevated walkways, and other hazardous areas. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 12-2- 2011 01500 - 7 of 10 Obtain written consent from proper parties before entering or occupying with workers, tools, materials or equipment, privately owned land except on easements provided for construction. Assume full responsibility for the preservation of public and private property on or adjacent to the site. If any direct or indirect damage is done by or on account of any act, omission, neglect, or misconduct in execution of the Work by the Contractor, it shall be restored by the Contractor to a condition equal to or better than that existing before the damage was done. B Barricades and Warning Signals. Where Work is performed on or adjacent to any roadway, right-of-way, or public place, furnish and erect barricades, fences, lights, warning signs, and danger signals; provide watchmen; and take other precautionary measures for the protection of persons or property and protection of the Work. Conform to Section 01555 – Traffic Control & Regulation. C Preserving Control Points Maintain permanent benchmarks, public or private elevation or property demarcation and control monumentation, or other reference points. Unless otherwise directed in writing, replace at no cost to the Owner, those monuments, property corners or other permanent demarcations that are damaged or destroyed in accordance with Section 01720 – Field Surveying. D Tree and Plant Protection. Protect trees, shrubs, lawns, outside of grading limits and within the grading limits as designated on the Plans, and in accordance with requirements of Section 01563 – Tree & Plant Protection. E Protection of Underground and Surface Structures Known underground structures, including water, sewer, electric, and telephone services are shown on the Plans in accordance with the best information available, but is not guaranteed to be correct or complete. Contractor is responsible for making Locate Calls. Explore ahead of trenching and excavation work and uncover obstructing underground structures sufficiently to determine their location, to prevent damage to them and to prevent interruption of utility services. Restore to original condition damages to underground structure at no additional cost to the Owner. Immediately notify the agency or company owning any existing utility which is damaged, broken, or disturbed. Obtain approval from the Engineer and agency for any repairs or relocations, either temporary or permanent. Necessary changes in location of the Work may be made by the Engineer to avoid unanticipated underground structures. If permanent relocation of an underground structure or other subsurface installations is required and not otherwise provided for in the Contract Documents, the Engineer will direct Contractor in writing to perform the Work, which shall be paid for under the Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 12-2- 2011 01500 - 8 of 10 provisions for changes in the Contract Price as described in Section 00700 – General Conditions of Agreement. Support in place and protect from direct or indirect injury to underground and surface structures located within or adjacent to the limits of the Work. Install such supports carefully and as required by the party owning or controlling such structure. Before installing structure supports, Contractor shall satisfy the Engineer that the methods and procedures to be used have been approved by the owner of the structure. Avoid moving or in any way changing the property of public utilities or private service corporations without prior written consent of a responsible official of that service or public utility. Representatives of these utilities reserve the right to enter within the limits of this project for the purpose of maintaining their properties, or of making such changes or repairs to their property that may be considered necessary by performance of this Contract. Notify the owners and/or operators of utilities and pipelines of the nature of construction operations to be performed and the date or dates on which those operations will be performed. When construction operations are required in the immediate vicinity of existing structures, pipelines, or utilities, give a minimum of five (5) working days advance notice. Probe and flag the location of underground utilities prior to commencement of excavation. Keep flags in place until construction operations reach and uncover the utility. Assume risks attending the presence or proximity of underground and surface structures within or adjacent to the limits to the Work including but not limited to damage and expense for direct or indirect injury caused by the Work to any structure. Immediately repair damage caused, to the satisfaction of the owner of the damaged structure. 1.14 PROTECTION OF THE WORK Provide protection of installed products to prevent damage from subsequent operations. Remove protection facilities when no longer needed, prior to completion of the Work. Control traffic to prevent damage to equipment, materials, and surfaces. 1.15 ROADS AND PARKING A Prevent interference with traffic and Owner operations on existing roads. B Minimize use of existing streets and driveways by construction traffic. C Control traffic to prevent damage to equipment, materials, and surfaces. D Construct and maintain temporary detours, ramps, and roads to provide for normal public traffic flow when use of public roads or streets is closed by necessities of the Work. E Provide mats or other means to prevent overloading or damage to existing roadways from tracked equipment or exceptionally large or heavy trucks or equipment Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 12-2- 2011 01500 - 9 of 10 F Designate temporary parking areas to accommodate construction personnel. When site space is not adequate, provide additional off-site parking. Locate as approved by Engineer. G Do not allow heavy vehicles or construction equipment unnecessarily in existing parking areas. 1.16 ENVIRONMENTAL CONTROLS A Provide and maintain methods, equipment, and temporary construction as necessary for controls over environmental conditions at the construction site and adjacent areas. B Comply with statutes, regulations, and ordinances which relate to the proposed Work for the prevention of environmental pollution and preservation of natural resources, including but not limited to the National Environmental Policy Act of 1969, PL 91- 190, Executive Order 11514. C Provide, install and maintain storm water runoff control including but not limited to temporary entrance, silt fencing, etc. as specified in Contract Documents. D Recognize and adhere to the environmental requirements of the Project. Disturbed areas shall be strictly limited to boundaries established by the Contract Documents. Burning of rubbish, debris or waste materials is not permitted. 1.17 POLLUTION CONTROL A Provide methods, means, and facilities required to prevent contamination of soil, water or atmosphere by discharge of noxious substances from construction operations. B Provide equipment and personnel to perform emergency measures required to contain any spillage, and to remove contaminated soils or liquids. Excavate and dispose of any contaminated earth off-site, and replace with suitable compacted fill and topsoil. C Take special measures to prevent harmful substances from entering receiving streams or storm water conveyance systems in conformance with TPDES requirements and Section 01566 – Source Controls for Erosion & Sedimentation. D Provide systems for control of atmospheric pollutants. Prevent toxic concentrations of chemicals. Prevent harmful dispersal of pollutants into the atmosphere. E Use equipment during construction that conforms to current federal, state, and local laws and regulations. 1.18 PEST AND RODENT CONTROL A Provide rodent and pest control as necessary to prevent infestation of Project Site. B Employ methods and use materials which will not adversely affect conditions at the Project Site or adjoining properties. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 12-2- 2011 01500 - 10 of 10 1.19 NOISE CONTROL A Provide vehicles, equipment, and construction activities that minimize noise to the greatest degree practicable. Noise levels shall conform to OSHA Standards - 29 CFR and in no case will noise levels be permitted which create a nuisance in the surrounding neighborhoods. B Conduct construction operations during daylight hours from 7:30 a.m. to 6:00 p.m. except as approved by Engineer. C Comply with Chapter 19 NOISE, Codes of Ordinances, City of Pearland, Texas. 1.20 DUST CONTROL A Control objectionable dust caused by operation of vehicles and equipment under the provisions of Section 01566 – Source Controls for Erosion & Sedimentation. 1.21 WATER RUNOFF AND EROSION CONTROL A Provide methods to control surface water, runoff, subsurface water, and water pumped from excavations and structures to prevent damage to the Work, the Project Site, or adjoining properties in accordance with Section 01564 – Control of Ground Water & Surface Water and Section 01566 – Source Controls for Erosion & Sedimentation. B Inspect earthwork periodically to detect any evidence of the start of erosion. Apply corrective measures as required to control erosion. 2.0 P R O D U C T S - Not Used 3.0 E X E C U T I O N - Not Used END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND MOBILIZATION 08/2018 01505 - 1 of 1 Section 01505 MOBILIZATION 1.1 G E N E R A L 1.2 SECTION INCLUDES A Mobilization of construction equipment and facilities onto the Work. B Referenced Standards: 1. Texas Department of Transportation (TxDOT) 2. Texas Manual on Uniform Traffic Control Devices (Texas MUTCD) 1.3 MEASUREMENT AND PAYMENT A. Payment for Mobilization is on a Lump Sum basis and shall not exceed three percent (3%) of the total bid price. B. Payment for 50% of the Mobilization lump sum bid item may be included in the first monthly Application for Payment. Payment is subject to the receipt and approval by Engineer of the following items, as applicable: 1. Schedule of Values (Section 01350 – Submittals) 2. Trench Safety Program (Section 01570 – Trench Safety System) 3. Construction Schedule (Section 01350 – Submittals) 4. Pre-construction Photographs (Section 01380 – Construction Photographs) 5. Installation and acceptance of Project Identification Sign(s) (Section 01580 – Project Identification Signs) 6. Installation and acceptance of Field Office (Section 01500 – Temporary Facilities and Controls) 7. Installation and acceptance of TPDES requirements (Section 01565 - TPDES Requirements) C. Payment for 25% of the Mobilization lump sum bid item may be included in the second monthly Application for Payment. Payment is subject to the receipt and approval by Engineer of the following items, as applicable: 1. Installation of High Speed Internet Access (Section 01500 – Temporary Facilities and Controls) D. Payment for 15% of the Mobilization lump sum bid item may be included in the third monthly Application for Payment. E. Payment for the remaining 10% of the Mobilization lump sum bid item may be included in the fourth monthly Application for Payment. F. For contracts with a duration of less than 120 days, payment for the remaining 50% of the Mobilization lump sum bid item may be included in the second monthly Application for Payment. Payment is subject to the receipt and approval by Engineer of the items listed in B. and C. above, as applicable. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND MOBILIZATION 08/2018 01505 - 1 of 1 G. Mobilization payments will be subject to Retainage as stipulated in Section 00700 General Conditions of Agreement. 2.1 P R O D U C T S 2.2 PROJECT IDENTIFICATION SIGNS A. Provide specified number of project identification sign(s) per Section 01580. The name, address and contact information of the general contractor for the project shall be shown on the sign per Section 01580 and the attached exhibit. 3.1 E X E C U T I O N 3.2 PLACEMENT OF PROJECT IDENTIFICATION SIGNS A. Place a Project Identification Sign as described in Section 01580, part 1.03, D visible to passing traffic or as directed by Engineer. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS 12/2015 01550 - 1 of 3 Section 01550 STABILIZED CONSTRUCTION EXITS 1.0 G E N E R A L 1.01 SECTION INCLUDES A Installation of erosion and sediment control for Stabilized Construction Exits used during construction and until final development of the Project site. B References to Technical Specifications: 1. Section 01350 – Submittals 2. Section 01562 – Waste Material Disposal 3. Section 01565 – TPDES Requirements 4. Section 01566 – Source Controls for Erosion & Sedimentation C Referenced Standards: 1. American Society of Testing and Materials (ASTM) a. ASTM D 4632, “Standard Test Method for Grab Breaking Load and Elongation of Geotextiles” 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required in this Section under the provisions of Section 01350 – Submittals. B Manufacturer’s catalog sheets and other product data on Geotextile fabric. C Sieve analysis of aggregates conforming to requirements in this Section, 2.02 “Course Aggregates”. 2.0 P R O D U C T S 2.01 GEOTEXTILE FABRIC A Provide woven or non-woven geotextile fabric made of either polypropylene, polyethylene, ethylene, or polyamide material. B By ASTM D 4632, geotextile fabric shall have a minimum grab strength of 270 psi any principal direction, and the equivalent opening size between 50 and 140. C Both the geotextile and threads shall be resistant to chemical attack, mildew, and rot and shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of 6 months of expected usable life at a temperature range of 0F to 120F. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS 12/2015 01550 - 2 of 3 D Representative Manufacturers: Mirafi, Inc., Or-Equal. 2.02 COARSE AGGREGATES A Coarse aggregate shall consist of crushed stone, gravel, concrete, crushed blast furnace slag, or a combination of these materials. Aggregate shall be composed of clean, hard, durable materials free from adherent coatings, salt, alkali, dirt, clay, loam, shale, soft or flaky materials, or organic and injurious matter. B Course aggregates shall be open graded with a size 3” to 6”. 3.0 E X E C U T I O N 3.01 PREPARATION AND INSTALLATION A The Contractor shall provide stabilized construction exits at the construction, staging, parking, storage, and disposal areas to keep the street clean of mud carried by construction vehicle and equipment. Such erosion and sediment controls shall be constructed in accordance with the requirements shown on the Plans and specified in this Section. B Erosion and sediment control measures shall be in place prior to the start of any Work that exposes the soil, other than as specifically directed by the Engineer to allow soil testing and surveying. C Maintain existing erosion and sediment control systems located within the Project Site until acceptance of the Work or until directed by the Engineer to remove and discard the existing system. Maintenance shall be performed routinely to remove soil build up or, as required by the Engineer. D Regularly inspect and repair or replace components of stabilized construction exits. Unless otherwise directed, maintain them until the Work is accepted by the Owner. Remove stabilized construction exits promptly when directed by the Engineer. Discard removed materials in accordance with Section 01562 – Waste Material Disposal. E Equipment and vehicles shall be prohibited by the Contractor from maneuvering on areas outside of dedicated rights-of-way and easements for construction. Damage caused by construction traffic to erosion and sediment control systems, including vegetative systems shall be repaired immediately. F Conduct all construction operations under this Contract in conformance with the erosion control practices described in the Section 01566 - Source Controls for Erosion & Sedimentation and Section 01565 TPDES Requirements. 3.02 CONSTRUCTION METHODS A Provide stabilized access roads, subdivision roads, parking areas, and other on-site vehicle transportation routes where shown on Plans. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS 12/2015 01550 - 3 of 3 B Provide stabilized construction exits, and truck washing areas when approved by Engineer, of the sizes and locations where shown on Plans or as specified in this Section. C Vehicles leaving construction areas shall have their tires cleaned to remove sediment prior to entrance onto public right-of-way. When washing is needed to remove sediment, Contractor shall construct a truck washing area. Truck washing shall be done on stabilized areas which drain into a drainage system protected by erosion and sediment control measures. D Details for Stabilized Construction Exits are shown on the Plans. Construction of all other stabilized areas shall be to the same requirements. Roadway width shall be at least 14 feet for one-way traffic and 20 feet for two-way traffic and shall be sufficient for all ingress and egress. Furnish and place geotextile fabric as a permeable separator to prevent mixing of coarse aggregate with underlying soil. Exposure of geotextile fabric to the elements between laydown and cover shall be a maximum of 14 days to minimize damage potential. E Roads and parking areas shall be graded to provide sufficient drainage away from stabilized areas. Use sandbags, gravel, boards, or similar methods to prevent sediment from entering public right-of-way, receiving stream or storm water conveyance system. F The stabilized areas shall be inspected and maintained daily. Provide periodic top dressing with additional coarse aggregates to maintain the required depth. Repair and clean out damaged control measures used to trap sediment. All sediment spilled, dropped, washed, or tracked onto public right-of-way shall be removed immediately. G The length of the stabilized area shall be as shown on the Plans, but not less than 50 feet. The thickness shall not be less than 8 inches. The width shall not be less than full width of all points of ingress or egress. H Stabilization for other areas shall have the same coarse aggregate, thickness, and width requirements as the stabilized construction exit, except where shown otherwise on the Plans. I Stabilized area may be widened or lengthened to accommodate truck washing area when authorized by Engineer. J Alternative methods of construction may be utilized when shown on Plans, or when approved by the Engineer. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STREET SIGNS 12/2015 01554 - 1 of 4 Section 01554 STREET SIGNS 1.0 G E N E R A L 1.01 SECTION INCLUDES A Materials, hardware and installation of Traffic Signs. B References to Technical Specifications: 1. Section 01350 – Submittals 2. Section 01140 – Contractor’s Use of Premises C Referenced Standards: 1. Texas Manual on Uniform Traffic Control Devices (Texas MUTCD) 1.02 MEASUREMENT AND PAYMENT A Signs installed or replaced will be measured by the each sign. Signs refurbished will be measured by each sign. B Payment for installation of traffic signs will be on the basis of each sign installed. C The price is full compensation for furnishing and installing new signs and hardware. Cost of associated posts, footings, and miscellaneous mounting hardware will not be paid for directly but is to be included in the unit price bid for installation of each traffic sign. D Non-standard signs installed or replaced will be measured by the square foot of the sign face. Non-standard signs shall not be installed without prior approval from the City 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B Contractor shall submit a list of intended suppliers and products to be used for all signs, posts, and associated hardware. City reserves the right to request actual product samples prior to approval. 2.0 P R O D U C T S 2.01 MATERIALS A Comply with Texas MUTCD regulations. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STREET SIGNS 12/2015 01554 - 2 of 4 B The following ASTM Standards and documents, of the issue in effect on the date of Invitation for Bid, form a part of this specification to the extent herein. 1. ASTM B 209 Specification for Aluminum and Aluminum Alloy Sheet and Plate. 2. ASTM D 523 Standard Method for Test for Specular Gloss 3. ASTM D 4956 Standard Specification for Retroreflective Sheeting for Traffic Control. 4. ASTM E 284 Standard Definition of Terms Relating to Appearance of Materials. 5. ASTM E 308 Computing the Colors of Objects by Using the CIE System 6. ASTM E 810 Standard Test Method for Coefficient of Retroreflection of Retroreflective Sheeting. 7. ASTM E 1164 Standard Practice for Obtaining Spectrophotometric Data for Object-Color Evaluation. C Substrate (Sign Blanks) – This shall be aluminum alloy 5052-R38. The thickness of sign shall be 0.125 inch with ¾” radius corner. 1. Metal working – The aluminum shall be free of burrs and pits on both sides, including edges and holes, and shall be made ready for applications of sheeting. 2. Surface preparation – The aluminum shall be thoroughly cleaned and degreased with solvent and alkaline emulsions cleaner by immersion, spray, or vapor degreasing and dried prior to application of the gold chromate sheeting coat. The aluminum shall be new and corrosion-free with holes drilled or punched, corners round to radii ¾” and all edges smoothed prior to application of sheeting. The heavy or medium chromate coating shall conform in color and corrosion resistance to that imparted by the Alodine 1200F treatment. 3. Size – The dimension of substrate application for regulatory, warning, and guide signs shall be as specified by the Engineer and as shown on the plans. D Sign Face (Background, Legends, Symbols, and Colors) – These shall be in accordance with the Standard Highway Signs Designs (SHSD) for Texas and with the Texas Manual of Uniform Traffic Control Devices (TMUTCD) 1. Street Name shall be constructed from Avery Dennison OL – 2007 Green Electronic Cutable Film, using Highway B Series Font, 6” Upper/ Lower case, 3” Suffix for St., Dr., Ave. designations. Signs shall have a ½” White Border. a. Tolerance for Horizontal Alignment - Letters, numerals and symbols shall be horizontally aligned to a tolerance of 1/16 inch. b. Tolerance for Vertical Alignment – Letters, numerals, and symbols shall be vertically aligned to a tolerance of 1/16 inch on each letter in each line. 2. All sign blanks shall be covered with Avery Dennison T – 7500 White Vinyl reflective sheeting. 3. Signs requiring “No Outlet” or “Dead End” designations shall be constructed from Avery Dennison Black PC – 500 – 190 – O Vinyl, 2 ¼” Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STREET SIGNS 12/2015 01554 - 3 of 4 upper case lettering. Arrow shall be 1 ¼” x 4 ¼” Long, overlaid with Avery Dennison OL – 2001 Yellow electronic Cutable Film 5 ½” x 8”. E Street Name Sign shall have a ¾” x ¾” City of Pearland dating sticker indicating the month and year of manufacture of each sign. Dating sticker shall be applied to the White Reflective Vinyl, covered by the Green EC film in the manufacturing process. F Avery Dennison is the approved manufacturer of vinyls for the City of Pearland. Any substitutions will require submission of sample materials and specifications sheets to the City Of Pearland Traffic Operations manager prior to use. Any and all components are to be match components. Uses of non-matching components are prohibited. G Sign Posts - Steel post shall conform to the standard specification for hot rolled carbon sheet steel, structural quality, ASTM designation A570, Grade 50. Average minimum yield strength after cold forming is 60,000 psi. 1. The location, height, size and the foundation of the sign post shall conform to the City’s standard detail. 2. The signs shall be installed using RPB412F – 12” Round Post Cap and RPB412F – 12” Cross Piece Brackets. Posts caps shall be attached to sign post using 5/16” Carriage Bolts and 5/16” Tuff Nuts. Signs are to be attached to brackets using same. H Warranty - The Contractor shall warrant the materials and workmanship of each sign in accordance with the maximum limits of material warranties extended by manufacturers of raw materials, subject to the conditions they specify. The retro- reflective sheeting will be considered unsatisfactory if it has deteriorated due to natural causes to the extent that: (1) the sign is ineffective for its intended purpose when viewed from a moving vehicle under normal day and night driving conditions; or (2) the coefficient of retro-reflection is less than the minimum specified for that sheeting. When sign failure occurs prior to the minimum years indicated and an inspection demonstrates that the failure is caused by materials warranted to contractor to endure at least that long, the sign will be replaced or repaired free of materials charges. When failure occurs and inspection demonstrates that such failure is due to poor workmanship, the sign will be replaced or repaired at Contractor's expense, including shipping charges. 3.0 E X E C U T I O N 3.01 EQUIPMENT The contractor shall provide machinery, tools, and equipment necessary for proper execution of the work. 3.02 CONSTRUCTION A Construction shall be high quality with no visible defects in the finished product. Fabrication shall be in accordance with these specifications. Street name signs Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STREET SIGNS 12/2015 01554 - 4 of 4 shall always be supplied and installed at each project intersection whether signs previously existed at the location or not. B The removal of existing signs shall be coordinated with the Traffic Operations Section of the Public Works Department (281-652-1900) and arrangements made for a convenient time to deliver City signs and poles. All salvaged traffic signs shall be delivered to the Traffic Operations Center located at 2559 Hillhouse Road, Pearland. All deliveries to the Traffic Operations Center requires a minimum notice of two (2) working days prior to returning or delivering any sign and/or sign related material. 3.03 RESPONSIBILITIES A The contractor is responsible for providing and supplying aluminum traffic signs covered with retro-reflective sheeting, applying standard legends (or special legends if shown in the plans) to the covered sign blanks, galvanized steel sign poles, pole anchors, all hardware for installing the signs and poles, and for installing traffic signs, poles and anchors as shown in the plans or call for in the contract documents, complete and ready for field installations. 3.04 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140 – Contractor’s Use of Premises. B Remove equipment and devices when no longer required. C Repair damage caused by installation. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION 03/2008 01555 - 1 of 4 Section 01555 TRAFFIC CONTROL AND REGULATION 1.0 G E N E R A L 1.01 SECTION INCLUDES A Requirements for traffic control plans, signs, signals, control devices, flares, lights and traffic signals, as well as construction parking control, designated haul routes and bridging of trenches and excavations. B Requirements for and qualifications of Flaggers. C References to Technical Specifications: 1. Section 01350 – Submittals 2. Section 01140 – Contractor’s Use of Premises D Referenced Standards: 1. Texas Manual on Uniform Traffic Control Devices (Texas MUTCD) 1.02 MEASUREMENT AND PAYMENT A Traffic Control and Regulation. Measurement is on a Lump Sum basis for Traffic Control and Regulation, including submittal of a traffic control plan if different from the one provided on the Plans, provision of traffic control devices, and provision of equipment and personnel as necessary to protect the Work and the public. The amount invoiced shall be determined based on the Schedule of Values submitted for traffic control and regulation. B Flaggers. Measurement is on a Lump Sum basis for Flaggers as required for the Work. The amount invoiced shall be determined based on the Schedule of Values submitted for Flaggers. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B A Traffic Control Plan responsive to the Texas MUTCD and sealed by a Registered Professional Engineer is incorporated into the Plans. If the Contractor proposes to implement traffic control different than the plan provided, he shall submit a Traffic Control Plan in conformance with Texas MUTCD for approval of the Engineer. C For both the Traffic Control Plan and Flaggers’ use, submit Schedules of Values within 30 days following the Notice to Proceed. D Each week submit a daily log for Flaggers listing name, badge number, time start, time finish, and hours worked. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION 03/2008 01555 - 2 of 4 1.04 FLAGGERS A Unless otherwise specified, use only Flaggers who are off-duty, regularly employed, uniformed Peace Officers. B Flaggers are required at the following locations: 1. Where multi-lane vehicular traffic must be diverted into single-lane vehicular traffic. 2. Where vehicular traffic must change lanes abruptly. 3. Where construction equipment either enters or crosses vehicular traffic lanes and walks. 4. Where construction equipment may intermittently encroach on vehicular traffic lanes and unprotected walks and cross-walks. 5. Where construction activities might affect public safety and convenience. 6. Where traffic regulation is needed due to rerouting of vehicular traffic around the work site. 7. When requested by Owner. C The use of Flaggers is for the purpose of assisting in the regulation of traffic flow and movement, and does not in any way relieve the contractor of full responsibility for taking such other steps and provide such other Flaggers or personnel as the Contractor may deem necessary to protect the work and the public, and does not in any way relieve the Contractor of his responsibility for any damage for which he would otherwise be liable. Flaggers shall be used and maintained at such points for such periods of time as may be required to provide for the public safety and convenience of travel. 2.0 P R O D U C T S 2.01 SIGNS, SIGNALS, AND DEVICES A Comply with Texas MUTCD regulations. B Traffic Cones and Drums, Flares and Lights: As approved by agencies having jurisdiction. 3.0 E X E C U T I O N 3.01 PUBLIC ROADS A Abide by laws and regulations of governing authorities when using public roads. If the Contractor’s work requires that public roads be temporarily impeded or closed, approvals shall be obtained from governing authorities and permits paid for before starting any work. Coordinate activities with the Engineer. B Contractor shall maintain at all times a 10-foot-wide all-weather lane adjacent to work areas which shall be kept free of construction equipment and debris and shall be for the use of emergency vehicles, or as otherwise provided in the Traffic Control Plan. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION 03/2008 01555 - 3 of 4 C Contractor shall not obstruct the normal flow of traffic from 7:00 a.m. to 9:00 a.m. and 4:00 p.m. to 6:00 p.m. on designated major arterials or as directed by the Engineer. D Contractor shall maintain local driveway access to residential and commercial properties adjacent to work areas at all times. E Cleanliness of Surrounding Streets: 1. Keep streets used for entering or leaving the job area free of excavated material, debris, and any foreign material resulting from construction operations. Leave the area broom-clean or its equivalent at the end of the work day. F Control vehicular parking to prevent interference with public traffic and parking, and access by emergency vehicles. G Monitor parking of construction personnel's vehicles in existing facilities. Maintain vehicular access to and through parking areas. H Prevent parking on or adjacent to access roads or in non-designated areas. 3.02 FLARES AND LIGHTS A Provide flares and lights during hours of low visibility to delineate traffic lanes and to guide traffic. 3.03 HAUL ROUTES A Utilize haul routes designated by Owner or shown on the Plans for construction traffic. B Confine construction traffic to designated haul routes. C Provide traffic control at critical areas of haul routes to regulate traffic and minimize interference with public traffic. D Contractor shall be responsible for any damage caused by vehicles utilizing haul routes. 3.04 TRAFFIC SIGNS AND SIGNALS A Install traffic control devices at approaches to the site and on site, at crossroads, detours, parking areas, and elsewhere as needed to direct construction and affected public traffic. B Relocate traffic signs and control devices as Work progresses to maintain effective traffic control. 3.05 BRIDGING TRENCHES AND EXCAVATIONS A Whenever necessary, bridge trenches and excavation to permit an unobstructed flow of traffic. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION 03/2008 01555 - 4 of 4 B Secure bridging against displacement by using adjustable cleats, angles, bolts or other devices whenever bridge is installed: 1. On an existing bus route; 2. When more than five percent of daily traffic is comprised of commercial or truck traffic; 3. When more than two separate plates are used for the bridge; or 4. When bridge is to be used for more than five consecutive days. C Install bridging to operate with minimum noise. D Adequately shore the trench or excavation to support bridge and traffic. E Extend steel plates used for bridging a minimum of one foot beyond edges of trench or excavation. Use temporary paving materials (premix) to feather edges of plates to minimize wheel impact on secured bridging. F Use steel plates of sufficient thickness to support H-20 loading, truck or lane, that produces maximum stress. 3.06 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140 – Contractor’s Use of Premises. B Remove equipment and devices when no longer required. C Repair damage caused by installation. D Remove post settings to a depth of 2 feet. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND FILTER FABRIC FENCE 03/2008 01560 - 1 of 3 Section 01560 FILTER FABRIC FENCE 1.0 G E N E R A L 1.01 SECTION INCLUDES A Installation of filter fabric fence to control erosion and contain sediments and pollutants from overland flow. Filter fabric fence is not for use in channelized flow areas. Filter fabric fence may be reinforced. B References to Technical Specifications: 1. Section 01200 – Measurement & Payment Procedures 2. Section 01350 – Submittals 3. Section 01562 – Waste Material Disposal 4. Section 01566 – Source Controls for Erosion & Sedimentation C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 3786, “Standard Test Method for Hydraulic Bursting strength of Textile Fabrics” b. ASTM D 4632, “Standard Test Method for Grab Breaking Load and Elongation of Geotextiles” 1.02 MEASURMENT AND PAYMENT A Filter fabric fence will be measured by the linear foot between the limits of the beginning and ending of wooden stakes. B Payment for filter fabric fence will include and be full compensation for all labor, equipment, materials, supervision, and all incidental expenses for construction of these items, complete in place, including, but not limited to protection of trees, maintenance requirements, repair and replacement of damaged sections, removal of sediment deposits, and removal of erosion and sediment control systems at the end of construction. C Refer to Section 01200 – Measurement & Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B Manufacturer’s catalog sheets and other Product Data on geotextile fabric. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND FILTER FABRIC FENCE 03/2008 01560 - 2 of 3 2.0 P R O D U C T S 2.01 FILTER FABRIC A Provide woven or nonwoven geotextile filter fabric made of either polypropylene, polyethylene, ethylene, or polyamide material. B By ASTM D 4632, geotextile fabric shall have a grab strength of 100 psi in any principal direction, a Mullen burst strength exceeding 200psi by ASTM - D3786, and the equivalent opening size between 50 and 140. C Filter fabric shall contain ultraviolet inhibitors and stabilizers to provide a minimum of 6 months of expected usable construction life at a temperature range of 0 degrees F to 120 degrees F. D Representative Manufacturer: Mirafi, Inc., or equal. 3.0 E X E C U T I O N 3.01 PREPARATION AND INSTALLATION A Provide erosion and sediment control systems at the locations shown on Plans. Such systems shall be of the type indicated and shall be constructed in accordance with the requirements shown on the Plans and specified in this Section. B Erosion and sediment control measures shall be in place prior to the start of any Work that exposes the soil, other than as specifically directed by the Engineer to allow soil testing and surveying. C Regularly inspect and repair or replace damaged components of filter fabric fence as specified in this Section, 3.02F. Unless otherwise directed, maintain the erosion and sediment control systems until the Work is accepted by the Owner. Remove erosion and sediment control systems promptly when directed by the Engineer. Discard removed materials in accordance with Section 01562 – Waste Material Disposal. D Conduct all construction operations under this Contract in conformance with the erosion control practices described in Section 01566 – Source Controls for Erosion & Sedimentation. 3.02 CONSTRUCTION METHODS A Provide filter fabric fence systems in accordance with the Plan detail for Filter fabric fence. Filter fabric fence shall be installed in such a manner that surface runoff will percolate through the system in sheet flow fashion and allow sediment to be retained and accumulated. B Attach the filter fabric to 2-inch by 2-inch wooden stakes spaced a maximum of 3 feet apart and embedded a minimum of 8 inches. If filter fabric is factory preassembled Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND FILTER FABRIC FENCE 03/2008 01560 - 3 of 3 with support netting, then maximum spacing allowable is 8 feet. Install wooden stakes at a slight angle toward the source of anticipated runoff. C Trench in the toe of the filter fabric fence with a spade or mechanical trencher as shown on the Plans. Lay filter fabric along the edges of the trench. Backfill and compact trench. D Filter fabric fence shall have a minimum height of 18 inches and a maximum height of 36 inches above natural ground. E Provide the filter fabric in continuous rolls and cut to the length of the fence to minimize the use of joints. When joints are necessary, splice the Fabric together only at a support post with a minimum 6-inch overlap and seal securely. F Inspect filter fabric fence systems after each rainfall, daily during periods of prolonged rainfall, and at a minimum once each week. Repair or replace damaged sections immediately. Remove sediment deposits when silt reaches a depth one-third the height of the fence or 6 inches, whichever is less. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WASTE MATERIAL DISPOSAL 07/2006 01562 - 1 of 3 Section 01562 WASTE MATERIAL DISPOSAL 1.0 G E N E R A L 1.01 SECTION INCLUDES A Disposal of waste material and salvageable material. B References to Technical Specifications: 1. Section 01350 – Submittals 2. Section 01566 – Source Controls for Erosion & Sedimentation 3. Section 01600 – Materials & Equipment 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B Obtain and submit applicable permits for proposed disposal sites. C Submit a Waste Material Disposal Plan. D Submit a copy of written permission from property owners, along with a description of the property, prior to disposal of excess material adjacent to the Project Site. Submit a written and signed release from property owner upon completion of disposal work. City of Pearland requires individual fill placement permits for all fill placed within the City limits. 1.04 WASTE MATERIAL DISPOSAL PLAN A Contractor shall formulate and implement a plan for the collection and disposal of waste materials on the Project Site which includes the following information: 1. Schedule for collection and inspection. 2. Location of trash and waste receptacles. 3. Provisions for liquid waste and potential water pollutants material. B The plan shall comply with applicable federal, state, and local health and safety regulations and Section 01566 – Source Controls for Erosion & Sedimentation. 2.0 P R O D U C T S - Not Used Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WASTE MATERIAL DISPOSAL 07/2006 01562 - 2 of 3 3.0 E X E C U T I O N 3.01 SALVAGEABLE MATERIAL A Excavated material: When indicated on Plans, load, haul, and deposit excavated material at a location or locations outside the limits of Project Site. B Base, surface, and bedding material: Deliver gravel, asphaltic, or other base and surfacing material designated for salvage to the location designated by the Engineer. C Pipe culvert: Deliver culverts designated for salvage to Owner’s storage area. D Other salvageable materials: Conform to requirements of individual Technical Specifications. E Coordinate delivery of salvageable material with Engineer. F When temporary, on-site storage of salvaged materials is required, comply with applicable provisions of Section 01600 – Materials & Equipment. 3.02 SEDIMENT DISPOSAL A Remove sediment deposits and dispose of them at the designated spoil site for the Project. If a spoil site is not designated on the Plans, dispose of sediment off site at a location not in or adjacent to a stream or floodplain. B Off-site disposal is the responsibility of the Contractor. C Sediment to be placed at the Project Site should be spread evenly throughout the designated area, compacted and stabilized. Sediment shall not be allowed to flush into a stream or drainage way. D If sediment has been contaminated, it shall be disposed of in accordance with existing federal, state, and local rules and regulations. 3.03 EXCESS MATERIAL, WASTE, AND EQUIPMENT A Vegetation, rubble, broken concrete, debris, asphaltic concrete pavement, excess soil, and other materials not designated for salvage, shall become the property of Contractor and shall be removed from the Project Site and legally disposed of. B Dispose of removed equipment, materials, waste and debris in a manner conforming to applicable laws and regulations C Excess soil may be deposited on private property adjacent to the Project Site when written permission is obtained from property owner under the provisions of this Section, 1.03D. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WASTE MATERIAL DISPOSAL 07/2006 01562 - 3 of 3 D Verify the flood plain status of any proposed disposal site. Do not dispose of excavated materials in an area designated as within the 100-year Flood Hazard Area. E Waste materials shall be removed from the site on a daily basis, such that the site is maintained in a neat and orderly condition. F No materials shall be disposed in a manner to damage the Owner in any way. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TREE AND PLANT PROTECTION 02/2013 01563 - 1 of 4 Section 01563 TREE AND PLANT PROTECTION 1.0 G E N E R A L 1.01 SECTION INCLUDES A Tree and plant protection. B References to Technical Specifications: None 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 PROJECT CONDITIONS A Preserve and protect existing trees and plants to remain from foliage, branch, trunk, or root damage that could result from construction operations. B Prevent following types of damage: 1. Compaction of root zone by foot or vehicular traffic, or material storage. 2. Trunk damage from equipment operations, material storage, or from nailing or bolting. 3. Trunk and branch damage caused by ropes or guy wires or machine impacts. 4. Root poisoning from spilled solvents, gasoline, paint, and other noxious materials. 5. Branch damage due to improper pruning or trimming. 6. Damage from lack of water due to: a. Cutting or altering natural water migration patterns near root zones. b. Failure to provide adequate watering. 7. Damage from alteration of soil pH factor caused by depositing lime, concrete, plaster, or other base materials near roots. 8. Cutting feeder of roots or roots larger than 1-1/2 inches in diameter. 1.04 DAMAGE ASSESSMENT A When trees, other than those designated for removal, are destroyed or badly damaged as a result of construction operations, remove and replace with same size, species, and variety up to and including 8 inches in trunk diameter. Trees larger than 8 inches in diameter shall be replaced with an 8-inch diameter tree of the same species and variety and total contract amount will be reduced by an amount determined from the following International Shade Tree Conference formula: 0.7854 x D2 x $10.00 where D is diameter in inches of tree or shrub trunk measured 12 inches above grade. B All necessary tree replacements shall be as approved by Engineer/Urban Forester. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TREE AND PLANT PROTECTION 02/2013 01563 - 2 of 4 2.0 P R O D U C T S 2.01 MATERIALS A Asphalt paint: Emulsified asphalt or other adhesive, elastic, antiseptic coating formulated for horticultural use on cut or injured plant tissue, free from kerosene and coal creosote. B Burlap: Suitable for use as tree wrapping. C Fertilizer: Liquid containing 20 percent nitrogen, 10 percent phosphorus, and 5 percent potash. D. Temporary Barrier Fence: Plastic, bright orange color for visibility, 48 inches in height, 8.5 pounds weight minimum. 3.0 E X E C U T I O N 3.01 PROTECTION AND MAINTENANCE OF EXISTING TREES AND SHRUBS A Except for trees and shrubs shown on Plans to be removed, all trees and shrubs within the Project Site area are to remain and be protected from damage. B For designated trees to be removed, perform the following: 1. Stake right-of-way limits and identify any tree of diameter greater than 4 inches which is to be removed. Mark trees prior to felling with an X in orange paint, clearly visible, on the trunk, and at eye level. 2. After marking trees give a minimum of 48-hours notice in writing to the Engineer of intent to begin felling operations. 3. Trees whose trunks are only partially in the right-of-way shall be protected and preserved as described below. C For trees or shrubs to remain, perform the following: 1. Trim trees and shrubs only as necessary. a. Trees and shrubs requiring pruning for construction should also be pruned for balance as well as to maintain proper form and branching habit. b. Cut limbs at branch collar. No stubs should remain on trees. Branch cuts should not gouge outer layer of tree structure or trunk. 2. Use extreme care to prevent excessive damage to root systems. a. Roots in construction areas will be cut smoothly with a trencher before excavation begins. Do not allow ripping of roots with a backhoe or other equipment. b. Temporarily cover exposed roots with wet burlap to prevent roots from drying out. c. Cover exposed roots with soil as soon as possible. 3. Prevent damage or compaction of root zone (area inside dripline) by construction activities. a. Do not allow scarring of trunks or limbs by equipment or other means. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TREE AND PLANT PROTECTION 02/2013 01563 - 3 of 4 b. Do not store construction materials, vehicles, or excavated material inside dripline of trees. c. Do not pour liquid materials inside dripline. 4. Water and fertilize trees and shrubs that will remain to maintain their health during construction period. a. Supplemental watering of landscaping during construction should be done once a week in months receiving average rainfall and twice a week in months receiving below average rainfall. b. This watering shall consist of saturating soils at least 6 to 8 inches beneath surface. 5. Water areas currently being served by private sprinkler systems while systems are temporarily taken out of service to maintain health of existing landscapes. 6. At option of the Contractor and with the Engineer’s permission, trees and shrubs to remain may be temporarily transplanted and returned to original positions under supervision of professional horticulturist. 3.02 PROTECTIVE CONTROLS A Protection of trees or shrubs in open area: 1. Install steel drive-in fence posts in protective circle, approximately 8 feet on center, at the dripline of the leaf canopy of trees or 2 ft. around shrubs. 2. Drive steel drive-in fence posts 3 feet minimum into ground, leaving 5 feet minimum above ground. 3. For trees or shrubs in paved areas, use moveable posts constructed from concrete-filled steel pipe 2-1/2 inches minimum in diameter mounted in rubber auto tires filled with concrete. 4. Mount plastic temporary barrier safety fence on posts. B Timber-wrap protection for trees in close proximity of moving or mechanical equipment and construction work: 1. Wrap trunk with layer of burlap. 2. Install 2 x 4's or 2 x 6's (5-foot to 6-foot lengths) vertically, spaced 3 inches to 5 inches apart around circumference of tree trunk. 3. Tie in place with 12 to 9 gage steel wire. 3.03 MAINTENANCE OF NEWLY PLANTED TREES A Water newly planted trees adequately to maintain and support healthy plants at the time of planting. B The Contractor guarantees that trees planted for this Work shall remain alive and healthy at least until the end of a one-year warranty period. 1. Within four weeks of notice from Owner, Contractor shall replace, at his expense, any dead trees or any trees that in the opinion of Owner, have become unhealthy or unsightly or have lost their natural shape as a result of additional growth, improper pruning or maintenance, or weather conditions. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TREE AND PLANT PROTECTION 02/2013 01563 - 4 of 4 2. When tree must be replaced, the guarantee period for that tree shall begin on date of replacement of tree, subject to the Owner’s inspection, for no less than one year. 3. Straighten leaning trees and bear entire cost. 4. Dispose of trees rejected at any time by Engineer at Contractor’s expense. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER 02/2008 01564 - 1 of 8 Section 01564 CONTROL OF GROUND WATER AND SURFACE WATER 1.0 G E N E R A L 1.01 SECTION INCLUDES A Dewatering, depressurizing, draining, and maintaining trench and structure excavations and foundation beds in dry and stable condition. B Protecting work against surface runoff and rising flood waters. C Disposing of removed water. D References to Technical Specifications: 1. Section 01200 – Measurement & Payment Procedures 2. Section 01350 – Submittals 3. Section 01570 – Trench Safety Systems 4. Section 01565 – TPDES Requirements 5. Section 01566 – Source Controls for Erosion & Sedimentation E Referenced Standards: 1. Occupational Safety and Health Administration (OSHA) 2. Texas Commission on Environmental Quality (TCEQ) 3. Code of Ordinances, City of Pearland, Texas 4. Water Well Drillers and Pump Installers Advisory Council (WWD/PI) F Definitions: 1. Ground Water Control Systems - installations external to the excavation such as well points, eductors, or deep wells. Ground water control includes dewatering and depressurization. a. Dewatering - lowering the water table and intercepting seepage which would otherwise emerge from slopes or bottoms of excavations and disposing of removed water. The intent of dewatering is to increase stability of excavated slopes; prevent dislocation of material from slopes or bottoms of excavations; reduce lateral loads on sheeting and bracing; improve excavating and hauling characteristics of excavated material; prevent failure or heaving of the bottom of excavations; and to provide suitable conditions for placement of backfill materials and construction of structures and other installations. b. Depressurization - reduction in piezometric pressure within strata not controlled by dewatering alone, as required to prevent failure or heaving of excavation bottom. 2. Surface Water Control - diversion and drainage of surface water runoff and rain water away from the excavation. 3. Excavation Drainage - keeping excavations free of surface and seepage water. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER 02/2008 01564 - 2 of 8 1.02 MEASUREMENT AND PAYMENT A Measurement for and control of ground water for open cut pipe excavations shall be on a linear foot basis and shall not exceed the length of open cut pipe installation in the area requiring ground water control. B Unless indicated as a Bid Item, no separate payment will be made for control of ground water for any condition(s) other than those described in this Section, 1.02A. No separate payment will be made for control of surface water. Include the cost to control non-pipe excavation ground water and surface water in price for Work requiring such controls. C Refer to Section 01200 – Measurement & Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B Submit a Ground Water and Surface Water Control Plan for review by the Engineer prior to start of any field work. The plan shall be signed by a Professional Engineer registered in the State of Texas. The plan shall include the following: 1. Results of subsurface investigation and description of the extent and characteristics of water bearing layers subject to ground water control. 2. Names of equipment suppliers and installation subcontractors. 3. A description of proposed ground water control systems indicating arrangement, location, depth and capacities of system components, installation details and criteria, and operation and maintenance procedures. 4. A description of proposed monitoring and control system indicating depths and locations of piezometers and monitoring wells, monitoring installation details and criteria, type of equipment and instrumentation with pertinent data and characteristics. 5. A description of proposed filters including types, sizes, capacities and manufacturer's application recommendations. 6. Design calculations demonstrating adequacy of proposed systems for intended applications. Define potential area of influence of ground water control operation near contaminated areas. 7. Operating requirements, including piezometric control elevations for dewatering and depressurization. 8. Excavation drainage methods including typical drainage layers, sump pump application and other necessary means. 9. Surface water control and drainage installations. 10. Proposed methods and locations for disposing of removed water. C Submit the following records upon completed initial installation: 1. Installation and development reports for well points, eductors, and deep wells. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER 02/2008 01564 - 3 of 8 2. Installation reports and baseline readings for piezometers and monitoring wells. 3. Baseline analytical test data of water from monitoring wells. 4. Initial flow rates. D Submit the following records on a weekly basis during operations: 1. Records of flow rates and piezometric elevations obtained during monitoring of dewatering and depressurization. Refer to this Section, 3.02 “Requirements for Eductor, Well Points, or Deep Wells”. 2. Maintenance records for ground water control installations, piezometers, and monitoring wells. E Submit the following records at end of the Work. Decommissioning (abandonment) reports for monitoring wells and piezometers installed by other during the design phase and left for Contractor's monitoring and use. 1.04 PERFORMANCE REQUIREMENTS A Conduct subsurface investigations to identify groundwater conditions and to provide parameters for design, installation, and operation of groundwater control systems. B Design a ground water control system, compatible with the requirements of OSHA Standards - 29 CFR, Part 1926, and Section 01570 - Trench Safety Systems of these Technical Specifications, to produce the following results: 1. Effectively reduce the hydrostatic pressure affecting excavations. 2. Develop a substantially dry and stable subgrade for subsequent construction operations. 3. Preclude damage to adjacent properties, buildings, structures, utilities, installed facilities, and other work. 4. Prevent the loss of fines, seepage, boils, quick condition, or softening of the foundation strata. 5. Maintain stability of sides and bottom of excavations. C Ground water control systems may include single-stage or multiple-stage well point systems, eductor and ejector-type systems, deep wells, or combinations of these equipment types. D Provide drainage of seepage water and surface water, as well as water from any other source entering the excavation. Excavation drainage may include placement of drainage materials, such as crushed stone and filter fabric, together with sump pumping. E Provide ditches, berms, pumps and other methods necessary to divert and drain surface water from excavation and other work areas. F Locate ground water control and drainage systems so as not to interfere with utilities, construction operations, adjacent properties, or adjacent water wells. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER 02/2008 01564 - 4 of 8 G Assume sole responsibility for ground water control systems and for any loss or damage resulting from partial or complete failure of protective measures and any settlement or resultant damage caused by the ground water control operations. Modify ground water control systems or operations if they cause or threaten to cause damage to new construction, existing site improvements, adjacent property, or adjacent water wells, or affect potentially contaminated areas. Repair damage caused by ground water control systems or resulting from failure of the system to protect property as required. H Provide an adequate number of piezometers installed at the proper locations and depths as required to provide meaningful observations of the conditions affecting the excavation, adjacent structures, and water wells. I Provide environmental monitoring wells installed at the proper locations and depths as required to provide adequate observations of hydrostatic conditions and possible contaminant transport from contamination sources into the work area or into the ground water control system. J Decommission piezometers and monitoring wells installed during design phase studies and left for Contractors monitoring and use. 1.05 ENVIRONMENTAL REQUIREMENTS A Comply with requirements of agencies having jurisdiction. B Comply with TCEQ regulations and WWD/PI Advisory Council for development, drilling, and abandonment of wells used in dewatering system. C Obtain permit from TCEQ under the Texas Pollutant Discharge Elimination System (TPDES), for storm water discharge from construction sites. Refer to Section 01565 – TPDES, 3.02 “Certification Requirements”. D Obtain all necessary permits from agencies with control over the use of groundwater and matters affecting well installation, water discharge, and use of existing storm drains and natural water sources. Because the review and permitting process may be lengthy, take early action to pursue and submit for the required approvals. E Monitor ground water discharge for contamination while performing pumping in the vicinity of potentially contaminated sites. F Implement control of ground and surface water under the provisions of Section 01566 – Source Controls for Erosion & Sedimentation. 2.0 P R O D U C T S 2.01 EQUIPMENT AND MATERIALS A Equipment and materials are at the option of Contractor as necessary to achieve desired results for dewatering. Selected equipment and materials are subject to review Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER 02/2008 01564 - 5 of 8 of the Engineer through Submittals required in Section 01350 – Submittals, 1.06 “Operations and Maintenance Data”. B Eductors, well points, or deep wells, where used, must be furnished, installed and operated by an experienced contractor regularly engaged in ground water control system design, installation, and operation. C Equipment and instrumentation for monitoring and control of the ground water control system includes piezometers and monitoring wells, and devices, such as flow meters, for observing and recording flow rates. D All equipment must be in good repair and operating order. E Sufficient standby equipment and materials shall be kept available to ensure continuous operation, where required. 3.0 E X E C U T I O N 3.01 GROUND WATER CONTROL A Perform a subsurface investigation by borings as necessary to identify water bearing layers, piezometric pressures, and soil parameters for design and installation of ground water control systems. Perform pump tests, if necessary to determine the drawdown characteristics of the water-bearing layers. The results shall be presented in the Ground Water and Surface Water Control Plan. Refer to this Section, 1.03B. B Provide labor, material, equipment, techniques and methods to lower, control and handle ground water in a manner compatible with construction methods and site conditions. Monitor effectiveness of the installed system and its effect on adjacent property. C Install, operate, and maintain ground water control systems in accordance with the Plan. Notify Engineer in writing of any changes made to accommodate field conditions and changes to the Work. Provide revised drawings and calculations with such notification. D Provide for continuous system operation, including nights, weekends, and holidays. Arrange for appropriate backup if electrical power is primary energy source for dewatering system. E Monitor operations to verify that the system lowers ground water piezometric levels at a rate required to maintain a dry excavation resulting in a stable subgrade for prosecution of subsequent operations. F Where hydrostatic pressures in confined water bearing layers exist below excavation, depressurize those zones to eliminate risk of uplift or other instability of excavation or installed works. Allowable piezometric elevations shall be defined in the Plan. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER 02/2008 01564 - 6 of 8 G Maintain water level below subgrade elevation. Do not allow levels to rise until foundation concrete has achieved design strength. H During backfilling, dewatering may be reduced to maintain water level a minimum of 5 feet below prevailing level of backfill. However, do not allow that water level to result in uplift pressures in excess of 80 percent of downward pressure produced by weight of structure or backfill in place. Do not allow water levels to rise into cement stabilized sand until at least 48 hour after placement. I Provide a uniform diameter for each pipe drain run constructed for dewatering. Remove pipe drain when it has served its purpose. If removal of pipe is impractical, provide grout connections at 50-foot intervals and fill pipe with cement-bentonite grout or cement-sand grout when pipe is removed from service. J Extent of construction ground water control for structures with a permanent perforated underground drainage system may be reduced, such as for units designed to withstand hydrostatic uplift pressure. Provide a means of draining the affected portion of underground system, including standby equipment. Maintain drainage system during operations and remove it when no longer required. K Remove system upon completion of construction or when dewatering and control of surface or ground water is no longer required. L Compact backfill as required by the Contract Documents. 3.02 REQUIREMENTS FOR EDUCTOR, WELL POINTS, OR DEEP WELLS A For aboveground piping in ground water control system, include a 12-inch minimum length of clear, transparent piping between every eductor well or well point and discharge header so that discharge from each installation can be visually monitored. B Install sufficient piezometers or monitoring wells to show that all trench or shaft excavations in water bearing materials are predrained prior to excavation. Provide separate piezometers for monitoring of dewatering and for monitoring of depressurization. Install piezometers and monitoring wells for tunneling as appropriate for Contractor's selected method of work. C Install piezometers or monitoring wells not less than one week in advance of beginning the associated excavation. D Dewatering may be omitted for portions of underdrains or other excavations, but only where auger borings and piezometers or monitoring wells show that soil is predrained by an existing system such that the criteria of the Ground Water and Surface Water Control Plan are satisfied. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER 02/2008 01564 - 7 of 8 E Replace installations that produce noticeable amounts of sediments after development. F Provide additional ground water control installations or change the methods in the event that the installations according to the Ground Water and Surface Water Control Plan do not provide satisfactory results based on the performance criteria defined by the Plan and by this Section. Submit a revised Plan according to this Section, 1.03A. G Mechanical dewatering equipment shall comply with Chapter 19 NOISE, Code of Ordinances, City of Pearland, Texas. 3.03 EXCAVATION DRAINAGE A Contractor may use excavation drainage methods if necessary to achieve well drained, stable trench conditions. The excavation drainage may consist of the following methods or combination of methods: 1. Sump pumping in combination with: a. Layer of crushed stone and filter fabric. b. Sand and gravel drains. 2. Wells for ground water control. B Use sump pumping and a drainage layer, as defined in ASTM D 2321, placed on the foundation beneath pipe bedding or thickened bedding layer of Class I material. 3.04 MAINTENANCE AND OBSERVATION A Conduct daily maintenance and observation of piezometers or monitoring wells while the ground water control installations or excavation drainage are operating in an area. Keep system in good operating condition. B Replace damaged and destroyed piezometers or monitoring wells with new piezometers or wells as necessary to meet observation schedule. C Cut off piezometers or monitoring wells in excavation areas where piping is exposed, only as necessary to perform observation as excavation proceeds. Continue to maintain and make observations, as specified. D Remove and grout piezometers inside or outside the excavation area when ground water control operations are complete. Remove and grout monitoring wells when directed by the Engineer. 3.05 MONITORING AND RECORDING A Monitor and record average flow rate of operation for each deep well, or for each wellpoint or eductor header used in dewatering system. Also monitor and record water level and ground water recovery. These records shall be obtained daily until steady conditions are achieved, and twice weekly thereafter. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER 02/2008 01564 - 8 of 8 B Observe and record elevation of water level daily as long as ground water control system is in operation, and weekly thereafter until the Work is completed or piezometers or wells are removed, except when Engineer determines that more frequent monitoring and recording are required. Comply with Engineer's direction for increased monitoring and recording and take measures as necessary to ensure effective dewatering for intended purpose. 3.06 SURFACE WATER CONTROL A Intercept surface water and divert it away from excavations through use of dikes, ditches, curb walls, pipes, sumps or other approved means. The requirement includes temporary works required to protect adjoining properties from surface drainage caused by construction operations. B Divert surface water and seepage water into sumps and pump it into drainage channels or storm drains, when approved by agencies having jurisdiction. Provide settling basins when required by such agencies. C Provide additional surface water control measures or change the methods in the event that the measures according to the Ground Water and Surface Water Control Plan do not provide satisfactory results based on the performance criteria defined by the Plan and by this Section. Submit a revised Plan according to this Section, 1.03B. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TPDES REQUIREMENTS 08/2018 01565 - 1 of 4 Section 01565 TPDES REQUIREMENTS 1.0 G E N E R A L A As used herein and in conjunction with TPDES General Permit No. TXR150000, the term OPERATOR refers to the CONTRACTOR. 1.02 SECTION INCLUDES A Description of the required documentation to be prepared, signed and submitted by the Contractor before conducting construction operations, in accordance with the terms and conditions of the Texas Pollutant Discharge Elimination System (TPDES) General Permit as issued March 5, 2003, re-issued March 5, 2013, and re-issued March 5, 2018, by the Texas Commission on Environmental Quality under the provisions of Section 402 of the Clean Water Act and Section 26.040 of the Texas Water Code. B Contractor’s responsibility for implementation, maintenance, and inspection of storm water pollution prevention control measures including, but not limited to, erosion and sediment controls, storm water management plans, waste collection and disposal, off- site vehicle tracking, and other practices shown on the Plans or specified elsewhere in this or other Technical Specifications. This Specification provides guidelines and Best Management Practices (BMP’s) information for the Contractor to use in adhering to all local, state and federal environmental regulations with respect to storm water pollution prevention during construction activity. C References to Technical Specifications: 1. Section 01350 – Submittals 2. Section 01310 – Coordination & Meetings 3. Section 01770 – Contract Closeout D Referenced Standards: 1. Texas Commission on Environmental Quality (TCEQ) E Other References: 1. Storm Water Pollution Prevention Plan (SWPPP) found in Appendix A of these Technical Specifications. 1.03 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.04 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. 2.0 P R O D U C T S - Not Used Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TPDES REQUIREMENTS 08/2018 01565 - 2 of 4 3.0 E X E C U T I O N 3.01 REQUIRED NOTICES A The Contractor shall complete, sign, and date the Contractor's Notice of Intent (NOI) attached in Appendix A. The signed copy of the Contractor's NOI shall be returned to the TCEQ. It is contractor’s responsibility to pay for any fees associated with the permit. Submission of the NOI is required by both the Owner and the Contractor before construction operations start. B Upon completion of construction and acceptance of the Work by the Owner, the Contractor shall complete, sign, and date the Contractor's Notice of Termination (NOT) attached in Appendix A. 3.02 CERTIFICATION REQUIREMENTS A On the Operator's Information form attached in Appendix A, the Contractor shall complete name, address, and telephone number for the Contractor; the names of persons or firms responsible for maintenance and inspection of erosion and sediment control measures and all Subcontractors. B The Contractor and Subcontractors named in the Contractor’s Information form shall read, sign, and date the Contractor's/Subcontractor's Certification form, attached in Appendix A. C The persons or firms responsible for maintenance and inspection of erosion and sediment control measures shall read, sign, and date the Contractor's Inspection and Maintenance Certification form, attached in Appendix A. D The Contractor's Information form and all certification forms shall be submitted to the Owner before beginning construction. E Contractor shall review implementation of the SWPPP in a meeting with the Owner and Engineer prior to start of construction in accordance with Section 01310 – Coordination & Meetings. 3.03 RETENTION OF RECORDS A The Contractor shall keep a copy of the SWPPP at the Project Site or at the Contractor's office from the date that it became effective to the date the Work is accepted by the Owner. B At Contract Closeout, the Contractor shall submit to the Owner all TPDES forms and certifications, as well as a copy of the SWPPP, in accordance with Section 01770 – Contract Closeout. The SWPPP records and data will be retained by Owner for a period of 3 years from the date the Work is accepted by the Owner. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TPDES REQUIREMENTS 08/2018 01565 - 3 of 4 3.04 POSTING OF NOTICES A The following notices shall be posted from the date that this SWPPP goes into effect until the date the Work is accepted by the Owner: 1. Copies of the Notices of Intent submitted by the Owner and Contractor and a brief Description of Construction Activity being conducted at the Project Site, as given in Article 1 of the SWPPP, shall be posted at the Project Site or at Contractor's office in a prominent place for public viewing. 2. Notice to drivers of equipment and vehicles, instructing them to stop, check, and clean tires of debris and mud before driving onto traffic lanes. Post such notices at every stabilized construction exit area. 3. In an easily visible location on Project Site, post a notice of waste disposal procedures. 4. Notice of hazardous material handling and emergency procedures shall be posted with the NOI on Project Site. Keep copies of Material Safety Data Sheets at a location on Project Site that is known to all personnel. 5. Keep a copy of each signed certification at the Project Site or at Contractor's office. APPENDIX A FOLLOWS THIS SECTION END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TPDES REQUIREMENTS 08/2018 01565 - 4 of 4 Section 01565 TPDES REQUIREMENTS (APPENDIX A) Table of Contents TCEQ General Permit NOI TCEQ Form 20022 TCEQ Form – 20134 NOC TCEQ Form – 20023 Site Notice Forms Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 General Permit to Discharge Under the Texas Pollutant Discharge Elimination System Stormwater Discharges Associated with Construction Activities TXR150000 Effective March 5, 2018 printed on recycled paper T E X A S C O M M I S S I O N O N E N V I R O N M E N T A L Q U A L I T Y Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TPDES GENERAL PERMIT NUMBER TXR150000 RELATING TO STORMWATER DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITIES Table of Contents Part I. Flow Chart and Definitions ......................................................................................... 5 Section A. Flow Chart to Determine Whether Coverage is Required ............................... 5 Section B. Definitions ........................................................................................................ 6 Part II. Permit Applicability and Coverage ........................................................................... 13 Section A. Discharges Eligible for Authorization ............................................................ 13 1. Stormwater Associated with Construction Activity .................................................. 13 2. Discharges of Stormwater Associated with Construction Support Activities .......... 13 3. Non-Stormwater Discharges .................................................................................... 13 4. Other Permitted Discharges ..................................................................................... 14 Section B. Concrete Truck Wash Out .............................................................................. 14 Section C. Limitations on Permit Coverage .................................................................... 14 1. Post Construction Discharges ................................................................................... 14 2. Prohibition of Non-Stormwater Discharges ............................................................. 14 3. Compliance with Water Quality Standards .............................................................. 14 4. Impaired Receiving Waters and Total Maximum Daily Load (TMDL) Requirements ................................................................................................................................... 14 5. Discharges to the Edwards Aquifer Recharge or Contributing Zone ....................... 15 6. Discharges to Specific Watersheds and Water Quality Areas .................................. 16 7. Protection of Streams and Watersheds by Other Governmental Entities ................ 16 8. Indian Country Lands ............................................................................................... 16 9. Oil and Gas Production and Transportation ............................................................ 16 10. Stormwater Discharges from Agricultural Activities ................................................ 16 11. Endangered Species Act ............................................................................................ 16 12. Other ......................................................................................................................... 17 Section D. Deadlines for Obtaining Authorization to Discharge .................................... 17 1. Large Construction Activities ................................................................................... 17 2. Small Construction Activities ................................................................................... 17 Section E. Obtaining Authorization to Discharge ........................................................... 17 1. Automatic Authorization for Small Construction Activities with Low Potential for Erosion: ..................................................................................................................... 17 2. Automatic Authorization for Small Construction Activities: ................................... 18 3. Authorization for Large Construction Activities: ..................................................... 19 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 3 4. Waivers for Small Construction Activities: ...............................................................20 5. Effective Date of Coverage ........................................................................................20 6. Notice of Change (NOC) ........................................................................................... 21 7. Signatory Requirement for NOI Forms, Notice of Termination (NOT) Forms, NOC Letters, and Construction Site Notices ..................................................................... 22 8. Contents of the NOI .................................................................................................. 22 Section F. Terminating Coverage .................................................................................... 23 1. Notice of Termination (NOT) Required ................................................................... 23 2. Minimum Contents of the NOT ................................................................................ 23 3. Termination of Coverage for Small Construction Sites and for Secondary Operators at Large Construction Sites ....................................................................................... 24 4. Transfer of Day-to-Day Operational Control ............................................................ 24 Section G. Waivers from Coverage .................................................................................. 25 1. Waiver Applicability and Coverage ........................................................................... 25 2. Steps to Obtaining a Waiver ..................................................................................... 26 3. Effective Date of a LREW ......................................................................................... 26 4. Activities Extending Beyond the LREW Period........................................................ 26 Section H. Alternative TPDES Permit Coverage.............................................................. 27 1. Individual Permit Alternative ................................................................................... 27 2. Alternative Authorizations for Certain Discharges .................................................. 27 3. Individual Permit Required ...................................................................................... 27 4. Alternative Discharge Authorization ........................................................................ 27 Section I. Permit Expiration ........................................................................................... 27 Part III. Stormwater Pollution Prevention Plans (SWP3) ...................................................... 28 Section A. Shared SWP3 Development ........................................................................... 29 Section B. Responsibilities of Operators ......................................................................... 29 1. Secondary Operators and Primary Operators with Control Over Construction Plans and Specifications ..................................................................................................... 29 2. Primary Operators with Day-to-Day Operational Control .......................................30 Section C. Deadlines for SWP3 Preparation, Implementation, and Compliance ...........30 Section D. Plan Review and Making Plans Available ......................................................30 Section E. Revisions and Updates to SWP3s .................................................................. 31 Section F. Contents of SWP3 .......................................................................................... 31 Section G. Erosion and Sediment Control Requirements Applicable to All Sites .......... 40 Part IV. Stormwater Runoff from Concrete Batch Plants ...................................................... 42 Section A. Benchmark Sampling Requirements ............................................................. 42 Section B. Best Management Practices (BMPs) and SWP3 Requirements .................... 44 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 4 Section C. Prohibition of Wastewater Discharges ........................................................... 46 Part V. Concrete Truck Wash Out Requirements ................................................................. 46 Part VI. Retention of Records ................................................................................................. 47 Part VII. Standard Permit Conditions ..................................................................................... 47 Part VIII. Fees .................................................................................................................... 48 Appendix A: Automatic Authorization ................................................................................... 50 Appendix B: Erosivity Index (EI) Zones in Texas ................................................................... 52 Appendix C: Isoerodent Map .................................................................................................. 53 Appendix D: Erosivity Indices for EI Zones in Texas ............................................................. 54 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 5 Part I. Flow Chart and Definitions Section A. Flow Chart to Determine Whether Coverage is Required When calculating the acreage of land area disturbed, include the disturbed land-area of all construction and construction support activities. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 6 Section B. Definitions Arid Areas - Areas with an average annual rainfall of 0 to 10 inches. Best Management Practices (BMPs) - Schedules of activities, prohibitions of practices, maintenance procedures, structural controls, local ordinances, and other management practices to prevent or reduce the discharge of pollutants. BMPs also include treatment requirements, operating procedures, and practices to control construction site runoff, spills or leaks, waste disposal, or drainage from raw material storage areas. Commencement of Construction - The initial disturbance of soils associated with clearing, grading, or excavation activities, as well as other construction-related activities (e.g., stockpiling of fill material, demolition). Common Plan of Development - A construction activity that is completed in separate stages, separate phases, or in combination with other construction activities. A common plan of development (also known as a “common plan of development or sale”) is identified by the documentation for the construction project that identifies the scope of the project, and may include plats, blueprints, marketing plans, contracts, building permits, a public notice or hearing, zoning requests, or other similar documentation and activities. A common plan of development does not necessarily include all construction projects within the jurisdiction of a public entity (e.g., a city or university). Construction of roads or buildings in different parts of the jurisdiction would be considered separate “common plans,” with only the interconnected parts of a project being considered part of a “common plan” (e.g., a building and its associated parking lot and driveways, airport runway and associated taxiways, a building complex, etc.). Where discrete construction projects occur within a larger common plan of development or sale but are located ¼ mile or more apart, and the area between the projects is not being disturbed, each individual project can be treated as a separate plan of development or sale, provided that any interconnecting road, pipeline or utility project that is part of the same “common plan” is not included in the area to be disturbed. Construction Activity - Includes soil disturbance activities, including clearing, grading, excavating, construction-related activity (e.g., stockpiling of fill material, demolition), and construction support activity. This does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of the site (e.g., the routine grading of existing dirt roads, asphalt overlays of existing roads, the routine clearing of existing right-of-ways, and similar maintenance activities). Regulated construction activity is defined in terms of small and large construction activity. Construction Support Activity – A construction-related activity that specifically supports construction activity, which can involve earth disturbance or pollutant-generating activities of its own, and can include, but are not limited to, activities associated with concrete or asphalt batch plants, rock crushers, equipment staging or storage areas, chemical storage areas, material storage areas, material borrow areas, and excavated material disposal areas. Construction support activity must only directly support the construction activity authorized under this general permit. Dewatering – The act of draining rainwater or groundwater from building foundations, vaults, and trenches. Discharge – For the purposes of this permit, the drainage, release, or disposal of pollutants in stormwater and certain non-stormwater from areas where soil disturbing activities (e.g., clearing, grading, excavation, stockpiling of fill material, and demolition), construction materials or equipment storage or maintenance (e.g., fill piles, borrow area, concrete truck wash out, fueling), or other industrial stormwater directly related to the construction process (e.g., concrete or asphalt batch plants) are located. Drought-Stricken Area – For the purposes of this permit, an area in which the National Oceanic and Atmospheric Administration’s U.S. Seasonal Drought Outlook indicates for the period during which the construction will occur that any of the following conditions are Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 7 likely: (1) “Drought to persist or intensify”, (2) “Drought ongoing, some improvement”, (3) “Drought likely to improve, impacts ease”, or (4) “Drought development likely”. See http://www.cpc.ncep.noaa.gov/products/expert_assessment/seasonal_drought.html. Edwards Aquifer - As defined under Texas Administrative Code (TAC) § 213.3 of this title (relating to the Edwards Aquifer), that portion of an arcuate belt of porous, water-bearing, predominantly carbonate rocks known as the Edwards and Associated Limestones in the Balcones Fault Zone trending from west to east to northeast in Kinney, Uvalde, Medina, Bexar, Comal, Hays, Travis, and Williamson Counties; and composed of the Salmon Peak Limestone, McKnight Formation, West Nueces Formation, Devil’s River Limestone, Person Formation, Kainer Formation, Edwards Formation, and Georgetown Formation. The permeable aquifer units generally overlie the less-permeable Glen Rose Formation to the south, overlie the less-permeable Comanche Peak and Walnut Formations north of the Colorado River, and underlie the less-permeable Del Rio Clay regionally. Edwards Aquifer Recharge Zone - Generally, that area where the stratigraphic units constituting the Edwards Aquifer crop out, including the outcrops of other geologic formations in proximity to the Edwards Aquifer, where caves, sinkholes, faults, fractures, or other permeable features would create a potential for recharge of surface waters into the Edwards Aquifer. The recharge zone is identified as that area designated as such on official maps located in the offices of the Texas Commission on Environmental Quality (TCEQ) and the appropriate regional office. The Edwards Aquifer Map Viewer, located at http://www.tceq.texas.gov/compliance/field_ops/eapp/mapdisclaimer.html, can be used to determine where the recharge zone is located. Edwards Aquifer Contributing Zone - The area or watershed where runoff from precipitation flows downgradient to the recharge zone of the Edwards Aquifer. The contributing zone is located upstream (upgradient) and generally north and northwest of the recharge zone for the following counties: all areas within Kinney County, except the area within the watershed draining to Segment No. 2304 of the Rio Grande Basin; all areas within Uvalde, Medina, Bexar, and Comal Counties; all areas within Hays and Travis Counties, except the area within the watersheds draining to the Colorado River above a point 1.3 miles upstream from Tom Miller Dam, Lake Austin at the confluence of Barrow Brook Cove, Segment No. 1403 of the Colorado River Basin; and all areas within Williamson County, except the area within the watersheds draining to the Lampasas River above the dam at Stillhouse Hollow reservoir, Segment No. 1216 of the Brazos River Basin. The contributing zone is illustrated on the Edwards Aquifer map viewer at http://www.tceq.texas.gov/compliance/field_ops/eapp/mapdisclaimer.html. Effluent Limitations Guideline (ELG) – Defined in 40 Code of Federal Regulations (CFR) § 122.2 as a regulation published by the Administrator under § 304(b) of the Clean Water Act (CWA) to adopt or revise effluent limitations. Facility or Activity – For the purpose of this permit, referring to a construction site, the location of construction activity, or a construction support activity that is regulated under this general permit, including all contiguous land and fixtures (for example, ponds and materials stockpiles), structures, or appurtenances used at a construction site or industrial site. Final Stabilization - A construction site status where any of the following conditions are met: (a) All soil disturbing activities at the site have been completed and a uniform (that is, evenly distributed, without large bare areas) perennial vegetative cover with a density of at least 70% of the native background vegetative cover for the area has been established on all unpaved areas and areas not covered by permanent structures, or equivalent permanent stabilization measures (such as the use of riprap, gabions, or geotextiles) have been employed. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 8 (b) For individual lots in a residential construction site by either: (1) the homebuilder completing final stabilization as specified in condition (a) above; or (2) the homebuilder establishing temporary stabilization for an individual lot prior to the time of transfer of the ownership of the home to the buyer and after informing the homeowner of the need for, and benefits of, final stabilization. If temporary stabilization is not feasible, then the homebuilder may fulfill this requirement by retaining perimeter controls or BMPs, and informing the homeowner of the need for removal of temporary controls and the establishment of final stabilization. Fulfillment of this requirement must be documented in the homebuilder’s stormwater pollution prevention plan (SWP3). (c) For construction activities on land used for agricultural purposes (such as pipelines across crop or range land), final stabilization may be accomplished by returning the disturbed land to its preconstruction agricultural use. Areas disturbed that were not previously used for agricultural activities, such as buffer strips immediately adjacent to surface water and areas that are not being returned to their preconstruction agricultural use must meet the final stabilization conditions of condition (a) above. (d) In arid, semi-arid, and drought-stricken areas only, all soil disturbing activities at the site have been completed and both of the following criteria have been met: (1) Temporary erosion control measures (for example, degradable rolled erosion control product) are selected, designed, and installed along with an appropriate seed base to provide erosion control for at least three years without active maintenance by the operator, and (2) The temporary erosion control measures are selected, designed, and installed to achieve 70% of the native background vegetative coverage within three years. Hyperchlorination of Waterlines – Treatment of potable water lines or tanks with chlorine for disinfection purposes, typically following repair or partial replacement of the waterline or tank, and subsequently flushing the contents. Impaired Water - A surface water body that is identified as impaired on the latest approved CWA §303(d) List or waters with an EPA-approved or established total maximum daily load (TMDL) that are found on the latest EPA approved Texas Integrated Report of Surface Water Quality for CWA Sections 305(b) and 303(d), which lists the category 4 and 5 water bodies. Indian Country Land – All land within the limits of any Indian reservation under the jurisdiction of the United States government, notwithstanding the issuance of any patent, and, including rights-of-way running through the reservation; (2) all dependent Indian communities with the borders of the United States whether within the originally or subsequently acquired territory thereof, and whether within or without the limits of a state; and (3) all Indian allotments, the Indian titles to which have not been extinguished, including rights-of-way running through the same. (40 CFR §122.2) Indian Tribe - Any Indian Tribe, band, group, or community recognized by the Secretary of the Interior and exercising governmental authority over a Federal Indian Reservation (40 CFR §122.2). Infeasible –Not technologically possible, or not economically practicable and achievable in light of best industry practices. (40 CFR §450.11(b)). Large Construction Activity - Construction activities including clearing, grading, and excavating that result in land disturbance of equal to or greater than five (5) acres of land. Large construction activity also includes the disturbance of less than five (5) acres of total Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 9 land area that is part of a larger common plan of development or sale if the larger common plan will ultimately disturb equal to or greater than five (5) acres of land. Large construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of the site (for example, the routine grading of existing dirt roads, asphalt overlays of existing roads, the routine clearing of existing right-of-ways, and similar maintenance activities.) Linear Project – Includes the construction of roads, bridges, conduits, substructures, pipelines, sewer lines, towers, poles, cables, wires, connectors, switching, regulating and transforming equipment and associated ancillary facilities in a long, narrow area. Low Rainfall Erosivity Waiver (LREW) - A written submission to the executive director from an operator of a construction site that is considered as small construction activity under the permit, which qualifies for a waiver from the requirements for small construction activities, only during the period of time when the calculated rainfall erosivity factor is less than five (5). Minimize - To reduce or eliminate to the extent achievable using stormwater controls that are technologically available and economically practicable and achievable in light of best industry practices. Municipal Separate Storm Sewer System (MS4) - A separate storm sewer system owned or operated by the United States, a state, city, town, county, district, association, or other public body (created by or pursuant to state law) having jurisdiction over the disposal of sewage, industrial wastes, stormwater, or other wastes, including special districts under state law such as a sewer district, flood control or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, that discharges to surface water in the state. Notice of Change (NOC) – Written notification to the executive director from a discharger authorized under this permit, providing changes to information that was previously provided to the agency in a notice of intent form. Notice of Intent (NOI) - A written submission to the executive director from an applicant requesting coverage under this general permit. Notice of Termination (NOT) - A written submission to the executive director from a discharger authorized under this general permit requesting termination of coverage. Operator - The person or persons associated with a large or small construction activity that is either a primary or secondary operator as defined below: Primary Operator – the person or persons associated with construction activity that meets either of the following two criteria: (a) the person or persons have on-site operational control over construction plans and specifications, including the ability to make modifications to those plans and specifications; or (b) the person or persons have day-to-day operational control of those activities at a construction site that are necessary to ensure compliance with a Storm Water Pollution Prevention Plan (SWP3) for the site or other permit conditions (for example, they are authorized to direct workers at a site to carry out activities required by the SWP3 or comply with other permit conditions). Secondary Operator – The person or entity, often the property owner, whose operational control is limited to: (a) the employment of other operators, such as a general contractor, to perform or supervise construction activities; or Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 10 (b) the ability to approve or disapprove changes to construction plans and specifications, but who does not have day-to-day on-site operational control over construction activities at the site. Secondary operators must either prepare their own SWP3 or participate in a shared SWP3 that covers the areas of the construction site, where they have control over the construction plans and specifications. If there is not a primary operator at the construction site, then the secondary operator is defined as the primary operator and must comply with the requirements for primary operators. Outfall - For the purpose of this permit, a point source at the point where stormwater runoff associated with construction activity discharges to surface water in the state and does not include open conveyances connecting two municipal separate storm sewers, or pipes, tunnels, or other conveyances that connect segments of the same stream or other water of the U.S. and are used to convey waters of the U.S. Permittee - An operator authorized under this general permit. The authorization may be gained through submission of a notice of intent, by waiver, or by meeting the requirements for automatic coverage to discharge stormwater runoff and certain non-stormwater discharges from construction activity. Point Source –Any discernible, confined, and discrete conveyance, including but not limited to, any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, container, rolling stock concentrated animal feeding operation, landfill leachate collection system, vessel or other floating craft from which pollutants are, or may be, discharged. This term does not include return flows from irrigated agriculture or agricultural stormwater runoff (40 CFR §122.2). Pollutant - Dredged spoil, solid waste, incinerator residue, sewage, garbage, sewage sludge, filter backwash, munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand, cellar dirt, and industrial, municipal, and agricultural waste discharged into any surface water in the state. The term "pollutant" does not include tail water or runoff water from irrigation or rainwater runoff from cultivated or uncultivated rangeland, pastureland, and farmland. For the purpose of this permit, the term “pollutant” includes sediment. Pollution - The alteration of the physical, thermal, chemical, or biological quality of, or the contamination of, any surface water in the state that renders the water harmful, detrimental, or injurious to humans, animal life, vegetation, or property or to public health, safety, or welfare, or impairs the usefulness or the public enjoyment of the water for any lawful or reasonable purpose (Texas Water Code (TWC) §26.001(14)). Rainfall Erosivity Factor (R factor) - the total annual erosive potential that is due to climatic effects, and is part of the Revised Universal Soil Loss Equation (RUSLE). Receiving Water - A “Water of the United States” as defined in 40 CFR §122.2 or a surface water in the state into which the regulated stormwater discharges. Semiarid Areas - areas with an average annual rainfall of 10 to 20 inches. Separate Storm Sewer System - A conveyance or system of conveyances (including roads with drainage systems, streets, catch basins, curbs, gutters, ditches, man-made channels, or storm drains), designed or used for collecting or conveying stormwater; that is not a combined sewer, and that is not part of a publicly owned treatment works (POTW). Small Construction Activity - Construction activities including clearing, grading, and excavating that result in land disturbance of equal to or greater than one (1) acre and less than five (5) acres of land. Small construction activity also includes the disturbance of less than one (1) acre of total land area that is part of a larger common plan of development or sale if the larger common plan will ultimately disturb equal to or greater than one (1) and Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 11 less than five (5) acres of land. Small construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of the site (for example, the routine grading of existing dirt roads, asphalt overlays of existing roads, the routine clearing of existing right-of-ways, and similar maintenance activities). Steep Slopes – Where a state, Tribe, local government, or industry technical manual (e.g. stormwater BMP manual) has defined what is to be considered a “steep slope”, this permit’s definition automatically adopts that definition. Where no such definition exists, steep slopes are automatically defined as those that are 15 percent or greater in grade. Stormwater (or Stormwater Runoff) - Rainfall runoff, snow melt runoff, and surface runoff and drainage. Stormwater Associated with Construction Activity - Stormwater runoff, as defined above, from a construction activity. Structural Control (or Practice) - A pollution prevention practice that requires the construction of a device, or the use of a device, to reduce or prevent pollution in stormwater runoff. Structural controls and practices may include but are not limited to: silt fences, earthen dikes, drainage swales, sediment traps, check dams, subsurface drains, storm drain inlet protection, rock outlet protection, reinforced soil retaining systems, gabions, and temporary or permanent sediment basins. Surface Water in the State - Lakes, bays, ponds, impounding reservoirs, springs, rivers, streams, creeks, estuaries, wetlands, marshes, inlets, canals, the Gulf of Mexico inside the territorial limits of the state (from the mean high water mark (MHWM) out 10.36 miles into the Gulf), and all other bodies of surface water, natural or artificial, inland or coastal, fresh or salt, navigable or non-navigable, and including the beds and banks of all water-courses and bodies of surface water, that are wholly or partially inside or bordering the state or subject to the jurisdiction of the state; except that waters in treatment systems which are authorized by state or federal law, regulation, or permit, and which are created for the purpose of waste treatment are not considered to be water in the state. Temporary Stabilization - A condition where exposed soils or disturbed areas are provided a protective cover or other structural control to prevent the migr ation of pollutants. Temporary stabilization may include temporary seeding, geotextiles, mulches, and other techniques to reduce or eliminate erosion until either permanent stabilization can be achieved or until further construction activities take place. Thawing Conditions – for the purposes of this permit, thawing conditions are expected based on the historical likelihood of two or more days with daytime temperatures greater than 32 ̊F. This date can be determined by looking at historical weather data. Note: The estimation of thawing conditions is for planning purposes only. During construction, the permittee will be required to conduct site inspections based upon actual conditions (i.e., if thawing conditions occur sooner than expected, the permittee will be required to conduct inspections at the regular frequency). Total Maximum Daily Load (TMDL) - The total amount of a pollutant that a water body can assimilate and still meet the Texas Surface Water Quality Standards. Turbidity – A condition of water quality characterized by the presence of suspended solids and/or organic material. Waters of the United States - Waters of the United States or waters of the U.S. means: (a) all waters which are currently used, were used in the past, or may be susceptible to use in interstate or foreign commerce, including all waters which are subject to the ebb and flow of the tide; (b) all interstate waters, including interstate wetlands; Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 12 (c) all other waters such as intrastate lakes, rivers, streams (including intermittent streams), mudflats, sandflats, wetlands, sloughs, prairie potholes, wet meadows, playa lakes, or natural ponds that the use, degradation, or destruction of which would affect or could affect interstate or foreign commerce including any such waters: (1) which are or could be used by interstate or foreign travelers for recreational or other purposes; (2) from which fish or shellfish are or could be taken and sold in interstate or foreign commerce; or (3) which are used or could be used for industrial purposes by industries in interstate commerce; (d) all impoundments of waters otherwise defined as waters of the United States under this definition; (e) tributaries of waters identified in paragraphs (a) through (d) of this definition; (f) the territorial sea; and (g) wetlands adjacent to waters (other than waters that are themselves wetlands) identified in paragraphs (a) through (f) of this definition. Waste treatment systems, including treatment ponds or lagoons designed to meet the requirements of CWA are not waters of the U.S. This exclusion applies only to manmade bodies of water which neither were originally created in waters of the U.S. (such as disposal area in wetlands) nor resulted from the impoundment of waters of the U.S. Waters of the U.S. do not include prior converted cropland. Notwithstanding the determination of an area’s status as prior converted cropland by any other federal agency, for the purposes of the CWA, the final authority regarding CWA jurisdiction remains with EPA. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Part II. Permit Applicability and Coverage Section A. Discharges Eligible for Authorization 1. Stormwater Associated with Construction Activity Discharges of stormwater runoff and certain non-stormwater discharges from small and large construction activities may be authorized under this general permit. 2. Discharges of Stormwater Associated with Construction Support Activities Discharges of stormwater runoff and certain non-stormwater discharges from construction support activities as defined in Part I.B of this general permit may be authorized, provided that the following conditions are met: (a) the construction support activities are located within one (1) mile from the boundary of the construction site where the construction activity authorized under the permit is being conducted that requires the support of these activities; (b) an SWP3 is developed for the permitted construction site according to the provisions in Part III.F of this general permit, and includes appropriate controls and measures to reduce erosion and the discharge of pollutants in stormwater runoff according to the provisions in Part III.G of this general permit; (c) the activities are directly related to the construction site; (d) the activities are not a commercial operation, nor serve other unrelated construction projects; and (e) the activities do not continue to operate beyond the completion of the construction activity at the project it supports. Construction support activities that operate outside the terms provided in (a) through (e) above must obtain authorization under a separate Texas Pollutant Discharge Elimination System (TPDES) permit, which may include the TPDES Multi Sector General Permit (MSGP), TXR050000 (related to stormwater discharges associated with industrial activity), an alternative general permit (if available), or an individual water quality permit. 3. Non-Stormwater Discharges The following non-stormwater discharges from sites authorized under this general permit are also eligible for authorization under this general permit: (a) discharges from fire-fighting activities (fire-fighting activities do not include washing of trucks, run-off water from training activities, test water from fire suppression systems, or similar activities); (b) uncontaminated fire hydrant flushings (excluding discharges of hyperchlorinated water, unless the water is first dechlorinated and discharges are not expected to adversely affect aquatic life), which include flushings from systems that utilize potable water, surface water, or groundwater that does not contain additional pollutants (uncontaminated fire hydrant flushings do not include systems utilizing reclaimed wastewater as a source water); (c) water from the routine external washing of vehicles, the external portion of buildings or structures, and pavement, where detergents and soaps are not used, where spills or leaks of toxic or hazardous materials have not occurred (unless spilled materials have been removed; and if local state, or federal regulations are applicable, the materials are removed according to those regulations), and where the purpose is to remove mud, dirt, or dust; Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 14 (d) uncontaminated water used to control dust; (e) potable water sources, including waterline flushings, but excluding discharges of hyperchlorinated water, unless the water is first dechlorinated and discharges are not expected to adversely affect aquatic life; (f) uncontaminated air conditioning condensate; (g) uncontaminated ground water or spring water, including foundation or footing drains where flows are not contaminated with industrial materials such as solvents; and (h) lawn watering and similar irrigation drainage. 4. Other Permitted Discharges Any discharge authorized under a separate National Pollutant Discharge Elimination System (NPDES), TPDES, or TCEQ permit may be combined with discharges authorized by this general permit, provided those discharges comply with the associated permit. Section B. Concrete Truck Wash Out The wash out of concrete trucks at regulated construction sites must be performed in accordance with the requirements of Part V of this general permit. Section C. Limitations on Permit Coverage 1. Post Construction Discharges Discharges that occur after construction activities have been completed, and after the construction site and any supporting activity site have undergone final stabilization, are not eligible for coverage under this general permit. Discharges originating from the sites are not authorized under this general permit following the submission of the notice of termination (NOT) or removal of the appropriate site notice, as applicable, for the regulated construction activity. 2. Prohibition of Non-Stormwater Discharges Except as otherwise provided in Part II.A of this general permit, only discharges that are composed entirely of stormwater associated with construction activity may be authorized under this general permit. 3. Compliance with Water Quality Standards Discharges to surface water in the state that would cause, have the reasonable potential to cause, or contribute to a violation of water quality standards or that would fail to protect and maintain existing designated uses of surface water in the state are not eligible for coverage under this general permit. The executive director may require an application for an individual permit or alternative general permit (see Parts II.H.2 and 3.) to authorize discharges to surface water in the state if the executive director determines that any activity will cause, has the reasonable potential to cause, or contribute to a violation of water quality standards or is found to cause, has the reasonable potential to cause, or contribute to, the impairment of a designated use. The executive director may also require an application for an individual permit considering factors described in Part II.H.3 of this general permit. 4. Impaired Receiving Waters and Total Maximum Daily Load (TMDL) Requirements The permittee shall determine whether the authorized discharge is to an impaired water body on the latest EPA-approved CWA Section 303(d) List or waters with an EPA- approved or established TMDL that are found on the latest EPA-approved Texas Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 15 Integrated Report of Surface Water Quality for CWA Sections 305(b) and 303(d), which lists the category 4 and 5 water bodies. New sources or new discharges of the pollutants of concern to impaired waters are not authorized by this permit unless otherwise allowable under 30 TAC Chapter 305 and applicable state law. Impaired waters are those that do not meet applicable water quality standard(s) and are listed as category 4 or 5 in the current version of the Texas Integrated Report of Surface Water Quality, and waterbodies listed on the CWA § 303(d) list. Pollutants of concern are those for which the water body is listed as impaired. Discharges of the pollutants of concern to impaired water bodies for which there is a TMDL are not eligible for coverage under this general permit unless they are consistent with the approved TMDL. Permittees must incorporate the conditions and requirements applicable to their discharges into their SWP3, in order to be eligible for coverage under this general permit. For consistency with the construction stormwater-related items in an approved TMDL, the SWP3 must be consistent with any applicable condition, goal, or requirement in the TMDL, TMDL Implementation Plan (I-Plan), or as otherwise directed by the executive director. 5. Discharges to the Edwards Aquifer Recharge or Contributing Zone Discharges cannot be authorized by this general permit where prohibited by 30 TAC Chapter 213 (relating to Edwards Aquifer). In addition, commencement of construction (i.e., the initial disturbance of soils associated with clearing, grading, or excavating activities, as well as other construction-related activities such as stockpiling of fill material and demolition) at a site regulated under 30 TAC Chapter 213, may not begin until the appropriate Edwards Aquifer Protection Plan (EAPP) has been approved by the TCEQ’s Edwards Aquifer Protection Program. (a) For new discharges located within the Edwards Aquifer Recharge Zone, or within that area upstream from the recharge zone and defined as the Contributing Zone (CZ), operators must meet all applicable requirements of, and operate according to, 30 TAC Chapter 213 (Edwards Aquifer Rule) in addition to the provisions and requirements of this general permit. (b) For existing discharges located within the Edwards Aquifer Recharge Zone, the requirements of the agency-approved Water Pollution Abatement Plan (WPAP) under the Edwards Aquifer Rule is in addition to the requirements of this general permit. BMPs and maintenance schedules for structural stormwater controls, for example, may be required as a provision of the rule. All applicable requirements of the Edwards Aquifer Rule for reductions of suspended solids in stormwater runoff are in addition to the requirements in this general permit for this pollutant. (c) For discharges located within ten stream miles upstream of the Edwards Aquifer recharge zone, applicants shall also submit a copy of the NOI to the appropriate TCEQ regional office. Counties: Comal, Bexar, Medina, Uvalde, and Kinney Contact: TCEQ Water Program Manager San Antonio Regional Office 14250 Judson Road San Antonio, Texas 78233-4480 (210) 490-3096 Counties: Williamson, Travis, and Hays Contact: TCEQ Water Program Manager Austin Regional Office 12100 Park 35 Circle Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 16 Room 179, Building A Austin, Texas 78753 (512) 339-2929 6. Discharges to Specific Watersheds and Water Quality Areas Discharges otherwise eligible for coverage cannot be authorized by this general permit where prohibited by 30 TAC Chapter 311 (relating to Watershed Protection) for water quality areas and watersheds. 7. Protection of Streams and Watersheds by Other Governmental Entities This general permit does not limit the authority or ability of federal, other state, or local governmental entities from placing additional or more stringent requirements on construction activities or discharges from construction activities. For example, this permit does not limit the authority of a home-rule municipality provided by Texas Local Government Code §401.002. 8. Indian Country Lands Stormwater runoff from construction activities occurring on Indian Country lands are not under the authority of the TCEQ and are not eligible for coverage under this general permit. If discharges of stormwater require authorization under federal NPDES regulations, authority for these discharges must be obtained from the U.S. Environmental Protection Agency (EPA). 9. Oil and Gas Production and Transportation Stormwater runoff from construction activities associated with the exploration, development, or production of oil or gas or geothermal resources, including transportation of crude oil or natural gas by pipeline, are not under the authority of the TCEQ and are not eligible for coverage under this general permit. Authorization for stormwater discharges from construction activities that are associated with production of oil or gas or geothermal resources, including transportation of crude oil or natural gas by pipeline must be obtained, as required, from the U.S. EPA or the Texas Railroad Commission, as applicable. Discharge of stormwater related to construction activity, from a facility that stores both refined products intended for off-site use and crude oil in aboveground storage tanks, is regulated by the TCEQ and is eligible for coverage under this general permit. 10. Stormwater Discharges from Agricultural Activities Stormwater discharges from agricultural activities that are not point source discharges of stormwater are not subject to TPDES permit requirements. These activities may include clearing and cultivating ground for crops, construction of fences to contain livestock, construction of stock ponds, and other similar agricultural activities. Discharges of stormwater runoff associated with the construction of facilities that are subject to TPDES regulations, such as the construction of concentrated animal feeding operations, would be point sources regulated under this general permit. 11. Endangered Species Act Discharges that would adversely affect a listed endangered or threatened aquatic or aquatic-dependent species or its critical habitat are not authorized by this permit, unless the requirements of the Endangered Species Act are satisfied. Federal requirements related to endangered species apply to all TPDES permitted discharges and site-specific controls may be required to ensure that protection of endangered or threatened species is achieved. If a permittee has concerns over potential impacts to listed species, the permittee may contact TCEQ for additional information. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 17 12. Other Nothing in Part II of the general permit is intended to negate any person’s ability to assert force majeure (act of God, war, strike, riot, or other catastrophe) defenses found in 30 TAC §70.7. Section D. Deadlines for Obtaining Authorization to Discharge 1. Large Construction Activities (a) New Construction - Discharges from sites where the commencement of construction activity occurs on or after the effective date of this general permit must be authorized, either under this general permit or a separate TPDES permit, prior to the commencement of those construction activities. (b) Ongoing Construction - Operators of large construction activities continuing to operate after the effective date of this permit, and authorized under the TPDES Construction General Permit TXR150000 (effective on March 5, 2013), must submit an NOI to renew authorization or a NOT to terminate coverage under this general permit within 90 days of the effective date of this general permit. During this interim or grace period, as a requirement of this TPDES permit, the operator must continue to meet the conditions and requirements of the 2013 TPDES general permit. 2. Small Construction Activities (a) New Construction - Discharges from sites where the commencement of construction activity occurs on or after the effective date of this general permit must be authorized, either under this general permit or a separate TPDES permit, prior to the commencement of those construction activities. (b) Ongoing Construction - Discharges from ongoing small construction activities that commenced prior to the effective date of this general permit, and that do not meet the conditions to qualify for termination of this permit as described in Part II.F of this general permit, must meet the requirements to be authorized, either under this general permit or a separate TPDES permit, within 90 days of the effective date of this general permit. During this interim period, as a requirement of this TPDES permit, the operator must continue to meet the conditions and requirements of the 2013 TPDES Construction General Permit. Section E. Obtaining Authorization to Discharge 1. Automatic Authorization for Small Construction Activities with Low Potential for Erosion: Operators of small construction activity, as defined in Part I.B of this general permit, shall not submit an NOI for coverage, unless otherwise required by the executive director. Operators of small construction activities, which occur in certain counties and during periods of low potential for erosion that do not meet the conditions of the waiver described in Part II.G of this general permit, may be automatically authorized under this general permit if all the following conditions are met. (a) the construction activity occurs in a county and during the corresponding date range(s) listed in Appendix A; (b) the construction activity is initiated and completed, including either final or temporary stabilization of all disturbed areas, within the time frame identified in Appendix A for the location of the construction site; Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 18 (c) all temporary stabilization is adequately maintained to effectively reduce or prohibit erosion, permanent stabilization activities have been initiated, and a condition of final stabilization is completed no later than 30 days following the end date of the time frame identified in Appendix A for the location of the construction site; (d) the permittee signs a completed TCEQ small construction site notice for low potential for erosion, including the certification statement; (e) a signed and certified copy of the small construction site notice for low potential for erosion is posted at the construction site in a location where it is readily available for viewing by the general public, local, state, and federal authorities prior to commencing construction activities, and maintained in that location until completion of the construction activity; NOTE: Posted site notices may have a redacted signature as long as there is an original signed and certified site notice, with a viewable signature, located on- site and available for review by any applicable regulatory authority. (f) a copy of the signed and certified small construction site notice for low potential for erosion is provided to the operator of any MS4 receiving the discharge at least two days prior to commencement of construction activities; (g) discharges of stormwater runoff or other non-stormwater discharges from any supporting concrete batch plant or asphalt batch plant is separately authorized under an individual TPDES permit, another TPDES general permit, or under an individual TCEQ permit where stormwater and non-stormwater is disposed of by evaporation or irrigation (discharges are adjacent to water in the state); and (h) any non-stormwater discharges are either authorized under a separate permit or authorization, are not considered by TCEQ to be a wastewater, or are captured and routed for disposal at a publicly operated treatment works or licensed waste disposal facility. If all of the conditions in (a) – (h) above are met, then the operator(s) of small construction activities with low potential for erosion are not required to develop a SWP3. If an operator is conducting small construction activities and any of the above conditions (a) – (h) are not met, the operator cannot declare coverage under the automatic authorization for small construction activities with low potential for erosion and must meet the requirements for automatic authorization (all other) small construction activities, described below in Part II.E.2. For small construction activities that occur during a period with a low potential for erosion, where automatic authorization under this section is not available, an operator may apply for and obtain a waiver from permitting (Low Rainfall Erosivity Waiver – LREW), as described in Part II.G of this general permit. Waivers from coverage under the LREW do not allow for any discharges of non-stormwater and the operator must ensure that discharges on non-stormwater are either authorized under a separate permit or authorization. 2. Automatic Authorization for Small Construction Activities: Operators of small construction activities as defined in Part I.B of this general permit shall not submit an NOI for coverage, unless otherwise required by the executive director. Operators of small construction activities, as defined in Part I.B of this general permit or as defined but who do not meet in the conditions and requirements located in Part II.E.1 above, may be automatically authorized for small construction activities, provided that they meet all of the following conditions: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 19 (a) develop a SWP3 according to the provisions of this general permit, that covers either the entire site or all portions of the site for which the applicant is the operator, and implement the SWP3 prior to commencing construction activities; (b) all operators of regulated small construction activities must post a copy of a signed and certified Small Construction site notice, the notice must be posted at the construction site in a location where it is safely and readily available for viewing by the general public, local, state, and federal authorities, at least two days prior to commencing construction activity , and maintain the notice in that location until completion of the construction activity (for linear construction activities, e.g. pipeline or highway, the site notice must be placed in a publicly accessible location near where construction is actively underway; notice for these linear sites may be relocated, as necessary, along the length of the project, and the notice must be safely and readily available for viewing by the general public; local, state, and federal authorities); (c) operators must maintain a posted site notice at the construction site until final stabilization has been achieved; and NOTE: Posted site notices may have a redacted signature as long as there is an original signed and certified Small Construction site notice, with a viewable signature, located on-site and available for review by an applicable regulatory authority. (d) provide a copy of the signed and certified construction site notice to the operator of any municipal separate storm sewer system (MS4) receiving the discharge at least two days prior to commencement of construction activities. As described in Part I.B of this general permit, large construction activities include those that will disturb less than five (5) acres of land, but that are part of a larger common plan of development or sale that will ultimately disturb five (5) or more acres of land, and must meet the requirements of Part II.E.3. below. 3. Authorization for Large Construction Activities: Operators of large construction activities that qualify for coverage under this general permit must meet all of the following conditions: (a) develop a SWP3 according to the provisions of this general permit that covers either the entire site or all portions of the site where the applicant is the operator. The SWP3 must be developed and implemented prior to obtaining coverage and prior to commencing construction activities; (b) primary operators of large construction activities must submit an NOI prior to commencing construction activity at a construction site. A completed NOI must be submitted to TCEQ electronically using the online e-Permits system on TCEQ’s website. Operators with an electronic reporting waiver must submit a completed NOI to TCEQ at least seven (7) days prior to prior to commencing construction activity to obtain provisional coverage seven (7) days from the postmark date for delivery to the TCEQ. An authorization is no longer provisional when the executive director finds the NOI is administratively complete and an authorization number is issued to the permittee for the construction site indicated on the NOI. If an additional primary operator is added after the initial NOI is submitted, the additional primary operator must meet the same requirements for existing primary operator(s), as indicated above. If the primary operator changes due to responsibility at the site being transferred from one primary operator to another after the initial NOI is submitted, the new primary operator must submit a paper NOI or an electronic NOI at least ten (10) Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 20 days prior to assuming operational control of a construction site and commencing construction activity. Operators that submit NOIs electronically must use the online e-Permits system available through the TCEQ website. (c) all operators of large construction activities must post a site notice in accordance with Part III.D.2 of this permit. The site notice must be located where it is safely and readily available for viewing by the general public, local, state, and federal authorities prior to commencing construction activities, and must be maintained in that location until completion of the construction activity (for linear construction activities, e.g. pipeline or highway, the site notice must be placed in a publicly accessible location near where construction is actively underway; notice for these linear sites may be relocated, as necessary, along the length of the project, and the notice must be safely and readily available for viewing by the general public, local, state, and federal authorities); (d) two days prior to commencing construction activities, all primary operators must: i. provide a copy of the signed NOI to the operator of any MS4 receiving the discharge and to any secondary construction operator, and ii. list in the SWP3 the names and addresses of all MS4 operators receiving a copy; (e) all persons meeting the definition of “secondary operator” in Part I of this permit are hereby notified that they are regulated under this general permit, but are not required to submit an NOI, provided that a primary operator at the site has submitted an NOI, or prior to commencement of construction activities, a primary operator is required to submit an NOI and the secondary operator has provided notification to the operator(s) of the need to obtain coverage (with records of notification available upon request). Any secondary operator notified under this provision may alternatively submit an NOI under this general permit, may seek coverage under an alternative TPDES individual permit, or may seek coverage under an alternative TPDES general permit if available; and (f) all secondary operators of large construction activities must post a copy of the signed and certified Secondary Operator construction site notice and provide a copy of the signed and certified site notice to the operator of any MS4 receiving the discharge at least two days prior to the commencement construction activities. NOTE: Posted site notices may have a redacted signature as long as there is an original signed and certified Secondary Operator construction site notice, with a viewable signature, located on-site and available for review by an applicable regulatory authority. Effective September 1, 2018, applicants must submit an NOI using the online e-Permits system available through the TCEQ website, or request and obtain a waiver from electronic reporting from the TCEQ. Waivers from electronic reporting are not transferrable and expire on the same date as the authorization to discharge. 4. Waivers for Small Construction Activities: Operators of certain small construction activities may obtain a waiver from coverage under this general permit, if applicable. The requirements are outlined in Part II.G below. 5. Effective Date of Coverage (a) Operators of small construction activities as described in either Part II.E.1 or II.E.2 above are authorized immediately following compliance with the applicable conditions of Part II.E.1 or II.E.2. Secondary operators of large construction Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 21 activities as described in Part II.E.3 above are authorized immediately following compliance with the applicable conditions in Part II.E.3. For activities located in areas regulated by 30 TAC Chapter 213, related to the Edwards Aquifer, this authorization to discharge is separate from the requirements of the operator’s responsibilities under that rule. Construction may not commence for sites regulated under 30 TAC Chapter 213 until all applicable requirements of that rule are met. (b) Primary operators of large construction activities as described in Part II.E.3 above that electronically submit an NOI are authorized immediately following confirmation of receipt of the electronic form by the TCEQ, unless otherwise notified by the executive director. Operators with an electronic reporting waiver are provisionally authorized seven (7) days from the date that a completed paper NOI is postmarked for delivery to the TCEQ, unless otherwise notified by the executive director. An authorization is no longer provisional when the executive director finds the NOI is administratively complete and an authorization number is issued to the permittee for the construction site indicated on the NOI. For construction activities located in areas regulated by 30 TAC Chapter 213, related to the Edwards Aquifer, this authorization to discharge is separate from the requirements of the operator’s responsibilities under that rule. Construction activities may not commence for sites regulated under 30 TAC Chapter 213 until all applicable requirements of that rule are met. (c) Operators are not prohibited from submitting late NOIs or posting late notices to obtain authorization under this general permit. The TCEQ reserves the right to take appropriate enforcement action for any unpermitted activities that may have occurred between the time construction commenced and authorization was obtained. (d) If operators that submitted NOIs have active authorizations for construction activities that are ongoing when the term of the current general permit expires and a new general permit is issued, a 90-day interim (grace) period is granted to provide coverage that is administratively continued until operators with active authorizations can obtain coverage under the newly issued CGP. The 90-day grace period starts on the effective date of the newly issued CGP. Deadlines for obtaining coverage for operators of small and large construction are provided in Part II.D.1 and 2 above. 6. Notice of Change (NOC) If relevant information provided in the NOI changes, the operator that has submitted the NOI must submit an NOC to TCEQ at least fourteen (14) days before the change occurs, if possible. Where a 14-day advance notice is not possible, the operator must submit an NOC to TCEQ within 14-days of discovery of the change. If the operator becomes aware that it failed to submit any relevant facts or submitted incorrect information in an NOI, the correct information must be submitted to TCEQ in an NOC within 14 days after discovery. The NOC shall be submitted on a form provided by the executive director, or by letter if an NOC form is not available. A copy of the NOC form or letter must also be placed in the SWP3 and provided to the operator of any MS4 receiving the discharge. A list that includes the names and addresses of all MS4 operators receiving a copy of the NOC (or NOC letter) must be included in the SWP3. Information on an NOC may include, but is not limited to, the following: a change in the description of the construction project; an increase in the number of acres disturbed (for increases of one or more acres); or the name of the operator (where the name of the operator has changed). A transfer of operational control from one operator to another, including a transfer of the ownership of a company. Coverage under this general permit is not transferable Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 22 from one operator to another or one company to another, and may not be included in an NOC. A transfer of ownership of a company may include, but is not limited to, the following: changes to the structure of a company, such as changing from a partnership to a corporation or changing corporation types, so that the filing number (or charter number) that is on record with the Texas Secretary of State must be changed. An NOC is not required for notifying TCEQ of a decrease in the number of acres disturbed. This information must be included in the SWP3 and retained on site. Effective September 1, 2018, applicants must submit an NOC using the online e-Permits system available through the TCEQ website, or request and obtain a waiver from electronic reporting from the TCEQ. Waivers from electronic reporting are not transferrable and expire on the same date as the authorization to discharge. 7. Signatory Requirement for NOI Forms, Notice of Termination (NOT) Forms, NOC Letters, and Construction Site Notices NOI forms, NOT forms, NOC letters, and Construction Site Notices that require a signature must be signed according to 30 TAC § 305.44 (relating to Signatories for Applications). 8. Contents of the NOI The NOI form shall require, at a minimum, the following information: (a) the TPDES CGP authorization number for existing authorizations under this general permit, where the operator submits an NOI to renew coverage within 90 days of the effective date of this general permit; (b) the name, address, and telephone number of the operator filing the NOI for permit coverage; (c) the name (or other identifier), address, county, and latitude/longitude of the construction project or site; (d) the number of acres that will be disturbed by the applicant; (e) confirmation that the project or site will not be located on Indian Country lands; (f) confirmation that a SWP3 has been developed in accordance with this general permit, that it will be implemented prior to commencement of construction activities, and that it is compliant with any applicable local sediment and erosion control plans; for multiple operators who prepare a shared SWP3, the confirmation for an operator may be limited to its obligations under the SWP3 provided all obligations are confirmed by at least one operator; (g) name of the receiving water(s); (h) the classified segment number for each classified segment that receives discharges from the regulated construction activity (if the discharge is not directly to a classified segment, then the classified segment number of the first classified segment that those discharges reach); and (i) the name of all surface waters receiving discharges from the regulated construction activity that are on the latest EPA-approved CWA § 303(d) List of impaired waters or Texas Integrated Report of Surface Water Quality for CWA Sections 305(b) and 303(d) as not meeting applicable state water quality standards. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 23 Section F. Terminating Coverage 1. Notice of Termination (NOT) Required Each operator that has submitted an NOI for authorization of large construction activities under this general permit must apply to terminate that authorization following the conditions described in this section of the general permit. Authorization of large construction must be terminated by submitting an NOT on a paper form to TCEQ supplied by the executive director or electronically via the online e- Permits system available through the TCEQ website. Authorization to discharge under this general permit terminates at midnight on the day a paper NOT is postmarked for delivery to the TCEQ or immediately following confirmation of the receipt of the NOT submitted electronically by the TCEQ. Compliance with the conditions and requirements of this permit is required until an NOT is submitted. Effective September 1, 2018, applicants must submit an NOT using the online e-Permits system available through the TCEQ website, or request and obtain a waiver from electronic reporting from the TCEQ. Waivers from electronic reporting are not transferrable and expire on the same date as the authorization to discharge. The NOT must be submitted to TCEQ, and a copy of the NOT provided to the operator of any MS4 receiving the discharge (with a list in the SWP3 of the names and addresses of all MS4 operators receiving a copy), within 30 days after any of the following conditions are met: (a) final stabilization has been achieved on all portions of the site that are the responsibility of the operator; (b) a transfer of operational control has occurred (See Section II.F.4 below); or (c) the operator has obtained alternative authorization under an individual TPDES permit or alternative TPDES general permit. 2. Minimum Contents of the NOT The NOT form shall require, at a minimum, the following information: (a) if authorization for construction activity was granted following submission of an NOI, the permittee’s site-specific TPDES authorization number for a specific construction site; (b) an indication of whether final stabilization has been achieved at the site and a NOT has been submitted or if the permittee is simply no longer an operator at the site; (c) the name, address, and telephone number of the permittee submitting the NOT; (d) the name (or other identifier), address, county, and location (latitude/longitude) of the construction project or site; and (e) a signed certification that either all stormwater discharges requiring authorization under this general permit will no longer occur, or that the applicant is no longer the operator of the facility or construction site, and that all temporary structural erosion controls have either been removed, will be removed on a schedule defined in the SWP3, or have been transferred to a new operator if the new operator has applied for permit coverage. Erosion controls that are designed to remain in place for an indefinite period, such as mulches and fiber mats, are not required to be removed or scheduled for removal. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 24 3. Termination of Coverage for Small Construction Sites and for Secondary Operators at Large Construction Sites (a) Each operator that has obtained automatic authorization for small construction or is a secondary operator for large construction must perform the following when terminating coverage under the permit: i. remove the site notice; ii. complete the applicable portion of the site notice related to removal of the site notice; and iii. submit a copy of the completed site notice to the operator of any MS4 receiving the discharge (or provide alternative notification as allowed by the MS4 operator, with documentation of such notification included in the SWP3). (b) The activities described in Part II.F.3.(a) above must be completed by the operator within 30 days of meeting any of the following conditions: i. final stabilization has been achieved on all portions of the site that are the responsibility of the operator; ii. a transfer of day-to-day operational control over activities necessary to ensure compliance with the SWP3 and other permit conditions has occurred (See Section II.F.4. below); or iii. the operator has obtained alternative authorization under an individual or general TPDES permit. Authorization to discharge under this general permit terminates immediately upon removal of the applicable site notice. Compliance with the conditions and requirements of this permit is required until the site notice is removed. 4. Transfer of Day-to-Day Operational Control (a) When the primary operator of a large construction activity changes or operational control over activities necessary to ensure compliance with the SWP3 and other permit conditions is transferred to another primary operator, the original operator must do the following: i. submit an NOT within ten (10) days prior to the date that responsibility for operations terminates, and the new operator must submit an NOI at least ten (10) days prior to the transfer of operational control, in accordance with condition (c) below; and ii. submit a copy of the NOT from the primary operator terminating its coverage under the permit and its operational control of the construction site and submit a copy of the NOI from the new primary operator to the operator of any MS4 receiving the discharge in accordance with Part II.F.1 above. (b) For transfer of operational control, operators of small construction activities and secondary operators of large construction activities who are not required to submit an NOI must do the following: i. the existing operator must remove the original site notice, and the new operator must post the required site notice prior to the transfer of operational control, in accordance with the conditions in Part II.F.4.(c) i or ii below; and ii. a copy of the site notice, which must be completed and provided to the operator of any MS4 receiving the discharge, in accordance with Part II.F.3 above. (c) Each operator is responsible for determining its role as an operator as defined in Part I.B and obtaining authorization under the permit, as described above in Part Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 25 II.E. 1 – 3. Where authorization has been obtained by submitting an NOI for coverage under this general permit, permit coverage is not transferable from one operator to another. A transfer of operational control can include changes to the structure of a company, such as changing from a partnership to a corporation, or changing to a different corporation type such that a different filing (or charter) number is established with the Texas Secretary of State. A transfer of operational control can also occur when of the following criteria is met, as applicable: i. Another operator has assumed control over all areas of the site that do not meet the definition for final stabilization; ii. all silt fences and other temporary erosion controls have either been removed, scheduled for removal as defined in the SWP3, or transferred to a new operator, provided that the original permitted operator has attempted to notify the new operator in writing of the requirement to obtain permit coverage. Records of this notification (or attempt at notification) shall be retained by the operator transferring operational control to another operator in accordance with Part VI of this permit. Erosion controls that are designed to remain in place for an indefinite period, such as mulches and fiber mats, are not required to be removed or scheduled for removal; or iii. a homebuilder has purchased one or more lots from an operator who obtained coverage under this general permit for a common plan of development or sale. The homebuilder is considered a new operator and shall comply with the requirements of this permit. Under these circumstances, the homebuilder is only responsible for compliance with the general permit requirements as they apply to the lot(s) it has operational control over in a larger common plan of development, and the original operator remains responsible for common controls or discharges, and must amend its SWP3 to remove the lot(s) transferred to the homebuilder. Section G. Waivers from Coverage The executive director may waive the otherwise applicable requirements of this general permit for stormwater discharges from small construction activities under the terms and conditions described in this section. 1. Waiver Applicability and Coverage Operators of small construction activities may apply for and receive a waiver from the requirements to obtain authorization under this general permit, when the calculated rainfall erosivity (R) factor for the entire period of the construction project is less than five (5). The operator must submit either a signed paper Low Rainfall Erosivity Waiver (LREW) certification form to the TCEQ, supplied by the executive director, or complete the form electronically via the online e-Permits system available through the TCEQ website. The form is a certification by the operator that the small construction activity will commence and be completed within a period when the value of the calculated R factor is less than five (5). The paper LREW certification form must be postmarked for delivery to the TCEQ at least seven (7) days before construction activity begins or, if submitted electronically, construction may begin at any time following the receipt of written confirmation from TCEQ that a complete electronic application was submitted and acknowledged. This waiver from coverage does not apply to any non-stormwater discharges, including what is allowed under this permit. The operator must insure that all non-stormwater discharges are either authorized under a separate permit or authorization, or are captured and routed to an authorized treatment facility for disposal. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 26 Effective September 1, 2018, applicants must submit an LREW using the online e- Permits system available through the TCEQ website, or request and obtain a waiver from electronic reporting from the TCEQ. Waivers from electronic reporting are not transferrable and expire on the same date as the authorization to discharge. 2. Steps to Obtaining a Waiver The construction site operator may calculate the R factor to request a waiver using the following steps: (a) Estimate the construction start date and the construction end date. The construction end date is the date that final stabilization will be achieved. (b) Find the appropriate Erosivity Index (EI) zone in Appendix B of this permit. (c) Find the EI percentage for the project period by adding the results for each period of the project using the table provided in Appendix D of this permit, in EPA Fact Sheet 2.1, or in USDA Handbook 703, by subtracting the start value from the end value to find the percent EI for the site. (d) Refer to the Isoerodent Map (Appendix C of this permit) and interpolate the annual isoerodent value for the proposed construction location. (e) Multiply the percent value obtained in Step (c) above by the annual isoerodent value obtained in Step (d). This is the R factor for the proposed project. If the value is less than 5, then a waiver may be obtained. If the value is five (5) or more, then a waiver may not be obtained, and the operator must obtain coverage under Part II.E.2. of this permit. Alternatively, the operator may calculate a site-specific R factor utilizing the following online calculator: http://ei.tamu.edu/index.html, or using another available resource. A copy of the LREW certification form is not required to be posted at the small construction site. 3. Effective Date of a LREW Unless otherwise notified by the executive director, operators of small construction activities seeking coverage under a LREW are provisionally waived from the otherwise applicable requirements of this general permit seven (7) days from the date that a completed paper LREW certification form is postmarked for delivery to TCEQ, or immediately upon receiving confirmation of approval of an electronic submittal, made via the online e-Permits system available through the TCEQ website. Effective September 1, 2018, applicants seeking coverage under a LREW must submit an application for a LREW using the online e-Permits system available through the TCEQ website, or request and obtain a waiver from electronic reporting from the TCEQ. Waivers from electronic reporting are not transferrable and expire on the same date as the authorization to discharge. 4. Activities Extending Beyond the LREW Period If a construction activity extends beyond the approved waiver period due to circumstances beyond the control of the operator, the operator must either: (a) recalculate the R factor using the original start date and a new projected ending date, and if the R factor is still under five (5), submit a new waiver certification form at least two (2) days before the end of the original waiver period; or (b) obtain authorization under this general permit according to the requirements for automatic authorization for small construction activities in Part II.E.2 of this permit, prior to the end of the approved LREW period. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 27 Section H. Alternative TPDES Permit Coverage 1. Individual Permit Alternative Any discharge eligible for coverage under this general permit may alternatively be authorized under an individual TPDES permit according to 30 TAC §305 (relating to Consolidated Permits). Applications for individual permit coverage must be submitted at least three hundred and thirty (330) days prior to commencement of construction activities to ensure timely authorization. Existing coverage under this general permit should not be terminated until an individual permit is issued and in effect. 2. Alternative Authorizations for Certain Discharges Certain discharges eligible for authorization under this general permit may alternatively be authorized under a separate general permit according to 30 TAC Chapter 205 (relating to General Permits for Waste Discharges), as applicable. 3. Individual Permit Required The executive director may require an operator of a construction site, otherwise eligible for authorization under this general permit, to apply for an individual TPDES permit in the following circumstances: (a) the conditions of an approved TMDL or TMDL I-Plan on the receiving water; (b) the activity being determined to cause, has a reasonable potential to cause, or contribute to a violation of water quality standards or being found to cause, or contribute to, the loss of a designated use of surface water in the state: and (c) any other consideration defined in 30 TAC Chapter 205 (relating to General Permits for Waste Discharges) including 30 TAC Chapter 205.4(c)(3)(D), which allows the commission to deny authorization under the general permit and require an individual permit if a discharger has been determined by the executive director to have been out of compliance with any rule, order, or permit of the commission, including non-payment of fees assessed by the executive director. A discharger with a TCEQ compliance history rating of “unsatisfactory” is ineligible for coverage under this general permit. In that case, 30 TAC § 60.3 requires the executive director to deny or suspend an authorization to discharge under a general permit. However, per TWC § 26.040(h), a discharger is entitled to a hearing before the commission prior to having an authorization denied or suspended for having an “unsatisfactory” compliance history. Denial of authorization to discharge under this general permit or suspension of a permittee’s authorization under this general permit for reasons other than compliance history shall be done according to commission rules in 30 TAC Chapter 205 (relating to General Permits for Waste Discharges). 4. Alternative Discharge Authorization Any discharge eligible for authorization under this general permit may alternatively be authorized under a separate general permit according to 30 TAC Chapter 205 (relating to General Permits for Waste Discharges), if applicable. Section I. Permit Expiration 1. This general permit is effective for a term not to exceed five (5) years. All active discharge authorizations expire on the date provided on page one (1) of this permit. Following public notice and comment, as provided by 30 TAC §205.3 (relating to Public Notice, Public Meetings, and Public Comment), the commission may amend, Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 28 revoke, cancel, or renew this general permit. All authorizations that are active at the time the permit term expires will be administratively continued as indicated in Part II.I.2 below and in Part II.D.1(b) and D.2(b) of this permit. 2. If the executive director publishes a notice of the intent to renew or amend this general permit before the expiration date, the permit will remain in effect for existing, authorized discharges until the commission takes final action on the permit. Upon issuance of a renewed or amended permit, permittees may be required to submit an NOI within 90 days following the effective date of the renewed or amended permit, unless that permit provides for an alternative method for obtaining authorization. 3. If the commission does not propose to reissue this general permit within 90 days before the expiration date, permittees shall apply for authorization under an individual permit or an alternative general permit. If the application for an individual permit is submitted before the expiration date, authorization under this expiring general permit remains in effect until the issuance or denial of an individual permit. No new NOIs will be accepted nor new authorizations honored under the general permit after the expiration date. Part III. Stormwater Pollution Prevention Plans (SWP3) All regulated construction site operators shall prepare an SWP3, prior to submittal of an NOI, to address discharges authorized under Parts II.E.2 and II.E.3 of this general permit that will reach Waters of the U.S. This includes discharges to MS4s and privately owned separate storm sewer systems that drain into surface water in the state or Waters of the U.S. Individual operators at a site may develop separate SWP3s that cover only their portion of the project, provided reference is made to the other operators at the site. Where there is more than one SWP3 for a site, operators must coordinate to ensure that BMPs and controls are consistent and do not negate or impair the effectiveness of each other. Regardless of whether a single comprehensive SWP3 is developed or separate SWP3s are developed for each operator, it is the responsibility of each operator to ensure compliance with the terms and conditions of this general permit in the areas of the construction site where that operator has control over construction plans and specifications or day-to-day operations. An SWP3 must describe the implementation of practices that will be used to minimize to the extent practicable the discharge of pollutants in stormwater associated with construction activity and non-stormwater discharges described in Part II.A.3, in compliance with the terms and conditions of this permit. An SWP3 must also identify any potential sources of pollution that have been determined to cause, have a reasonable potential to cause, or contribute to a violation of water quality standards or have been found to cause or contribute to the loss of a designated use of surface water in the state from discharges of stormwater from construction activities and construction support activities. Where potential sources of these pollutants are present at a construction site, the SWP3 must also contain a description of the management practices that will be used to prevent these pollutants from being discharged into surface water in the state or Waters of the U.S. NOTE: Construction support activities can also include vehicle repair areas, fueling areas, etc. that are present at a construction site solely for the support construction activities and are only used by operators at the construction site. The SWP3 is intended to serve as a road map for how the construction operator will comply with the effluent limits and other conditions of this permit and does not establish the effluent limits that apply to the construction site’s discharges. These limits are established in Part III.G of the permit. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 29 Section A. Shared SWP3 Development For more effective coordination of BMPs and opportunities for cost sharing, a cooperative effort by the different operators at a site is encouraged. Operators of small and large construction activities must independently obtain authorization under this permit, but may work together with other regulated operators at the construction site to prepare and implement a single, comprehensive SWP3, which can be shared by some or all operators, for the construction activities that each of the operators are performing at the entire construction site. 1. The SWP3 must include the following: (a) for small construction activities – the name of each operator that participates in the shared SWP3; (b) for large construction activities - the name of each operator that participates in the shared SWP3, the general permit authorization numbers of each operator (or the date that the NOI was submitted to TCEQ by each operator that has not received an authorization number for coverage under this permit); and (c) for large and small construction activities - the signature of each operator participating in the shared SWP3. 2. The SWP3 must clearly indicate which operator is responsible for satisfying each shared requirement of the SWP3. If the responsibility for satisfying a requirement is not described in the plan, then each permittee is entirely responsible for meeting the requirement within the boundaries of the construction site where they perform construction activities. The SWP3 must clearly describe responsibilities for meeting each requirement in shared or common areas. 3. The SWP3 may provide that one operator is responsible for preparation of a SWP3 in compliance with the CGP, and another operator is responsible for implementation of the SWP3 at the project site. Section B. Responsibilities of Operators 1. Secondary Operators and Primary Operators with Control Over Construction Plans and Specifications All secondary operators and primary operators with control over construction plans and specifications shall: (a) ensure the project specifications allow or provide that adequate BMPs are developed to meet the requirements of Part III of this general permit; (b) ensure that the SWP3 indicates the areas of the project where they have control over project specifications, including the ability to make modifications in specifications; (c) ensure that all other operators affected by modifications in project specifications are notified in a timely manner so that those operators may modify their BMP s as necessary to remain compliant with the conditions of this general permit; and (d) ensure that the SWP3 for portions of the project where they are operators indicates the name and site-specific TPDES authorization number(s) for operators with the day-to-day operational control over those activities necessary to ensure compliance with the SWP3 and other permit conditions. If a primary operator has not been authorized or has abandoned the site, the secondary operator is considered to be the responsible party and must obtain authorization Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 30 as a primary operator under the permit, until the authority for day-to-day operational control is transferred to another primary operator. The new primary operator must update or develop a new SWP3 that will reflect the transfer of operational control and include any additional updates to the SWP3 to meet requirements of the permit. 2. Primary Operators with Day-to-Day Operational Control Primary operators with day-to-day operational control of those activities at a project that are necessary to ensure compliance with an SWP3 and other permit conditions must ensure that the SWP3 accomplishes the following requirements: (a) meets the requirements of this general permit for those portions of the project where they are operators; (b) identifies the parties responsible for implementation of BMPs described in the SWP3; (c) indicates areas of the project where they have operational control over day-to- day activities; and (d) the name and site-specific TPDES authorization number of the parties with control over project specifications, including the ability to make modifications in specifications for areas where they have operational control over day-to-day activities. Section C. Deadlines for SWP3 Preparation, Implementation, and Compliance The SWP3 must be prepared prior to obtaining authorization under this general permit, and implemented prior to commencing construction activities that result in soil disturbance. The SWP3 must be prepared so that it provides for compliance with the terms and conditions of this general permit. Section D. Plan Review and Making Plans Available 1. The SWP3 must be retained on-site at the construction site or, if the site is inactive or does not have an on-site location to store the plan, a notice must be posted describing the location of the SWP3. The SWP3 must be made readily available at the time of an on-site inspection to: the executive director; a federal, state, or local agency approving sediment and erosion plans, grading plans, or stormwater management plans; local government officials; and the operator of a municipal separate storm sewer receiving discharges from the site. If the SWP3 is retained off-site, then it shall be made available as soon as reasonably possible. In most instances, it is reasonable that the SWP3 shall be made available within 24 hours of the request. 2. Operators with authorization for construction activity under this general permit must post a TCEQ site notice at the construction site at a place readily available for viewing by the general public, and local, state, and federal authorities. (a) Primary and secondary operators of large construction activities must each post a TCEQ construction site notice, respective to their role as an operator at the construction site, as required above and according to requirements in Part II.E.3 of this general permit. (b) Primary and secondary operators of small construction activities must post the TCEQ site notice as required in Part III.D.2.(a) above and for the specific type of small construction described in Part II.E.1 and 2 of the permit. (c) If the construction project is a linear construction project, such as a pipeline or highway, the notices must be placed in a publicly accessible location near where construction is actively underway. Site notices for small and large construction Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 31 activities at these linear construction sites may be located, as necessary, along the length of the project, but must still be readily available for viewing by the general public; local, state, and federal authorities; and contain the following information: i. the site-specific TPDES authorization number for the project if assigned; ii. the operator name, contact name, and contact phone number; iii. a brief description of the project; and iv. the location of the SWP3. 3. This permit does not provide the general public with any right to trespass on a construction site for any reason, including inspection of a site; nor does this permit require that permittees allow members of the general public access to a construction site. Section E. Revisions and Updates to SWP3s The permittee must revise or update the SWP3 within seven days of when any of the following occurs: 1. a change in design, construction, operation, or maintenance that has a significant effect on the discharge of pollutants and that has not been previously addressed in the SWP3; 2. changing site conditions based on updated plans and specifications, new operators, new areas of responsibility, and changes in BMPs; or 3. results of inspections or investigations by construction site personnel authorized by the permittee, operators of a municipal separate storm sewer system receiving the discharge, authorized TCEQ personnel, or a federal, state or local agency approving sediment and erosion plans indicate the SWP3 is proving ineffective in eliminating or significantly minimizing pollutants in discharges authorized under this general permit. Section F. Contents of SWP3 The SWP3 must be developed and implemented by primary operators of small and large construction activities and include, at a minimum, the information described in this section and must comply with the construction and development effluent guidelines in Part III, Section G of the general permit. 1. A site or project description, which includes the following information: (a) a description of the nature of the construction activity; (b) a list of potential pollutants and their sources; (c) a description of the intended schedule or sequence of activities that will disturb soils for major portions of the site, including estimated start dates and duration of activities; (d) the total number of acres of the entire property and the total number of acres where construction activities will occur, including areas where construction support activities (defined in Part I.B of this general permit) occur; (e) data describing the soil or the quality of any discharge from the site; (f) a map showing the general location of the site (e.g. a portion of a city or county map); (g) a detailed site map (or maps) indicating the following: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 32 i. drainage patterns and approximate slopes anticipated after major grading activities; ii. areas where soil disturbance will occur; iii. locations of all controls and buffers, either planned or in place; iv. locations where temporary or permanent stabilization practices are expected to be used; v. locations of construction support activities, including those located off-site; vi. surface waters (including wetlands) either at, adjacent, or in close proximity to the site, and also indicate whether those waters are impaired; vii. locations where stormwater discharges from the site directly to a surface water body or a municipal separate storm sewer system; viii. vehicle wash areas; and ix. designated points on the site where vehicles will exit onto paved roads (for instance, this applies to construction transition from unstable dirt areas to exterior paved roads). Where the amount of information required to be included on the map would result in a single map being difficult to read and interpret, the operator shall develop a series of maps that collectively include the required information. (h) the location and description of support activities authorized under the permittee’s NOI, including asphalt plants, concrete plants, and other activities providing support to the construction site that is authorized under this general permit; (i) the name of receiving waters at or near the site that may be disturbed or that may receive discharges from disturbed areas of the project; (j) a copy of this TPDES general permit; (k) the NOI and the acknowledgement of provisional and non-provisional authorization for primary operators of large construction sites, and the site notice for small construction sites and for secondary operators of large construction sites; (l) stormwater and allowable non-stormwater discharge locations, including storm drain inlets on site and in the immediate vicinity of the construction site where construction support activities will occur; and (m) locations of all pollutant-generating activities at the construction site and where construction support activities will occur, such as the following: Paving operations; concrete, paint and stucco washout and water disposal; solid waste storage and disposal; and dewatering operations. 2. A description of the BMPs that will be used to minimize pollution in runoff. The description must identify the general timing or sequence for implementation. At a minimum, the description must include the following components: (a) General Requirements i. Erosion and sediment controls must be designed to retain sediment on-site to the extent practicable with consideration for local topography, soil type, and rainfall. ii. Control measures must be properly selected, installed, and maintained according to the manufacturer’s or designer’s specifications. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 33 iii. Controls must be developed to minimize the offsite transport of litter, construction debris, and construction materials. (b) Erosion Control and Stabilization Practices The SWP3 must include a description of temporary and permanent erosion control and stabilization practices for the construction site, where small or large construction activity will occur. The erosion control and stabilization practices selected by the permittee must be compliant with the requirements for sediment and erosion control, located in Part III.G of this permit. The description of the SWP3 must also include a schedule of when the practices will be implemented. Site plans must ensure that existing vegetation at the construction site is preserved where it is possible. i. Erosion control and stabilization practices may include but are not limited to: establishment of temporary or permanent vegetation, mulching, geotextiles, sod stabilization, vegetative buffer strips, protection of existing trees and vegetation, slope texturing, temporary velocity dissipation devices, flow diversion mechanisms, and other similar measures. ii. The following records must be maintained and either attached to or referenced in the SWP3, and made readily available upon request to the parties listed in Part III.D.1 of this general permit: (A) the dates when major grading activities occur; (B) the dates when construction activities temporarily or permanently cease on a portion of the site; and (C) the dates when stabilization measures are initiated. iii. Erosion control and stabilization measures must be initiated immediately in portions of the site where construction activities have temporarily ceased and will not resume for a period exceeding 14 calendar days. Stabilization measures that provide a protective cover must be initiated immediately in portions of the site where construction activities have permanently ceased. The term “immediately” is used to define the deadline for initiating stabilization measures. In the context of this requirement, “immediately” means as soon as practicable, but no later than the end of the next work day, following the day when the earth-disturbing activities have temporarily or permanently ceased. Except as provided in (A) through (D) below, these measures must be completed as soon as practicable, but no more than 14 calendar days after the initiation of soil stabilization measures: (A) Where the immediate initiation of vegetative stabilization measures after construction activity has temporarily or permanently ceased due to frozen conditions, non-vegetative controls must be implemented until thawing conditions (as defined in Part I.B of this general permit) are present, and vegetative stabilization measures can be initiated as soon as practicable. (B) In arid areas, semi-arid areas, or drought-stricken areas, as they are defined in Part I.B of this general permit, where the immediate initiation of vegetative stabilization measures after construction activity has temporarily or permanently ceased or is precluded by arid conditions, other types of erosion control and stabilization measures must be initiated at the site as soon as practicable. Where vegetative controls are infeasible due to arid conditions, and within 14 calendar days of a temporary or permanent cessation of construction activity in any portion of the site, the operator shall immediately install non- Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 34 vegetative erosion controls in areas of the construction site where construction activity is complete or has ceased. If non-vegetative controls are infeasible, the operator shall install temporary sediment controls as required in Part III.F.2.(b).iii.(C) below. (C) In areas where non-vegetative controls are infeasible, the operator may alternatively utilize temporary perimeter controls. The operator must document in the SWP3 the reason why stabilization measures are not feasible, and must demonstrate that the perimeter controls will retain sediment on site to the extent practicable. The operator must continue to inspect the BMPs at the frequencies established in Part III.F.7.(c) for unstabilized sites. (D) The requirement for permittees to initiate stabilization is triggered as soon as it is known with reasonable certainty that construction activity at the site or in certain areas of the site will be stopped for 14 or more additional calendar days. If the initiation or completion of vegetative stabilization is prevented by circumstances beyond the control of the permittee, the permittee must employ and implement alternative stabilization measures immediately. When conditions at the site changes that would allow for vegetative stabilization, then the permittee must initiate or complete vegetative stabilization as soon as practicable. iv. Final stabilization must be achieved prior to termination of permit coverage. v. TCEQ does not expect that temporary or permanent stabilization measures to be applied to areas that are intended to be left un-vegetated or un- stabilized following construction (e.g., dirt access roads, utility pole pads, areas being used for storage of vehicles, equipment, or materials). (c) Sediment Control Practices The SWP3 must include a description of any sediment control practices used to remove eroded soils from stormwater runoff, including the general timing or sequence for implementation of controls. i. Sites With Drainage Areas of Ten or More Acres (A) Sedimentation Basin(s) (1) A sedimentation basin is required, where feasible, for a common drainage location that serves an area with ten (10) or more acres disturbed at one time. A sedimentation basin may be temporary or permanent, and must provide sufficient storage to contain a calculated volume of runoff from a 2-year, 24-hour storm from each disturbed acre drained. When calculating the volume of runoff from a 2-year, 24-hour storm event, it is not required to include the flows from offsite areas and flow from onsite areas that are either undisturbed or have already undergone permanent stabilization, if these flows are diverted around both the disturbed areas of the site and the sediment basin. Capacity calculations shall be included in the SWP3. (2) Where rainfall data is not available or a calculation cannot be performed, the sedimentation basin must provide at least 3,600 cubic feet of storage per acre drained until final stabilization of the site. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 35 (3) If a sedimentation basin is not feasible, then the permittee shall provide equivalent control measures until final stabilization of the site. In determining whether installing a sediment basin is feasible, the permittee may consider factors such as site soils, slope, available area, public safety, precipitation patterns, site geometry, site vegetation, infiltration capacity, geotechnical factors, depth to groundwater, and other similar considerations. The permittee shall document the reason that the sediment basins are not feasible, and shall utilize equivalent control measures, which may include a series of smaller sediment basins. (4) Unless infeasible, when discharging from sedimentation basins and impoundments, the permittee shall utilize outlet structures that withdraw water from the surface. (B) Perimeter Controls: At a minimum, silt fences, vegetative buffer strips, or equivalent sediment controls are required for all down slope boundaries of the construction area, and for those side slope boundaries deemed appropriate as dictated by individual site conditions. ii. Controls for Sites With Drainage Areas Less than Ten Acres: (A) Sediment traps and sediment basins may be used to control solids in stormwater runoff for drainage locations serving less than ten (10) acres. At a minimum, silt fences, vegetative buffer strips, or equivalent sediment controls are required for all down slope boundaries of the construction area, and for those side slope boundaries deemed appropriate as dictated by individual site conditions. (B) Alternatively, a sediment basin that provides storage for a calculated volume of runoff from a 2-year, 24-hour storm from each disturbed acre drained may be utilized. Where rainfall data is not available or a calculation cannot be performed, a temporary or permanent sediment basin providing 3,600 cubic feet of storage per acre drained may be provided. If a calculation is performed, then the calculation shall be included in the SWP3. (C) If sedimentation basins or impoundments are used, the permittee shall comply with the requirements in Part III.G.6 of this general permit. 3. Description of Permanent Stormwater Controls A description of any stormwater control measures that will be installed during the construction process to control pollutants in stormwater discharges that may occur after construction operations have been completed must be included in the SWP3. Permittees are responsible for the installation and maintenance of stormwater management measures, as follows: (a) permittees authorized under the permit for small construction activities are responsible for the installation and maintenance of stormwater control measures prior to final stabilization of the site; or (b) permittees authorized under the permit for large construction activities are responsible for the installation and maintenance of stormwater control measures prior to final stabilization of the site and prior to submission of an NOT. 4. Other Required Controls and BMPs Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 36 (a) Permittees shall minimize, to the extent practicable, the off-site vehicle tracking of sediments and the generation of dust. The SWP3 shall include a description of controls utilized to accomplish this requirement. (b) The SWP3 must include a description of construction and waste materials expected to be stored on-site and a description of controls to minimize pollutants from these materials. (c) The SWP3 must include a description of potential pollutant sources in discharges of stormwater from all areas of the construction site where construction activity, including construction support activities, will be located, and a description of controls and measures that will be implemented at those sites to minimize pollutant discharges. (d) Permittees shall place velocity dissipation devices at discharge locations and along the length of any outfall channel (i.e., runoff conveyance) to provide a non- erosive flow velocity from the structure to a water course, so that the natural physical and biological characteristics and functions are maintained and protected. (e) Permittees shall design and utilize appropriate controls to minimize the offsite transport of suspended sediments and other pollutants if it is necessary to pump or channel standing water from the site. (f) Permittees shall ensure that all other required controls and BMPs comply with all of the requirements of Part III.G of this general permit. (g) For demolition of any structure with at least 10,000 square feet of floor space that was built or renovated before January 1, 1980, and the receiving waterbody is impaired for polychlorinated biphenyls (PCBs): i. Implement controls to minimize the exposure of PCB-containing building materials, including paint, caulk, and pre-1980 fluorescent lighting fixtures to precipitation and to stormwater; and ii. Ensure that disposal of such materials is performed in compliance with applicable state, federal, and local laws. 5. Documentation of Compliance with Approved State and Local Plans (a) Permittees must ensure that the SWP3 is consistent with requirements specified in applicable sediment and erosion site plans or site permits, or stormwater management site plans or site permits approved by federal, state, or local officials. (b) SWP3s must be updated as necessary to remain consistent with any changes applicable to protecting surface water resources in sediment erosion site plans or site permits, or stormwater management site plans or site permits approved by state or local official for which the permittee receives written notice. (c) If the permittee is required to prepare a separate management plan, including but not limited to a WPAP or Contributing Zone Plan in accordance with 30 TAC Chapter 213 (related to the Edwards Aquifer), then a copy of that plan must be either included in the SWP3 or made readily available upon request to authorized personnel of the TCEQ. The permittee shall maintain a copy of the approval letter for the plan in its SWP3. 6. Maintenance Requirements (a) All protective measures identified in the SWP3 must be maintained in effective operating condition. If, through inspections or other means, as soon as the permittee determines that BMPs are not operating effectively, then the permittee shall perform maintenance as necessary to maintain the continued effectiveness Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 37 of stormwater controls, and prior to the next rain event if feasible. If maintenance prior to the next anticipated storm event is impracticable, the reason shall be documented in the SWP3 and maintenance must be scheduled and accomplished as soon as practicable. Erosion and sediment controls that have been intentionally disabled, run-over, removed, or otherwise rendered ineffective must be replaced or corrected immediately upon discovery. (b) If periodic inspections or other information indicates a control has been used incorrectly, is performing inadequately, or is damaged, then the operator shall replace or modify the control as soon as practicable after making the discovery. (c) Sediment must be removed from sediment traps and sedimentation ponds no later than the time that design capacity has been reduced by 50%. For perimeter controls such as silt fences, berms, etc., the trapped sediment must be removed before it reaches 50% of the above-ground height. (d) If sediment escapes the site, accumulations must be removed at a frequency that minimizes off-site impacts, and prior to the next rain event, if feasible. If the permittee does not own or operate the off-site conveyance, then the permittee shall work with the owner or operator of the property to remove the sediment. 7. Inspections of Controls (a) Personnel provided by the permittee must inspect disturbed areas (cleared, graded, or excavated) of the construction site that do not meet the requirements of final stabilization in this general permit, all locations where stabilization measures have been implemented, areas of construction support activity covered under this permit, stormwater controls (including pollution prevention controls) for evidence of, or the potential for, the discharge of pollutants, areas where stormwater typically flows within the construction site, and points of discharge from the construction site. i. Personnel conducting these inspections must be knowledgeable of this general permit, the construction activities at the site, and the SWP3 for the site. ii. Personnel conducting these inspections are not required to have signatory authority for inspection reports under 30 TAC §305.128. (b) Requirements for Inspections i. Inspect all stormwater controls (including sediment and erosion control measures identified in the SWP3) to ensure that they are installed properly, appear to be operational, and minimizing pollutants in discharges, as intended. ii. Identify locations on the construction site where new or modified stormwater controls are necessary. iii. Check for signs of visible erosion and sedimentation that can be attributed to the points of discharge where discharges leave the construction site or discharge into any surface water in the state flowing within or adjacent to the construction site. iv. Identify any incidents of noncompliance observed during the inspection. v. Inspect locations where vehicles enter or exit the site for evidence of off-site sediment tracking. vi. If an inspection is performed when discharges from the construction site are occurring: identify all discharge points at the site, observe and document the visual quality of the discharge (i.e., color, odor, floating, settled, or Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 38 suspended solids, foam, oil sheen, and other such indicators of pollutants in stormwater). vii. Complete any necessary maintenance needed, based on the results of the inspection and in accordance with the requirements listed in Part III.F.6 above. (c) Inspection frequencies: i. Inspections of construction sites must be conducted at least once every 14 calendar days and within 24 hours of the end of a storm event of 0.5 inches or greater, unless as otherwise provided below in Part III.F.7.(c).ii – v below. ii. Inspection frequencies must be conducted at least once every month in areas of the construction site that meet final stabilization or have been temporarily stabilized. iii. Inspection frequencies for construction sites, where runoff is unlikely due to the occurrence of frozen conditions at the site, must be conducted at least once every month until thawing conditions begin to occur (See definitions for thawing conditions in Part I.B). The SWP3 must also contain a record of the approximate beginning and ending dates of when frozen conditions occurred at the site, which resulted in inspections being conducted monthly, while those conditions persisted, instead of at the interval of once every 14 calendar days and within 24 hours of the end of a storm event of 0.5 inches or greater. iv. In arid, semi-arid, or drought-stricken areas, inspections must be conducted at least once every month and within 24 hours after the end of a storm event of 0.5 inches or greater. The SWP3 must also contain a record of the total rainfall measured, as well as the approximate beginning and ending dates of when drought conditions occurred at the site, which resulted in inspections being conducted monthly, while those conditions persisted, instead of at the interval of once every 14 calendar days and within 24 hours of the end of a storm event of 0.5 inches or greater. v. As an alternative to the inspection schedule in Part III.F.7.(c).i above, the SWP3 may be developed to require that these inspections will occur at least once every seven (7) calendar days. If this alternative schedule is developed, then the inspection must occur regardless of whether or not there has been a rainfall event since the previous inspection. vi. The inspection procedures described in Part III.F.7.(c).i. – v above can be performed at the frequencies and under the applicable conditions indicated for each schedule option, provided that the SWP3 reflects the current schedule and that any changes to the schedule are made in accordance with the following provisions: the inspection frequency schedule can only be changed a maximum of one time each month; the schedule change must be implemented at the beginning of a calendar month; and the reason for the schedule change documented in the SWP3 (e.g., end of “dry” season and beginning of “wet” season). (d) Utility line installation, pipeline construction, and other examples of long, narrow, linear construction activities may provide inspection personnel with limited access to the areas described in Part III.F.7.(a) above. i. Inspection of linear construction sites could require the use of vehicles that could compromise areas of temporary or permanent stabilization, cause Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 39 additional disturbance of soils, and result in the increase the potential for erosion. In these circumstances, controls must be inspected at least once every 14 calendar days and within 24 hours of the end of a storm event of 0.5 inches or greater, but representative inspections may be performed. ii. For representative inspections, personnel must inspect controls along the construction site for 0.25 mile above and below each access point where a roadway, undisturbed right-of-way, or other similar feature intersects the construction site and allows access to the areas described in Part III.F.7.(a) above. The conditions of the controls along each inspected 0.25 mile portion may be considered as representative of the condition of controls along that reach extending from the end of the 0.25 mile portion to either the end of the next 0.25 mile inspected portion, or to the end of the project, whichever occurs first. As an alternative to the inspection schedule described in Part III.F.7.(c).i above, the SWP3 may be developed to require that these inspections will occur at least once every seven (7) calendar days. If this alternative schedule is developed, the inspection must occur regardless of whether or not there has been a rainfall event since the previous inspection. iii. The SWP3 for a linear construction site must reflect the current inspection schedule. Any changes to the inspection schedule must be made in accordance with the following provisions: (A) the schedule may be changed a maximum of one time each month; (B) the schedule change must be implemented at the beginning of a calendar month, and (C) the reason for the schedule change must be documented in the SWP3 (e.g., end of “dry” season and beginning of “wet” season). (e) In the event of flooding or other uncontrollable situations which prohibit access to the inspection sites, inspections must be conducted as soon as access is practicable. (f) Inspection Reports i. A report summarizing the scope of any inspection must be completed within 24-hours following the inspection. The report must also include the date(s) of the inspection and major observations relating to the implementation of the SWP3. Major observations in the report must include: the locations of where erosion and discharges of sediment or other pollutants from the site have occurred; locations of BMPs that need to be maintained; locations of BMPs that failed to operate as designed or proved inadequate for a particular location; and locations where additional BMPs are needed. ii. Actions taken as a result of inspections must be described within, and retained as a part of, the SWP3. Reports must identify any incidents of non- compliance. Where a report does not identify any incidents of non- compliance, the report must contain a certification that the facility or site is in compliance with the SWP3 and this permit. The report must be retained as part of the SWP3 and signed by the person and in the manner required by 30 TAC §305.128 (relating to Signatories to Reports). iii. The names and qualifications of personnel making the inspections for the permittee may be documented once in the SWP3 rather than being included in each report. (g) The SWP3 must be modified based on the results of inspections, as necessary, to better control pollutants in runoff. Revisions to the SWP3 must be completed Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 40 within seven (7) calendar days following the inspection. If existing BMPs are modified or if additional BMPs are necessary, an implementation schedule must be described in the SWP3 and wherever possible those changes implemented before the next storm event. If implementation before the next anticipated storm event is impracticable, these changes must be implemented as soon as practicable. 8. The SWP3 must identify and ensure the implementation of appropriate pollution prevention measures for all eligible non-stormwater components of the discharge, as listed in Part II.A.3 of this permit. 9. The SWP3 must include the information required in Part III.B of this general permit. 10. The SWP3 must include pollution prevention procedures that comply with Part III.G.4 of this general permit. Section G. Erosion and Sediment Control Requirements Applicable to All Sites Except as provided in 40 CFR §§125.30-125.32, any discharge regulated under this general permit, with the exception of sites that obtained waivers based on low rainfall erosivity, must achieve, at a minimum, the following effluent limitations representing the degree of effluent reduction attainable by application of the best practicable control technology currently available (BPT). 1. Erosion and sediment controls. Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. At a minimum, such controls must be designed, installed, and maintained to: (a) Control stormwater volume and velocity within the site to minimize soil erosion in order to minimize pollutant discharges; (b) Control stormwater discharges, including both peak flowrates and total stormwater volume, to minimize channel and streambank erosion and scour in the immediate vicinity of discharge point(s); (c) Minimize the amount of soil exposed during construction activity; (d) Minimize the disturbance of steep slopes; (e) Minimize sediment discharges from the site. The design, installation, and maintenance of erosion and sediment controls must address factors such as the amount, frequency, intensity and duration of precipitation, the nature of resulting stormwater runoff, and soil characteristics, including the range of soil particle sizes expected to be present on the site; (f) If earth disturbance activities are located in close proximity to a surface water in the state, provide and maintain appropriate natural buffers if feasible and as necessary, around surface water in the state, depending on site-specific topography, sensitivity, and proximity to water bodies. Direct stormwater to vegetated areas and maximize stormwater infiltration to reduce pollutant discharges, unless infeasible. If providing buffers is infeasible, the permittee shall document the reason that natural buffers are infeasible and shall implement additional erosion and sediment controls to reduce sediment load; (g) Preserve native topsoil at the site, unless the intended function of a specific area of the site dictates that the topsoil be disturbed or removed, or it is infeasible; and (h) Minimize soil compaction. In areas of the construction site where final vegetative stabilization will occur or where infiltration practices will be installed, either: i. restrict vehicle and equipment use to avoid soil compaction; or Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 41 ii. prior to seeding or planting areas of exposed soil that have been compacted, use techniques that condition the soils to support vegetative growth, if necessary and feasible; Minimizing soil compaction is not required where the intended function of a specific area of the site dictates that it be compacted. (i) TCEQ does not consider stormwater control features (e.g., stormwater conveyance channels, storm drain inlets, sediment basins) to constitute “surface water” for the purposes of triggering the buffer requirement in Part III.G.1.(f) above. 2. Soil stabilization. Stabilization of disturbed areas must, at a minimum, be initiated immediately whenever any clearing, grading, excavating, or other earth disturbing activities have permanently ceased on any portion of the site, or temporarily ceased on any portion of the site and will not resume for a period exceeding 14 calendar days. In the context of this requirement, “immediately” means as soon as practicable, but no later than the end of the next work day, following the day when the earth- disturbing activities have temporarily or permanently ceased. Temporary stabilization must be completed no more than 14 calendar days after initiation of soil stabilization measures, and final stabilization must be achieved prior to termination of permit coverage. In arid, semi-arid, and drought-stricken areas where initiating vegetative stabilization measures immediately is infeasible, alternative non- vegetative stabilization measures must be employed as soon as practicable. Refer to Part III.F.2.(b) for complete erosion control and stabilization practice requirements. In limited circumstances, stabilization may not be required if the intended function of a specific area of the site necessitates that it remain disturbed. 3. Dewatering. Discharges from dewatering activities, including discharges from dewatering of trenches and excavations, are prohibited, unless managed by appropriate controls. 4. Pollution prevention measures. Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants. At a minimum, such measures must be designed, installed, implemented, and maintained to: (a) Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other wash waters. Wash waters must be treated in a sediment basin or alternative control that provides equivalent or better treatment prior to discharge; (b) Minimize the exposure of building materials, building products, construction wastes, trash, landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary waste, and other materials present on the site to precipitation and to stormwater; (c) Minimize the exposure of waste materials by closing waste container lids at the end of the work day. For waste containers that do not have lids, where the container itself is not sufficiently secure enough to prevent the discharge of pollutants absent a cover and could leak, the permittee must provide either a cover (e.g., a tarp, plastic sheeting, temporary roof) to minimize exposure of wastes to precipitation, or a similarly effective means designed to minimize the discharge of pollutants (e.g., secondary containment);and (d) Minimize the discharge of pollutants from spills and leaks, and implement chemical spill and leak prevention and response procedures. 5. Prohibited discharges. The following discharges are prohibited: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 42 (a) Wastewater from wash out of concrete, unless managed by an appropriate control; (b) Wastewater from wash out and cleanout of stucco, paint, form release oils, curing compounds and other construction materials; (c) Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; (d) Soaps or solvents used in vehicle and equipment washing; and (e) Toxic or hazardous substances from a spill or other release. 6. Surface outlets. When discharging from basins and impoundments, utilize outlet structures that withdraw water from the surface, unless infeasible. Part IV. Stormwater Runoff from Concrete Batch Plants Discharges of stormwater runoff from concrete batch plants present at regulated construction sites and operated as a construction support activity may be authorized under the provisions of this general permit, provided that the following requirements are met for concrete batch plant(s) authorized under this permit. Only the discharges of stormwater runoff and non-stormwater from concrete batch plants that meet the requirements of a construction support activity can be authorized under this permit (see the requirements for “Non-Stormwater Discharges” in Part II.A.3 and “Discharges of Stormwater Associated with Construction Support Activity” in Part II.A.2). If discharges of stormwater runoff or non-stormwater from concrete batch plants are not authorized under this general permit, then discharges must be authorized under an alternative general permit or individual permit [see the requirement in Part II.A.2.(c)]. This permit does not authorize the discharge or land disposal of any wastewater from concrete batch plants at regulated construction sites. Authorization for these wastes must be obtained under an individual permit or an alternative general permit. Section A. Benchmark Sampling Requirements 1. Operators of concrete batch plants authorized under this general permit shall sample the stormwater runoff from the concrete batch plants according to the requirements of this section of this general permit, and must conduct evaluations on the effectiveness of the SWP3 based on the following benchmark monitoring values: Table 1. Benchmark Parameters Benchmark Parameter Benchmark Value Sampling Frequency Sample Type Oil and Grease (*1) 15 mg/L 1/quarter (*2) (*3) Grab (*4) Total Suspended Solids (*1) 50 mg/L 1/quarter (*2) (*3) Grab (*4) pH 6.0 – 9.0 Standard Units 1/quarter (*2) (*3) Grab (*4) Total Iron(*1) 1.3 mg/L 1/quarter (*2) (*3) Grab (*4) (*1) All analytical results for these parameters must be obtained from a laboratory that is accredited based on rules located in 30 TAC §25.4 (a) or through the National Environmental Laboratory Accreditation Program (NELAP). Analysis must be performed using sufficiently sensitive methods for analysis that comply with the rules located in 40 CFR §136.1(c) and 40 CFR §122.44(i)(1)(iv). Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 43 (*2) When discharge occurs. Sampling is required within the first 30 minutes of discharge. If it is not practicable to take the sample, or to complete the sampling, within the first 30 minutes, sampling must be completed within the first hour of discharge. If sampling is not completed within the first 30 minutes of discharge, the reason must be documented and attached to all required reports and records of the sampling activity. (*3) Sampling must be conducted at least once during each of the following periods. The first sample must be collected during the first full quarter that a stormwater discharge occurs from a concrete batch plant authorized under this general permit. January through March April through June July through September October through December For projects lasting less than one full quarter, a minimum of one sample shall be collected, provided that a stormwater discharge occurred at least once following submission of the NOI or following the date that automatic authorization was obtained under Section II.E.2, and prior to terminating coverage. (*4) A grab sample shall be collected from the stormwater discharge resulting from a storm event that is at least 0.1 inches of measured precipitation that occurs at least 72 hours from the previously measurable storm event. The sample shall be collected downstream of the concrete batch plant, and where the discharge exits any BMPs utilized to handle the runoff from the batch plant, prior to commingling with any other water authorized under this general permit. 2. The permittee must compare the results of sample analyses to the benchmark values above, and must include this comparison in the overall assessment of the SWP3’s effectiveness. Analytical results that exceed a benchmark value are not a violation of this permit, as these values are not numeric effluent limitations. Results of analyses are indicators that modifications of the SWP3 should be assessed and may be necessary to protect water quality. The operator must investigate the cause for each exceedance and must document the results of this investigation in the SWP3 by the end of the quarter following the sampling event. The operator’s investigation must identify the following: (a) any additional potential sources of pollution, such as spills that might have occurred; (b) necessary revisions to good housekeeping measures that are part of the SWP3; (c) additional BMPs, including a schedule to install or implement the BMPs; and (d) other parts of the SWP3 that may require revisions in order to meet the goal of the benchmark values. Background concentrations of specific pollutants may also be considered during the investigation. If the operator is able to relate the cause of the exceedance to background concentrations, then subsequent exceedances of benchmark values for that pollutant may be resolved by referencing earlier findings in the SWP3. Background concentrations may be identified by laboratory analyses of samples of stormwater run-on to the permitted facility, by laboratory analyses of samples of stormwater run-off from adjacent non-industrial areas, or by identifying the pollutant is a naturally occurring material in soils at the site. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 44 Section B. Best Management Practices (BMPs) and SWP3 Requirements Minimum SWP3 Requirements – The following are required in addition to other SWP3 requirements listed in this general permit, which include, but are not limited to the applicable requirements located in Part III.F.7 of this general permit, as follows: 1. Description of Potential Pollutant Sources - The SWP3 must provide a description of potential sources (activities and materials) that can cause, have a reasonable potential to cause or contribute to a violation of water quality standards or have been found to cause, or contribute to, the loss of a designated use of surface water in the state in stormwater discharges associated with concrete batch plants authorized under this permit. The SWP3 must describe the implementation of practices that will be used to minimize to the extent practicable the discharge of pollutants in stormwater discharges associated with industrial activity and non-stormwater discharges (described in Part II.A.3 of this general permit), in compliance with the terms and conditions of this general permit, including the protection of water quality, and must ensure the implementation of these practices. The following must be developed, at a minimum, in support of developing this description: (a) Drainage – The site map must include the following information: i. the location of all outfalls for stormwater discharges associated with concrete batch plants that are authorized under this permit; ii. a depiction of the drainage area and the direction of flow to the outfall(s); iii. structural controls used within the drainage area(s); iv. the locations of the following areas associated with concrete batch plants that are exposed to precipitation: vehicle and equipment maintenance activities (including fueling, repair, and storage areas for vehicles and equipment scheduled for maintenance); areas used for the treatment, storage, or disposal of wastes; liquid storage tanks; material processing and storage areas; and loading and unloading areas; and v. the locations of the following: any bag house or other dust control device(s); recycle/sedimentation pond, clarifier or other device used for the treatment of facility wastewater (including the areas that drain to the treatment device); areas with significant materials; and areas where major spills or leaks have occurred. (b) Inventory of Exposed Materials – A list of materials handled at the concrete batch plant that may be exposed to stormwater and that have a potential to affect the quality of stormwater discharges associated with concrete batch plants that are authorized under this general permit. (c) Spills and Leaks - A list of significant spills and leaks of toxic or hazardous pollutants that occurred in areas exposed to stormwater and that drain to stormwater outfalls associated with concrete batch plants authorized under this general permit must be developed, maintained, and updated as needed. (d) Sampling Data - A summary of existing stormwater discharge sampling data must be maintained, if available. 2. Measures and Controls - The SWP3 must include a description of management controls to regulate pollutants identified in the SWP3’s “Description of Potential Pollutant Sources” from Part IV.B.1 of this permit, and a schedule for implementation of the measures and controls. This must include, at a minimum: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 45 (a) Good Housekeeping - Good housekeeping measures must be developed and implemented in the area(s) associated with concrete batch plants. i. Operators must prevent or minimize the discharge of spilled cement, aggregate (including sand or gravel), settled dust, or other significant materials from paved portions of the site that are exposed to stormwater. Measures used to minimize the presence of these materials may include regular sweeping or other equivalent practices. These practices must be conducted at a frequency that is determined based on consideration of the amount of industrial activity occurring in the area and frequency of precipitation, and shall occur at least once per week when cement or aggregate is being handled or otherwise processed in the area. ii. Operators must prevent the exposure of fine granular solids, such as cement, to stormwater. Where practicable, these materials must be stored in enclosed silos, hoppers or buildings, in covered areas, or under covering. (b) Spill Prevention and Response Procedures - Areas where potential spills that can contribute pollutants to stormwater runoff, and the drainage areas from these locations, must be identified in the SWP3. Where appropriate, the SWP3 must specify material handling procedures, storage requirements, and use of equipment. Procedures for cleaning up spills must be identified in the SWP3 and made available to the appropriate personnel. (c) Inspections - Qualified facility personnel (i.e., a person or persons with knowledge of this general permit, the concrete batch plant, and the SWP3 related to the concrete batch plant(s) for the site) must be identified to inspect designated equipment and areas of the facility specified in the SWP3. Personnel conducting these inspections are not required to have signatory authority for inspection reports under 30 TAC §305.128. Inspections of facilities in operation must be performed once every seven days. Inspections of facilities that are not in operation must be performed at a minimum of once per month. The current inspection frequency being implemented at the facility must be recorded in the SWP3. The inspection must take place while the facility is in operation and must, at a minimum, include all areas that are exposed to stormwater at the site, including material handling areas, above ground storage tanks, hoppers or silos, dust collection/containment systems, truck wash down and equipment cleaning areas. Follow-up procedures must be used to ensure that appropriate actions are taken in response to the inspections. Records of inspections must be maintained and be made readily available for inspection upon request. (d) Employee Training - An employee training program must be developed to educate personnel responsible for implementing any component of the SWP3, or personnel otherwise responsible for stormwater pollution prevention, with the provisions of the SWP3. The frequency of training must be documented in the SWP3, and at a minimum, must consist of one training prior to the initiation of operation of the concrete batch plant. (e) Record Keeping and Internal Reporting Procedures - A description of spills and similar incidents, plus additional information that is obtained regarding the quality and quantity of stormwater discharges, must be included in the SWP3. Inspection and maintenance activities must be documented and records of those inspection and maintenance activities must be incorporated in the SWP3. (f) Management of Runoff - The SWP3 shall contain a narrative consideration for reducing the volume of runoff from concrete batch plants by diverting runoff or otherwise managing runoff, including use of infiltration, detention ponds, retention ponds, or reusing of runoff. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 46 3. Comprehensive Compliance Evaluation – At least once per year, one or more qualified personnel (i.e., a person or persons with knowledge of this general permit, the concrete batch plant, and the SWP3 related to the concrete batch plant(s) for the site) shall conduct a compliance evaluation of the plant. The evaluation must include the following. (a) Visual examination of all areas draining stormwater associated with regulated concrete batch plants for evidence of, or the potential for, pollutants entering the drainage system. These include, but are not limited to: cleaning areas, material handling areas, above ground storage tanks, hoppers or silos, dust collection/containment systems, and truck wash down and equipment cleaning areas. Measures implemented to reduce pollutants in runoff (including structural controls and implementation of management practices) must be evaluated to determine if they are effective and if they are implemented in accordance with the terms of this permit and with the permittee’s SWP3. The operator shall conduct a visual inspection of equipment needed to implement the SWP3, such as spill response equipment. (b) Based on the results of the evaluation, the following must be revised as appropriate within two weeks of the evaluation: the description of potential pollutant sources identified in the SWP3 (as required in Part IV.B.1, “Description of Potential Pollutant Sources”); and pollution prevention measures and controls identified in the SWP3 (as required in Part IV.B.2, “Measures and Controls”). The revisions may include a schedule for implementing the necessary changes. (c) The permittee shall prepare and include in the SWP3 a report summarizing the scope of the evaluation, the personnel making the evaluation, the date(s) of the evaluation, major observations relating to the implementation of the SWP3, and actions taken in response to the findings of the evaluation. The report must identify any incidents of noncompliance. Where the report does not identify incidences of noncompliance, the report must contain a statement that the evaluation did not identify any incidence(s), and the report must be signed according to 30 TAC §305.128, relating to Signatories to Reports. (d) The Comprehensive Compliance Evaluation may substitute for one of the required inspections delineated in Part IV.B.2.(c) of this general permit. Section C. Prohibition of Wastewater Discharges Wastewater discharges associated with concrete production including wastewater disposal by land application are not authorized under this general permit. These wastewater discharges must be authorized under an alternative TCEQ water quality permit or otherwise disposed of in an authorized manner. Discharges of concrete truck wash out at construction sites may be authorized if conducted in accordance with the requirements of Part V of this general permit. Part V. Concrete Truck Wash Out Requirements This general permit authorizes the land disposal of wash out from concrete trucks at construction sites regulated under this general permit, provided the following requirements are met. Any discharge of concrete production waste water to surface water in the state must be authorized under a separate TCEQ general permit or individual permit. A. Discharge of concrete truck wash out water to surface water in the state, including discharge to storm sewers, is prohibited by this general permit. B. Concrete truck wash out water shall be disposed in areas at the construction site where structural controls have been established to prevent discharge to surface water Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 47 in the state, or to areas that have a minimal slope that allow infiltration and filtering of wash out water to prevent discharge to surface water in the state. Structural controls may consist of temporary berms, temporary shallow pits, temporary storage tanks with slow rate release, or other reasonable measures to prevent runoff from the construction site. C. Wash out of concrete trucks during rainfall events shall be minimized. The discharge of concrete truck wash out water is prohibited at all times, and the operator shall insure that its BMPs are sufficient to prevent the discharge of concrete truck wash out as the result of rainfall or stormwater runoff. D. The disposal of wash out water from concrete trucks, made under authorization of this general permit must not cause or contribute to groundwater contamination. E. If a SWP3 is required to be implemented, the SWP3 shall include concrete wash out areas on the associated site map. Part VI. Retention of Records The permittee must retain the following records for a minimum period of three (3) years from the date that a NOT is submitted as required in Part II.F.1 and 2 of this permit. For activities in which an NOT is not required, records shall be retained for a minimum period of three (3) years from the date that the operator terminates coverage under Section II.F.3 of this permit. Records include: A. A copy of the SWP3; B. All reports and actions required by this permit, including a copy of the construction site notice; C. All data used to complete the NOI, if an NOI is required for coverage under this general permit; and D. All records of submittal of forms submitted to the operator of any MS4 receiving the discharge and to the secondary operator of a large construction site, if applicable. Part VII. Standard Permit Conditions A. The permittee has a duty to comply with all permit conditions. Failure to comply with any permit condition is a violation of the permit and statutes under which it was issued (CWA and TWC), and is grounds for enforcement action, for terminating, revoking and reissuance, or modification, or denying coverage under this general permit, or for requiring a discharger to apply for and obtain an individual TPDES permit, based on rules located in TWC §23.086, 30 TAC §305.66 and 40 CFR §122.41 (a). B. Authorization under this general permit may be modified, suspended, revoked and reissued, terminated or otherwise suspended for cause, based on rules located in TWC §23.086, 30 TAC §305.66 and 40 CFR §122.41(f). Filing a notice of planned changes or anticipated non-compliance by the permittee does not stay any permit condition. The permittee must furnish to the executive director, upon request and within a reasonable time, any information necessary for the executive director to determine whether cause exists for modifying, revoking and reissuing, terminating or, otherwise suspending authorization under this permit, based on rules located in TWC §23.086, 30 TAC §305.66 and 40 CFR §122.41 (h). Additionally, the permittee must provide to the executive director, upon request, copies of all records that the permittee is required to maintain as a condition of this general permit. C. It is not a defense for a discharger in an enforcement action that it would have been necessary to halt or reduce the permitted activity to maintain compliance with the permit conditions. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 48 D. Inspection and entry shall be allowed under TWC Chapters 26-28, Texas Health and Safety Code §§361.032-361.033 and 361.037, and 40 CFR §122.41(i). The statement in TWC §26.014 that commission entry of a facility shall occur according to an establishment's rules and regulations concerning safety, internal security, and fire protection is not grounds for denial or restriction of entry to any part of the facility or site, but merely describes the commission's duty to observe appropriate rules and regulations during an inspection. E. The discharger is subject to administrative, civil, and criminal penalties, as applicable, under TWC Chapter 7 for violations including but not limited to the following: 1. negligently or knowingly violating the federal CWA §§301, 302, 306, 307, 308, 318, or 405, or any condition or limitation implementing any sections in a permit issued under CWA §402, or any requirement imposed in a pretreatment program approved under CWA §§402(a)(3) or 402(b)(8); 2. knowingly making any false statement, representation, or certification in any record or other document submitted or required to be maintained under a permit, including monitoring reports or reports of compliance or noncompliance; and 3. knowingly violating CWA §303 and placing another person in imminent danger of death or serious bodily injury. F. All reports and other information requested by the executive director must be signed by the person and in the manner required by 30 TAC §305.128 (relating to Signatories to Reports). G. Authorization under this general permit does not convey property or water rights of any sort and does not grant any exclusive privilege. H. The permittee shall take all reasonable steps to minimize or prevent any discharge in violation of this permit that has a reasonable likelihood of adversely affecting human health or the environment. I. The permittee shall at all times properly operate and maintain all facilities and systems of treatment and control (and related appurtenances) that are installed or used by the permittee to achieve compliance with the conditions of this permit. Proper operation and maintenance also includes adequate laboratory controls and appropriate quality assurance procedures. This provision requires the operation of back-up or auxiliary facilities or similar systems that are installed by a permittee only when the operation is necessary to achieve compliance with the conditions of the permit. J. The permittee shall comply with the monitoring and reporting requirements in 40 CFR §122.41(j) and (l), as applicable. K. Analysis must be performed using sufficiently sensitive methods for analysis that comply with the rules located in 40 CFR §136.1(c) and 40 CFR §122.44(i)(1)(iv). Part VIII. Fees A. A fee of must be submitted along with the NOI: 1. $325 if submitting a paper NOI, or 2. $225 if submitting an NOI electronically. B. Fees are due upon submission of the NOI. An NOI will not be declared administratively complete unless the associated fee has been paid in full. C. No separate annual fees will be assessed for this general permit. The Water Quality Annual Fee has been incorporated into the NOI fees as described above. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 49 D. Effective September 1, 2018, applicants seeking coverage under an NOI or LREW must submit their application using the online e-Permits system available through the TCEQ website, or request and obtain a waiver from electronic reporting from the TCEQ. Waivers from electronic reporting are not transferrable and expire on the same date as the authorization to discharge. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 50 Appendix A: Automatic Authorization Periods of Low Erosion Potential by County – Eligible Date Ranges Andrews: Nov. 15 - Apr. 30 Archer: Dec. 15 - Feb. 14 Armstrong: Nov. 15 - Apr. 30 Bailey: Nov. 1 - Apr. 30, or Nov. 15 - May 14 Baylor: Dec. 15 - Feb. 14 Borden: Nov. 15 - Apr. 30 Brewster: Nov. 15 - Apr. 30 Briscoe: Nov. 15 - Apr. 30 Brown: Dec. 15 - Feb. 14 Callahan: Dec. 15 - Feb. 14 Carson: Nov. 15 - Apr. 30 Castro: Nov. 15 - Apr. 30 Childress: Dec. 15 - Feb. 14 Cochran: Nov. 1 - Apr. 30, or Nov. 15 - May 14 Coke: Dec. 15 - Feb. 14 Coleman: Dec. 15 - Feb. 14 Collingsworth: Jan. 1 - Mar. 30, or Dec. 1 - Feb. 28 Concho: Dec. 15 - Feb. 14 Cottle: Dec. 15 - Feb. 14 Crane: Nov. 15 - Apr. 30 Crockett: Nov. 15 - Jan. 14, or Feb. 1 - Mar. 30 Crosby: Nov. 15 - Apr. 30 Culberson: Nov. 1 - May 14 Dallam: Nov. 1 - Apr. 14, or Nov. 15 - Apr. 30 Dawson: Nov. 15 - Apr. 30 Deaf Smith: Nov. 15 - Apr. 30 Dickens: Nov. 15 - Jan. 14, or Feb. 1 - Mar. 30 Dimmit: Dec. 15 - Feb. 14 Donley: Jan. 1 - Mar. 30, or Dec. 1 - Feb. 28 Eastland: Dec. 15 - Feb. 14 Ector: Nov. 15 - Apr. 30 Edwards: Dec. 15 - Feb. 14 El Paso: Jan. 1 - Jul. 14, or May 15 - Jul. 31, or Jun. 1 - Aug. 14, or Jun. 15 - Sept. 14, or Jul. 1 - Oct. 14, or Jul. 15 - Oct. 31, or Aug. 1 - Apr. 30, or Aug. 15 - May 14, or Sept. 1 - May 30, or Oct. 1 - Jun. 14, or Nov. 1 - Jun. 30, or Nov. 15 - Jul. 14 Fisher: Dec. 15 - Feb. 14 Floyd: Nov. 15 - Apr. 30 Foard: Dec. 15 - Feb. 14 Gaines: Nov. 15 - Apr. 30 Garza: Nov. 15 - Apr. 30 Glasscock: Nov. 15 - Apr. 30 Hale: Nov. 15 - Apr. 30 Hall: Feb. 1 - Mar. 30 Hansford: Nov. 15 - Apr. 30 Hardeman: Dec. 15 - Feb. 14 Hartley: Nov. 15 - Apr. 30 Haskell: Dec. 15 - Feb. 14 Hockley: Nov. 1 - Apr. 14, or Nov. 15 - Apr. 30 Howard: Nov. 15 - Apr. 30 Hudspeth: Nov. 1 - May 14 Hutchinson: Nov. 15 - Apr. 30 Irion: Dec. 15 - Feb. 14 Jeff Davis: Nov. 1 - Apr. 30 or Nov. 15 - May 14 Jones: Dec. 15 - Feb. 14 Kent: Nov. 15 - Jan. 14 or Feb. 1 - Mar. 30 Kerr: Dec. 15 - Feb. 14 Kimble: Dec. 15 - Feb. 14 King: Dec. 15 - Feb. 14 Kinney: Dec. 15 - Feb. 14 Knox: Dec. 15 - Feb. 14 Lamb: Nov. 1 - Apr. 14, or Nov. 15 - Apr. 30 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 51 Loving: Nov. 1 - Apr. 30, or Nov. 15 - May 14 Lubbock: Nov. 15 - Apr. 30 Lynn: Nov. 15 - Apr. 30 Martin: Nov. 15 - Apr. 30 Mason: Dec. 15 - Feb. 14 Maverick: Dec. 15 - Feb. 14 McCulloch: Dec. 15 - Feb. 14 Menard: Dec. 15 - Feb. 14 Midland: Nov. 15 - Apr. 30 Mitchell: Nov. 15 - Apr. 30 Moore: Nov. 15 - Apr. 30 Motley: Nov. 15 - Jan. 14, or Feb. 1 - Mar. 30 Nolan: Dec. 15 - Feb. 14 Oldham: Nov. 15 - Apr. 30 Parmer: Nov. 1 - Apr. 14, or Nov. 15 - Apr. 30 Pecos: Nov. 15 - Apr. 30 Potter: Nov. 15 - Apr. 30 Presidio: Nov. 1 - Apr. 30, or Nov. 15 - May 14 Randall: Nov. 15 - Apr. 30 Reagan: Nov. 15 - Apr. 30 Real: Dec. 15 - Feb. 14 Reeves: Nov. 1 - Apr. 30, or Nov. 15 - May 14 Runnels: Dec. 15 - Feb. 14 Schleicher: Dec. 15 - Feb. 14 Scurry: Nov. 15 - Apr. 30 Shackelford: Dec. 15 - Feb. 14 Sherman: Nov. 15 - Apr. 30 Stephens: Dec. 15 - Feb. 14 Sterling: Nov. 15 - Apr. 30 Stonewall: Dec. 15 - Feb. 14 Sutton: Dec. 15 - Feb. 14 Swisher: Nov. 15 - Apr. 30 Taylor: Dec. 15 - Feb. 14 Terrell: Nov. 15 - Apr. 30 Terry: Nov. 15 - Apr. 30 Throckmorton: Dec. 15 - Feb. 14 Tom Green: Dec. 15 - Feb. 14 Upton: Nov. 15 - Apr. 30 Uvalde: Dec. 15 - Feb. 14 Val Verde: Nov. 15 - Jan. 14, or Feb. 1 - Mar. 30 Ward: Nov. 1 - Apr. 14, or Nov. 15 - Apr. 30 Wichita: Dec. 15 - Feb. 14 Wilbarger: Dec. 15 - Feb. 14 Winkler: Nov. 1 - Apr. 30, or Nov. 15 - May 14 Yoakum: Nov. 1 - Apr. 30, or Nov. 15 - May 14 Young: Dec. 15 - Feb. 14 Wheeler: Jan. 1 - Mar. 30, or Dec. 1 - Feb. 28 Zavala: Dec. 15 - Feb. 14 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 52 Appendix B: Erosivity Index (EI) Zones in Texas Adapted from Chapter 2 of USDA Agriculture Handbook 703: “Predicting Soil Erosion by Water: A Guide to Conservation Planning With the Revised Universal Soil Loss Equation (RUSLE),” U.S. Department of Agriculture, Agricultural Research Service Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 53 Appendix C: Isoerodent Map Adapted from Chapter 2 of USDA Agriculture Handbook 703: “Predicting Soil Erosion by Water: A Guide to Conservation Planning With the Revised Universal Soil Loss Equation (RUSLE),” U.S. Department of Agriculture, Agricultural Research Service Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Construction General Permit TPDES General Permit TXR150000 Page 54 Appendix D: Erosivity Indices for EI Zones in Texas Periods: EI # 1/1 1/16 1/31 2/15 3/1 3/16 3/31 4/15 4/30 5/15 5/30 6/14 6/29 7/14 7/29 8/13 8/28 9/12 9/27 10/12 10/27 11/11 11/26 12/11 12/31 89 0 1 1 2 3 4 7 2 8 27 38 48 55 62 69 76 83 90 94 97 98 99 100 100 100 90 0 1 2 3 4 6 8 13 21 29 37 46 54 60 65 69 74 81 87 92 95 97 98 99 100 91 0 0 0 0 1 1 1 2 6 16 29 39 46 53 60 67 74 81 88 95 99 99 100 100 100 92 0 0 0 0 1 1 1 2 6 16 29 39 46 53 60 67 74 81 88 95 99 99 100 100 100 93 0 1 1 2 3 4 6 8 13 25 40 49 56 62 67 72 76 80 85 91 97 98 99 99 100 94 0 1 2 4 6 8 10 15 21 29 38 47 53 57 61 65 70 76 83 88 91 94 96 98 100 95 0 1 3 5 7 9 11 14 18 27 35 41 46 51 57 62 68 73 79 84 89 93 96 98 100 96 0 2 4 6 9 12 17 23 30 37 43 49 54 58 62 66 70 74 78 82 86 90 94 97 100 97 0 1 3 5 7 10 14 20 28 37 48 56 61 64 68 72 77 81 86 89 92 95 98 99 100 106 0 3 6 9 13 17 21 27 33 38 44 49 55 61 67 71 75 78 81 84 86 90 94 97 100 * Each period begins on the date listed in the table above and lasts until the day before the following period. The final period begins on December 11 and ends on December 31. Table adapted from Chapter 2 of USDA Agriculture Handbook 703: “Predicting Soil Erosion by Water: A Guide to Conservation Planning With the Revised Universal Soil Loss Equation (RUSLE),” U.S. Department of Agriculture, Agricultural Research Service Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ-20022 (3/6/2018) Page 1 Notice of Intent for Construction Stormwater Discharges under TXR150000 Notice of Intent (NOI) for an Authorization for Stormwater Discharges Associated with Construction Activity under TPDES General Permit TXR150000 IMPORTANT INFORMATION Please read and use the General Information and Instructions prior to filling out each question in the NOI form. Use the NOI Checklist to ensure all required information is completed correctly. Incomplete applications delay approval or result in automatic denial. Once processed your permit authorization can be viewed by entering the following link into your internet browser: http://www2.tceq.texas.gov/wq_dpa/index.cfm or you can contact TCEQ Stormwater Processing Center at 512-239-3700. ePERMITS Effective September 1, 2018, this paper form must be submitted to TCEQ with a completed electronic reporting waiver form (TCEQ-20754). To submit an NOI electronically, enter the following web address into your internet browser and follow the instructions: https://www3.tceq.texas.gov/steers/index.cfm APPLICATION FEE AND PAYMENT The application fee for submitting a paper NOI is $325. The application fee for electronic submittal of a NOI through the TCEQ ePermits system (STEERS) is $225. Payment of the application fee can be submitted by mail or through the TCEQ ePay system. The payment and the NOI must be mailed to separate addresses. To access the TCEQ ePay system enter the following web address into your internet browser: http://www.tceq.texas.gov/epay. Provide your payment information for verification of payment: · If payment was mailed to TCEQ, provide the following: o Check/Money Order Number: Click here to enter text. o Name printed on Check: Click here to enter text. · If payment was made via ePay, provide the following: o Voucher Number: Click here to enter text. o A copy of the payment voucher is attached to this paper NOI form. TCEQ Office Use Only Permit No: CN: RN: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ-20022 (3/6/2018) Page 2 Notice of Intent for Construction Stormwater Discharges under TXR150000 RENEWAL (This portion of the NOI is not applicable after June 3, 2018) Is this NOI for a renewal of an existing authorization? ☐ Yes ☐ No If Yes, provide the authorization number here: TXR15 Click here to enter text. NOTE: If an authorization number is not provided, a new number will be assigned. SECTION 1. OPERATOR (APPLICANT) If the applicant is currently a customer with TCEQ, what is the Customer Number (CN) issued to this entity? CN Click here to enter text. (Refer to Section 1.a) of the Instructions) What is the Legal Name of the entity (applicant) applying for this permit? (The legal name must be spelled exactly as filed with the Texas Secretary of State, County, or in the legal document forming the entity.) Click here to enter text. What is the contact information for the Operator (Responsible Authority)? Prefix (Mr. Ms. Miss): Click here to enter text. First and Last Name: Click here to enter text. Suffix: Click here to enter text. Title: Click here to enter text. Credentials: Click here to enter text. Phone Number: Click here to enter text. Fax Number: Click here to enter text. E-mail: Click here to enter text. Mailing Address: Click here to enter text. City, State, and Zip Code: Click here to enter text. Mailing Information if outside USA: Territory: Click here to enter text. Country Code: Click here to enter text. Postal Code: Click here to enter text. Indicate the type of customer: ☐ Individual ☐ Limited Partnership ☐ General Partnership ☐ Trust ☐ Sole Proprietorship (D.B.A.) ☐ Corporation ☐ Estate ☐ Federal Government ☐ County Government ☐ State Government ☐ City Government ☐ Other Government ☐ Other: Click here to enter text. Is the applicant an independent operator? ☐ Yes ☐ No Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ-20022 (3/6/2018) Page 3 Notice of Intent for Construction Stormwater Discharges under TXR150000 (If a governmental entity, a subsidiary, or part of a larger corporation, check No.) Number of Employees. Select the range applicable to your company. ☐ 0-20 ☐ 21-100 ☐ 101-250 ☐ 251-500 ☐ 501 or higher Customer Business Tax and Filing Numbers: (Required for Corporations and Limited Partnerships. Not Required for Individuals, Government, or Sole Proprietors.) State Franchise Tax ID Number: Click here to enter text. Federal Tax ID: Click here to enter text. Texas Secretary of State Charter (filing) Number: Click here to enter text. DUNS Number (if known): Click here to enter text. SECTION 2. APPLICATION CONTACT Is the application contact the same as the applicant identified above? ☐ Yes, go to Section 3 ☐ No, complete this section Prefix (Mr. Ms. Miss): Click here to enter text. First and Last Name: Click here to enter text. Suffix: Click here to enter text. Title: Click here to enter text. Credential: Click here to enter text. Organization Name: Click here to enter text. Phone Number: Click here to enter text. Fax Number: Click here to enter text. E-mail: Click here to enter text. Mailing Address: Click here to enter text. Internal Routing (Mail Code, Etc.): Click here to enter text. City, State, and Zip Code: Click here to enter text. Mailing information if outside USA: Territory: Click here to enter text. Country Code: Click here to enter text. Postal Code: Click here to enter text. SECTION 3. REGULATED ENTITY (RE) INFORMATION ON PROJECT OR SITE If this is an existing permitted site, what is the Regulated Entity Number (RN) issued to this site? RN Click here to enter text. (Refer to Section 3.a) of the Instructions) Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ-20022 (3/6/2018) Page 4 Notice of Intent for Construction Stormwater Discharges under TXR150000 Name of project or site (the name known by the community where it’s located): Click here to enter text. In your own words, briefly describe the type of construction occurring at the regulated site (residential, industrial, commercial, or other): Click here to enter text. County or Counties (if located in more than one): Click here to enter text. Latitude: Click here to enter text. Longitude: Click here to enter text. Site Address/Location If the site has a physical address such as 12100 Park 35 Circle, Austin, TX 78753, complete Section A. If the site does not have a physical address, provide a location description in Section B. Example: located on the north side of FM 123, 2 miles west of the intersection of FM 123 and Highway 1. Section A: Street Number and Name: Click here to enter text. City, State, and Zip Code: Click here to enter text. Section B: Location Description: Click here to enter text. City (or city nearest to) where the site is located: Click here to enter text. Zip Code where the site is located: Click here to enter text. SECTION 4. GENERAL CHARACTERISTICS Is the project or site located on Indian Country Lands? ☐ Yes, do not submit this form. You must obtain authorization through EPA Region 6. ☐ No Is your construction activity associated with a facility that, when completed, would be associated with the exploration, development, or production of oil or gas or geothermal resources? ☐ Yes. Note: The construction stormwater runoff may be under jurisdiction of the Railroad Commission of Texas and may need to obtain authorization through EPA Region 6. ☐ No What is the Primary Standard Industrial Classification (SIC) Code that best describes the construction activity being conducted at the site? Click here to enter text. What is the Secondary SIC Code(s), if applicable? Click here to enter text. What is the total number of acres to be disturbed? Click here to enter text. Is the project part of a larger common plan of development or sale? Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ-20022 (3/6/2018) Page 5 Notice of Intent for Construction Stormwater Discharges under TXR150000 ☐ Yes ☐ No. The total number of acres disturbed, provided in e) above, must be 5 or more. If the total number of acres disturbed is less than 5, do not submit this form. See the requirements in the general permit for small construction sites. What is the estimated start date of the project? Click here to enter text. What is the estimated end date of the project? Click here to enter text. Will concrete truck washout be performed at the site? ☐ Yes ☐ No What is the name of the first water body(ies) to receive the stormwater runoff or potential runoff from the site? Click here to enter text. What is the segment number(s) of the classified water body(ies) that the discharge will eventually reach? Click here to enter text. Is the discharge into a Municipal Separate Storm Sewer System (MS4)? ☐ Yes ☐ No If Yes, provide the name of the MS4 operator: Click here to enter text. Note: The general permit requires you to send a copy of this NOI form to the MS4 operator. Is the discharge or potential discharge from the site within the Recharge Zone, Contributing Zone, or Contributing Zone within the Transition Zone of the Edwards Aquifer, as defined in 30 TAC Chapter 213? ☐ Yes, complete the certification below. ☐ No, go to Section 5 I certify that the copy of the TCEQ-approved Plan required by the Edwards Aquifer Rule (30 TAC Chapter 213) that is included or referenced in the Stormwater Pollution Prevention Plan will be implemented. ☐ Yes SECTION 5. NOI CERTIFICATION I certify that I have obtained a copy and understand the terms and conditions of the Construction General Permit (TXR150000). ☐ Yes I certify that the full legal name of the entity applying for this permit has been provided and is legally authorized to do business in Texas. ☐ Yes I understand that a Notice of Termination (NOT) must be submitted when this authorization is no longer needed. ☐ Yes I certify that a Stormwater Pollution Prevention Plan has been developed, will be implemented prior to construction and to the best of my knowledge and belief is compliant with any applicable local sediment and erosion control plans, as required in the Construction General Permit (TXR150000). ☐ Yes Note: For multiple operators who prepare a shared SWP3, the confirmation of an operator may be limited to its obligations under the SWP3, provided all obligations are confirmed by at least one operator. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ-20022 (3/6/2018) Page 6 Notice of Intent for Construction Stormwater Discharges under TXR150000 SECTION 6. APPLICANT CERTIFICATION SIGNATURE Operator Signatory Name: Click here to enter text. Operator Signatory Title: Click here to enter text. I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. I further certify that I am authorized under 30 Texas Administrative Code §305.44 to sign and submit this document, and can provide documentation in proof of such authorization upon request. Signature (use blue ink): ________________________________Date: ___________ Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ-20022 Checklist (03/06/2018) Page 1 NOTICE OF INTENT CHECKLIST (TXR150000) Did you complete everything? Use this checklist to be sure! Are you ready to mail your form to TCEQ? Go to the General Information Section of the Instructions for mailing addresses. Confirm each item (or applicable item) in this form is complete. This checklist is for use by the applicant to ensure a complete application is being submitted. Missing information may result in denial of coverage under the general permit. (See NOI process description in the General Information and Instructions.) APPLICATION FEE If paying by check: ☐ Check was mailed separately to the TCEQs Cashier’s Office. (See Instructions for Cashier’s address and Application address.) ☐ Check number and name on check is provided in this application. If using ePay: ☐ The voucher number is provided in this application and a copy of the voucher is attached. RENEWAL ☐ If this application is for renewal of an existing authorization, the authorization number is provided. OPERATOR INFORMATION ☐ Customer Number (CN) issued by TCEQ Central Registry ☐ Legal name as filed to do business in Texas. (Call TX SOS 512-463-5555 to verify.) ☐ Name and title of responsible authority signing the application. ☐ Phone number and e-mail address ☐ Mailing address is complete & verifiable with USPS. www.usps.com ☐ Type of operator (entity type). Is applicant an independent operator? ☐ Number of employees. ☐ For corporations or limited partnerships – Tax ID and SOS filing numbers. ☐ Application contact and address is complete & verifiable with USPS. http://www.usps.com REGULATED ENTITY (RE) INFORMATION ON PROJECT OR SITE ☐ Regulated Entity Number (RN) (if site is already regulated by TCEQ) ☐ Site/project name and construction activity description ☐ County ☐ Latitude and longitude http://www.tceq.texas.gov/gis/sqmaview.html Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ-20022 Checklist (03/06/2018) Page 2 ☐ Site Address/Location. Do not use a rural route or post office box. GENERAL CHARACTERISTICS ☐ Indian Country Lands –the facility is not on Indian Country Lands. ☐ Construction activity related to facility associated to oil, gas, or geothermal resources ☐ Primary SIC Code that best describes the construction activity being conducted at the site. www.osha.gov/oshstats/sicser.html ☐ Estimated starting and ending dates of the project. ☐ Confirmation of concrete truck washout. ☐ Acres disturbed is provided and qualifies for coverage through a NOI. ☐ Common plan of development or sale. ☐ Receiving water body or water bodies. ☐ Segment number or numbers. ☐ MS4 operator. ☐ Edwards Aquifer rule. CERTIFICATION ☐ Certification statements have been checked indicating Yes. ☐ Signature meets 30 Texas Administrative Code (TAC) §305.44 and is original. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ 20022 (3/6/2018) Page 1 Instructions for Notice of Intent for TPDES General Permit TXR150000 Instructions for Notice of Intent (NOI) for Stormwater Discharges Associated with Construction Activity under TPDES General Permit (TXR150000) GENERAL INFORMATION Where to Send the Notice of Intent (NOI): By Regular Mail: TCEQ Stormwater Processing Center (MC228) P.O. Box 13087 Austin, Texas 78711-3087 By Overnight or Express Mail: TCEQ Stormwater Processing Center (MC228) 12100 Park 35 Circle Austin, TX Application Fee: The application fee of $325 is required to be paid at the time the NOI is submitted. Failure to submit payment at the time the application is filed will cause delays in acknowledgment or denial of coverage under the general permit. Payment of the fee may be made by check or money order, payable to TCEQ, or through EPAY (electronic payment through the web). Mailed Payments: Use the attached General Permit Payment Submittal Form. The application fee is submitted to a different address than the NOI. Read the General Permit Payment Submittal Form for further instructions, including the address to send the payment. ePAY Electronic Payment: http://www.tceq.texas.gov/epay When making the payment you must select Water Quality, and then select the fee category “General Permit Construction Storm Water Discharge NOI Application”. You must include a copy of the payment voucher with your NOI. Your NOI will not be considered complete without the payment voucher. TCEQ Contact List: Application – status and form questions: 512-239-3700, swpermit@tceq.texas.gov Technical questions: 512-239-4671, swgp@tceq.texas.gov Environmental Law Division: 512-239-0600 Records Management - obtain copies of forms: 512-239-0900 Reports from databases (as available): 512-239-DATA (3282) Cashier’s office: 512-239-0357 or 512-239-0187 Notice of Intent Process: When your NOI is received by the program, the form will be processed as follows: · Administrative Review: Each item on the form will be reviewed for a complete response. In addition, the operator’s legal name must be verified with Texas Secretary of State as valid and active (if applicable). The address(es) on the form must be verified with the US Postal service as receiving regular mail delivery. Do not give an overnight/express mailing address. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ 20022 (3/6/2018) Page 2 Instructions for Notice of Intent for TPDES General Permit TXR150000 · Notice of Deficiency: If an item is incomplete or not verifiable as indicated above, a notice of deficiency (NOD) will be mailed to the operator. The operator will have 30 days to respond to the NOD. The response will be reviewed for completeness. · Acknowledgment of Coverage: An Acknowledgment Certificate will be mailed to the operator. This certificate acknowledges coverage under the general permit. or Denial of Coverage: If the operator fails to respond to the NOD or the response is inadequate, coverage under the general permit may be denied. If coverage is denied, the operator will be notified. General Permit (Your Permit) For NOIs submitted electronically through ePermits, provisional coverage under the general permit begins immediately following confirmation of receipt of the NOI form by the TCEQ. For paper NOIs, provisional coverage under the general permit begins 7 days after a completed NOI is postmarked for delivery to the TCEQ. You should have a copy of your general permit when submitting your application. You may view and print your permit for which you are seeking coverage, on the TCEQ web site http://www.tceq.texas.gov. Search using keyword TXR150000. Change in Operator An authorization under the general permit is not transferable. If the operator of the regulated project or site changes, the present permittee must submit a Notice of Termination and the new operator must submit a Notice of Intent. The NOT and NOI must be submitted no later than 10 days prior to the change in Operator status. TCEQ Central Registry Core Data Form The Core Data Form has been incorporated into this form. Do not send a Core Data Form to TCEQ. After final acknowledgment of coverage under the general permit, the program will assign a Customer Number and Regulated Entity Number, if one has not already been assigned to this customer or site. For existing customers and sites, you can find the Customer Number and Regulated Entity Number by entering the following web address into your internet browser: http://www15.tceq.texas.gov/crpub/ or you can contact the TCEQ Stormwater Processing Center at 512-239-3700 for assistance. On the website, you can search by your permit number, the Regulated Entity (RN) number, or the Customer Number (CN). If you do not know these numbers, you can select “Advanced Search” to search by permittee name, site address, etc. The Customer (Permittee) is responsible for providing consistent information to the TCEQ, and for updating all CN and RN data for all authorizations as changes occur. For this permit, a Notice of Change form must be submitted to the program area. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ 20022 (3/6/2018) Page 3 Instructions for Notice of Intent for TPDES General Permit TXR150000 INSTRUCTIONS FOR FILLING OUT THE NOI FORM Renewal of General Permit. Dischargers holding active authorizations under the expired General Permit are required to submit a NOI to continue coverage. The existing permit number is required. If the permit number is not provided or has been terminated, expired, or denied, a new permit number will be issued. Section 1. OPERATOR (APPLICANT) a) Customer Number (CN) TCEQ’s Central Registry will assign each customer a number that begins with CN, followed by nine digits. This is not a permit number, registration number, or license number. If the applicant is an existing TCEQ customer, the Customer Number is available at the following website: http://www15.tceq.texas.gov/crpub/. If the applicant is not an existing TCEQ customer, leave the space for CN blank. b) Legal Name of Applicant Provide the current legal name of the applicant. The name must be provided exactly as filed with the Texas Secretary of State (SOS), or on other legal documents forming the entity, as filed in the county. You may contact the SOS at 512-463-5555, for more information related to filing in Texas. If filed in the county, provide a copy of the legal documents showing the legal name. c) Contact Information for the Applicant (Responsible Authority) Provide information for the person signing the application in the Certification section. This person is also referred to as the Responsible Authority. Provide a complete mailing address for receiving mail from the TCEQ. The mailing address must be recognized by the US Postal Service. You may verify the address on the following website: https://tools.usps.com/go/ZipLookupAction!input.action. The phone number should provide contact to the applicant. The fax number and e-mail address are optional and should correspond to the applicant. d) Type of Customer (Entity Type) Check only one box that identifies the type of entity. Use the descriptions below to identify the appropriate entity type. Note that the selected entity type also indicates the name that must be provided as an applicant for an authorization. Individual An individual is a customer who has not established a business, but conducts an activity that needs to be regulated by the TCEQ. Partnership A customer that is established as a partnership as defined by the Texas Secretary of State Office (TX SOS). If the customer is a ‘General Partnership’ or ‘Joint Venture’ filed in the county (not filed with TX SOS), the legal name of each partner forming the ‘General Partnership’ or ‘Joint Venture’ must be provided. Each ‘legal entity’ must apply as a co-applicant. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ 20022 (3/6/2018) Page 4 Instructions for Notice of Intent for TPDES General Permit TXR150000 Trust or Estate A trust and an estate are fiduciary relationships governing the trustee/executor with respect to the trust/estate property. Sole Proprietorship (DBA) A sole proprietorship is a customer that is owned by only one person and has not been incorporated. This business may: 1. be under the person’s name 2. have its own name (doing business as or DBA) 3. have any number of employees. If the customer is a Sole Proprietorship or DBA, the ‘legal name’ of the individual business ‘owner’ must be provided. The DBA name is not recognized as the ‘legal name’ of the entity. The DBA name may be used for the site name (regulated entity). Corporation A customer that meets all of these conditions: 1. is a legally incorporated entity under the laws of any state or country 2. is recognized as a corporation by the Texas Secretary of State 3. has proper operating authority to operate in Texas The corporation’s ‘legal name’ as filed with the Texas Secretary of State must be provided as applicant. An ‘assumed’ name of a corporation is not recognized as the ‘legal name’ of the entity. Government Federal, state, county, or city government (as appropriate) The customer is either an agency of one of these levels of government or the governmental body itself. The government agency’s ‘legal name’ must be provided as the applicant. A department name or other description of the organization is not recognized as the ‘legal name’. Other This may include a utility district, water district, tribal government, college district, council of governments, or river authority. Provide the specific type of government. e) Independent Entity Check No if this customer is a subsidiary, part of a larger company, or is a governmental entity. Otherwise, check Yes. f) Number of Employees Check one box to show the number of employees for this customer’s entire company, at all locations. This is not necessarily the number of employees at the site named in the application. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ 20022 (3/6/2018) Page 5 Instructions for Notice of Intent for TPDES General Permit TXR150000 g) Customer Business Tax and Filing Numbers These are required for Corporations and Limited Partnerships. These are not required for Individuals, Government, and Sole Proprietors. State Franchise Tax ID Number Corporations and limited liability companies that operate in Texas are issued a franchise tax identification number. If this customer is a corporation or limited liability company, enter the Tax ID number. Federal Tax ID All businesses, except for some small sole proprietors, individuals, or general partnerships should have a federal taxpayer identification number (TIN). Enter this number here. Use no prefixes, dashes, or hyphens. Sole proprietors, individuals, or general partnerships do not need to provide a federal tax ID. TX SOS Charter (filing) Number Corporations and Limited Partnerships required to register with the Texas Secretary of State are issued a charter or filing number. You may obtain further information by calling SOS at 512-463-5555. DUNS Number Most businesses have a DUNS (Data Universal Numbering System) number issued by Dun and Bradstreet Corp. If this customer has one, enter it here. Section 2. APPLICATION CONTACT Provide the name and contact information for the person that TCEQ can contact for additional information regarding this application. Section 3. REGULATED ENTITY (RE) INFORMATION ON PROJECT OR SITE a) Regulated Entity Number (RN) The RN is issued by TCEQ’s Central Registry to sites where an activity is regulated by TCEQ. This is not a permit number, registration number, or license number. Search TCEQ’s Central Registry to see if the site has an assigned RN at http://www15.tceq.texas.gov/crpub/. If this regulated entity has not been assigned an RN, leave this space blank. If the site of your business is part of a larger business site, an RN may already be assigned for the larger site. Use the RN assigned for the larger site. If the site is found, provide the assigned RN and provide the information for the site to be authorized through this application. The site information for this authorization may vary from the larger site information. An example is a chemical plant where a unit is owned or operated by a separate corporation that is accessible by the same physical address of your unit or facility. Other examples include industrial parks identified by one common address but different corporations have control of defined areas within the site. In both cases, an RN would be assigned for the physical address location and the permitted sites would be identified separately under the same RN. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ 20022 (3/6/2018) Page 6 Instructions for Notice of Intent for TPDES General Permit TXR150000 b) Name of the Project or Site Provide the name of the site or project as known by the public in the area where the site is located. The name you provide on this application will be used in the TCEQ Central Registry as the Regulated Entity name. c) Description of Activity Regulated In your own words, briefly describe the primary business that you are doing that requires this authorization. Do not repeat the SIC Code description. d) County Provide the name of the county where the site or project is located. If the site or project is located in more than one county, provide the county names as secondary. e) Latitude and Longitude Enter the latitude and longitude of the site in degrees, minutes, and seconds or decimal form. For help obtaining the latitude and longitude, go to: http://www.tceq.texas.gov/gis/sqmaview.html. f) Site Address/Location If a site has an address that includes a street number and street name, enter the complete address for the site in Section A. If the physical address is not recognized as a USPS delivery address, you may need to validate the address with your local police (911 service) or through an online map site used to locate a site. Please confirm this to be a complete and valid address. Do not use a rural route or post office box for a site location. If a site does not have an address that includes a street number and street name, provide a complete written location description in Section B. For example: “The site is located on the north side of FM 123, 2 miles west of the intersection of FM 123 and Highway 1.” Provide the city (or nearest city) and zip code of the site location. Section 4. GENERAL CHARACTERISTICS a) Indian Country Lands If your site is located on Indian Country Lands, the TCEQ does not have authority to process your application. You must obtain authorization through EPA Region 6, Dallas. Do not submit this form to TCEQ. b) Construction activity associated with facility associated with exploration, development, or production of oil, gas, or geothermal resources If your activity is associated with oil and gas exploration, development, or production, you may be under jurisdiction of the Railroad Commission of Texas (RRC) and may need to obtain authorization from EPA Region 6. Construction activities associated with a facility related to oil, gas or geothermal resources may include the construction of a well site; treatment or storage facility; underground hydrocarbon or natural gas storage facility; reclamation plant; gas processing facility; compressor station; terminal facility where crude oil is stored prior to refining and at which refined products are stored solely for use at the facility; a Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ 20022 (3/6/2018) Page 7 Instructions for Notice of Intent for TPDES General Permit TXR150000 carbon dioxide geologic storage facility; and a gathering, transmission, or distribution pipeline that will transport crude oil or natural gas, including natural gas liquids, prior to refining of such oil or the use of the natural gas in any manufacturing process or as a residential or industrial fuel. Where required by federal law, discharges of stormwater associated with construction activities under the RRC’s jurisdiction must be authorized by the EPA and the RRC, as applicable. Activities under RRC jurisdiction include construction of a facility that, when completed, would be associated with the exploration, development, or production of oil or gas or geothermal resources, such as a well site; treatment or storage facility; underground hydrocarbon or natural gas storage facility; reclamation plant; gas processing facility; compressor station; terminal facility where crude oil is stored prior to refining and at which refined products are stored solely for use at the facility; a carbon dioxide geologic storage facility under the jurisdiction of the RRC; and a gathering, transmission, or distribution pipeline that will transport crude oil or natural gas, including natural gas liquids, prior to refining of such oil or the use of the natural gas in any manufacturing process or as a residential or industrial fuel. The RRC also has jurisdiction over stormwater from land disturbance associated with a site survey that is conducted prior to construction of a facility that would be regulated by the RRC. Under 33 U.S.C. §1342(l)(2) and §1362(24), EPA cannot require a permit for discharges of stormwater from field activities or operations associated with {oil and gas} exploration, production, processing, or treatment operations, or transmission facilities, including activities necessary to prepare a site for drilling and for the movement and placement of drilling equipment, whether or not such field activities or operations may be considered to be construction activities unless the discharge is contaminated by contact with any overburden, raw material, intermediate product, finished product, byproduct, or waste product located on the site of the facility. Under §3.8 of this title (relating to Water Protection), the RRC prohibits operators from causing or allowing pollution of surface or subsurface water. Operators are encouraged to implement and maintain best management practices (BMPs) to minimize discharges of pollutants, including sediment, in stormwater during construction activities to help ensure protection of surface water quality during storm events. For more information about the jurisdictions of the RRC and the TCEQ, read the Memorandum of Understanding (MOU) between the RRC and TCEQ at 16 Texas Administrative Code, Part 1, Chapter 3, Rule 3.30, by entering the following link into an internet browser: http://texreg.sos.state.tx.us/public/readtac$ext.TacPage?sl=R&app=9&p_dir=&p_rloc= &p_tloc=&p_ploc=&pg=1&p_tac=&ti=16&pt=1&ch=3&rl=30 or contact the TCEQ Stormwater Team at 512-239-4671 for additional information. c) Primary Standard Industrial Classification (SIC) Code Provide the SIC Code that best describes the construction activity being conducted at this site. Common SIC Codes related to construction activities include: · 1521 - Construction of Single Family Homes · 1522 - Construction of Residential Buildings Other than Single Family Homes · 1541 - Construction of Industrial Buildings and Warehouses Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ 20022 (3/6/2018) Page 8 Instructions for Notice of Intent for TPDES General Permit TXR150000 · 1542 - Construction of Non-residential Buildings, other than Industrial Buildings and Warehouses · 1611 - Highway and Street Construction, except Highway Construction · 1622 - Bridge, Tunnel, and Elevated Highway Construction · 1623 - Water, Sewer, Pipeline and Communications, and Power Line Construction For help with SIC Codes, enter the following link into your internet browser: http://www.osha.gov/pls/imis/sicsearch.html or you can contact the TCEQ Small Business and Local Government Assistance Section at 800-447-2827 for assistance. d) Secondary SIC Code Secondary SIC Code(s) may be provided. Leave this blank if not applicable. For help with SIC Codes, enter the following link into your internet browser: http://www.osha.gov/pls/imis/sicsearch.html or you can contact the TCEQ Small Business and Environmental Assistance Section at 800-447-2827 for assistance. e) Total Number of Acres Disturbed Provide the approximate number of acres that the construction site will disturb. Construction activities that disturb less than one acre, unless they are part of a larger common plan that disturbs more than one acre, do not require permit coverage. Construction activities that disturb between one and five acres, unless they are part of a common plan that disturbs more than five acres, do not require submission of an NOI. Therefore, the estimated area of land disturbed should not be less than five, unless the project is part of a larger common plan that disturbs five or more acres. Disturbed means any clearing, grading, excavating, or other similar activities. If you have any questions about this item, please contact the stormwater technical staff by phone at 512-239-4671 or by email at swgp@tceq.texas.gov. f) Common Plan of Development Construction activities that disturb less than five acres do not require submission of an NOI unless they are part of a common plan of development or for sale where the area disturbed is five or more acres. Therefore, the estimated area of land disturbed should not be less than five, unless the project is part of a larger common plan that disturbs five or more acres. Disturbed means any clearing, grading, excavating, or other similar activities. For more information on what a common plan of development is, refer to the definition of “Common Plan of Development” in the Definitions section of the general permit or enter the following link into your internet browser: www.tceq.texas.gov/permitting/stormwater/common_plan_of_development_steps.html For further information, go to the TCEQ stormwater construction webpage enter the following link into your internet browser: www.tceq.texas.gov/goto/construction and search for “Additional Guidance and Quick Links”. If you have any further questions about the Common Plan of Development you can contact the TCEQ Stormwater Team at 512-239-4671 or the TCEQ Small Business and Environmental Assistance at 800-447- 2827. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ 20022 (3/6/2018) Page 9 Instructions for Notice of Intent for TPDES General Permit TXR150000 g) Estimated Start Date of the Project This is the date that any construction activity or construction support activity is initiated at the site. If renewing the permit provide the original start date of when construction activity for this project began. h) Estimated End Date of the Project This is the date that any construction activity or construction support activity will end and final stabilization will be achieved at the site. i) Will concrete truck washout be performed at the site? Indicate if you expect that operators of concrete trucks will washout concrete trucks at the construction site. j) Identify the water body(s) receiving stormwater runoff The stormwater may be discharged directly to a receiving stream or through a MS4 from your site. It eventually reaches a receiving water body such as a local stream or lake, possibly via a drainage ditch. You must provide the name of the water body that receives the discharge from the site (a local stream or lake). If your site has more than one outfall you need to include the name of the first water body for each outfall, if they are different. k) Identify the segment number(s) of the classified water body(s) Identify the classified segment number(s) receiving a discharge directly or indirectly. Enter the following link into your internet browser to find the segment number of the classified water body where stormwater will flow from the site: www.tceq.texas.gov/waterquality/monitoring/viewer.html or by contacting the TCEQ Water Quality Division at (512) 239-4671 for assistance. You may also find the segment number in TCEQ publication GI-316 by entering the following link into your internet browser: www.tceq.texas.gov/publications/gi/gi-316 or by contacting the TCEQ Water Quality Division at (512) 239-4671 for assistance. If the discharge is into an unclassified receiving water and then crosses state lines prior to entering a classified segment, select the appropriate watershed: · 0100 (Canadian River Basin) · 0200 (Red River Basin) · 0300 (Sulfur River Basin) · 0400 (Cypress Creek Basin) · 0500 (Sabine River Basin) Call the Water Quality Assessments section at 512-239-4671 for further assistance. l) Discharge into MS4 – Identify the MS4 Operator The discharge may initially be into a municipal separate storm sewer system (MS4). If the stormwater discharge is into an MS4, provide the name of the entity that operates the MS4 where the stormwater discharges. An MS4 operator is often a city, town, county, or utility district, but possibly can be another form of government. Please note that the Construction General Permit requires the Operator to supply the MS4 with a Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ 20022 (3/6/2018) Page 10 Instructions for Notice of Intent for TPDES General Permit TXR150000 copy of the NOI submitted to TCEQ. For assistance, you may call the technical staff at 512-239-4671. m) Discharges to the Edwards Aquifer Recharge Zone and Certification The general permit requires the approved Contributing Zone Plan or Water Pollution Abatement Plan to be included or referenced as a part of the Stormwater Pollution Prevention Plan. See maps on the TCEQ website to determine if the site is located within the Recharge Zone, Contributing Zone, or Contributing Zone within the Transition Zone of the Edwards Aquifer by entering the following link into an internet browser: www.tceq.texas.gov/field/eapp/viewer.html or by contacting the TCEQ Water Quality Division at 512-239-4671 for assistance. If the discharge or potential discharge is within the Recharge Zone, Contributing Zone, or Contributing Zone within the Transition Zone of the Edwards Aquifer, a site-specific authorization approved by the Executive Director under the Edwards Aquifer Protection Program (30 TAC Chapter 213) is required before construction can begin. For questions regarding the Edwards Aquifer Protection Program, contact the appropriate TCEQ Regional Office. For projects in Hays, Travis and Williamson Counties: Austin Regional Office, 12100 Park 35 Circle, Austin, TX 78753, 512-339- 2929. For Projects in Bexar, Comal, Kinney, Medina and Uvalde Counties: TCEQ San Antonio Regional Office, 14250 Judson Rd., San Antonio, TX 78233-4480, 210-490- 3096. Section 5. NOI CERTIFICATION Note: Failure to indicate Yes to all of the certification items may result in denial of coverage under the general permit. a) Certification of Understanding the Terms and Conditions of Construction General Permit (TXR150000) Provisional coverage under the Construction General Permit (TXR150000) begins 7 days after the completed paper NOI is postmarked for delivery to the TCEQ. Electronic applications submitted through ePermits have immediate provisional coverage. You must obtain a copy and read the Construction General Permit before submitting your application. You may view and print the Construction General Permit for which you are seeking coverage at the TCEQ web site by entering the following link into an internet browser: www.tceq.texas.gov/goto/construction or you may contact the TCEQ Stormwater processing Center at 512-239-3700 for assistance. b) Certification of Legal Name The full legal name of the applicant as authorized to do business in Texas is required. The name must be provided exactly as filed with the Texas Secretary of State (SOS), or on other legal documents forming the entity, that is filed in the county where doing business. You may contact the SOS at 512-463 5555, for more information related to filing in Texas. c) Understanding of Notice of Termination A permittee shall terminate coverage under the Construction General Permit through the submittal of a NOT when the operator of the facility changes, final stabilization has Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ 20022 (3/6/2018) Page 11 Instructions for Notice of Intent for TPDES General Permit TXR150000 been reached, the discharge becomes authorized under an individual permit, or the construction activity never began at this site. d) Certification of Stormwater Pollution Prevention Plan The SWP3 identifies the areas and activities that could produce contaminated runoff at your site and then tells how you will ensure that this contamination is mitigated. For example, in describing your mitigation measures, your site's plan might identify the devices that collect and filter stormwater, tell how those devices are to be maintained, and tell how frequently that maintenance is to be carried out. You must develop this plan in accordance with the TCEQ general permit requirements. This plan must be developed and implemented before you complete this NOI. The SWP3 must be available for a TCEQ investigator to review on request. Section 6. APPLICANT CERTIFICATION SIGNATURE The certification must bear an original signature of a person meeting the signatory requirements specified under 30 Texas Administrative Code (TAC) §305.44. If you are a corporation: The regulation that controls who may sign an NOI or similar form is 30 Texas Administrative Code §305.44(a)(1) (see below). According to this code provision, any corporate representative may sign an NOI or similar form so long as the authority to sign such a document has been delegated to that person in accordance with corporate procedures. By signing the NOI or similar form, you are certifying that such authority has been delegated to you. The TCEQ may request documentation evidencing such authority. If you are a municipality or other government entity: The regulation that controls who may sign an NOI or similar form is 30 Texas Administrative Code §305.44(a)(3) (see below). According to this code provision, only a ranking elected official or principal executive officer may sign an NOI or similar form. Persons such as the City Mayor or County Commissioner will be considered ranking elected officials. In order to identify the principal executive officer of your government entity, it may be beneficial to consult your city charter, county or city ordinances, or the Texas statute(s) under which your government entity was formed. An NOI or similar document that is signed by a government official who is not a ranking elected official or principal executive officer does not conform to §305.44(a)(3). The signatory requirement may not be delegated to a government representative other than those identified in the regulation. By signing the NOI or similar form, you are certifying that you are either a ranking elected official or principal executive officer as required by the administrative code. Documentation demonstrating your position as a ranking elected official or principal executive officer may be requested by the TCEQ. If you have any questions or need additional information concerning the signatory requirements discussed above, please contact the TCEQ’s Environmental Law Division at 512-239-0600. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ 20022 (3/6/2018) Page 12 Instructions for Notice of Intent for TPDES General Permit TXR150000 30 Texas Administrative Code §305.44. Signatories to Applications (a) All applications shall be signed as follows. (1) For a corporation, the application shall be signed by a responsible corporate officer. For purposes of this paragraph, a responsible corporate officer means a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy or decision- making functions for the corporation; or the manager of one or more manufacturing, production, or operating facilities employing more than 250 persons or having gross annual sales or expenditures exceeding $25 million (in second-quarter 1980 dollars), if authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. Corporate procedures governing authority to sign permit or post-closure order applications may provide for assignment or delegation to applicable corporate positions rather than to specific individuals. (2) For a partnership or sole proprietorship, the application shall be signed by a general partner or the proprietor, respectively. (3) For a municipality, state, federal, or other public agency, the application shall be signed by either a principal executive officer or a ranking elected official. For purposes of this paragraph, a principal executive officer of a federal agency includes the chief executive officer of the agency, or a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., regional administrator of the EPA). Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ-20134 (03/06/2018) Page 1 Texas Commission on Environmental Quality General Permit Payment Submittal Form Use this form to submit your Application Fee only if you are mailing your payment. Instructions: · Complete items 1 through 5 below: · Staple your check in the space provided at the bottom of this document. · Do not mail this form with your NOI form. · Do not mail this form to the same address as your NOI. Mail this form and your check to either of the following: By Regular U.S. Mail Texas Commission on Environmental Quality Financial Administration Division Cashier’s Office, MC-214 P.O. Box 13088 Austin, TX 78711-3088 By Overnight or Express Mail Texas Commission on Environmental Quality Financial Administration Division Cashier’s Office, MC-214 12100 Park 35 Circle Austin, TX 78753 Fee Code: GPA General Permit: TXR150000 1. Check or Money Order No: Click here to enter text. 2. Amount of Check/Money Order: Click here to enter text. 3. Date of Check or Money Order: Click here to enter text. 4. Name on Check or Money Order: Click here to enter text. 5. NOI Information: If the check is for more than one NOI, list each Project or Site (RE) Name and Physical Address exactly as provided on the NOI. Do not submit a copy of the NOI with this form, as it could cause duplicate permit application entries! If there is not enough space on the form to list all of the projects or sites the authorization will cover, then attach a list of the additional sites. Project/Site (RE) Name: Click here to enter text. Project/Site (RE) Physical Address: Click here to enter text. Staple the check or money order to this form in this space. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 Texas Commission on Environmental Quality General Permit Payment Submittal Form Use this form to submit your Application Fee only if you are mailing your payment. Complete items 1 through 5 below: Staple your check in the space provided at the bottom of this document. Do not mail this form with your NOI form. Do not mail this form to the same address as your NOI. Mail this form and your check to: BY REGULAR U.S. MAIL BY OVERNIGHT/EXPRESS MAIL Texas Commission on Environmental Texas Commission on Environmental Quality Quality Financial Administration Division Financial Administration Division Cashier’s Office, MC-214 Cashier’s Office, MC-214 P.O. Box 13088 12100 Park 35 Circle Austin, TX 78711-3088 Austin, TX 78753 Fee Code: GPA General Permit: TXG920000 1. Check / Money Order No: 2. Amount of Check/Money Order: 3. Date of Check or Money Order: 4. Name on Check or Money Order: 5. NOI INFORMATION If the check is for more than one NOI, list each Project/Site (RE) Name and Physical Address exactly as provided on the NOI. DO NOT SUBMIT A COPY OF THE NOI WITH THIS FORM AS IT COULD CAUSE DUPLICATE PERMIT ENTRIES. See Attached List of Sites (If more space is needed, you may attach a list.) Project/Site (RE) Name: Project/Site (RE) Physical Address: Staple Check in This Space TCEQ- 20134 (04/13/2006) Page 1 yy yyuy Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ-20023 (03/09/2018) Page 1 Notice of Termination for TXR150000 TCEQ Office Use Only Permit No: CN: RN: Region: Notice of Termination (NOT) for Authorizations under TPDES General Permit TXR150000 IMPORTANT INFORMATION: Please read and use the General Information and Instructions prior to filling out each question in the form. Effective September 1, 2018, this paper form must be submitted to TCEQ with a completed electronic reporting waiver form (TCEQ-20754). ePermits: This form is available on our online permitting system. Sign up for online permitting at: https://www3.tceq.texas.gov/steers/ What is the permit number to be terminated? TXR15 enter permit number here TXRCW enter permit number here Section 1. OPERATOR (Permittee) a) What is the Customer Number (CN) issued to this entity? CN enter customer number here b) What is the Legal Name of the current permittee? Enter legal name of current permittee here c) Provide the contact information for the Operator (Responsible Authority). Prefix (Mr. Ms. or Miss): enter prefix here First and Last Name: enter first and last name here Suffix: enter suffix here Title: enter title here Credentials: enter credentials Phone Number: enter phone number here Fax Number: enter fax number here Email: enter email address here Mailing Address: enter mailing street number and name here City, State, and Zip Code: enter city, state, and zip code here Country Mailing Information, if outside USA: enter country mailing info here Section 2. APPLICATION CONTACT This is the person TCEQ will contact if additional information is needed regarding this application. Is the application contact the same as the permittee identified above? ☐ Yes, go to Section 3. ☐ No, complete section below Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ-20023 (03/09/2018) Page 2 Notice of Termination for TXR150000 Prefix (Mr. Ms. or Miss): enter prefix here First and Last Name: enter first and last name here Suffix: enter suffix here Title: enter title here Credentials: enter credentials here Phone Number: enter phone number here Fax Number: enter fax number here Email: enter email address here Mailing Address: enter mailing street number and name here City, State, and Zip Code: enter city, state, and zip code here Country Mailing Information, if outside USA: enter country mailing info here Section 3. REGULATED ENTITY (RE) INFORMATION ON PROJECT OR SITE a) TCEQ issued RE Reference Number (RN): RN enter regulated entity number here b) Name of project or site as known by the local community: enter site name here c) County, or counties if more than 1: enter counties where site is located here d) Latitude: enter latitude here Longitude: enter longitude here e) Site Address/Location: If the site has a physical address such as 12100 Park 35 Circle, Austin, TX 78753, complete Section 3A. If the site does not have a physical address, provide a location description in Section 3B. Example: located on the north side of FM 123, 2 miles west of the intersection of FM 123 and Highway 1. Section 3A: Physical Address of Project or Site: Street Number and Name: enter street number and name here City, State, and Zip Code: enter city, state, and zip code here Section 3B: Site Location Description: Location description: enter location description here. Example: located on the north side of FM 123, 2 miles west of the intersection of FM 123 and Highway 1 City where the site is located or, if not in a city, what is the nearest city: enter city here Zip Code where the site is located: enter zip code here Section 4. REASON FOR TERMINATION Check the reason for termination: ☐ Final stabilization has been achieved on all portions of the site that are the responsibility of the Operator and all silt fences and other temporary erosion controls have been removed, or scheduled for removal as defined in the SWP3. ☐ Another permitted Operator has assumed control over all areas of the site that have not been finally stabilized, and temporary erosion controls that have been identified in the SWP3 have been transferred to the new Operator. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ-20023 (03/09/2018) Page 3 Notice of Termination for TXR150000 ☐ The discharge is now authorized under an alternate TPDES permit. ☐ The activity never began at this site that is regulated under the general permit. Section 5. CERTIFICATION Signatory Name: enter signatory name here Signatory Title: enter signatory title here I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. I further certify that I am authorized under 30 Texas Administrative Code §305.44 to sign and submit this document, and can provide documentation in proof of such authorization upon request. Signature (use blue ink): _______________________________________Date: ___________ Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ-20023 (03/09/2018) Page 1 Instructions for Notice of Termination for TXR150000 Instructions for Notice of Termination (NOT) for Au thorizations under TPDES Gene ral Permit TXR150000 GENERAL INFORMATION Where to Send the Notice of Termination (NOT): BY REGULAR U.S. MAIL: Texas Commission on Environmental Quality Stormwater Processing Center (MC-228) P.O. Box 13087 Austin, Texas 78711-3087 BY OVERNIGHT/EXPRESS MAIL: Texas Commission on Environmental Quality Stormwater Processing Center (MC-228) 12100 Park 35 Circle Austin, TX 78753 TCEQ Contact List: Application status and form questions: 512-239-3700, swpermit@tceq.texas.gov Technical questions: 512-239-4671, swgp@tceq.texas.gov Environmental Law Division: 512-239-0600 Records Management - obtain copies of forms: 512-239-0900 Reports from databases (as available): 512-239-DATA (3282) Cashier’s office: 512-239-0357 or 512-239-0187 Notice of Termination Process: A Notice of Termination is effective on the date postmarked for delivery to TCEQ. When your NOT is received by the program, the form will be processed as follows: 1) Administrative Review: The form will be reviewed to confirm the following: · the permit number is provided; · the permit is active and has been approved; · the entity terminating the permit is the current permittee; · the site information matches the original permit record; and · the form has the required original signature with title and date. 2) Notice of Deficiency: If an item is incomplete or not verifiable as indicated above, a phone call will be made to the applicant to clear the deficiency. A letter will not be sent to the permittee if unable to process the form. 3) Confirmation of Termination: A Notice of Termination Confirmation letter will be mailed to the operator. Change in Operator: An authorization under the general permit is not transferable. If the operator of the regulated entity changes, the present permittee must submit a Notice of Termination and the new operator must submit a Notice of Intent. The NOT and NOI must be submitted not later than 10 days prior to the change in Operator status. INSTRUCTIONS FOR FILLING OUT THE FORM The majority of permit information related to the current operator and regulated entity are available at the following website: http://www2.tceq.texas.gov/wq_dpa/index.cfm. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ-20023 (03/09/2018) Page 2 Instructions for Notice of Termination for TXR150000 Section 1. Operator (Current Permittee): a) Customer Number (CN) TCEQ’s Central Registry assigns each customer a number that begins with CN, followed by nine digits. This is not a permit number, registration number, or license number. The Customer Number, for the current permittee, is available at the following website: http://www2.tceq.texas.gov/wq_dpa/index.cfm. b) Legal Name of Operator The operator must be the same entity as previously submitted on the original Notice of Intent for the permit number provided. The current operator name, as provided on the current authorization, is available at the following website: http://www2.tceq.texas.gov/wq_dpa/index.cfm. c) Contact Information for the Operator (Responsible Authority) Provide information for person signing the NOT application in the Certification section. This person is also referred to as the Responsible Authority. Provide a complete mailing address for receiving mail from the TCEQ. Update the address if different than previously submitted for the Notice of Intent or Notice of Change. The mailing address must be recognized by the US Postal Service. You may verify the address on the following website: https://tools.usps.com/go/ZipLookupAction!input.action. The phone number should provide contact to the operator. The fax number and e-mail address are optional and should correspond to the operator. Section 2. Application Contact: Provide the name, title and contact information of the person that TCEQ can contact for additional information regarding this application. Section 3. Regulated Entity (RE) Information on Project or Site: a) Regulated Entity Reference Number (RN) A number issued by TCEQ’s Central Registry to sites where an activity regulated by TCEQ. This is not a permit number, registration number, or license number. The Regulated Entity Reference Number is available at the following website: http://www2.tceq.texas.gov/wq_dpa/index.cfm. b) Name of the Project or Site Provide the name of the site as known by the public in the area where the site is located. c) County Identify the county or counties in which the regulated entity is located. d) Latitude and Longitude Enter the latitude and longitude of the site in degrees, minutes, and seconds or decimal form. The latitude and longitude as provided on the current authorization is available at the following website: http://www2.tceq.texas.gov/wq_dpa/index.cfm. e) Site/Project (RE) Physical Address/Location Information The physical address/location information, as provided on the current authorization, is available at the following website: http://www2.tceq.texas.gov/wq_dpa/index.cfm. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ-20023 (03/09/2018) Page 3 Instructions for Notice of Termination for TXR150000 Section 3A. If a site has an address that includes a street number and street name, enter the complete address for the site. If the physical address is not recognized as a USPS delivery address, you may need to validate the address with your local police (911 service) or through an online map site used to locate the site. Please confirm this to be a complete and valid address. Do not use a rural route or post office box for a site location. Section 3B. If a site does not have an address that includes a street number and street name, provide a complete written location description. For example: "The site is located on the north side of FM 123, 2 miles west of the intersection of FM 123 and Highway 1." Provide the city (or nearest city) and Zip Code of the facility location. Section 4. Reason for Termination: The Notice of Termination form is only for use to terminate the authorization (permit). The Permittee must indicate the specific reason for terminating by checking one of the options. If the reason is not listed then provide an attachment that explains the reason for termination. Please read your general permit carefully to determine when to terminate your permit. Permits will not be reactivated after submitting a termination form. The termination is effective on the date postmarked for delivery to TCEQ. Section 5. Certification: The certification must bear an original signature of a person meeting the signatory requirements specified under 30 Texas Administrative Code §305.44. IF YOU ARE A CORPORATION: The regulation that controls who may sign an application form is 30 Texas Administrative Code §305.44(a), which is provided below. According to this code provision, any corporate representative may sign an NOI or similar form so long as the authority to sign such a document has been delegated to that person in accordance with corporate procedures. By signing the NOI or similar form, you are certifying that such authority has been delegated to you. The TCEQ may request documentation evidencing such authority. IF YOU ARE A MUNICIPALITY OR OTHER GOVERNMENT ENTITY: The regulation that controls who may sign an NOI or similar form is 30 Texas Administrative Code §305.44(a), which is provided below. According to this code provision, only a ranking elected official or principal executive officer may sign an NOI or similar form. Persons such as the City Mayor or County Commissioner will be considered ranking elected officials. In order to identify the principal executive officer of your government entity, it may be beneficial to consult your city charter, county or city ordinances, or the Texas statutes under which your government entity was formed. An NOI or similar document that is signed by a government official who is not a ranking elected official or principal executive officer does not conform to §305.44(a) (3). The signatory requirement may not be delegated to a government representative other than those identified in the regulation. By signing the NOI or similar form, you are certifying that you are either a ranking elected official or principal executive officer as required by the administrative code. Documentation demonstrating your position as a ranking elected official or principal executive officer may be requested by the TCEQ. If you have any questions or need additional information concerning the signatory requirements discussed above, please contact the Texas Commission on Environmental Quality’s Environmental Law Division at 512-239-0600. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 TCEQ-20023 (03/09/2018) Page 4 Instructions for Notice of Termination for TXR150000 30 Texas Administrative Code §305.44. Signatories to Applications (a) All applications shall be signed as follows. (1) For a corporation, the application shall be signed by a responsible corporate officer. For purposes of this paragraph, a responsible corporate officer means a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy or decision-making functions for the corporation; or the manager of one or more manufacturing, production, or operating facilities employing more than 250 persons or having gross annual sales or expenditures exceeding $25 million (in second-quarter 1980 dollars), if authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. Corporate procedures governing authority to sign permit or post-closure order applications may provide for assignment or delegation to applicable corporate positions rather than to specific individuals. (2) For a partnership or sole proprietorship, the application shall be signed by a general partner or the proprietor, respectively. (3) For a municipality, state, federal, or other public agency, the application shall be signed by either a principal executive officer or a ranking elected official. For purposes of this paragraph, a principal executive officer of a federal agency includes the chief executive officer of the agency, or a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., regional administrator of the EPA). This is the end of the instructions. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 LARGE CONSTRUCTION SITE NOTICE FOR THE Texas Commission on Environmental Quality (TCEQ) Stormwater Program TPDES GENERAL PERMIT TXR150000 “PRIMARY OPERATOR” NOTICE This notice applies to construction sites operating under Part II.E.3. of the TPDES General Permit Number TXR150000 for discharges of stormwater runoff from construction sites equal to or greater than five acres, including the larger common plan of development. The information on this notice is required in Part III.D.2. of the general permit. Additional information regarding the TCEQ stormwater permit program may be found on the internet at: http://www.tceq.state.tx.us/nav/permits/wq_construction.html Site-Specific TPDES Authorization Number: Operator Name: Contact Name and Phone Number: Project Description: Physical address or description of the site’s location, and estimated start date and projected end date, or date that disturbed soils will be stabilized. Location of Stormwater Pollution Prevention Plan: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 LARGE CONSTRUCTION SITE NOTICE FOR THE Texas Commission on Environmental Quality (TCEQ) Stormwater Program TPDES GENERAL PERMIT TXR150000 “SECONDARY OPERATOR” NOTICE This notice applies to secondary operators of construction sites operating under Part II.E.3. of the TPDES General Permit Number TXR150000 for discharges of stormwater runoff from construction sites equal to or greater than five acres, including the larger common plan of development. The information on this notice is required in Part III.D.2. of the general permit. Additional information regarding the TCEQ stormwater permit program may be found on the internet at: http://www.tceq.state.tx.us/nav/permits/wq_construction.html Site-Specific TPDES Authorization Number: Operator Name: Contact Name and Phone Number: Project Description: Physical address or description of the site’s location, and estimated start date and projected end date, or date that disturbed soils will be stabilized. Location of Stormwater Pollution Prevention Plan (SWP3): For Large Construction Activities Authorized Under Part II.E.3. (Obtaining Authorization to Discharge) the following certification must be completed: I (Typed or Printed Name Person Completing This Certification) certify under penalty of law that I have read and understand the eligibility requirements for claiming an authorization under Part II.E.3. of TPDES General Permit TXR150000 and agree to comply with the terms of this permit. A stormwater pollution prevention plan has been developed and will be implemented prior to construction, according to permit requirements. A copy of this signed notice is supplied to the operator of the MS4 if discharges enter an MS4. I am aware there are significant penalties for providing false information or for conducting unauthorized discharges, including the possibility of fine and imprisonment for knowing violations. Signature and Title Date Date Notice Removed MS4 operator notified per Part II.F.3. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 SMALL CONSTRUCTION SITE NOTICE FOR THE Texas Commission on Environmental Quality (TCEQ) Stormwater Program TPDES GENERAL PERMIT TXR150000 The following information is posted in compliance with Part II.E.2. of the TCEQ General Permit Number TXR150000 for discharges of stormwater runoff from small construction sites. Additional information regarding the TCEQ stormwater permit program may be found on the internet at: http://www.tceq.state.tx.us/nav/permits/wq_construction.html Operator Name: Contact Name and Phone Number: Project Description: Physical address or description of the site’s location, estimated start date and projected end date, or date that disturbed soils will be stabilized Location of Stormwater Pollution Prevention Plan: For Small Construction Activities Authorized Under Part II.E.2. (Obtaining Authorization to Discharge) the following certification must be completed: I (Typed or Printed Name Person Completing This Certification) certify under penalty of law that I have read and understand the eligibility requirements for claiming an authorization under Part II.E.2. of TPDES General Permit TXR150000 and agree to comply with the terms of this permit. A stormwater pollution prevention plan has been developed and will be implemented prior to construction, according to permit requirements. A copy of this signed notice is supplied to the operator of the MS4 if discharges enter an MS4. I am aware there are significant penalties for providing false information or for conducting unauthorized discharges, including the possibility of fine and imprisonment for knowing violations. Signature and Title Date Date Notice Removed MS4 operator notified per Part II.F.3. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 07/2006 01566 - 1 of 5 Section 01566 SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 1.0 G E N E R A L 1.01 SECTION INCLUDES A Descriptions of measures and practices, in response to TPDES General Permit TXR 150000, which shall be used on the Work to eliminate or significantly minimize pollutants in discharges into Surface Water in the State by controlling erosion and sediments at their source. B References to Technical Specifications: 1. Section 01550 – Stabilized Construction Exit 2. Section 01562 – Waste Material Disposal 3. Section 01500 – Temporary Facilities and Controls C Definitions: 1. Potential Water Pollutant - any substance that could potentially alter the physical, thermal, chemical, or biological quality of the Surface Water in the State, rendering the water harmful, detrimental, or injurious to humans, animal life, vegetation, or property, or to public health, safety or welfare, or impairs the usefulness or the public enjoyment of the water for any lawful or reasonable purpose. 1.02 MEAUSREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 2.0 P R O D U C T S - Not Used 3.0 E X E C U T I O N 3.01 PREPARATION AND INSTALLATION A Contractor shall conduct all construction operations under this Contract in conformance with the erosion control practices described in the Plans and this Technical Specification. B Erosion and sediment control measures shall be in place prior to the start of any Work that exposes the soil, other than as specifically directed by the Engineer to allow soil testing and surveying. C The Contractor shall install, maintain, and inspect erosion and sediment control measures and practices that operate effectively and as specified in the Plans and in this or other Technical Specifications. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 07/2006 01566 - 2 of 5 D Equipment and vehicles shall be prohibited by the Contractor from maneuvering on areas outside of the limits of construction or dedicated rights-of-way and easements. Damage caused by construction traffic to erosion and sediment control systems shall be repaired immediately by the Contractor. E The Contractor shall be responsible for collecting, storing, hauling, and disposing of spoil, silt, waste materials, and contaminated material resulting from erosion and sediment control measures as specified in this or other Technical Specifications and in compliance with applicable federal, state, and local rules and regulations. 3.02 EXPOSED SOIL A When soil is exposed as a result of clearing, grading, excavating, stockpiling, or other soil disturbing activities, the Contractor shall implement measures to effectively control erosion and prevent the escape of sediments from the Project Site. B Control measures may include the following practices: 1. Preserve existing vegetation to the extent possible. 2. Construct drainage swales, berms, or sediment basins. 3. Maintain grades to minimize the velocity of sheet flow over disturbed areas and promote evaporation and infiltration of storm water directly into the ground. 4. Install filter fabric fences or barriers, sediment traps, seepage basins, gabions, or storm drain inlet protection devices. 5. Utilize vegetative buffer strips, mulching, or riprap C When the placement of topsoil, bank sand, or other soil material is specified, after an area has been brought to grade and immediately prior to placement, loosen the subgrade discing or by scarifying to a depth of at least 2 inches to permit bonding to the subsoil. D When all soil disturbing activities have been completed, establish a perennial vegetative cover on all areas that are not paved, covered by permanent structures, or otherwise permanently stabilized. 3.03 DUST CONTROL A Implement control measures to minimize dust creation and movement on construction sites and roads and to prevent airborne sediment from reaching receiving streams or storm water conveyance systems, to reduce on-site and off-site damage, to prevent health hazards, and to improve traffic safety. B Control blowing dust by using one or more of the following measures: 1. Mulches bound with chemical binders. 2. Temporary vegetative cover. 3. Tillage to roughen surface and bring clods to the surface. 4. Irrigation by water sprinkling. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 07/2006 01566 - 3 of 5 5. Barriers using solid board fences, burlap fences, crate walls, bales of hay, or similar materials. C Implement dust control measures immediately whenever dust can be observed blowing on the Project Site. 3.04 DEMOLITION AREAS A Demolition activities which create large amounts of dust with significant concentrations of heavy metals or other potential water pollutants shall use methods described in this Section, 3.03 “Dust Control”, to limit transport of airborne pollutants. However, water or slurry used to control dust contaminated with heavy metals or potential water pollutants shall be retained on the Project Site and shall not be allowed to run directly into watercourses or storm water conveyance systems by the appropriate use of control measures described in this Section. Methods of ultimate disposal of these materials shall be carried out in accordance with applicable local, state, and federal health and safety regulations. 3.05 SEDIMENT TRACKING A Minimize off-site tracking of sediments and the generation of dust by construction vehicles, keeping the streets clean or construction debris and mud, by implementing one or more of the following control measures: 1. Restrict all ingress and egress to stabilized construction exits. 2. Stabilize areas used for staging, parking, storage or disposal. 3. Stabilize on-site vehicle transportation routes. 4. Remove mud and other debris, washing if necessary, from vehicles prior to entrance onto public roadways from the Project Site. 5. Maintain grade to minimize the occurrence of mud on the Project Site. B Construct stabilized construction areas under the provisions of Section 01550 – Stabilized Construction Exists. C In addition to Stabilized Construction Exits shovel or sweep the pavement to the extent necessary to keep the street clean. Water-hosing or sweeping of debris and mud off of the street into adjacent areas is not allowed. 3.06 EQUIPMENT MAINTENANCE AND REPAIR A Control equipment maintenance and repair so that oils, gasoline, grease, solvents, and other potential water pollutants cannot be washed directly into receiving streams or storm water conveyance systems. B Control measures may include the following practices: 1. Confine maintenance and repair of construction machinery and equipment to areas specifically designated for that purpose. 2. Provide these areas with adequate waste disposal receptacles for liquid as well as solid waste. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 07/2006 01566 - 4 of 5 3. Clean and inspect maintenance and repair areas daily. 4. Stabilize the area with coarse aggregate. 5. Maintain grade to prevent surface water from flowing over the area. 6. Place plastic matting, packed clay, tar paper, or other impervious material to prevent contamination of soil in the area. 7. Isolate areas of contaminated soil or other materials to facilitate proper removal and disposal. C Where effective control measures are not feasible, equipment shall be taken off-site for maintenance and repair. 3.07 WASTE COLLECTION AND DISPOSAL A Conduct operations in conformance with the plan provided in Section 01562 – Waste Material Disposal and utilize such control measures, described in this Section, as may be necessary to eliminate or significantly reduce the discharge of possible water pollutants from the Project Site as a result of waste collection and disposal. B Keep receptacles and waste collection areas neat and orderly to the extent possible. Waste shall not be allowed to overflow its container or accumulate from day-to-day. Locate trash collection points where they will least likely be affected by concentrated storm water runoff. 3.08 WASHING AREAS A Vehicles such as concrete delivery trucks or dump trucks and other construction equipment shall not be washed at locations where the runoff will flow directly into a watercourse or storm water conveyance system. Preventative measures may include the following practices: 1. Designate special areas for washing vehicles. 2. Locate these areas where the wash water will spread out and evaporate or infiltrate directly into the ground, or where the runoff can be collected in a temporary holding or seepage basin. 3. Beneath wash areas construct a gravel or rock base to minimize mud production. B Construct washing areas under the provisions of Section 01550 – Stabilized Construction Exists. 3.09 STORAGE AND USAGE OF POTENTIAL WATER POLLUTANTS A Store and use potential water pollutants such as pesticides, fertilizers, distillate fuels, lubricants, solvents, cements, paints, acids, caustics, and other toxic substances in accordance with manufacturers’ guidelines, Material Safety Data Sheets, and with local, state, and federal regulations. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 07/2006 01566 - 5 of 5 B Isolate these substances in areas where they are to be stored, opened or used such that they will not cause pollution of runoff from the Project Site. Preventative measures may include the following practices: 1. Stabilize the area with coarse aggregate. 2. Store containers on raised platforms. 3. Place plastic matting, packed clay, tar paper, or other impervious material to prevent contamination of soil in the area. 4. Provide protective cover or weather proof enclosure. 5. Minimize accidental spillage. 6. Keep containers tightly closed. 7. Periodically inspect containers for leakage. 8. Maintain grade to prevent surface water from flowing over the area. 9. Provide berms, filter fabric fences or barriers, or sediment basins. 10. Designate washing areas for containers and other items that have come in contact with potential water pollutants. C Avoid overuse of substances such as pesticides and fertilizers which could produce contaminated runoff. 3.10 SANITARY FACILITIES A Provide the Project Site with adequate portable toilets for workers in accordance with Section 01500 – Temporary Facilities and Controls, and applicable health regulations. B Control areas where sanitary facilities are located so that sewage or chemicals will not be washed directly into receiving streams or storm water conveyance systems by using one or more of the following measures. 1. Inspect the facilities daily. 2. Service the facilities as often as necessary to maintain cleanliness and prevent overflows. 3. Stabilize the area with coarse aggregate 4. Maintain grade to prevent surface water from flowing over the area END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TRENCH SAFETY SYSTEM 5/2013 01570 - 1 of 5 Section 01570 TRENCH SAFETY SYSTEM 1.0 G E N E R A L 1.01 SECTION INCLUDES A. Trench safety system for the construction of trench excavations. B. Trench safety system for excavation of utilities, excavation of structures, and embankment which fall under provisions of federal, state, or local excavation safety laws. C. References to Technical Specifications: 1. Section 01200 – Measurement & Payment Procedures 2. Section 01350 – Submittals D. Referenced Standards: 1. Occupational Safety and Health Administration (OSHA) E. Definitions: 1. Trench. A narrow excavation (in relation to its depth) made below the surface of the ground. In general, the depth is greater than the width, but the width of a trench (measured at the bottom) is not greater than 15 feet. 2. Trench safety system requirements apply to larger open excavations if the erection of structures or other installations limits the space between the excavation slope and the installation to dimensions equivalent to a trench as defined. 3. Trench safety systems include both Protective Systems and Shoring Systems but are not limited to sloping, sheeting, trench boxes or trench shields, slide rail systems, sheet piling, cribbing, bracing, shoring, dewatering or diversion of water to provide adequate drainage. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TRENCH SAFETY SYSTEM 5/2013 01570 - 2 of 5 a. Protective System: A method of protecting employees from cave-ins, from material that could fall or roll from an excavation face or into an excavation, or from the collapse of an adjacent structure. b. Shoring System: A structure, which supports the sides of an excavation, to prevent cave-ins, maintain stable soil conditions, or to prevent movements of the ground affecting adjacent installations or improvements. c. Special Shoring: A shoring system meeting Special Shoring Requirements for locations identified on the Plans. 4. Competent Person- one who is capable of identifying existing and predictable hazards in the surroundings or working conditions which are unsanitary, hazardous, or dangerous to employees, and who has authorization to take prompt corrective measures to eliminate them. 1.02 MEASUREMENT AND PAYMENT A. Measurement for trench safety systems used on utility excavations is on a linear foot basis, measured along the centerline of the trench. Payment for trench safety systems includes payment for manholes and other line structures. B. Unless indicated in as a Bid Item, no separate payment will be made for shoring systems under this Section. Include cost in Bid Items for trench safety systems. C. If shown on the Plans and included in Section 00300 – Bid Proposal as a separate Bid Item, Measurement and Payment for Special Shoring system installation for trench excavation is on a square foot basis, measured and completed in place. D. Unless indicated as a Bid Item, no separate payment will be made for trench safety systems used on structural excavations under this Section. Include cost for trench safety system used on structural excavations in applicable structure installation. E. Unless indicated as a Bid Item, no separate payment will be made for trench safety systems used on roadway excavation or embankment under this Section. Include cost in applicable Sections. F. Refer to Section 01200 – Measurement & Payment Procedures. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B. Submit a safety plan specifically for the construction of trench excavation, excavation of utilities, excavation of structures, and embankment which fall under provisions of Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TRENCH SAFETY SYSTEM 5/2013 01570 - 3 of 5 federal, state, or local excavation safety laws. Design the Trench Safety Plan to be in accordance with OSHA Standards - 29CFR governing the presence and activities of individuals working in and around trench excavations, and in accordance with any Special Shoring requirements at locations shown on the Plans. Include in the plan, submittal of the contact information for the Competent Person. C. Have Shop Drawings for trench safety systems sealed, as required by OSHA, by a Professional Engineer, licensed by the State of Texas, retained and paid by the Contractor. 1.04 REGULATORY REQUIREMENTS A. Install and maintain trench safety systems in accordance with the provision of Excavations, Trenching, and Shoring, OSHA Standards–29 CFR, Part 1926, Subpart P, as amended, including Final Rule, published in the Federal Register Vol. 54, No. 209 on Tuesday, October 31, 1989. The sections that are incorporated into these Technical Specifications, by reference, include Standard 1926.650 – 652. B. A reproduction of the OSHA Standards – 29 CFR included in Subpart P – “Excavations” from the Federal Register Vol. 54, No. 209 is available upon request to Contractors bidding on the Work. The Owner assumes no responsibility for the accuracy of the reproduction. The Contractor is responsible for obtaining a copy of this section of the Federal Register. C. Include in the Trench Safety Program measures that establish compliance with the standard interpretation of the General Duty Clause, Section 5.(a)(1), of the Occupational Safety and Health Act of 1970 – 20 USC 654 which states, “Employers must shore or otherwise protect employees who walk/work at the base of an embankment from possible collapse.” D. Legislation that has been enacted by the State of Texas with regard to Trench Safety Systems is hereby incorporated, by reference, into these specifications. Under Texas Statutes, refer to Chapter 756 of the Health and Safety Code, SUBCHAPTER C. TRENCH SAFETY. E. Reference materials, if developed for this Work, will be issued by the Engineer along with the Bid Documents, including the following: 1. Geotechnical information obtained for use in design of the trench safety system. 2. Special Shoring Requirements. 1.05 INDEMNIFICATION A. Contractor shall indemnify and hold harmless the Owner, its employees, and agents, from any and all damages, costs (including, without limitation, legal fees, court costs, and the cost of investigation), judgments or claims by anyone for injury or death of Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TRENCH SAFETY SYSTEM 5/2013 01570 - 4 of 5 persons resulting from the collapse or failure of trenches constructed under this Contract. B. Contractor acknowledges and agrees that this indemnity provision provides indemnity for the Owner in case the Owner is negligent either by act or omission in providing for trench safety, including, but not limited to safety program and design reviews, inspections, failures to issue stop work orders, and the hiring of the Contractor. C. Review of the safety program by the Engineer will only be in regard to compliance with the Contract Documents and will not constitute approval by the Engineer nor relieve Contractor of obligations under state and federal trench safety laws. 2.0 P R O D U C T S - Not Used 3.0 E X E C U T I O N 3.01 INSTALLATION A. Install and maintain trench safety systems in accordance with provisions of OSHA Standards – 29 CFR. B. Specially designed trench safety systems shall be installed in accordance with the Contractor’s trench excavation safety program for the locations and conditions identified in the program. C. Install Special Shoring at the locations shown on the Plans. D. Obtain verification from a Competent Person, defined in this Section and as identified in the Contractor’s Trench Safety Program, that trench boxes and other pre- manufactured systems are certified for the actual installation conditions. 3.02 INSPECTION A. Conduct daily inspections by Contractor or Contractor's independently retained consultant, of the trench safety systems to ensure that the installed systems and operations meet OSHA Standards – 29 CFR and other personnel protection regulations requirements. B. If evidence of possible cave-ins or slides is apparent, immediately stop work in the trench and move personnel to safe locations until necessary precautions have been taken to safeguard personnel. C. Maintain a permanent record of daily inspections. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TRENCH SAFETY SYSTEM 5/2013 01570 - 5 of 5 3.03 FIELD QUALITY CONTROL A. Verify specific applicability of the selected or specially designed trench safety systems to each field condition encountered on the Work. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS 10/2014 01580-1 Section 01580 PROJECT IDENTIFICATION SIGNS 1.0 G E N E R A L 1.01 SECTION INCLUDES A Project identification sign description. B. Installation. C. Maintenance and removal. 1.02 UNIT PRICES A. No separate payment will be made for design, fabrication, installation, and maintenance of project identification signs under this Section. Include cost of work performed under this Section in the pay item for Section 01505 - Mobilization. B. If changes to project identification signs are requested by the City Engineer to keep them current, payment will be made by change order. C. Skid-mounted signs shall be relocated as directed by the City Engineer at no additional cost to the City. Post-mounted signs shall be relocated once, if directed in writing by the City Engineer, at no additional cost to the City. If a post-mounted sign is relocated more than once at the written direction of the City Engineer, payment will be made by change order. 1.03 SYSTEM DESCRIPTION A. Sign Construction: Project identification signs shall be constructed of new materials and painted new for the project. Construct post-mounted signs as shown on Construction Sign Details. B. Appearance: Project identification signs shall be maintained to present a clean and neat look throughout the project duration. C. Sign Manufacturer/Maker: Experienced as a professional sign company. D. Sign Placement: Place signs at locations as directed by the City Engineer. The City Engineer will provide sign placement instructions at the Pre-construction Meeting. 1. A linear project is one involving paving, overlay, sewer lines, storm drainage, or water mains that run in the right-of-way over a distance. A Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS 10/2014 01580-2 linear project requires a project identification sign at each end of the construction site. 2. Single Site or Building Projects: Provide one project identification sign. 3. Multiple Sites: Provide one project identification sign at each site. 4. Sign Relocation: As work progresses at each site, it may be necessary to move and relocate project identification signs. Relocate signs as directed in writing by the City Engineer. E. Alternate Skid-mounted Sign Construction: Post-mounted signs are preferred, but skid-mounted signs are allowed, especially for projects with noncontiguous locations where work progresses from one location to another. The skid structure shall be designed so that the sign will withstand a 60-mile-per-hour wind load directly to the face or back of the sign. Use stakes, straps, or ballast. Approval of the use of skid-mounted signs shall not release the Contractor from responsibility of maintaining a project identification sign on the project site and shall not make the City responsible for the security of such signs. 1.04 SUBMITTALS A. Submit shop drawings under provisions of Section 01350 - Submittal Procedures. B. Show content, layout, lettering style, lettering size, and colors. Make sign and lettering to scale, clearly indicating condensed lettering, if used. 2.0 P R O D U C T S 2.01 SIGN MATERIALS A. Structure and Framing: All sign materials shall be new. 1. Sign Posts: Use 4-inch by 4-inch treated wood posts, sized to fix top of sign at 6 FEET ABOVE GROUND. 2. Sign Supports and Skid Bracing: 2-inch by 4-inch wood framing material. 3. Skid Members: 2-inch by 6-inch wood framing material. 4. Fasteners: a. Use galvanized steel fasteners. b. Use 3/8-inch by 5-1/2-inch button head carriage bolts to attach sign to posts. Secure with nuts and flat head washers at locations as recommended by Sign Manufacturer. c. Cover button heads with white reflective film or paint to match sign background B. Sign and Sign Header: Use medium density overlaid marine plywood, minimum 1/2-inch thick. Use full-size 4-foot by 8-foot sheets for sign and a single piece for header to minimize joints; do not piece wood to fabricate a sign face. C. Paint and Primers: White paint used to prime surfaces and to resist weathering shall be an industrial grade, fast-drying, oil-based paint with gloss finish. Paint structural Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS 10/2014 01580-3 and framing members white on all sides and edges to resist weathering. Paint sign and sign header material white on all sides and edges to resist weathering. Paint all sign surfaces with this weather-protective paint prior to adding any sign paint or adhesive applications. D. Colors: Follow criteria established by attached Exhibit 3.0 E X E C U T I O N 3.01 INSTALLATION A. Install project identification signs within 10 calendar days after Date of Commencement. B. Erect signs where designated by the City Engineer at the Pre-construction Meeting or as described in part 1.03 of this Section. Position the sign in such a manner as to be fully visible and readable to the general public. C. Erect sign level and plumb. D. If mounted on posts, sink posts a minimum of 30 inches below grade in 10-inch diameter posthole. Stabilize posts with sharp sand or concrete to minimize lateral motion. Leave a minimum of 8 feet of post above existing grade for mounting of the sign and header. E. Erect sign so that the top edge of the sign, is no higher than 6 feet above existing grade. 3.02 MAINTENANCE AND REMOVAL A. Keep signs and supports clean. Repair deterioration and damage. B. Remove signs, framing, supports, and foundations to a depth of 2 feet upon completion of Project. Restore the area to a condition equal to or better than before construction. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS 10/2014 01580-4 PROJECT IDENTIFICATION SIGN EXHIBIT Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND MATERIAL AND EQUIPMENT 07/2006 01600 - 1 of 3 Section 01600 MATERIAL AND EQUIPMENT 1.0 G E N E R A L 1.01 SECTION INCLUDES A Requirements for transportation, delivery, handling, and storage of materials and equipment. B References to Technical Specifications: 1. Section 01566 – Source Controls for Erosion & Sedimentation 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this work is a component. 1.03 PRODUCTS A Products: Means material, equipment, or systems forming the Work. Does not include machinery and equipment used for preparation, fabrication, conveying and erection of the Work. Products may also include existing materials or components designated for reuse. B Do not reuse materials and equipment, designated to be removed, except as specified by the Contract Documents. C Provide equipment and components from the fewest number of manufacturers as is practical, in order to simplify spare parts inventory and to allow for maximum interchangeability of components. For multiple components of the same size, type or application, use the same make and model of component throughout the Work. 1.04 TRANSPORTATION A Make arrangements for transportation, delivery, and handling of equipment and materials required for timely completion of the Work. B Transport and handle products in accordance with instructions. C Consign and address shipping documents to the proper party giving name of Project, street number, and City. Shipments shall be delivered to the Contractor. 1.05 DELIVERY A Arrange deliveries of products to accommodate the Construction Schedule and in ample time to facilitate inspection prior to installation. Avoid deliveries that cause lengthy storage or overburden of limited storage space. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND MATERIAL AND EQUIPMENT 07/2006 01600 - 2 of 3 B Coordinate deliveries to avoid conflict with Work and conditions at the Project Site and to accommodate the following: 1. Work of other contractors or the Owner. 2. Limitations of storage space. 3. Availability of equipment and personnel for handling products. 4. Owner’s use of premises. C Have products delivered to the Project Site in manufacturer's original, unopened, labeled containers. D Immediately upon delivery, inspect shipment to assure: 1. Product complies with requirements of Contract Documents. 2. Quantities are correct. 3. Containers and packages are intact; labels are legible. 4. Products are properly protected and undamaged. 1.06 PRODUCT HANDLING A Coordinate the off-loading of materials and equipment delivered to the Project Site. If necessary to move stored materials and equipment during construction, Contractor shall relocate materials and equipment at no additional cost to the Owner. B Provide equipment and personnel necessary to handle products, including those provided by the Owner, by methods to prevent damage to products or packaging. C Provide additional protection during handling as necessary to prevent breaking scraping, marring, or otherwise damaging products or surrounding areas. D Handle products by methods to prevent over bending or overstressing. E Lift heavy components only at designated lifting points. F Handle materials and equipment in accordance with Manufacturer's recommendations. G Do not drop, roll, or skid products off delivery vehicles. Hand carry or use suitable materials handling equipment. 1.07 STORAGE OF MATERIAL A Store and protect materials in accordance with manufacturer's recommendations and requirements of these Technical Specifications. Control storage of potential water pollutants in conformance with Section 01566 – Source Controls for Erosion & Sedimentation. B Make necessary provisions for safe storage of materials and equipment. Place loose soil materials, and materials to be incorporated into the Work to prevent damage to any part of the Work or existing facilities and to maintain free access at all times to all parts of the Work and to utility service company installations in the vicinity of the Work. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND MATERIAL AND EQUIPMENT 07/2006 01600 - 3 of 3 C Keep materials and equipment neatly and compactly stored in locations that will cause a minimum of inconvenience to other contractors, public travel, adjoining owners, tenants, and occupants. Arrange storage in a manner to provide easy access for inspection. D Provide adequately ventilated, watertight storage facilities with floor above ground level for materials and equipment susceptible to weather damage. E Restrict storage to areas available on the construction site for storage of material and equipment as shown on Plans or approved by the Project Manager. F Provide off-site storage and protection when on-site storage is not adequate. G Do not use lawns, grass plots, or other private property for storage purposes without written permission of the owner or other person in possession or control of such premises. Damage to lawns, sidewalks, streets or other improvements shall be repaired or replaced to the satisfaction of the Project Manager. H Protect stored materials and equipment against loss or damage. I Store materials in manufacturers' unopened containers. J Materials delivered and stored along the line of the Work shall be not closer than 3 feet to any fire hydrant. Public and private drives and street crossings shall be kept open. K The total length which materials may be distributed along the route of construction at any one time is 1000 lineal feet, unless otherwise approved in writing by the Project Manager. 2.0 P R O D U C T S - Not Used 3.0 E X E C U T I O N - Not Used END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PRODUCT OPTIONS AND SUBSTITUTIONS 07/2006 01630 - 1 of 3 Section 01630 PRODUCT OPTIONS AND SUBSTITUTIONS 1.0 G E N E R A L 1.01 SECTION INCLUDES A Options for making product or process selections. B Procedures for proposing equivalent construction products or processes, including pre- approved, and approved products or processes C References to Technical Specifications: 1. Section 01350 – Submittals 1.02 SUBMITTALS A Make Submittals required by this and related Sections under the provisions of Section 01350 – Submittals. 1.03 DEFINITIONS A Product: Means, materials, equipment, or systems incorporated into the Work. Product does not include machinery and equipment used for production, fabrication, conveying, and erection of the Work. Products may also include existing materials or components designated for re-use. B Process: Any proprietary system or method for installing system components resulting in an integral, functioning part of the Work. For this Section, the word Product includes Processes. 1.04 SELECTION OPTIONS A Pre-approved Products: Products of certain manufacturers or suppliers are designated in the Technical Specifications as “pre-approved”. Products of other manufacturers or suppliers will not be acceptable under this Contract and will not be considered under the submittal process for approving alternate products. B Approved Products: Products of certain manufacturers or suppliers designated in the Technical Specifications followed by the words "or approved equal”. Approval of alternate products not listed in the Technical Specifications may be obtained through provisions of this Section and Section 01350 – Submittals. The procedure for approval of alternate products is not applicable to Pre-approved Products. C Product Compatibility: To the maximum extent possible, provide products that are of the same type or function from a single manufacturer, make, or source. Where more than one choice is available as a Contractor's option, select a product which is compatible with other products already selected, specified, or in use by the Owner. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PRODUCT OPTIONS AND SUBSTITUTIONS 07/2006 01630 - 2 of 3 1.05 CONTRACTOR'S RESPONSIBILITY A Furnish information the Engineer deems necessary to judge equivalency of the alternate product. B Pay for laboratory testing as well as any other review or examination cost needed to establish the equivalency between products which enables the Engineer to make such a judgment. C If the Engineer determines that an alternate product is not equivalent to that named in the Technical Specifications, the Contractor shall furnish one of the specified products. 1.06 ENGINEER'S REVIEW A Alternate products may be used only if approved in writing by the Engineer. The Engineer's determination regarding acceptance of a proposed alternate product is final. B Alternate products will be accepted if the product is judged by the Engineer to be equivalent to the specified product or to offer substantial benefit to the Owner. C The Owner retains the right to accept any product deemed advantageous to the Owner, and similarly, to reject any product deemed not beneficial to the Owner. 1.07 SUBSTITUTION PROCEDURE A Collect and assemble technical information applicable to the proposed product to aid in determining equivalency as related to the Approved Product specified. B Submit a written request for a product to be considered as an alternate product along with the product information within fourteen (14) days after the Effective Date of the Agreement. C After the submittal period has expired, requests for alternate products will be considered only when a specified product becomes unavailable because of conditions beyond the Contractor's control. D Submit 5 copies of each request for alternate product approval. Include the following information: 1. Complete data substantiating compliance of proposed substitution with Contract Documents. 2. For products: a. Product identification, including manufacturer's name and address. b. Manufacturer's literature with product description, performance and test data, and reference standards. c. Samples, as applicable. d. Name and address of similar projects on which product was used and date of installation. Include the name of the Owner, Architect/Engineer, and installing contractor. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PRODUCT OPTIONS AND SUBSTITUTIONS 07/2006 01630 - 3 of 3 3. For construction methods: a. Detailed description of proposed method. b. Shop Drawings illustrating methods. 4. Itemized comparison of proposed substitution with product or method specified. 5. Data relating to changes in Construction Schedule 6. Relationship to separate contracts, if any. 7. Accurate cost data on proposed substitution in comparison with product or method specified. 8. Other information requested by the Engineer. E Approved alternate products will be subject to the same review process as the specified product would have been for Shop Drawings, Product Data, and Samples. 2.0 P R O D U C T S - Not Used 3.0 E X E C U T I O N - Not Used END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND FIELD SURVEYING 07/2006 01720 - 1 of 2 Section 01720 FIELD SURVEYING 1.0 G E N E R A L 1.01 SECTION INCLUDES A Requirements for surveyors and surveys. B Procedures pertaining to survey control points and reference points. C References to Technical Specifications: 1. Section 01350 – Submittals 2. Section 01760 – Project Record Documents 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 QUALITY CONTROL A Conform to State of Texas laws for surveys requiring licensed surveyors. Employ a land surveyor acceptable to Engineer. 1.04 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B Submit to Engineer the name, address, and telephone number of Surveyor before starting survey work. C Submit documentation verifying accuracy of survey work on request. 1.05 PROJECT RECORD DOCUMENTS A Maintain a complete and accurate log of control and survey work as it progresses. B Submit Record Documents under provisions of Section 01760 – Project Record Documents. 1.06 EXAMINATION A Verify locations of survey control points prior to starting Work. B Notify Engineer immediately of any discrepancies discovered. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND FIELD SURVEYING 07/2006 01720 - 2 of 2 1.07 SURVEY REFERENCE POINTS A Control datum for survey is that established by Owner-provided survey and indicated on Plans. B Locate and protect survey control points, including property corners, prior to starting site work. Use caution to preserve permanent reference points during construction. C The Contractor shall not reset; nor cause to be reset, lost, disturbed, or damaged; control points. Promptly notify Engineer of disturbance or damage to any control point(s). D Notify Engineer 48 hours in advance of need for relocation of reference points due to changes in grades or other reasons. E Report promptly to Engineer the loss or destruction of any reference point. F Any re-staking of control points lost, disturbed, or damaged by Contractor’s operations will be provided by Owner at Contractor’s expense. G Employ a Registered Public Land Surveyor to reset any missing, disturbed, or damaged monumentation. 1.08 SURVEY REQUIREMENTS A Utilize recognized engineering survey practices. B Establish a minimum of two permanent bench marks on Project Site, referenced to established control points. Record locations, with horizontal and vertical data, on Project Record Documents. C Establish and record in survey notes elevations, lines and levels to provide quantities required for Measurement and Payment and to provide appropriate controls for the Work. Locate and lay out by instrumentation and similar appropriate means: 1. Site improvements including pavements; stakes for grading; fill and topsoil placement; utility locations, slopes, and invert elevations. 2. Grid or axis for structures. 3. Mounumented Baseline. D Verify periodically layouts by same means. 2.0 P R O D U C T S - Not Used 3.0 E X E C U T I O N - Not Used END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STARTING SYSTEMS 07/2006 01750 - 1 of 2 Section 01750 STARTING SYSTEMS 1.0 G E N E R A L 1.01 SECTION INCLUDES A Starting systems. B Demonstration and instructions. C Testing, adjusting, and balancing. D References to Technical specifications: 1. Section 01350 – Submittals 2. Section 01430 – Contractor’s Quality Control 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B Submit a written report that equipment or system has been properly installed and is functioning correctly. 2.0 P R O D U C T S - Not Used 3.0 E X E C U T I O N 3.01 PREPARATION A Contractor shall conduct all start-up operations under this Contract in conformance with Section 01430 – Contractor’s Quality Control. B Coordinate schedule for start-up of various equipment and systems. C Notify Engineer 7 days prior to startup of each item. D Verify that each piece of equipment or system has been checked for proper lubrication, drive rotation, belt tension, control sequence, or other conditions which may cause damage. E Verify that tests, meter readings, and specified electrical characteristics agree with those required by the equipment or system manufacturer. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STARTING SYSTEMS 07/2006 01750 - 2 of 2 F Verify wiring and support components for equipment are complete and tested. G Execute start-up under Contractor's supervision in accordance with manufacturer's instructions. H When specified in individual specification sections, require manufacturer to provide authorized representative to be present at site to inspect, check and approve equipment or system installation prior to and during start-up, and to supervise placing equipment or system in operation. 3.02 DEMONSTRATION AND INSTRUCTIONS A Demonstrate operation and maintenance of products to Owner two weeks minimum prior to date of Substantial Completion. B Utilize operation and maintenance manuals as basis for instruction. Review contents of manual with Owner in detail to explain all aspects of operation and maintenance. C Demonstrate start-up, operation, control, adjustment, trouble-shooting, servicing, maintenance, and shutdown of each item of equipment at agreed-upon times, at equipment location. D Prepare and insert additional data in operations and maintenance manuals when need for additional data becomes apparent during instruction. 3.03 TESTING, ADJUSTING, AND BALANCING A Contractor shall start, test, adjust, balance, and provide reports on all installed equipment as provided for in this section. B Owner may also appoint, employ, and pay for services of an independent firm to perform testing, adjusting, and balancing. Reports will be submitted by the independent firm to the Owner indicating observations and results of the tests and indicating compliance or non-compliance with specified requirements and with the requirements of the Contract Documents. C Owner’s employment of an independent firm shall not relieve the Contractor’s responsibility under this section. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PROJECT RECORD DOCUMENTS 07/2006 01760 - 1 of 2 Section 01760 PROJECT RECORD DOCUMENTS 1.0 G E N E R A L 1.01 SECTION INCLUDES A Maintenance and Submittal of Record Documents and Samples. B References to Technical Specifications: 1. Section 01350 – Submittals 2. Section 01770 – Contract Closeout 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required by this and related Sections under the provisions of Section 01350 – Submittals. 1.04 MAINTENANCE OF DOCUMENTS AND SAMPLES A Maintain one copy of Record Documents at the Project Site in accordance with Section 00700 – General Conditions of Agreement, 3.02 “Keeping Plans and Specifications Accessible”. B Store Record Documents and Samples in field office if a field office is required by Contract Documents, or in a secure location. Provide files, racks, and secure storage for Record Documents and Samples. C Label each document "PROJECT RECORD" in neat, large, printed letters. D Maintain Record Documents in a clean, dry, and legible condition. Do not use Record Documents for construction purposes. E Keep Record Documents and Samples available for inspection by Engineer. 1.05 RECORDING A Record information concurrently with construction progress. Do not conceal any work until required information is recorded. B Plans, Change Orders, and Shop Drawings: Legibly mark each item to record all actual construction, or "as built" conditions, including: 1. Measured horizontal locations and elevations of underground utilities and appurtenances, referenced to permanent surface improvements. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PROJECT RECORD DOCUMENTS 07/2006 01760 - 2 of 2 2. Elevations of underground utilities referenced to bench marks utilized for the Work. 3. Field changes of dimension and detail. 4. Changes made by modifications. 5. Details not on original Plans. 6. References to related Shop Drawings and Modifications. C Record information with a red pen or pencil on a set of drawings indicated as the Record Document Set, provided by Engineer. 2.0 P R O D U C T S - Not Used 3.0 E X E C U T I O N A Deliver Record Documents and Samples to Owner in accordance with Section 01770 – Contract Closeout. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONTRACT CLOSEOUT 09/2009 01770 - 1 of 2 Section 01770 CONTRACT CLOSEOUT 1.0 G E N E R A L 1.01 SECTION INCLUDES A Closeout procedures including final submittals such as operation and maintenance data, warranties, and spare parts and maintenance materials. B References to Technical Specifications: 1. Section 01350 – Submittals 2. Section 01760 – Project Record Documents 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. 1.04 CLOSEOUT PROCEDURES A Comply with Section 00700 – General Conditions of Agreement regarding Final Completion and Final Payment when Work is complete and ready for Engineer's final inspection. B Provide Record Documents under provisions of Section 01760 – Project Record Documents. C Complete or correct items on punch list, with no new items added. Any new items will be addressed during warranty period. D The Owner will occupy portions of the Work as specified in Section 00700 – General Conditions of Agreement. E Contractor shall request Final Inspection at least two weeks prior to Final Acceptance. 1.05 FINAL CLEANING A Execute final cleaning prior to final inspection. B Clean debris from drainage systems. C Clean Project Site; sweep paved areas, rake clean landscaped surfaces. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONTRACT CLOSEOUT 09/2009 01770 - 2 of 2 D Remove waste and surplus materials, rubbish, and temporary construction facilities from the Project Site following the final test of utilities and completion of the Work. 1.06 OPERATION AND MAINTENANCE DATA A Submit Operations and Maintenance data under provisions of Section 01350 – Submittals. 1.07 WARRANTIES A Provide one original of each warranty from Subcontractors, Suppliers, and Manufacturers. B Provide Table of Contents and assemble warranties in 3-ring/D binder with durable plastic cover. C Submit warranties prior to Final Application for Payment. 1. Warranties shall commence in accordance with the requirements of Section 00700 – General Conditions of Agreement, 1.09 “Substantially Completed”. 2.0 P R O D U C T S - Not Used 3.0 E X E C U T I O N Contractor shall diligently pursue completion of the items and activities contained in the Contract Close Out and Project Record Document sections of the project manual. Notwithstanding any performance of warranty work, the work of Contract Closeout shall be complete within thirty (30) days of the date of Final Completion and Acceptance of the work. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TECHNICAL SPECIFICATIONS DIVISION 2 07/2006 TECHNICAL SPECIFICATIONS DIVISION 2 SITE WORK Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SITE PREPARATION 1/2018 02200 - 1 of 4 Section 02200 SITE PREPARATION 1.0 GENERAL 1.01 SECTION INCLUDES A Removal of topsoil, stripping and stockpiling, clearing and grubbing. B Removal and disposal of waste materials, excess materials, debris and trash. C Removal of obstructions. D Excavation and fill. E Salvaging of designated item. F References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 – Submittals 3. Section 01450 – Testing Laboratory Services 4. Section 01500 – Temporary Facilities and Controls 5. Section 02255 – Bedding, Backfill and Embankment Material 6. Section 02330 – Embankment 7. Section 01140 – Contractor’s Use of Premises G Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 4318, “Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils” 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. B If Site Preparation is included as a Bid Item, measurement will be based on the Units shown in Section 00300 – Bid Proposal and in accordance with Section 01200 – Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B Submit embankment material sources and product quality information in accordance this Section. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SITE PREPARATION 1/2018 02200 - 2 of 4 1.04 TESTING A Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 – Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500 – Temporary Facilities and Controls. 2.0 P R O D U C T S 2.01 MATERIALS A Contractor shall provide materials used as embedment, backfill, back-dressing, and embankment identified on the Plans in accordance with Section 02255 – Bedding, Backfill and Embankment Material. 3.0 E X E C U T I O N 3.01 CLEARING AND GRUBBING. A Clear Project Site of trees, shrubs, and other vegetation, except for those designated by Owner to be left standing. B Use only hand methods for grubbing inside drip line of trees designated to remain. C Completely remove stumps, roots, and other debris protruding through ground surface. 1. On areas required for roadway, channel, or structural excavation, remove stumps, 2" diameter or larger limbs and roots, to depth of 2 feet below lower elevation of excavation. 2. On areas required for embankment construction, remove 2" diameter limbs, stumps and roots to depth of 2 feet below ground surface 3. Trees and stumps may be cut off as close to natural ground as practicable on areas which are to be covered by at least 3 feet of embankment D Fill depressions caused by clearing and grubbing operations with satisfactory soil material, unless further excavation or earthwork is indicated. 1. Place fill material in horizontal layers not exceeding 6 inches loose depth, and thoroughly compact to density equal to adjacent original ground. E Complete operations by bulldozing, blading, and grading so that prepared area is free of holes, unplanned ditches, abrupt changes in elevations and irregular contours, and preserve drainage of area. 1. Blade entire area to prevent ponding of water and to provide drainage, except in areas to be immediately excavated Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SITE PREPARATION 1/2018 02200 - 3 of 4 3.02 TOPSOIL STRIPPING AND STOCKPILING A Obtain approval of topsoil quality before excavating and stockpiling. B Excavate topsoil for esplanades and areas to receive grass or landscaping from areas to be further excavated. C Topsoil Stripping: 1. Remove growths of grass from areas before stripping. 2. Topsoil is defined as surface soil found of depth of not less than 4 inches. 3. Strip topsoil to depths encountered. 4. Perform stripping in a manner to prevent intermingling of topsoil with underlying sterile subsoil and remove objectionable materials, including clay lumps, stones over 2 in. in diameter, weeds, roots, leaves, and debris. 5. Where trees are designated by Owner to be left standing, stop topsoil stripping at extreme limits of tree drip line to prevent damage to main root system. D Topsoil Stockpiling: 1. Stockpile in areas designated on Plans. 2. Construct storage piles to freely drain surface water. 3. Cover storage piles, if required to prevent wind-blown dust. 4. Stockpile topsoil to depth not exceeding 8 feet. Stockpile in a manner to prevent erosion. 3.03 UNSUITABLE MATERIAL A Undercut, remove, and replace material which Engineer designates as unsuitable for subsequent construction. B Material used to replace unsuitable material shall be suitable material from site excavation or as indicated on Plans. 3.04 EXCAVATION AND FILL A Construction surveying shall be performed by qualified personnel under the direction of the contractor. Contractor shall be responsible for the accuracy and correctness of this work. In the event that the work consists of significant alteration of the topographic features of natural grade, contractor shall perform enough topographic survey to substantiate existing pre-construction elevations. No claim shall be made for additional excavation or grade adjustment in excess of quantities contained in the contract documents without demonstrable evidence that such conditions existed prior to start of the work B Depressed site areas shall be filled using material from high areas, insofar as practicable. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SITE PREPARATION 1/2018 02200 - 4 of 4 C When fill obtained from high areas is exhausted, fill to indicated rough grade elevations under roadways with “Structural Fill" and open areas not under structures or roadways with “General Fill”, or as indicated on Plans. D Place and compact fill in accordance with Section 02330 – Embankment. 3.05 SALVAGEABLE ITEMS AND MATERIAL A Items designated by Engineer to be salvaged are to be carefully removed, so as to cause no damage to the salvaged items and delivered to Owner’s storage yard. 3.06 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140 – Contractor’s Use of Premises. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SITE DEMOLITION 07/2006 02220 - 1 of 5 Section 02220 SITE DEMOLITION 1.0 G E N E R A L 1.01 SECTION INCLUDES A Demolishing and removing existing pavements, structures, equipment and materials only to the extent as indicated on the Plans. B Removing concrete paving, asphaltic concrete pavement, and base courses. C Removing concrete curbs, concrete curb and gutters, sidewalks and driveways. D Removing pipe culverts and sewers. E Removing miscellaneous structures of wood, plastics, metals, concrete, masonry, or combination of concrete and masonry, etc. F Disposing of demolished materials and equipment. G References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 – Submittals 3. Section 01500 – Temporary Facilities and Control 4. Section 01100 – Summary of Work 5. Section 01730 – Cutting and Patching 6. Section 01140 – Contractor’s Use of Premises 7. Section 01562 – Waste Material Disposal 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for removing and disposing of existing pavement and structures under this Section. Include cost for removing and disposing of existing pavement and structures in Bid Items for which this Work is a component. B If indicated as a Bid Item, measurement will be as follows: 1. Measurement for removing and disposing of concrete base and surfacing, and removing asphaltic surfacing, is on a square yard basis measured between lips of gutters. 2. Measurement for removing and disposing of cement stabilized shell base course, with or without asphalt surfacing, is on a square yard basis. 3. Measurement for removing and disposing of concrete base and surfacing with curbs, is on a square yard basis measured from back to back of curbs. Payment includes removal of all base, asphaltic surfacing, concrete pavement, esplanade curbs, curb and gutters, and paving headers. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SITE DEMOLITION 07/2006 02220 - 2 of 5 4. Measurement for removing and disposing of concrete pavement is on a square yard basis measured from back to back of curbs. 5. Measurement for removing and disposing of monolithic curb and gutter, removing monolithic concrete curb, and removing concrete curb, is on a lineal foot basis measured along the face of the curb. 6. Measurement for removing and disposing of concrete sidewalk and driveway is on a square yard basis. 7. Measurement for removing and disposing of miscellaneous concrete and masonry removal is on a cubic yard basis of the structure in place. 8. Measurement for removing and disposing of pipe culverts and sewers is on a lineal foot basis for each diameter of type of pipe removed. 9. Measurement for removing and disposing of unlisted materials shall be on the lump sum basis. C No payment will be made for work outside maximum payment limits indicated on Plans, or in areas removed for Contractor's convenience. D Refer to Section 01200 – Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B Submit proposed methods, equipment, materials and sequence of operations for demolition. Describe coordination for shutting off, capping, and removing temporary utilities. Plan operations to minimize temporary disruption of utilities to existing facilities or adjacent property. C Submit proposed demolition and removal schedule for approval. Notify Engineer in writing at least 48 hours before starting demolition. D Submit an approved copy of demolition schedule to Engineer prior to commencement of demolition operations. E Obtain a permit for building demolition, as required. 1.04 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500 – Temporary Facilities and Controls. B The Contractor shall be responsible for safety and integrity of adjacent structures and shall be liable for any damage due to movement or settlement. Provide proper framing and shoring necessary for support. Cease operations if an adjacent structure appears to be endangered. Resume demolition only after proper protective measures have been taken. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SITE DEMOLITION 07/2006 02220 - 3 of 5 1.05 OWNERSHIP OF MATERIAL AND EQUIPMENT A Materials and equipment designated for reuse or salvage are listed in Section 01100 – Summary of Work. Protect items designated for reuse or salvage from damage during demolition, handling and storage. Restore damaged items to satisfactory condition. B Materials and equipment not designated for reuse or salvage become the property of the Contractor. 1.06 STORAGE AND HANDLING A Store and protect materials and equipment designated for reuse until time of installation. B Deliver and unload items to be salvaged to storage areas indicated on Plans. C Remove equipment and materials not designated for reuse or salvage and all waste and debris resulting from demolition from site. Remove material as work progresses to avoid clutter. 2.0 P R O D U C T S 2.01 EQUIPMENT AND MATERIALS FOR DEMOLITION A Use equipment and materials approved as prescribed in this Section, 1.03 “Submittals’. B Use of a “drop hammer” must have the Engineer’s prior approval. 3.0 E X E C U T I O N 3.01 EXAMINATION A Prior to demolition, make an inspection with Engineer to determine the condition of existing structures and features adjacent to items designated for demolition. B Engineer will mark or list existing equipment to remain the property of the Owner. C Do not proceed with demolition or removal operations until after the joint inspection and subsequent authorization by Engineer. D Stop demolition and notify Engineer if underground fuel storage tanks, asbestos, PCB's, contaminated soils, or other hazardous materials are encountered. 3.02 UTILITY SERVICES A Follow rules and regulations of authorities or companies having jurisdiction over communications, pipelines, and electrical distribution services. B Notify and coordinate with utility company and adjacent building occupants when temporary interruption of utility service is necessary. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SITE DEMOLITION 07/2006 02220 - 4 of 5 C When required by the Work, cutting, patching, and fitting of Work to existing facilities, accommodating installation or connection of Work with existing facilities, or uncovering Work for access, inspection, or testing shall be performed in accordance with Section 01730 – Cutting and Patching 3.03 MECHANICAL WORK ITEMS A Mechanical removals consist of dismantling and removing existing piping, pumps, motors, water tanks, equipment and other appurtenances. It includes cutting, capping, and plugging required to restore use of existing utilities. B Remove existing process, water, chemical, gas, fuel oil and other piping not required for new work. Take out piping to the limits shown or to a point where it will not interfere with the new work. Piping not indicated to be removed or which does not interfere with new work shall be removed to the nearest solid support, capped, and the remainder left in place. Purge chemical and fuel lines and tanks. Verify that such lines are safe prior to removal or capping. C Where piping that is to be removed passes through existing walls, cut and cap piping on each side of the wall. Use cap appropriate for pipe material to be capped. Provide fire-rated sealant for walls classified as fire-rated. D When underground piping, which is not located in the public right-of-way, is to be altered or removed, cap the remaining piping. Abandoned underground piping may be left in place unless it interferes with new work or is shown or specified to be removed. Piping less than 15 inches in diameter may be plugged and abandoned in place. For piping 15 inches in diameter and greater to be abandoned, fill with sand, pressure grout or other approved method and plug with concrete or brick masonry bulkhead. E Remove waste and vent piping to points shown. Plug pipe and cleanouts and plugs. Where vent stacks pass through an existing roof that is to remain, remove the stack and patch the hole in the roof, making it watertight. Comply with requirements of existing roof installer so as to maintain roof warranty. F Conform to applicable codes when making any changes to plumbing and heating systems. 3.04 ELECTRICAL WORK ITEMS A Electrical removals consist of disconnecting and removing existing switchgear, distribution switchboards, control panels, bus duct, conduits and wires, panel boards, lighting fixtures, and miscellaneous electrical equipment. B Remove existing electrical equipment and fixtures to prevent damage to allow continued operation of existing systems and to maintain the integrity of the grounding systems. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SITE DEMOLITION 07/2006 02220 - 5 of 5 C Remove poles and metering equipment, if designated for removal on the Plans. Coordinate electrical removals with the power company, as necessary. Verify that power is properly de-energized and disconnected. D Where shown or otherwise required, remove wiring in underground duct systems. Verify function of wiring before disconnecting and removing. Plug ducts which are not to be reused at entry to buildings. E Changes to electrical systems shall conform to applicable codes. 3.05 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140 – Contractor’s Use of Premises. B Remove from the site all items contained in or upon the structure not designated for reuse or salvage in accordance with this Section and Section 01562 – Waste Material Disposal. C Follow method of disposal as required by regulatory agencies. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CEMENT STABILIZED SAND 02/2009 02252 - 1 of 5 Section 02252 CEMENT STABILIZED SAND 1.0 G E N E R A L 1.01 SECTION INCLUDES A Cement stabilized sand for backfill and bedding. B References to Technical Specifications: 1. Section 01350 – Submittals 2. Section 02255 – Bedding, Backfill, and Embankment Materials 3. Section 01450 – Testing Laboratory Services C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 558, “Standard Test Methods for Moisture-Density (Unit Weight) Relations of Soil-Cement Mixtures” b. ASTM D 1632, “Practice for Making and Curing Soil-Cement Compression and Flexure Test Specimens in the Laboratory” c. ASTM D 1633, “Standard Test Method for Compressive Strength of Molded Soil-Cement Cylinders” d. ASTM C 150, “Standard Specification for Portland Cement” e. ASTM C 33, “Standard Specification for Concrete Aggregates” f. ASTM D 2487, “Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System)” g. ASTM C 142, “Standard Test Method for Clay Lumps and Friable Particles in Aggregates” h. ASTM C 123, “Standard Test Method for Lightweight Particles in Aggregate” i. ASTM C 40, “Standard Test Method for Organic Impurities in Fine Aggregates for Concrete” j. ASTM C 4318, “Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils” k. ASTM C 94, “Standard Specification for Ready-Mixed Concrete” l. ASTM C 31, “Standard Practice for Making and Curing Concrete Test Specimens in the Field” 1.02 MEASUREMENT AND PAYMENT A Unless indicated as an Extra Item, no separate payment will be made for cement stabilized sand under this Section. Include cost in Bid Items for applicable utility or structure installation. B If use of cement stabilized sand is allowed, based on the Engineer's direction, and indicated in Section 00300 – Bid Proposal as an Extra Item, measurement will be on a per ton basis. A conversion between volumes calculated based on theoretical limits and total weight will be made based on a ratio of 1.64 tons per cubic yard. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CEMENT STABILIZED SAND 02/2009 02252 - 2 of 5 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B Submit material qualification and design mix tests to include: 1. Three series of tests of sand or fine aggregate material from the proposed source. Tests shall include procedures defined in this Section, 2.01 “Materials”. 2. Three moisture-density relationship tests prepared using the material qualified by the tests in this Section, 1.03B1. Blends of fine aggregate from crushed concrete and bank run sand shall be tested at the ratio to be used for the design mix testing. 3. Design mix report to meet the specifications of this Section, 1.04 “Design Requirements”. The design mix shall include compressive strength tests after 48-hours and 7 days curing. 1.04 DESIGN REQUIREMENTS A Design sand-cement mixture to produce a minimum unconfined compressive strength of 100 pounds per square inch in 48 hours when compacted to a minimum 95 percent in accordance with ASTM D 558 and when cured in accordance with ASTM D 1632, and tested in accordance with ASTM D 1633. Mix shall contain a minimum of 1-1/2 sacks of cement per cubic yard. Compact mix with a moisture content on the dry side of optimum. 2.0 P R O D U C T S 2.01 MATERIALS A Cement shall be Type 1 Portland cement conforming to ASTM C 150. B Sand shall be clean, durable, and meet grading requirements for fine aggregates of ASTM C 33 and the following requirements: 1. Classified as SW, SP or SM by the United Soil Classification System of ASTM D 2487. 2. Deleterious material content: a. Clay lumps shall comprise less than 0.5 percent by ASTM C 142. b. Lightweight pieces shall comprise less than 5.0 percent by ASTM C 123. c. Organic impurities shall produce color no darker than the standard color by ASTM C 40 ASTM. 3. Plasticity index of 4 or less when tested in accordance with ASTM D 4318. C Fine aggregate, manufactured from crushed concrete meeting the quality requirements for crushed rock material in Section 02255 - Bedding, Backfill, and Embankment Materials, may be used as a complete or partial substitute for Bank Sand. The blending ratio of fine aggregate from crushed concrete and Bank Sand shall be defined in the mix design report. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CEMENT STABILIZED SAND 02/2009 02252 - 3 of 5 D Water shall be potable, free of oils, acids, alkalies, organic matter, or other deleterious substances, meeting requirements of ASTM C 94. 2.02 MIXING MATERIALS A Thoroughly mix sand, cement and water in proportions of the mix design using a pugmill-type mixer. The plant shall be equipped with automatic weight controls to ensure correct mix proportions. B Stamp batch ticket at plant with time of loading directly after mixing. Material not placed and compacted within 4 hours after mixing shall be rejected. 3.0 E X E C U T I O N 3.01 PLACEMENT AND COMPACTION A Place sand-cement mixture in 8-inch-thick loose lifts and compact to a minimum of 95 percent of ASTM D 558, unless otherwise specified on Plans. The moisture content during compaction shall be on the dry side of optimum but sufficient for hydration. Perform and complete compaction of sand-cement mixture within 4 hours after addition of water to mix at the plant. B Do not place or compact sand-cement mixture in standing or free water. 3.02 FIELD QUALITY CONTROL A Testing will be performed under provisions of Section 01450 - Testing Laboratory Services. B Mixing plant inspections will be performed periodically. Material samples will be obtained and tested in accordance with this Section, 2.01 “Materials”, if there is evidence of change in material characteristic. C One sample of cement stabilized sand shall be obtained for each 150 tons of material placed per day with no less than one sample per day of production. Random samples of delivered cement stabilized sand shall be taken in the field at point of delivery in accordance with ASTM 3665. Obtain three individual samples of approximately 12 to 15 lb each from the first, middle, and last third of the truck and composite them into one sample for test purpose. D Prepare and mold four specimens (for each sample obtained) in accordance with ASTM D558, Method A, without adjusting moisture content. Samples will be molded at approximately same time material is being used, but no later than 4 hours after water is added to mix. E After molding, specimens will be removed from molds and cured in accordance with ASTM D 1632. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CEMENT STABILIZED SAND 02/2009 02252 - 4 of 5 F Specimens will be tested for compressive strength in accordance with ASTM D 1633, Method A. Two specimens will be tested at 48 hours plus or minus 2 hours and two specimens will be tested at 7 days plus or minus 4 hours. G A strength test will be average of strengths of two specimens molded from same sample of material and tested at same age. Average daily strength will be average of strengths of all specimens molded during one day's production and tested at same age. H Precision and Bias: Test results shall meet recommended guideline for precision in ASTM D 1633 Section 9. I Reporting: Test reports shall contain, as a minimum, the following information: 1. Supplier and plant number 2. Time material was batched 3. Time material was sampled 4. Test age (exact hours) 5. Average 48-hour strength 6. Average 7-day strength 7. Specification section number 8. Indication of compliance / non-compliance 9. Mixture identification 10. Truck and ticket numbers 11. The time of molding 12. Moisture content at time of molding 13. Required strength 14. Test method designations 15. Compressive strength data as required by ASTM D 1633 16. Supplier mixture identification 17. Specimen diameter and height, in. 18. Specimen cross-sectional area, sq. in. J The cement content will be checked on samples obtained in the field whenever there are apparent changes in the mix properties. 3.03 ACCEPTANCE A Strength level of material will be considered satisfactory if: 1. The average 48-hour strength is greater than 100 psi with no individual strength test below 70 psi. 2. All 7-day individual strength tests (average of two specimens) are greater than or equal to100 psi. B Material will be considered deficient when 7-day individual strength test (average of two specimens) is less than 100 psi but greater than 70 psi. See Paragraph 3.04 Adjustment for Deficient Strength. C The material will be considered unacceptable and subject to removal and replacement at Contractors expense when individual strength test (average of two specimens) has 7-day strength less than 70 psi Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CEMENT STABILIZED SAND 02/2009 02252 - 5 of 5 D When moving average of three daily 48-hour averages falls below 100 psi, discontinue shipment to project until plant is capable of producing material, which exceeds 100 psi at 48 hours. Five 48-hour strength tests shall be made in this determination with no individual strength tests less than 100 psi. E Testing laboratory shall notify Contractor, Project Manager, and material supplier by facsimile of tests indicating results falling below specified strength requirements within 24 hours. F If any strength test of laboratory cured specimens falls below the specified strength, Contractor may, at his own expense, request test of cores drilled from the area in question in accordance with ASTM C42. In such cases, three (3) cores shall be taken for each strength test that falls below the values given in 3.03.A. G Cement stabilized sand in an area represented by core tests shall be considered satisfactory if the average of three (3) cores is equal to at least 100 psi and if no single core is less that 70 psi. Additional testing of cores extracted from locations represented by erratic core strength results will be permitted. 3.04 ADJUSTMENT FOR DEFICIENT STRENGTH A When mixture produces 7-day compressive strength greater than or equal to 100 psi, then material will be considered satisfactory and bid price will be paid in full. B When mixture produces 7-day compressive strength less than 100 psi and greater than or equal to 70 psi, material shall be accepted contingent on credit in payment Compute credit by the following formula: Credit per Cubic Yard = $30.00 x 2 (100 psi - Actual psi) 100 C When mixture produces 7-day compressive strength less than 70 pounds per square inch, then remove and replace cement-sand mixture and paving and other necessary work at no cost to City. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND BEDDING, BACKFILL, AND EMBANKMENT MATERIALS 07/2007 02255 - 1 of 7 Section 02255 BEDDING, BACKFILL, AND EMBANKMENT MATERIALS 1.0 G E N E R A L 1.01 SECTION INCLUDES A A reference source for materials used as embedment, backfill, back-dressing, and embankment, specified elsewhere in the Technical Specifications, and their associated material qualification testing requirements. B Source qualifications and handling of these materials. C Material use and application is specified on the Plans or in individual Technical Specifications referencing materials either by Material Classification or by Product Description. D References to Technical Specifications: 1. Section 03300 – Cast-in-Place Concrete 2. Section 02910 – Topsoil 3. Section 02252 – Cement Stabilized Sand E Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 2487, “Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System)” b. ASTM C 142, “Standard Test Method for Clay Lumps and Friable Particles in Aggregates” c. ASTM C 123, “Standard Test Method for Lightweight Particles in Aggregate” d. ASTM C 40, “Standard Test Method for Organic Impurities in Fine Aggregates for Concrete” e. ASTM C 4318, “Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils” f. ASTM D 1140, “Standard Test Methods for Amount of Material in Soils Finer the No. 200 (70-um) Sieve” g. ASTM C 33, “Standard Specification for Concrete Aggregates” h. ASTM C 136, “Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates” i. ASTM C 131, “Standard Test Methods for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine” Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND BEDDING, BACKFILL, AND EMBANKMENT MATERIALS 07/2007 02255 - 2 of 7 2.0 P R O D U C T S 2.01 MATERIAL CLASSIFICATIONS A Materials shall be classified for the purpose of quality control in accordance with the Unified Soil Classification Symbols as defined in ASTM D 2487. 1. Class I: Well-graded gravels and sands, gravel-sand mixtures, crushed well- graded rock, little or no fines (GW, SW): a. Plasticity index: non-plastic. b. Gradation: D60/D10 - greater than 4 percent; amount passing No. 200 sieve - less than or equal to 5 percent. 2. Class II: Poorly graded gravels and sands, silty gravels and sands, little to moderate fines: a. Plasticity index: non-plastic to 4. b. Gradations: Gradation (GP, SP): amount passing No. 200 sieve - less than 5 percent. Gradation (GM, SM): amount passing No. 200 sieve - between 12 percent and 50 percent. c. Borderline gradations with dual classifications (e.g., SP-SM): amount passing No. 200 sieve - between 5 percent and 12 percent. 3. Class III: Clayey gravels and sands, poorly graded mixtures of gravel, sand, silt, and clay (GC, SC, and dual classifications, e.g., SP-SC): a. Plasticity index: greater than 7. b. Gradation: amount passing No. 200 sieve - between 12 percent and 50 percent. 4. Class IVA: Lean clays (CL). a. Plasticity Indexes: Plasticity index: greater than 7, and above A line. Borderline plasticity with dual classifications (CL-ML): PI between 4 and 7. b. Liquid limit: less than 50. c. Gradation: amount passing No. 200 sieve - greater than 50 percent. d. Inorganic. 5. Class IVB: Fat clays (CH) a. Plasticity index: above A line. b. Liquid limit: 50 or greater. c. Gradation: amount passing No. 200 sieve - greater than 50 percent. d. Inorganic. B Use soils with dual class designation according to ASTM D 2487, and which are not defined above, according to the more restrictive class. 2.02 PRODUCT DESCRIPTIONS A Unsuitable Material. Unsuitable soil materials are the following: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND BEDDING, BACKFILL, AND EMBANKMENT MATERIALS 07/2007 02255 - 3 of 7 1. Materials that are classified as ML, CL-ML, MH, PT, OH and OL according to ASTM D 2487. 2. Materials that cannot be compacted to the required density due to either gradation, plasticity, or moisture content. 3. Materials that contain large clods, aggregates, stones greater than 3 inches in any dimension, debris, vegetation, waste or any other deleterious materials. 4. Materials that are contaminated with hydrocarbons or other chemical contaminants. B Suitable Material. Soil materials meeting specification requirements. Unsuitable soils meeting specification requirements for suitable soils after treatment with, for example, lime or cement shall be considered suitable, unless otherwise indicated. C General Fill. Material that is free of stones greater than 3 inches, free of roots, waste, debris, trash, organic material, unstable material, non-soil matter, hydrocarbon or other contamination, conforming to the following limits for deleterious materials: 1. Clay lumps: Less than 0.5 percent for Class I, and less than 2.0 percent for Class II, when tested in accordance with ASTM C 142. 2. Lightweight pieces: Less than 5 percent when tested in accordance with ASTM C 123. 3. Organic impurities: No color darker than standard color when tested in accordance with ASTM C 40. D Random Fill. Soils defined by ASTM D 2487 as Class I, II, III, IV, or fat clay (CH), sand, gravel, or a combination, from excavation or borrow, which can be compacted to form stable embankments, and conforming to: 1. Liquid Limit: 65 maximum, ASTM - D4318. 2. Plasticity Index: 0 minimum, 45 maximum, ASTM - D4318. 3. Free from trash, vegetation, organic matter, large stones, hard lumps of earth and frozen, corrosive or perishable material. 4. Well broken up, free of clods greater than 6 inches, hard earth, rocks, and stones greater than 2-inch dimension. E Structural Fill. Soils defined by ASTM D 2487 as Class I, II, III, or IV, sand, gravel, or a combination, from excavation or borrow, which can be compacted to form stable embankments and fills conforming to: 1. Liquid Limit: 45 maximum, ASTM D 4318. 2. Plasticity Index: 12 minimum, 20 maximum, ASTM D 4318. 3. Free from trash, vegetation, organic matter, large stones, hard lumps of earth and frozen, corrosive or perishable material. 4. Well broken up, free of clods greater than 6 inches, hard earth, rocks, and stones greater than 2-inch dimension. F Select Fill. Class III clayey gravel or sand or Class IV lean clay or clayey soils treated with lime or cement, and conforming to: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND BEDDING, BACKFILL, AND EMBANKMENT MATERIALS 07/2007 02255 - 4 of 7 1. Plasticity Index: 7 minimum, 20 maximum, ASTM D 4318. 2. Free from trash, vegetation, organic matter, large stones, hard lumps of earth and frozen, corrosive or perishable material. 3. Well broken up, free of clods greater than 6 inches, hard earth, rocks, and stones greater than 2-inch dimension. G Concrete Fill. Conform to requirements for Class B concrete as specified in Section 03300 - Cast-in-Place Concrete. H Topsoil. Conform to requirements specified in Section 02910 - Topsoil. I Bank Sand: Durable Bank Sand classified as SP, SW, or SM by the Unified Soil Classification System (ASTM D 2487) meeting the following requirements: 1. Less than 15 percent passing the number 200 sieve when tested in accordance with ASTM D 1140. The amount of clay lumps or balls not exceeding 2 percent. 2. Material passing the number 40 sieve shall meet the following requirements when tested in accordance with ASTM D 4318: a. Liquid limit: not exceeding 25 percent. b. Plasticity index: not exceeding 7. J Cement Stabilized Sand. Conform to requirements of Section 02252 - Cement Stabilized Sand. K Concrete Sand. Natural sand, manufactured sand, or a combination of natural and manufactured sand conforming to the requirements of ASTM C 33 and graded within the following limits when tested in accordance with ASTM C 136: SIEVE PERCENT PASSING 3/8" 100 No. 4 95 to 100 No. 8 80 to 100 No. 16 50 to 85 No. 30 25 to 60 No. 50 10 to 30 No. 100 2 to 10 L Gem Sand. Sand conforming to the requirements of ASTM C 33 for course aggregates specified for number 8 size and graded within the following limits when tested in accordance with ASTM C 136: SIEVE PERCENT PASSING 3/8" 95 to 100 No. 4 60 to 80 No. 8 15 to 40 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND BEDDING, BACKFILL, AND EMBANKMENT MATERIALS 07/2007 02255 - 5 of 7 M Pea Gravel. Durable particles composed of small, smooth, rounded stones or pebbles and graded within the following limits when tested in accordance with ASTM C 136: SIEVE PERCENT PASSING 1/2" 100 3/8" 85 to 100 No. 4 10 to 30 No. 8 0 to 10 No. 16 0 to 5 N Crushed Aggregates. Crushed aggregates consist of durable particles obtained from an approved source and meeting the following requirements: 1. Materials of one product delivered for the same construction activity from a single source. 2. Non-plastic fines. 3. Los Angeles Abrasion Test wear not exceeding 45 percent when tested in accordance with ASTM C 131. 4. Crushed aggregate shall have a minimum of 90 percent of the particles retained on the No. 4 sieve with 2 or more crushed faces as determined by TxDOT Tex- 460-A, Part I. 5. Crushed stone: Produced from oversize plant processed stone or gravel, sized by crushing to predominantly angular particles from a naturally occurring single source. Uncrushed gravel are not acceptable materials for embedment where crushed stone is shown on the applicable utility embedment drawing details. 6. Crushed Concrete: Crushed concrete is an acceptable substitute for crushed stone as utility backfill. Gradation and quality control test requirements are the same as crushed stone. Provide crushed concrete produced from normal weight concrete of uniform quality; containing particles of aggregate and cement material, free from other substances such as asphalt, reinforcing steel fragments, soil, waste gypsum (calcium sulfate), or debris. 7. Gradations, as determined in accordance with TxDOT Tex-110-E. PERCENT PASSING BY WEIGHT FOR PIPE EMBEDMENT BY RANGES OF NOMINAL PIPES SIZES SIEVE >15" 15" - 8" <8" 1" 95 - 100 100 - 3/4" 60 - 90 90 – 100 100 1/2" 25 - 60 - 90 – 100 3/8" - 20 – 55 40 - 70 No. 4 0 - 5 0 – 10 0 - 15 No. 8 - 0 - 5 0 - 5 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND BEDDING, BACKFILL, AND EMBANKMENT MATERIALS 07/2007 02255 - 6 of 7 3.0 E X E C U T I O N 3.01 SOURCE QUALIFICATIONS FOR BORROW MATERIAL A Use of material encountered in excavations is acceptable, provided applicable requirements are satisfied. If excavation material is not acceptable, provide from other approved source. B Identify off-site sources for materials at least 14 days ahead of intended use so that the Engineer may obtain samples for verification testing. C Obtain approval for each material source by the Engineer before delivery is started. If sources previously approved do not produce uniform and satisfactory products, furnish materials from other approved sources. Materials may be subjected to inspection or additional verification testing after delivery. Materials which do not meet the requirements will be rejected. Do not use material which, after approval, has become unsuitable for use due to segregation, mixing with other materials, or by contamination. Once a material is approved by the Engineer, a Change Order is required to change to a different material. D Bank sand, select fill, and random fill, if available in the project excavation, may be obtained by selective excavation and acceptance testing. Obtain additional quantities of these materials and other materials required to complete the Work from off-site sources. E The Owner does not represent or guarantee that any soil found in the excavation work will be suitable and acceptable as backfill material. 3.02 MATERIAL HANDLING A When material is obtained from either a commercial or non-commercial borrow pit, open the pit to expose the vertical faces of the various strata for identification and selection of approved material to be used. Excavate the selected material by vertical cuts extending through the exposed strata to achieve uniformity in the product. B Establish temporary stockpile locations for practical material handling and control, and verification testing by the Engineer in advance of final placement. Obtain approval from landowner for storage of backfill material on adjacent private property. C When stockpiling material near the Project Site, use appropriate methods to eliminate blowing of materials into adjacent areas and prevent runoff containing sediments from entering the drainage system. D Place material suitable for backfilling in stockpiles at a distance from the trench to prevent slides or cave-ins. Do not place stockpiles of excavated materials on public streets. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND BEDDING, BACKFILL, AND EMBANKMENT MATERIALS 07/2007 02255 - 7 of 7 E Place stockpiles in layers to avoid segregation of processed materials. Load material by making successive vertical cuts through entire depth of stockpile. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS 1/2018 02316 - 1 of 5 Section 02316 EXCAVATION AND BACKFILL FOR ROADWAYS 1.1 G E N E R A L 1.2 SECTION INCLUDES A. Excavation of materials for roadways. B. Excavation of materials for roadside ditches. C. References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 – Submittals 3. Section 01760 – Project Record Documents 4. Section 01450 – Testing Laboratory Services 5. Section 01500 – Temporary Facilities and Controls 6. Section 02255 – Bedding, Backfill and Embankment Material 7. Section 01570 – Trench Safety Systems 8. Section 01564 – Control of Ground Water and Surface Water 9. Section 01720 – Field Surveying 10. Section 02220 – Site Demolition 11. Section 02200 – Site Preparation 12. Section 02330 – Embankment 13. Section 01140 – Contractor’s Use of Premises D. Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 698, “Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort” b. ASTM D 1556, “Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method” c. ASTM D 2922, “Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (Shallow Depth)” d. ASTM D 3017, “Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)” 1.3 MEASUREMENT AND PAYMENT A. Measurement shall be by the cubic yard measured in place, including labor, equipment, tools and incidentals necessary to complete the work. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS 1/2018 02316 - 2 of 5 B. Payment includes control of ground water and surface water, trench safety systems, removal of existing pavements and structures, repair and maintenance of excavated or backfilled areas, and other measures specified in this Section and not included in payment elsewhere. C. Refer to Section 01200 – Measurement and Payment Procedures. D. No payment will be made for material excavated under the following conditions: 1. More than 2 feet outside of vertical planes behind back of curbs. 2. For portion within limits of trench for utilities constructed by open-cut methods. 3. As indicated otherwise on Drawings. E. Construction Surveying shall be performed by qualified personnel under the direction of the Contractor. Contractor shall be responsible for the accuracy and correctness of this work. In the event that the Work consists of significant alteration of the topographic features of natural grade, Contractor shall perform enough topographic survey to substantiate existing pre-construction elevations. No claim shall be made for additional excavation or grade adjustment in excess of quantities contained in the contract documents without demonstrable evidence that such conditions existed prior to start of the Work. F. Excavation and Backfill quantities that exceed the construction plans shall be substantiated with topographic survey of finished grade by survey (RPLS) and verified by the Engineer at contractor’s expense. 1.4 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B. Submit product quality, material sources, and field quality information in accordance with this Section. C. Submit field red lines documenting location of roadway excavation as installed, referenced to survey Control Points, under the provisions of Section 01760 – Project Record Documents, 1.04C. Include location of utilities and structures encountered or rerouted. Give horizontal dimensions, elevations, inverts and gradients. 1.5 TESTING A. Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 – Testing Laboratory Services and as specified in this Section. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS 1/2018 02316 - 3 of 5 1.6 PROTECTION OF PEOPLE AND PROPERTY A. Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500 – Temporary Facilities and Controls. 2.1 P R O D U C T S 2.2 MATERIALS A. Contractor shall provide materials used as embedment, backfill, back-dressing, and embankment identified on the Plans in accordance with Section 02255 – Bedding, Backfill and Embankment Material. 3.1 E X E C U T I O N 3.2 PREPARATION A. Employ a Trench Safety Plan as specified in Section 01570 – Trench Safety Systems. B. Install and operate necessary dewatering and surface water control measures in accordance with requirements of Section 01564 – Control of Ground Water and Surface Water. C. Identify required lines, levels, and datum. Coordinate with Section 01720 – Field Surveying. D. Identify existing structures and utilities above and below grade. Stake and flag their location. E. Remove existing pavements and structures, including sidewalks and driveways, in conformance with requirements of Section 02220 – Site Demolition, as applicable. F. Area shall be cleared and grubbed under the provisions of Section 02200 – Site Preparation prior to excavation. G. Strip and stockpile topsoil under the provisions of Section 02200 – Site Preparation. H. Upon discovery of unknown or badly deteriorated utilities, or concealed conditions, discontinue work. Notify Engineer and obtain instructions before proceeding in such areas. 3.3 EXCAVATION A. Excavate to lines and grades shown on Plans. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS 1/2018 02316 - 4 of 5 B. Areas of unsuitable material shall be removed, backfilled with embankment materials, and compacted under the provisions of Section 02330 – Embankment. C. At intersections, grade back at minimum slope of one inch per foot. Produce a smooth riding junction with intersecting street. Maintain proper drainage. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS 1/2018 02316 - 5 of 5 D. Fill over-excavated areas in accordance with requirements of Section 02330 – Embankment at no cost to the Owner. 3.4 COMPACTION REQUIREMENTS A. Maintain moisture content of embankment materials to attain required compaction density. B. Compact to minimum densities at moisture content of optimum to 3 percent above optimum as determined by ASTM D 698, unless otherwise indicated on the Drawings. 1. Areas under future paving and shoulders: Minimum density of 95 percent of maximum dry density. 2. Other areas: Minimum density of 90 percent of maximum dry density. 3.5 TOLERANCES A. Top of compacted surface: Plus or minus 1/2 inch in cross section, or in 16 foot length. 3.6 FIELD QUALITY CONTROL A. Compaction Testing will be performed in accordance with ASTM D 1556 or ASTM D 2922 and ASTM D 3017 under provisions of Section 01450 – Testing Laboratory Services. B. Three or more tests, at Engineer’s/Owner’s option, will be taken for each 1,000 linear feet per lane of roadway or 500 square yards of embankment per lift. C. If tests indicate work does not meet specified compaction requirements, recondition, re-compact, and retest at Contractor's expense. 3.7 CLEAN-UP AND RESTORATION A. Perform clean-up and restoration in and around construction zone in accordance with Section 01140 - Contractor’s Use of Premises. B. In unpaved areas, grade surface as a uniform slope from installed appurtenances to natural grade and stabilize as indicated on Plans. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS 1/2018 02316 - 6 of 5 3.8 PROTECTION OF THE WORK A. Maintain excavation and embankment areas until start of subsequent work. Repair and re-compact slides, washouts, settlements, or areas with loss of density at no cost to the Owner B. Prevent erosion at all times. Maintain ditches and cut temporary swales to allow natural drainage in order to avoid damage to roadway. Do not allow water to pond in excavations. C. Distribute construction traffic evenly over compacted areas, where practical, to aid in obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 5/2013 02318 - 1 of 15 Section 02318 EXCAVATION AND BACKFILL FOR UTILITIES 1.0 G E N E R A L 1.01 SECTION INCLUDES A. Excavation, trenching, foundation, embedment, and backfill for installation of utilities, storm sewers including manholes, pipeline structures and other associated appurtenances. B. References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 – Submittals 3. Section 01570 – Trench Safety System 4. Section 01564 – Control of Ground Water and Surface Water 5. Section 01760 – Project Record Documents 6. Section 01450 – Testing Laboratory Services 7. Section 01500 – Temporary Facilities and Controls 8. Section 02255 – Bedding, Backfill, and Embankment Materials 9. Section 02370 – Geotextile 10. Section 02220 – Site Demolition 11. Section 01140 – Contractor’s Use of Premises C. Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 2321, “Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications” b. ASTM D 698, “Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort” c. ASTM D 558, “Standard Test Methods for Moisture-Density (Unit Weight) Relations of Soil-Cement Mixtures” d. ASTM D 4318, “Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils” e. ASTM D 1556, “Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method” f. ASTM D 2922, “Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (Shallow Depth)” g. ASTM D 3017, “Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)” Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 5/2013 02318 - 2 of 15 2. Texas Department of Transportation (TxDOT) a. Tex-101-E, Preparing Soil and Flexible Base Materials for Testing b. Tex-110-E, Particle Size Analysis of Soils D. Definitions: 1. Excavation - Any man -made cut, cavity, trench, or depression in an earth surface, formed by removal of material. a. Extra Hand Excavation- excavation by manual labor at locations designated by the Engineer, which is not included in other Bid Items. b. Extra Machine Excavation- excavation by machine at locations designated by the Engineer, which is not included in other Bid Items. c. Special Excavation-excavation necessitated by obstruction of pipes, ducts, or other structures, not shown on Plans, which interfere with installation of utility piping by normal methods of excavation or augering. Contractor shall be responsible for locating such underground obstructions, sufficiently in advance of trench excavation or augering, to preclude damage to the obstructions. 2. Pipe Foundation - suitable and stable native soils that are exposed at the trench subgrade after excavation to depth of bottom of the bedding as shown on the Plans, or foundation backfill material placed and compacted in over- excavations. 3. Pipe Bedding - the portion of trench backfill that extends vertically from top of foundation up to a level line at bottom of pipe, and horizontally from one trench sidewall to opposite sidewall. 4. Haunching - the material placed on either side of pipe from top of bedding up to spring-line of pipe and horizontally from one trench sidewall to opposite sidewall. 5. Initial Backfill - the portion of trench backfill that extends vertically from spring-line of pipe (top of haunching) up to a level line 12 inches above top of pipe, and horizontally from one trench sidewall to opposite sidewall. 6. Pipe Embedment - the portion of trench backfill that consists of bedding, haunching, and initial backfill. 7. Trench Zone - the portion of trench backfill that extends vertically from top of pipe embedment up to pavement subgrade or up to final grade when not beneath pavement. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 5/2013 02318 - 3 of 15 8. Trench Conditions - description of the stability of trench bottom and trench walls of pipe embedment zone. Maintain trench conditions that provide for effective placement and compaction of embedment material directly on or against undisturbed soils or foundation backfill, except where structural trench support is necessary. a. Dry Stable Trench: Stable and substantially dry trench conditions exist in pipe embedment zone as a result of typically dry soils or achieved by ground water control (dewatering or depressurization) for trenches extending below ground water level. b. Stable Trench with Seepage: Stable trench in which ground water seepage is controlled by excavation drainage. 1) Stable Trench with Seepage in Clayey Soils: Excavation drainage is provided in lieu of or to supplement ground water control systems to control seepage and provide stable trench subgrade in predominately clayey soils prior to bedding placement. 2) Stable Wet Trench in Sandy Soils: Excavation drainage is provided in the embedment zone in combination with ground water control in predominately sandy or silty soils. c. Unstable Trench: Unstable trench conditions exist in the pipe embedment zone if ground water inflow or high water content causes soil disturbances, such as sloughing, sliding, boiling, heaving or loss of density. 9. Sub-trench - a special case of benched excavation. Sub-trench excavation below trench shields or shoring installations may be used to allow placement and compaction of foundation or embedment materials directly against undisturbed soils. Depth of a sub-trench depends upon trench stability and safety as determined by the Contractor. 10. Trench Dam - a placement of low permeability material in pipe embedment zone or foundation to prohibit ground water flow along the trench. 11. Over-Excavation and Backfill - excavation of subgrade soils with unsatisfactory bearing capacity or composed of otherwise unsuitable materials below top of foundation as shown on Plans, and backfilled with foundation backfill material. 12. Foundation Backfill Materials - natural soil or manufactured aggregate of controlled gradation, and geo-textile filter fabrics as required, to control Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 5/2013 02318 - 4 of 15 drainage and material separation. Foundation backfill material is placed and compacted as backfill to provide stable support for bedding. Foundation backfill materials may include concrete seal slabs. 13. Trench Shield (Trench Box) - a portable worker safety structure moved along the trench as work proceeds, used as a Protective System and designed to withstand forces imposed on it by cave-in, thereby protecting persons within the trench. Trench shields may be stacked if so designed or placed in a series depending on depth and length of excavation to be protected. 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item, no separate payment will be made for trench excavation, embedment, and backfill under this Section. Include cost in Bid Items for all excavation and backfill associated with the placement and construction of: underground piping, boxes, manholes and associated appurtenances including conduit, or duct work. B. If Special Excavation is allowed, based on the Engineer’s direction, and indicated in Section 00300 – Bid Proposal as an Extra Item, measurement will be on a cubic yard basis, measured in place, without deduction for space occupied by portions of pipes, ducts, or other structures left in place across trenches excavated under this item. 1. Payment for Special Excavation shall include: a. Dewatering and surface water control. b. Protection of pipes, ducts, or other structures encountered including bracing, shoring, and sheeting necessary for support. c. Replacement of pipes, ducts, or structures damaged by special excavation operations, except where payment for replacement is authorized by Engineer due to deteriorated condition of pipes, ducts, or structure. d. Temporary disconnecting, plugging, and reconnecting of low volume water pipes, to allow machine excavation or augering, when approved by Engineer. Pipe for replacement shall be new and conform to specification requirements for type of existing pipe removed. e. Placement of material from Special Excavation. f. Geo-textile material and concrete trench dams required to complete the placement of material from Special Excavation. g. Re-sodding required for surface restoration within designated limits of Special Excavation. h. Disposal of excess excavated material not suitable for bedding or backfill, or not required for the Work. 2. The items listed below will not be included in payment for Special Excavation. Include cost in Bid Items for which the Work is a component: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 5/2013 02318 - 5 of 15 a. Trench safety system including sheeting and shoring. b. Utility piping installed in trenches excavated under this item. c. Removal and replacement of associated streets, driveways, and sidewalks. C. If Extra Hand Excavation is allowed, based on the Engineer’s direction, and indicated in Section 00300 – Bid Proposal as an Extra Item, measurement will be on a cubic yard basis, measured in place. 1. Payment for Extra Hand Excavation shall include: a. Dewatering and surface water control. b. Disposal of excess excavated material not suitable for bedding or backfill, or not required for the Work. c. Placement of material from Extra Hand Excavation. d. Re-sodding required for surface restoration within designated limits of Extra Hand Excavation. 2. The items listed below will not be included in payment for Special Excavation. Include cost in Bid Items for which the Work is a component.: a. Trench safety system including sheeting and shoring. b. Removal and replacement of associated streets, driveways, and sidewalks. D. If Extra Machine Excavation is allowed, based on the Engineer’s direction, and indicated in Section 00300 – Bid Proposal as an Extra Item, measurement will be on a cubic yard basis, measured in place. 1. Payment for Extra Machine Excavation shall include: a. Dewatering and surface water control. b. Disposal of excess excavated material not suitable for bedding or backfill, or not required for the Work. c. Placement of material from extra machine excavation. d. Re-sodding required for surface restoration within designated limits of Extra Machine Excavation. 2. The items listed below will not be included in payment for Special Excavation. Include cost in Bid Items for which the Work is a component: a. Trench safety system including sheeting and shoring. b. Removal and replacement of associated streets, driveways, and sidewalks. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 5/2013 02318 - 6 of 15 E. Refer to Section 01200 - Measurement and Payment Procedures. No payment will be made for delays in completion of Work resulting from Extra Item Work. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B. Submit a written description for information only of the planned typical method of excavation, backfill placement and compaction, including: 1. Sequence of work and coordination of activities. 2. Selected trench widths. 3. Procedures for foundation and embedment placement, and compaction. 4. Procedure for use of trench boxes and other pre-manufactured systems while assuring specified compaction against undisturbed soil. 5. Procedure for installation of Special Shoring at locations identified on the Plans. C. Submit product quality, material sources, and field quality information in accordance with this Section. D. Submit field red lines documenting location of Utilities as installed, referenced to survey Control Points, under the provisions of Section 01760 – Project Record Documents, 1.04C. Include location of utilities and structures encountered or rerouted. Give horizontal dimensions, elevations, inverts and gradients. 1.04 TESTING A. Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 – Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A. Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500 – Temporary Facilities and Controls. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 5/2013 02318 - 7 of 15 1.06 SPECIAL SHORING DESIGN REQUIREMENTS A. Special Shoring shall be, in accordance with Section 01570 – Trench Safety System, designed by a Professional Engineer, licensed by the State of Texas, At Contractor’s expense. B. Special Shoring shall be designed to provide support for the sides of the excavations, including soils and hydrostatic ground water pressures as applicable, and to prevent ground movements affecting adjacent installations or improvements such as structures, pavements and utilities. C. Special Shoring may be a pre-manufactured system or a field fabricated system that meets the requirements of the Work. 2.0 P R O D U C T S 2.01 MATERIALS A. Contractor shall provide materials used as embedment, backfill, back-dressing, and embankment identified on the Plans in accordance with Section 02255 – Bedding, Backfill and Embankment Material. B. Manufactured materials, such as crushed concrete, may be substituted for natural soil or rock products where indicated in the product specification, and approved by the Engineer, provided that the physical property criteria are determined to be satisfactory by testing. C. Geotextile (Filter Fabric): Conform to requirements of Section 02370 – Geotextile. D. Concrete for Trench Dams: Concrete backfill or 3 sack premixed (bag) concrete. E. Timber Shoring Left in Place: Untreated oak. 2.02 EQUIPMENT A. Perform excavation with track mounted excavator or other equipment suitable for achieving the requirements of this Section. B. Use only hand-operated tamping equipment until a minimum cover of 12 inches is obtained over pipes, conduits, and ducts. Do not use heavy compacting equipment until adequate cover is attained to prevent damage to pipes, conduits, or ducts. C. Use trench shields or other Protective Systems or Shoring Systems which are designed and operated to achieve placement and compaction of backfill directly against undisturbed native soil. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 5/2013 02318 - 8 of 15 D. Use Special Shoring systems where required which may consist of braced sheeting, braced soldier piles and lagging, slide rail systems, or other systems meeting the Special Shoring design requirements. 3.0 E X E C U T I O N 3.01 PREPARATION A. Employ a Trench Safety Program as specified in Section 01570 – Trench Safety Systems. B. Install and operate necessary dewatering and surface water control measures conform to Section 01564 – Control of Ground Water and Surface Water. C. Remove existing pavements and structures, including sidewalks and driveways, to conform with requirements of Section 02220 – Site Demolition, as applicable. D. Area shall be cleared and grubbed under the provisions of Section 02200 – Site Preparation prior to excavation. E. Strip and stockpile topsoil under the provisions of Section 02200 – Site Preparation F. Schedule work so that pipe embedment can be completed on the same day that acceptable foundation has been achieved for each section of pipe installation, manhole, or other structures. 3.02 EXCAVATION A. Except as otherwise specified or shown on the Plans, install underground utilities in open cut trenches with vertical sides. B. Perform excavation work so that pipe, conduit, and ducts can be installed to depths and alignments shown on the Plans. Avoid disturbing surrounding ground and existing facilities and improvements. C. Determine trench excavation widths using the following schedule as related to pipe outside diameter (O.D.). Maximum trench width shall be the minimum trench width plus 24 inches. NOMINAL PIPE SIZE, INCHES MINIMUM TRENCH WIDTH, INCHES Less than 18 O.D. + 18 18 to 30 O.D. + 24 Greater than 30 O.D. + 36 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 5/2013 02318 - 9 of 15 D. Use sufficient trench width or benches above the embedment zone for installation of well point headers or manifolds and pumps where depth of trench makes it uneconomical or impractical to pump from the surface elevation. Provide sufficient space between shoring cross braces to permit equipment operations and handling of forms, pipe, embedment and backfill, and other materials. E. Upon discovery of unknown utilities, badly deteriorated utilities not designated for removal, or concealed conditions, discontinue work at that location. Notify the Engineer and obtain instructions before proceeding. F. Shoring of Trench Walls. 1. Install Special Shoring in advance of trench excavation or simultaneously with the trench excavation, so that the soils within the full height of the trench excavation walls will remain fully laterally supported at all times. 2. For all types of shoring, support trench walls in the pipe embedment zone throughout the installation. Provide trench wall supports sufficiently tight to prevent washing the trench wall soil out from behind the trench wall support. 3. Unless otherwise directed by the Engineer, leave sheeting driven into or below the pipe embedment zone in place to preclude loss of support of foundation and embedment materials. Leave rangers, walers, and braces in place as long as required to support sheeting, which has been cut off, and the trench wall in the vicinity of the pipe zone. 4. Employ special methods for maintaining the integrity of embedment or foundation material. Before moving supports, place and compact embedment to sufficient depths to provide protection of pipe and stability of trench walls. As supports are moved, finish placing and compacting embedment. 5. If sheeting or other shoring is used below top of the pipe embedment zone, do not disturb pipe foundation and embedment materials by subsequent removal. Maximum thickness of removable sheeting extending into the embedment zone 1 inch. Fill voids left on removal of supports with compacted backfill material. G. Use of Trench Shields. When a trench shield (trench box) is used as a worker safety device, the following requirements apply: 1. Make trench excavations of sufficient width to allow shield to be lifted or pulled freely, without damage to the trench sidewalls. 2. Move trench shields so that pipe, and backfill materials, after placement and compaction, are not damaged nor disturbed, nor the degree of compaction reduced. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 5/2013 02318 - 10 of 15 3. When required, place, spread, and compact pipe foundation and bedding materials beneath the shield. For backfill above bedding, move the shield as backfill is placed and ramped in. Place and compact backfill materials against undisturbed trench walls and foundation. 4. Maintain trench shield in position to allow sampling and testing to be performed in a safe manner. 3.03 TRENCH FOUNDATION A. Excavate bottom of trench to uniform grade to achieve stable trench conditions and satisfactory compaction of foundation or bedding materials. B. Place trench dams in Class I foundations in line segments longer than 100 feet between manholes, and not less than one in every 500 feet of pipe placed. Install additional dams as needed to achieve workable construction conditions. Do not place trench dams closer than 5 feet from manholes. 3.04 PIPE EMBEDMENT PLACEMENT AND COMPACTION A. Immediately prior to placement of embedment materials, the bottoms and sidewalls of trenches shall be free of loose, sloughing, caving, or otherwise unsuitable soil. B. Place Geotextile, if specified, to prevent particle migration from the in-situ into open- graded (Class I) embedment materials or drainage layers. C. Place embedment including bedding, haunching and initial backfill to meet requirements indicated on Plans. PVC & HDPE require cement stabilized sand bedding and backfill to one foot below subgrade or below grade if under pavement, or one foot above top of pipe if not under pavement. D. For pipe installation, manually spread embedment materials around the pipe to provide uniform bearing and side support when compacted. Do not allow materials to free-fall from heights greater than 24 inches above top of pipe. Perform placement and compaction directly against the undisturbed soils in the trench sidewalls, or against sheeting which is to remain in place. E. Do not place trench shields or shoring within height of the embedment zone unless means to maintain the density of compacted embedment material are used. If moveable supports are used in embedment zone, lift the supports incrementally to allow placement and compaction of the material against undisturbed soil. F. Do not damage coatings or wrappings of pipes during backfilling and compacting operations. When embedding coated or wrapped pipes, do not use crushed stone or other sharp, angular aggregates. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 5/2013 02318 - 11 of 15 G. Place haunching material manually around the pipe and compact it to provide uniform bearing and side support. If necessary, hold small-diameter or lightweight pipe in place during compaction of haunch areas and placement beside the pipe with sand bags or other suitable means. H. Place electrical conduit directly on foundation without bedding. I. Shovel pipe embedment material in place and compact it using pneumatic tampers in restricted spaces, and vibratory-plate compactors or engine-powered jumping jacks in unrestricted spaces. Compact each lift before proceeding with placement of the next lift. 1. Class I embedment materials. a. Maximum 6-inches compacted lift thickness. b. Systematic compaction by at least two passes of vibrating equipment. Increase compaction effort as necessary to effectively embed the pipe to meet the deflection test criteria. c. Moisture content as determined by Contractor for effective compaction without softening the soil of trench bottom, foundation or trench walls. 2. Class II embedment and cement stabilized sand. a. Maximum 6-inches compacted thickness. b. Compaction by methods determined by Contractor to achieve a minimum of 95 percent of the maximum dry density as determined according to ASTM D 698 for Class II materials and according to ASTM D 558 for cement stabilized materials. c. Moisture content of Class II materials within 3 percent of optimum as determined according to ASTM D 698. Moisture content of cement stabilized sands on the dry side of optimum as determined according to ASTM D 558 but sufficient for effective hydration. J. Place trench dams in Class I embedments in line segments longer than 100 feet between manholes, and not less than one in every 500 feet of pipe placed. Install additional dams as needed to achieve workable construction conditions. Do not place trench dams closer than 5 feet from manholes. 3.05 TRENCH ZONE BACKFILL PLACEMENT AND COMPACTION A. Place backfill for pipe or conduits and restore surface as soon as practicable. Leave only the minimum length of trench open as necessary for construction. Backfill placement and compaction shall apply to all soils excavated for the trench especially including any areas that were “benched” or over-excavated in place of trenched shoring. All disturbed soils generated during excavation, whether inside the trench or associated with it, shall be considered to fall under this requirement. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 5/2013 02318 - 12 of 15 B. Where damage to completed pipe installation work is likely to result from withdrawal of sheeting, leave the sheeting in place. Cut off sheeting 1.5 feet or more above the crown of the pipe. Remove trench supports within 5 feet from the ground surface. C. For sewer pipes, use backfill materials described here as determined by trench limits. As trench zone backfill in paved areas for streets and to one foot back of curbs and pavements, use cement stabilized sand for pipe of nominal sizes less than 36 inches, or Bank Sand for pipe of nominal sizes 36 inches and larger as indicated on the Drawings. Uniformly backfill trenches unless specified otherwise according to the paved area criteria. Use select backfill within one foot below pavement subgrade for rigid pavement. For asphalt concrete, use flexible base material within one foot below pavement subgrade. D. For water lines, backfill in trench zone, including auger pits, with Bank Sand, Select Fill, or Random Fill material as specified in this Section. E. For trench excavations under pavement, place trench zone backfill in lifts and compact by methods indicated below. Fully compact each lift before placement of the next lift. 1. Bank Sand. a. Maximum 9-inches compacted lift thickness. b. Compaction by vibratory equipment to a minimum of 95 percent of the maximum dry density determined according to ASTM D 698. c. Moisture content within 3 percent of optimum determined according to ASTM D 698 2. Cement Stabilized Sand. a. Maximum lift thickness determined by Contractor to achieve uniform placement and required compaction, but not exceeding 24 inches. b. Compaction by vibratory equipment to a minimum of 95 percent of the maximum dry density determined according to ASTM D 558. c. Moisture content on the dry side of optimum determined according to ASTM D 558 but sufficient for cement hydration. 3. Select Fill. a. Maximum 6-inches compacted thickness. b. Compaction by equipment providing tamping or kneading impact to a minimum of 95 percent of the maximum dry density determined according to ASTM D 698. c. Moisture content within 2 percent of optimum determined according to ASTM D 698. F. For trench excavations outside pavements, a Random Fill of suitable material may be used in the trench zone. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 5/2013 02318 - 13 of 15 1. Fat clays (CH) may be used as trench zone backfill outside paved areas at the Contractor’s option. If the required density is not achieved, the Contractor, at his option and at no additional cost to the Owner, may use lime stabilization to achieve compaction requirements or use a different suitable material. 2. Maximum 9-inch compacted lift thickness for clayey soils and maximum 12- inch lift thickness for granular soils. 3. Compact to a minimum of 90 percent of the maximum dry density determined according to ASTM D 698, or to same density as adjacent soils. 4. Moisture content as necessary to achieve density. 3.06 MANHOLES, JUNCTION BOXES AND OTHER PIPELINE STRUCTURES A. Meet the requirements of adjoining utility installations for backfill of pipeline structures, as shown on the Plans. 3.07 FIELD QUALITY CONTROL A. Quality Control 1. The Engineer may sample and test backfill at: a. Sources including borrow pits, production plants and Contractor's designated off-site stockpiles. b. On-site stockpiles. c. Materials placed in the Work. 2. The Engineer may resample material at any stage of work or location if changes in characteristics are apparent. B. Production Verification Testing: The Owner’s testing laboratory will provide verification testing on backfill materials, as directed by the Engineer. Samples may be taken at the source or at the production plant, as applicable. C. Provide excavation and Trench Safety Systems at locations and to depths required for testing and retesting during construction. D. Tests will be performed on a minimum of three different samples of each material type for plasticity characteristics, in accordance with ASTM D 4318, and for gradation characteristics, in accordance with Tex-101-E and Tex-110-E. Additional classification tests will be performed whenever there is a noticeable change in material gradation or plasticity. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 5/2013 02318 - 14 of 15 E. At least three tests for moisture-density relationships will be performed initially for backfill materials in accordance with ASTM D 698, and for cement stabilized sand in accordance with ASTM D 558. Additional moisture-density relationship tests will be performed whenever there is a noticeable change in material gradation or plasticity. F. In-place density tests of compacted pipe foundation, embedment and trench zone backfill soil materials will be performed according to ASTM D 1556, or ASTM D 2922 and ASTM D 3017, and at the following frequencies and conditions. 1. A minimum of one test for every 100 linear feet measured along pipe for compacted embedment and for every 100 linear feet measured along pipe for compacted trench zone backfill material. Testing shall be performed for each lift thickness for different backfill material specified in Item 3.05. 2. A minimum of three density tests for each full shift of Work when backfill is placed. 3. Density tests will be distributed among the placement areas. Placement areas are: foundation, bedding, haunching, initial backfill and trench zone. 4. The number of tests will be increased if inspection determines that soil type or moisture content are not uniform or if compacting effort is variable and not considered sufficient to attain uniform density, as specified. 5. Density tests may be performed at various depths below the fill surface by pit excavation. Material in previously placed lifts may therefore be subject to acceptance/rejection. 6. Two verification tests will be performed adjacent to in-place tests showing density less than the acceptance criteria. Placement will be rejected unless both verification tests show acceptable results. 7. Re-compacted placement will be retested at the same frequency as the first test series, including verification tests. G. Recondition, re-compact, and retest at Contractor's expense if tests indicate Work does not meet specified compaction requirements. For Cement Stabilized Sand with nonconforming density, core and test for compressive strength at Contractor's expense. H. Acceptability of crushed rock compaction will be determined by inspection. 3.08 CLEAN-UP AND RESTORATION A. Perform clean-up and restoration in and around construction zone in accordance with Section 01140 – Contractor’s Use of Premises. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 5/2013 02318 - 15 of 15 3.09 PROTECTION OF THE WORK A. Maintain excavation and embankment areas until start of subsequent work. Repair and re-compact slides, washouts, settlements, or areas with loss of density at no cost to the Owner B. Prevent erosion at all times. Do not allow water to pond in excavations. C. Distribute construction traffic evenly over compacted areas, where practical, to aid in obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting. D. Coordinate excavation within 15 feet of existing utilities with utility representative. Excavate by hand to locate existing utility, support utility with methods agreed upon by utility representative. All work shall be subsidiary to bid items in Section 00300 Bid Proposal. No additional cost to City. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EMBANKMENT 5/2013 02330 - 1 of 5 Section 02330 EMBANKMENT 1.0 G E N E R A L 1.01 SECTION INCLUDES A Construction of embankments with excess excavated material and borrow. B References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 – Submittals 3. Section 01760 – Project Record Documents 4. Section 01570 – Trench Safety System 5. Section 01450 – Testing Laboratory Services 6. Section 01500 – Temporary Facilities and Controls 7. Section 02255 – Bedding, Backfill and Embankment Material 8. Section 02910 – Topsoil 9. Section 01564 – Control of Ground Water and Surface Water 10. Section 01720 – Field Surveying 11. Section 02220 – Site Demolition 12. Section 02200 – Site Preparation 13. Section 01140 – Contractor’s Use of Premises C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 698, “Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort” b. ASTM D 1556, “Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method” c. ASTM D 2922, “Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (Shallow Depth)” d. ASTM D 3017, “Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)” 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for Embankment under this Section. Include cost in Bid Items for which this Work is a component. B If embankment is included as a Bid Item, measurement will be based on the Units shown in Section 00300 – Bid Proposal and in accordance with Section 01200 – Measurement and Payment Procedures. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EMBANKMENT 5/2013 02330 - 2 of 5 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B Submit product quality, material sources, and field quality information in accordance with this Section. C Submit field red lines documenting location of embankments as installed, referenced to survey Control Points, under the provisions of Section 01760 – Project Record Documents, 1.04C. Include location of utilities and structures encountered or rerouted. Give horizontal dimensions, elevations, inverts and gradients. D Submit a Trench Safety Plan under the provisions of Section 01570 – Trench Safety System that included measures that establish compliance with the standard interpretation of the General Duty Clause, Section 5.(a)(1), of the Occupational Safety and Health Act of 1970 – 20 USC 654 which states, “Employers must shore or otherwise protect employees who walk/work at the base of an embankment from possible collapse.” 1.04 TESTING A Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 – Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500 – Temporary Facilities and Controls. 2.0 P R O D U C T S 2.01 MATERIALS A Contractor shall provide materials used as embedment, backfill, back-dressing, and embankment identified on the Plans in accordance with Section 02255 – Bedding, Backfill and Embankment Material. B Topsoil: Conform to requirements of Section 02910 – Topsoil. C Borrow Material: Conform to requirements of intended use. Take borrow material from sources approved by Engineer. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EMBANKMENT 5/2013 02330 - 3 of 5 3.0 E X E C U T I O N 3.01 EXAMINATION A Verify borrow and excess excavated materials to be reused, are approved. B Verify removals, and clearing and grubbing operations, have been completed. C Verify backfill of new or relocated utilities and structures, below future grade, is complete. 3.02 PREPARATION A Employ a Trench Safety Plan as specified in Section 01570 – Trench Safety Systems. B Install and operate necessary dewatering and surface water control measures in accordance with requirements of Section 01564 – Control of Ground Water and Surface Water. C Identify required lines, levels, and datum. Coordinate with Section 01720 – Field Surveying. D Remove existing pavements and structures, including sidewalks and driveways, in conformance with requirements of Section 02220 – Site Demolition, as applicable. E Area shall be cleared and grubbed under the provisions of Section 02200 – Site Preparation prior to placing embankment or opening borrow source. F Strip and stockpile topsoil under the provisions of Section 02200 – Site Preparation. G Backfill test pits, or stump holes and other surface irregularities such as small swales with embankment materials and compact in proper lift depths according to the compaction requirements of this Section. H Areas of unsuitable material shall be removed, backfilled with embankment materials and compacted in proper lift depths according to the compaction requirements of this Section. I Upon discovery of unknown or badly deteriorated utilities, or concealed conditions, discontinue work. Notify Engineer and obtain instructions before proceeding in such areas. 3.03 PLACEMENT AND COMPACTION A Do not conduct placement operations during inclement weather or when existing ground or embankment materials exceed 3 percent of optimum moisture content. Contractor may manipulate wet material to facilitate drying, by disking or windrowing, at Contractor’s expense. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EMBANKMENT 5/2013 02330 - 4 of 5 B Do not place embankment material until density and moisture content of previously placed material complies with specified requirements. C Scarify areas to receive embankment to a minimum depth of 4 inches to bond existing and new materials. Mix with first layer of embankment material. D Spread embankment material evenly, from dumped piles or windrows, into horizontal layers approximately parallel to finished grade. Place to meet specified compacted thickness. Break clods and lumps and mix materials by blading, harrowing, discing, or other approved method. Each layer shall extend across full width of embankment. E Each layer shall be homogeneous and contain uniform moisture content before compaction. Mix dissimilar abutting materials to prevent abrupt changes in composition of embankment. F Layers shall not exceed depth as indicated on the Plans. G Where shown on Plans for steep slopes, cut benches into slope and scarify before placing embankment. Place increasingly wide horizontal layers of specified depth, to the level of each bench. H Build embankment layers on back slopes, adjacent to existing roadbeds, to level of old roadbed. Scarify top of old roadbed to minimum depth of four inches and re-compact with next layer. I Construct to lines and grades shown on Plans. 3.04 COMPACTION REQUIREMENTS A Maintain moisture content of embankment materials to attain required compaction density. B Compact to minimum densities shown on the Plans with a moisture content of optimum to 3 percent above optimum as determined by ASTM D 698. 3.05 TOLERANCES A Top of compacted surface: Plus or minus 1/2 inch in cross section, or in 16 foot length. 3.06 FIELD QUALITY CONTROL A Compaction testing will be performed in accordance with ASTM D 1556 or ASTM D 2922 and ASTM D 3017 under provisions of Section 01450 – Testing Laboratory Services. B A minimum of three tests will be taken for each 1,000 linear feet per lane of roadway or 500 square yards of embankment per lift. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND EMBANKMENT 5/2013 02330 - 5 of 5 C If tests indicate work does not meet specified compaction requirements, recondition, re-compact, and retest at Contractor’s expense. 3.07 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140 – Contractor’s Use of Premises. B In unpaved areas, grade surface as a uniform slope from installed appurtenances to natural grade and stabilize as indicated on Plans. 3.08 PROTECTION OF THE WORK A Maintain all embankment areas in good condition until completion of Work. B Repair and re-compact slides, washouts, settlements, areas with loss of density, or excavation damaged by Contractor’s operations at no additional cost to Owner. C Distribute construction traffic evenly over compacted areas, where practical, to aid in obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SUBGRADE 5/2013 02335 - 1 of 10 Section 02335 SUBGRADE 1.0 G E N E R A L 1.01 SECTION INCLUDES A. Foundation course of lime and Portland Cement stabilized in situ subgrade material. B. References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 – Submittals 3. Section 01450 – Testing Laboratory Services 4. Section 01500 – Temporary Facilities and Controls 5. Section 01564 – Control of Ground Water and Surface Water 6. Section 01720 – Field Surveying 7. Section 01140 – Contractor’s Use of Premises C. Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 4318, “Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils” b. ASTM D 698, “Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort” c. ASTM D 1556, “Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method” d. ASTM D 2922, “Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (Shallow Depth)” e. ASTM D 3017, “Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)” f. ASTM C 150 - Standard Specification for Portland Cement. g. ASTM D 558 - Standard Test Method for Moisture-Density Relations of Soil-Cement-Mixtures. 1.02 MEASUREMENT AND PAYMENT A. Measurement for subgrade is on a square yard basis. Separate payment will be made for each different required type and thickness of stabilized Subgrade. Limits of measurement shall match actual pavement replaced, but no greater than maximum pavement replacement limits shown on Drawings. Limits for measurement will be extended to include installed stabilized subgrade material that extends 2 foot beyond outside edge of pavement to be replaced, except where proposed pavement section Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SUBGRADE 5/2013 02335 - 2 of 10 shares common longitudinal or transverse edge with existing pavement section. No payment will be made for stabilized subgrade in areas beyond these limits. B. Measurement for hydrated lime and quicklime is by the ton of 2,000 pounds dry- weight basis, determined by the area to be covered and the rate of application. Do not include cost of hydrated lime or quicklime in Bid Item for subgrade. C. Measurement for lime slurry is by the ton of 2,000 pounds of lime calculated on the percentage by weight of dry solids for the grade of slurry. Do not include cost of lime slurry in Bid Item for subgrade. D. Measurement for Portland Cement is by the ton of 2,000 pounds of dry weight basis. Do not include cost of Portland Cement in Bid Item for subgrade. E. Refer to Section 01200 – Measurement and Payment Procedures. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B. Submit certificates stating that hydrated lime, commercial lime slurry and quicklime complies with the requirements in this Section. C. Submit weight tickets, certified by supplier, with each bulk delivery of lime to Project Site. D. Submit manufacturer's description and characteristics for rotary speed mixer and compaction equipment for approval. 1.04 TESTING AND SAMPLING A. Testing will be performed under provisions of Section 01450 – Testing Laboratory Services. B. Tests and analysis of soil materials will be performed in accordance with ASTM D 4318. C. Sampling and testing of lime slurry shall be in accordance with Tex-600-J. D. Sample mixtures of Portland Cement, hydrated lime or quicklime in slurry form will be tested to establish compliance with the requirements in this Section. E. Soil will be evaluated to establish percent of hydrated lime, quicklime, or lime slurry to be applied to subgrade material. F. Moisture-density relationship will be established on material sample from roadway, after stabilization, in accordance with ASTM D 698. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SUBGRADE 5/2013 02335 - 3 of 10 G. Soil will be evaluated to establish ratio of cement to soil to obtain desired stability. Normal range is 6 percent to 10 percent by weight. H. The percentage of moisture in soil, at time of cement application, will be determined by ASTM D 558. Moisture will not be allowed to exceed quantity that will permit uniform, complete mixture of soil and cement during dry mixing operations nor specified optimum moisture content for soil cement mixture, as determined. 1.05 PROTECTION OF PEOPLE AND PROPERTY A. Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500 – Temporary Facilities and Controls. 1.06 DELIVERY, STORAGE, AND HANDLING A. Bagged lime shall bear manufacturer's name, product identification, and certified weight. Bags varying more than 5 percent of certified weight may be rejected; average weight of 50 random bags in each shipment shall not be less than certified weight. B. Store lime in weatherproof enclosures. Protect lime from ground dampness. C. Quicklime can be dangerous; exercise extreme caution if used for the Work. Contractor shall become informed about recommended precautions in the handling, storage and use of quicklime. 2.0 P R O D U C T S 2.01 WATER A. Water shall be clean; clear; and free from oil, acids, alkali, or organic matter. 2.02 LIME A. Type A - Hydrated Lime: Dry material consisting essentially of calcium hydroxide or mixture of calcium hydroxide and an allowable percentage of calcium oxide and magnesium hydroxide. B. Type B - Lime Slurry: Liquid mixture consisting essentially of lime solids and water in slurry form. Water or liquid portion shall not contain dissolved material in sufficient quantity to be injurious or objectionable for purpose intended. C. Type C - Quicklime: Dry material consisting essentially of calcium oxide. Furnish quicklime in either of the following grades: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SUBGRADE 5/2013 02335 - 4 of 10 1. Grade DS: Pebble quicklime of a gradation suitable for use in the preparation of a slurry for wet placing. 2. Grade S: Finely-graded quicklime for use in the preparation of a slurry for wet placing. Do not use Grade S quicklime for dry placing. (So called “Blue Lime” is not acceptable.) D. Lime shall conform to following requirements: CHEMICAL COMPOSITION TYPE A B C Active lime content, % by weight Ca(OH)2 + CaO 90.0 min1 87.0 min2 - Unhydrated lime content, % by weight CaO 5.0 max - 87.0 min Free water content, % by weight H2O 5.0 max - - SIZING Wet Sieve, as % by weight residue retained: No. 6 0.2 max 0.2 max2 8.0 max3 No. 30 4.0 max 4.0 max2 - Dry sieve, as % by weight residue retained: 1-inch - - 0.0 3/4-inch - - 10.0 max Notes: 1 Maximum 5.0% by weight CaO shall be allowed in determining total active lime content. 2 Maximum solids content of slurry. 3 Total active lime content, as CaO, in material retained on the No. 6 sieve shall not exceed 2.0% by weight of original Type C lime. E. Lime Slurry may be delivered to the Project Site as Commercial Lime Slurry, or may be prepared at the Project Site using Hydrated Lime or Quicklime. The slurry shall be free of liquids other than water and shall be of a consistency that can be handled and uniformly applied without difficulty. 2.03 PORTLAND CEMENT (ONLY WHEN DIRECTED BY ENGINEER) A. ASTM C 150 Type I, bulk or sacked. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SUBGRADE 5/2013 02335 - 5 of 10 2.04 SOIL A. Provide soil consisting of approved material free from vegetation or other objectable matter encountered in existing roadbed. 3.0 E X E C U T I O N 3.01 EXAMINATION A. Verify backfill of new or relocated utilities and structures below future grade is complete. B. Verify compacted subgrade is ready to support imposed loads. C. Verify subgrade lines and grades are correct. 3.02 PREPARATION A. Install and operate necessary dewatering and surface water control measures in accordance with requirements of Section 01564 – Control of Ground Water and Surface Water. B. Identify required lines, levels, and datum. Coordinate with Section 01720 – Field Surveying. C. Cut material to bottom of subgrade using an approved cutting and pulverizing machine meeting following requirements: 1. Cutters accurately provide a smooth surface over entire width of cut to plane of secondary grade. 2. Visible indication that cut is to proper depth. D. Alternatively, scarify or excavate to bottom of stabilized subgrade. Remove material or windrow to expose secondary grade. Correct wet or unstable material below secondary grade by scarifying, adding lime, and compacting. Obtain uniform stability. E. Upon discovery of unknown or badly deteriorated utilities, or concealed conditions, discontinue work. Notify Engineer and obtain instructions before proceeding in such areas. 3.03 LIME SLURRY APPLICATION A. Mix hydrated lime or quicklime with water to form a slurry of the solids content specified. Commercial lime slurry shall have dry solids content as specified. Conform to cautionary requirements in this Section, 1.06C, concerning use of quicklime. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SUBGRADE 5/2013 02335 - 6 of 10 B. Apply slurry with a distributor truck equipped with an agitator to keep lime and water in a consistent mixture. Make successive passes over measured section of roadway to attain proper moisture and lime content. Limit spreading to an area where preliminary mixing operations can be completed on the same working day. 3.04 PRELIMINARY MIXING A. Do not mix and place material when temperature is below 40 degrees F and falling. Base may be placed when temperature taken in shade and away from artificial heat is above 35 degrees F and rising. B. Use approved single-pass or multiple-pass rotary speed mixers to mix soil, lime, and water to required depth. Obtain a homogeneous friable mixture free of clods and lumps. C. Shape mixed subgrade to final lines and grades. D. Seal subgrade as a precaution against heavy rainfall by rolling lightly with light pneumatic rollers. E. Cure soil-lime material for 1 to 4 days. Keep subgrade moist during cure. 3.05 FINAL MIXING A. Use approved single-pass or multiple-pass rotary speed mixers to uniformly mix cured soil and lime to required depth. B. Add water to bring moisture content of soil mixture to a minimum of optimum or above. C. Mix and pulverize until all material passes a 1 inch sieve; a minimum of 90 percent, excluding non-slaking fractions, passes a 3/4-inch sieve; and a minimum of 65 percent excluding non-slaking fractions passes a No. 4 sieve. D. Shape mixed subgrade to final lines and grades. E. Do not expose hydrated lime to open air for more than 6 hours during interval between application and mixing. Avoid excessive hydrated lime loss due to washing or blowing. 3.06 MIXING - PORTLAND CEMENT (ONLY WHEN DIRECTED BY ENGINEER) A. Do not place and mix cement when temperature is below 40 degrees F and falling. Place Portland Cement base when temperature taken in shade and away from artificial heat is above 35 degrees F and rising. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SUBGRADE 5/2013 02335 - 7 of 10 B. Spread cement uniformly on soil at rate specified by laboratory. When bulk cement spreader is used, position it by string lines or other approved method to ensure uniform distribution of cement. Apply cement only to area where operations can be continuous and completed in daylight, within 1 hour of application. Amount of moisture in soil at time of cement placement shall not exceed quantity that will permit uniform mixture of soil and cement during dry mixing operations. Do not exceed specified optimum moisture content for soil cement mixture. C. Do not allow equipment other than that used in spreading and mixing, to pass over freshly spread cement until it is mixed with soil. D. Dry mix cement with soil after cement application. Continue mixing until cement has been sufficiently blended with soil to prevent formation of cement balls when water is applied. Mixture of soil and cement that has not been compacted and finished shall not remain undisturbed for more than 30 minutes. E. Immediately after dry mixing is complete, uniformly apply water as necessary and incorporate it into mixture. Pressurized equipment must provide adequate supply to ensure continuous application of required amount of water to sections being processed within 3 hours of cement application. Ensure proper moisture distribution at all times. After last increment of water has been added, continue mixing until thorough and uniform mix has been obtained. F. Ensure percentage of moisture in mixture, based on dry weights, is within 2 percentage points of specified optimum moisture content prior to compaction. When uncompacted soil cement mixture is wetted by rain indicating that average moisture content exceeds tolerance given at time of final compaction, reconstruct entire section in accordance with this Section at no additional cost to City. 3.07 COMPACTION - LIME SUBGRADE A. Aerate or sprinkle to attain optimum moisture content as determined by Testing Laboratory. Remove and reconstruct sections where average moisture content exceeds ranges specified at time of final compaction. B. Start compaction immediately after final mixing, unless approved by Engineer. C. Spread and compact in two or more approximately equal layers where total compacted thickness is to be greater than 8 inches. D. Compact with approved heavy pneumatic or vibrating rollers, or a combination of tamping rollers and light pneumatic rollers. Begin compaction at the bottom and continue until entire depth is uniformly compacted. E. Do not allow stabilized base to mix with underlying material. Correct irregularities or weak spots immediately by replacing material and re-compacting. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SUBGRADE 5/2013 02335 - 8 of 10 F. Compact to following minimum densities at a moisture content of optimum to 3 percent above optimum as determined by ASTM D 698, unless otherwise indicated on the Plans: 1. Areas to receive pavement without subsequent base course: Minimum density of 98 percent of maximum dry density. 2. Areas to receive subsequent base course: Minimum density of 95 percent of maximum dry density. G. Seal with approved light pneumatic tired rollers: Prevent surface hair line cracking. Rework and re-compact at areas where hair line cracking develops. H. Contractor shall conduct operations to minimize elapsed time between mixing and compacting stabilized subgrade in order to take advantage of rapid initial set characteristics. Complete compaction within 2 hours of commencing compaction and not more than 6 hours after adding and mixing the last stabilizing agent. 3.08 COMPACTION - PORTLAND CEMENT SUBGRADE (ONLY WHEN DIRECTED BY ENGINEER) A. Prior to beginning compaction, ensure mixture is in loose condition for its full depth. Uniformly compact the loose mixture to specified density, lines and grades. B. After soil and cement mixture is compacted, apply water uniformly as needed and mix thoroughly. Then reshape surface to required lines, grades and cross section and lightly scarify to loosen imprints left by compacting or shaping equipment. C. Roll resulting surface with pneumatic-tired roller and “skin” surface with power grader. Thoroughly compact mixture with pneumatic roller, adding small increments of moisture, as needed. When aggregate larger than No. 4 sieve is present in mixture, make one complete coverage of section with flat-wheel roller immediately after skinning operation. When approved by Project Manager, surface finishing methods may be varied from this procedure, provided dense uniform surface, free of surface compaction planes, is produced. Maintain moisture content of surface material at its specified optimum during finishing operations. Compact and finish surface within period not to exceed 2 hours, to produce smooth, closely knit surface, free of cracks, ridges, or loose material, conforming to crown, grade and line shown on Drawings within period not to exceed 2 hours. 3.09 CURING A. Moist cure for a minimum of 3 days before placing base or surface course, or opening to traffic. Time may be adjusted as approved by Engineer. Subgrade may be opened to traffic after 2 days if adequate strength has been attained to prevent damage. Restrict traffic to light pneumatic rollers or vehicles weighing less than 10 tons. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SUBGRADE 5/2013 02335 - 9 of 10 B. Keep subgrade surface damp by sprinkling. Roll with light pneumatic roller to keep surface knit together. C. Place base, surface, or seal course within 14 days after final mixing and compaction unless prior approval is obtained from Engineer. 3.10 TOLERANCES A. Top of compacted surface: Plus or minus 1/4 inch in cross section or in 16 foot length. 3.11 FIELD QUALITY CONTROL A. A minimum of three phenolphthalein test will be made at random locations per 1000 linear feet per lane of roadway or 500 square yards of base to determine in-place depth. B. Contractor may, at his own expense, request additional cores in the vicinity of cores indicating nonconforming in-place depths. If the average of the tests falls below the required depth, place and compact additional material at no cost to the Owner. C. Compaction Testing will be performed in accordance with ASTM D 1556 or ASTM D 2922 and ASTM D 3017 at random locations near depth determination tests. Three tests will be performed for each 1000 foot roadway section. Rework and re-compact areas that do not conform to compaction requirements at no cost to the Owner. 3.12 CLEAN-UP AND RESTORATION A. Perform clean-up and restoration in and around construction zone in accordance with Section 01140 – Contractor’s Use of Premises. B. Fill test pits with new compacted lime stabilized subgrade. C. Completed surface shall be smooth and conform to typical section and established lines and grades. D. In unpaved areas, grade surface as a uniform slope from installed appurtenances to natural grade and stabilize as indicated on Plans. 3.13 PROTECTION OF THE WORK A. Maintain stabilized Subgrade to lines and grades and in good condition until placement of base or surface course. B. Protect the asphalt membrane, if used, from being picked up by traffic. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SUBGRADE 5/2013 02335 - 10 of 10 C. Repair settlements, areas with loss of density, or areas of subgrade damaged by Contractor's operations at no additional cost to Owner by replacing and re-compacting material to full depth. D. Distribute construction traffic evenly over compacted areas, where practical, to aid in obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND GEOTEXTILE 07/2006 02370 - 1 of 2 Section 02370 GEOTEXTILE 1.0 G E N E R A L 1.01 SECTION INCLUDES A Geotextile, also called filter fabric, in applications such as under a granular fill, as a pipe embedment wrap, around the exterior of a tunnel liner, or around the foundations of pipeline structures. B References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 – Submittals C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 4632, Standard Test Method for Grab Breaking Load and Elongation of Geotextiles” b. ASTM D 4533, “Standard Test Method for Trapezoid Tearing Strength of Geotextiles” c. ASTM D 4833, “Standard Test Method for Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products” d. ASTM D 3786, “Standard Test Method for Hydraulic Bursting strength of Textile Fabrics” e. ASTM D 4751, “Standard Test Method for Determining Apparent Opening Size of a Geotextile” f. ASTM D 4491, “Standard Test Method for Water Permeability of Geotextiles by Permittivity” 2. American Association of State Highway and Transportation Officials (AASHTO) 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,, no separate payment will be made for work performed under this Section. Include cost in Bid Items for Work requiring geotextile. B If Geotextile is included as a Bid Item, measurement will be based on the Units shown in Section 00300 – Bid Proposal and in accordance with Section 01200 – Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B Submit the standard manufacturer's catalog sheets and other pertinent information, for approval, prior to installation. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND GEOTEXTILE 07/2006 02370 - 2 of 2 C Submit installation methods, as a part of the work plan for tunneling or for excavation and backfill for utilities. Obtain approval from Engineer for Geotextile material and the proposed installation method prior to use of the geotextile. 2.0 P R O D U C T S 2.01 GEOTEXTILE A Provide a geotextile (filter fabric) designed for use in geotechnical applications which forms a permeable layer or media while retaining the soil matrix. B Use a fabric which meets the physical requirements for Class A Subsurface Drainage installation conditions as defined in AASHTO M288 and as specified in this Section, 2.02 “Properties”. 2.02 PROPERTIES A Material: Non-woven, non-biodegradable, fabric consisting only of continuous chain polymer filaments or yarns, at least 85 percent by weight poly-olefins, polyesters or polyamide, formed into a dimensionally stable network. B Chemical Resistance: Inert to commonly encountered chemicals and hydrocarbons over a pH range of 3 to 12. C Physical Resistance: Resistant to mildew and rot, ultraviolet light exposure, insects and rodents. D Minimum Test Values: PROPERTY VALUE (MIN) TEST METHOD Grab strength 180 lbs ASTM D 4632 Trapezoidal Tear Strength 50 lbs ASTM D 4533 Puncture Strength 80 lbs ASTM D 4833 Mullen Burst Strength 290 psi ASTM D 3786 Apparent Opening Size (1) 0.25 mm ASTM D 4751 Permittivity (sec-1) 0.2 ASTM D 4491 (1) Maximum average roll value 3.0 E X E C U T I O N - Not used END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES 02/2008 02417 - 1 of 6 Section 02417 AUGERING PIPE OR CASING FOR WATER LINES 1.0 G E N E R A L 1.01 SECTION INCLUDES A Installation of pipe and casing for water lines by methods of augering. B References to Technical Specifications: 1. Section 01570 – Trench Safety System 2. Section 01200 – Measurement and Payment Procedures 3. Section 01350 – Submittals 4. Section 01500 – Temporary Facilities and Controls 5. Section 02635 – Steel Pipe and Fittings 6. Section 02318 – Excavation and Backfill for Utilities 7. Section 01140 – Contractor’s Use of Premises C Referenced Standards: 1. American Association of State Highway and Transportation Officials (AASHTO) 1.02 MEASUREMENT AND PAYMENT UNIT PRICES A Measurement for augered casing with water pipe will be on a linear foot basis measured from end to end of the casing. B Payment of augered casing with water pipe will be full compensation for all labor, equipment, casing, water pipe, materials and supervision for construction complete in place including dewatering, augering, joints, spoil removal, pipe installation, grouting, utility adjustments, testing, and cleanup, and other work necessary for construction as shown on the Plans and as specified. C Measurement of augered water pipe will be on a linear foot basis along the axis of the pipe from auger pit to auger pit. D Payment of augered water pipe will be full compensation for labor, pipe, equipment, materials, and supervision for construction complete in place including dewatering, jacking, utility adjustments, testing, cleanup, and other work necessary for construction as shown on the Plans and as specified. E No separate payment will be made for auger pits and other excavations under this section. Include cost of excavation, surface restoration, pavement repair, etc., for auger pits or observation pits in Sections related to the open-cut utility installation portion of the Work. Include cost of trench safety for auger pits or observation pits in Section 01570 – Trench Safety Systems. F Refer to Section 01200 - Measurement and Payment Procedures. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES 02/2008 02417 - 2 of 6 1.03 SUBMITTALS A Submit product data in accordance with requirements of Section 01350 - Submittals. B Submit product data for casing insulators for approval. C Prior to commencement of work, furnish for the Engineer's approval, a plan showing pit locations. Approval of this plan will not relieve Contractor from responsibility to obtain specified results. D Show actual pit locations dimensioned on as-built drawings so that they can be identified in field. 1.04 REGULATORY REQUIREMENTS A Conform to Texas Department of Transportation for installations under state highways. Owner will obtain required permits for State Highway crossings. City will make submittal to TxDOT. Contractor will supply Traffic Control Plans. B Installations under railroads: 1. Secure and comply with requirements of right-of-entry for crossing railroad company's easement or right-of-way from railroad companies affected. Comply with railroad permit requirements. Submit copy to the Engineer. 2. Use dry auger method only. 3. No extra compensation for damages due to delays caused by the railroad requesting work to be done at hours which will not inconvenience the railroad. 4. Maintain minimum 35-foot clearance from centerline of tracks. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500 – Temporary Facilities and Controls. 1.06 CRITERIA FOR DETERMINING INSTALLATION LOADS A Pipes and casings shall be selected by the Contractor to carry overburden pressure and applicable surcharge and installation loads. B The criteria to be used for truck loading shall be HS-20 vehicle loading distributions in accordance with AASHTO. C The Contractor shall be responsible for the selection of the casing, pipe, and pipe joints to carry the thrust of the jacks or loads due to the pulling mechanism. D The Contractor shall select the diameter of the casing to meet the minimum dimensions defined in the Plans, and to permit practical installation (including skids, pipe spiders and shims, if applicable) and grouting, where required. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES 02/2008 02417 - 3 of 6 2.0 P R O D U C T S 2.01 MATERIALS A Piping and Fittings: As required by Plans. B Casings: Where required by Plans, in accordance with Section 02635 - Steel Pipe and Fittings. C Insulators: Where casings are required by Plans, casing insulator width 8 inches for pipe sizes 4 to 14 inches; 12 inches for pipe sizes 16 to 30 inches. 1. For welded steel pipe 12 inches and smaller, use Pipeline Seal & Insulator Model PE, or approved equal. 2. For other pipe materials, use Pipeline Seal & Insulator Model C8G-2 or approved equal for pipe sizes up to 12 inches. 3. For all pipe sizes above 12 inches, use Pipeline Seal & Insulator Model C12G-2 or approved equal. D Casing End Seals: Provide Pipeline Seal & Insulator Model C or approved equal. 3.0 E X E C U T I O N 3.01 GENERAL A Do not exceed 100 feet for length of auger hole for uncased PVC pipe less than 12 inches in diameter without intermediate pit. B Do not exceed 75 feet for length of auger hole for uncased PVC pipe 12 inches to 16 inches in diameter without intermediate pit. C Do not exceed 80 feet for length of auger hole for uncased PVC pipe greater than 16- inches in diameter without intermediate pit. 3.02 PREPARATION A Secure right-of-entry for crossing railroad company's easement or right-of-way. 3.03 JACKING A Comply with Section 01570 - Trench Safety Systems for all pits, access shafts, end trenches and other excavations relating to work required by this specification. B If grade of pipe at jacking end is below ground surface, excavate suitable pits or trenches for conducting jacking operations and for placing end joints of pipe. Wherever end trenches are cut in sides of embankment or beyond it, sheath securely and brace such work to prevent earth caving. C No more than one joint shall be made-up in pit or trench prior to jacking. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES 02/2008 02417 - 4 of 6 D Construction shall not interfere with operation of railroad, street, highway, or other facility, nor weaken or damage embankment or structure. E During construction operations, furnish and maintain barricades and lights to safeguard traffic and pedestrians as directed by the Engineer, until such time as backfill has been completed and removed from site. F Provide heavy-duty jacks suitable for forcing pipe through embankment. Use suitable jacking head, usually of timber, and suitable bracing between jacks and jacking head and suitable jacking frame or backstop so that jacking pressure will be applied to pipe uniformly around ring of pipe. Set pipe to be jacked on guides, properly braced together, to support section of pipe and to direct it in proper line and grade. Place jacking assembly in line with direction and grade of pipe. Excavate embankment material just ahead of pipe and remove material through pipe. Force pipe through embankment with jacks, into space thus provided. G Conform excavation for underside of pipe to contour and grade of pipe, for at least one third of circumference of pipe. Provide clearance of not more than 2 inches for upper half of pipe. Taper off upper clearance to zero at point where excavation conforms to contour of pipe. H Distance that excavation shall extend beyond end of pipe depends on character of material, but it shall not exceed 2 feet in any case. Decrease distance on instructions from the Engineer, if character of material being excavated makes it desirable to keep advance excavation closer to end of pipe. I Jack pipe from low or downstream end. Lateral or vertical variation in final position of pipe from line and grade established by the Engineer will be permitted only to extent of 1 inch in 10 feet, provided such variation is regular and only in one direction and that final grade of flow line is in direction indicated on plans. J Use cutting edge of steel plate around head end of pipe extending short distance beyond end of pipe with inside angles or lugs to keep cutting edge from slipping back onto pipe. K Once jacking of pipe is begun, carry on without interruption to prevent pipe from becoming firmly set in embankment. L Remove and replace any pipe damaged in jacking operations. M Backfill pits or trenches excavated to facilitate jacking operations immediately after completion of jacking of pipe. N Grout annular space when loss of embankment occurs or when clearance of two inches is exceeded. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES 02/2008 02417 - 5 of 6 3.04 AUGERING (BORING) A Auger from approved pit locations. Excavate for pits and install shoring as outlined above under "Jacking." Auger mechanically with use of a pilot hole entire length of crossing and check for line and grade on opposite end of bore from work pit. The large hole is to be no more than 2 inches larger than diameter of bell. Place excavated material outside working pit and dispose of as required. Use water or other fluids in connection with boring operation only to lubricate cuttings; jetting will not be permitted. B In unconsolidated soil formations, a gel-forming colloidal drilling fluid may be used. Fluid is to consist of at least 10 percent of high-grade processed bentonite and shall consolidate cuttings of bit, seal walls of hole, and shall furnish lubrication for subsequent removal of cuttings and installation of pipe. 3.05 PIPE IN CASING A Pipes shall be installed in augered casings in accordance with this Section, as applicable. B Bottom of trench adjacent to each end of casing should be graded to provide firm, uniform, and continuous support for carrier pipe. If trench requires some backfill to establish final trench bottom grade, backfill material should be placed in 6-inch lifts and each layer properly compacted. C Install casing end seals in accordance with manufactures specifications. 3.06 INSULATOR INSTALLATION A Casing spacers and/or insulators should be installed in accordance with manufacturer's instructions. Special care should be taken to ensure that all subcomponents are correctly assembled and evenly tightened, and that no damage occurs during tightening or carrier pipe insertion. B Spacing of spacers or insulators should ensure that carrier pipe is adequately supported throughout its length, particularly at ends, to offset settling and possible electrical shorting. End spacer must be within 6 inches of end of casing pipe, regardless of size of casing and carrier pipe or type of spacer used. Casing spacers are designed to withstand much greater loads than can be safely applied to most coatings. Therefore, spacing between spacers depends largely on load bearing capabilities of pipe coating and flexibility of pipe. 1. Spacing shall be as shown on Plans with maximum distance between spacers to be 10 feet for pipe sizes 4 to 14 inches and 8 feet for pipe sizes 16 to 30 inches. 2. For ductile iron pipe, flanged pipe, or bell-and-spigot pipe, spacers should be installed within one foot on each side of bell or flange and one in center of joint when 18- to 20-foot-long joints are used. 3. If casing or carrier pipe is angled, bent, or dented, spacing should be reduced. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES 02/2008 02417 - 6 of 6 C Where metallic carrier pipe is to be placed in metallic casing, provide electric insulating type spacers to ensure no contact between carrier pipe and casing. 3.07 FILLING ANNULAR SPACE A Allowable variation from line and grade shall be as specified under "Jacking." Block void space around pipe in augered hole with approximately 12 inches of packed clay or similar material approved by the Engineer, to prevent bedding or backfill from entering the void around the pipe in the augered hole when compacted. For pipe diameters 4 inches through 8 inches use minimum 1/2 cubic foot clay for pipe diameters 12 inches through 16 inches use minimum 3/4 cubic foot clay. 3.08 AUGER PITS A Locate auger pits where there is minimum interference with traffic or access to property. B Pit Size: Provide minimum 6-inch space between pipe and walls of bore pit. Maximum allowable width of pit shall be 5 feet unless approved by the Engineer. Width of pit at surface shall not be less than at bottom. Maximum allowable length of pit shall be no more than 5 feet longer than one full joint of pipe and shall not exceed 25 feet unless approved by the Engineer. C Excavate bore pits to finished grade at least 6 inches lower than grade indicated by stakes or as approved by the Engineer. D Backfill in accordance with Section 02318 – Excavation and Backfill for Utilities. 3.09 CLEAN UP AND RESTORATION A Perform clean up and restoration in and around construction zone in accordance with Section 01140 – Contractor’s Use of Premises. 3.10 PROTECTION OF THE WORK A Protect and maintain all pipe and casing augering in good condition until completion of Work. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 1 of 22 Section 02510 WATER MAINS 1.0 G E N E R A L 1.01 SECTION INCLUDES A. Installation of water mains, including valves, fire hydrants, wet connections, cut and plug of mains, disinfection, and hydrostatic testing for pipelines. B. References to Technical Specifications: 1. Section 01200 - Measurement and Payment Procedures 2. Section 01350 - Submittals 3. Section 02514 - Fire Hydrant Assembly 4. Section 03300 - Cast-in-Place Concrete 5. Section 02512 - Polyethylene Wrap 6. Section 02417 - Augering Pipe for Water Lines 7. Section 02515 - Water Tap and Service Line Installation 8. Section 02318 - Excavation and Backfill for Utilities 9. Section 02980 - Pavement Repair 10. Section 01450 - Testing Laboratory Services 11. Section 02634 - Ductile Iron Pipe and Fittings C. Referenced Standards: 1. Texas Commission on Environmental Quality (TCEQ) 2. American Water Works Association (AWWA) 3. American Society for Testing and Materials (ASTM) 1.02 MEASUREMENT AND PAYMENT A. Measurement for water mains open cut or augered, with or without casing, is on a linear foot basis for each size of pipe installed. Mains: Measure along axis of pipe and include fittings and valves. Branch Pipe: Measure from axis of main to end of branch. B. Refer to Section 01200 – Measurement and Payment Procedures. 1.03 QUALITY ASSURANCE A. Regulatory Requirements: 1. Pipe shall bear Underwriter's Laboratories (UL) or Factory Mutual (FM) label. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 2 of 22 2. Pipe material acceptable without penalty to State's community fire insurance rating agency. 3. System acceptable to City and TCEQ. 4. Bacteriological disinfection acceptable to local health officials and Texas Department of Health, and TCEQ. 5. Water taps and draw off lines in compliance with local municipal specifications and regulations. 1.04 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B. Product Data: 1. Obtain from pipe manufacturer installation instructions, manuals, and printed recommendations, except for Owner furnished pipe. 2. Retain product data on job site for reference. 3. Submit certified record of tests of pipe, fittings, or valves upon request of Engineer. 4. Submit hydrant manufacturer flow and friction loss curve. C. Samples: 1. Notify City when system is pressure tested and disinfected. City will take all samples for bacteriological testing as required by TCEQ. 1.05 PRODUCT HANDLING A. Deliver pipe to trench in sound, undamaged condition. B. Cut pipe neatly avoiding sharp, ragged, or unbeveled, plain ends and do not damage lining by cutting. C. Remove damaged or rejected materials from project site. 1.06 ENVIRONMENTAL REQUIREMENTS A. Do not lay pipe when it is raining or when trench is muddy, soft, or contains standing water. B. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 3 of 22 2.0 P R O D U C T S 2.01 POLYVINYL CHLORIDE (PVC) PRESSURE PIPE A. Conform to requirements of Section 02534 - PVC Pipe. All pipe used for water mains shall be blue. 2.02 HIGH DENSITY POLYETHYLENE A. Conform to requirements of Section 02532W - HDPE 2.03 STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER LINES A. Conform to requirements of Section 02513 - Steel Pipe and Fittings for Large Diameter Water Lines. 2.04 DUCTILE IRON PIPE AND FITTINGS A. Conform to requirements of Section 02634 - Ductile Iron Pipe and Fittings. 2.05 FIRE HYDRANTS A. Conform to requirements of Section 02514 - Fire Hydrant Assembly. 2.06 VALVES A. General: Conform to requirements of Section 02541 – Water and Wastewater Line Valves. 1. Manual operators: a. Provide hand wheel manual operators for in-plant valves. b. Equip buried valves with 2 in. square operating nuts. 2. Furnish no less than one operating key with each lot of 10 buried valves with nut operators. 3. Rotation: a. Direction: OPEN COUNTERCLOCKWISE (OPEN LEFT). 4. Shop coating: a. Shop coat ferrous metal surfaces of valves both interior and exterior for corrosion protection. b. Protect internal and external iron surfaces of valves with coating of 4 mils of two-part thermosetting epoxy: AWWA C 550. 5. Working and test pressures: a. Valves 2 in. through 12 in.: 200 psi working pressure, 400 psi hydrostatic test pressure. b. Valves 14 in. through 36 in.: 150 psi working pressure, 300 psi hydrostatic test pressure. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 4 of 22 B. Gate Valves (2 in. Through 36 in.): 1. Buried valves: a. Comply with AWWA C500, non-rising stem (NRS); resilient wedge. b. Epoxy-coated ductile iron body and bonnet, inside screw. c. Bronze: Seat and disc rings, stem and mountings, and disc wedges. d. "O" ring sealed stem and 2 in. square operating nut. e. Valves 2 in. through 12 in.: Vertical type without by-passes. f. Valves 16 in. through 36 in.: Horizontal type with enclosed steel bevel gears resilient wedge, standard size by-pass valves. g. Stuffing box and bonnet bolts and nuts to be 304 stainless steel. h. Install in section of horizontal pipe. i. Mechanical joint ends with gasket complying with AWWA C 111. j. Acceptable product: 1) East Jordan, American Flow Control, Mueller Co. “A-2380 Series" C. Tapping Valves and Tapping Sleeves: 1. Tapping sleeves shall be solid stainless steel and valves shall conform with all others as mentioned above. D. Valve Boxes: 1. Cast iron, threaded screw extension sleeve type, adjustable suitable for depth of cover over pipe, with base and cover. 2. 3/16 in. thick, 5 in. diameter minimum. 3. Provide with suitable cast iron bases and covers. 4. Covers: Cast name designating type of service, e.g., "WATER" for water service. 2.07 RELATED MATERIALS A. Concrete: As specified in Section 03300 – Cast-in-Place Concrete. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 5 of 22 B. Meter Box: 1. Cast iron to Owner's dimensions: ASTM A 48. C. The service line between Curb stop and Corporation Stop shall be CTS Polyethylene, SDR – 9. D. Corporation and Curb Stops and Fittings: ASTM B 62, NSF 61 lead free 3.0 EXECUTION A. Conform to requirements in Section 02534 - PVC Pipe, Section 02634 - Ductile Iron Pipe and Fittings, Section 02532W – HDPE, Section 02635 Steel Pipe and Fittings, and Section 02513 - Steel Pipe and Fittings for Large Diameter Water Lines. 3.02 PREPARATION A. Thoroughly clean pipe interiors of foreign matter before being lowered into trench. B. Clean hydrant and valve interiors of foreign matter before installation. C. Employ workmen who are skilled and experienced in laying pipe of type and joint configuration being furnished. Provide watertight pipe and pipe joints. D. Lay pipe to lines and grades shown on Drawings and Details. E. If asbestos-cement (A.C.) pipe is encountered, follow safety practices outline in American Water Works Association’s publication, “Work Practices for A/C Pipe”. Strictly adhere to “recommended practices” contained in this publication and make them “mandatory practices” for this project. F. For pipe diameters 36 inches and greater, clearly mark each section of pipe and fitting with unique designation on inside of pipe along with pressure class. Locate unique identifying mark minimum of five feet away from either end of each section of pipe. Provide one unique identifying mark in middle of each fitting. Place markings at consistent locations. Use permanent black paint and minimum letter height of 4 inches to mark designations. G. Contractor is responsible for assuring chosen manufacturer fulfills requirements for extra fittings and, therefore, is responsible for costs due to downtime if requirements are not met. 3.03 INSTALLATION A. Inspection: 1. Carefully examine each piece of pipe for soundness and specifications compliance after delivery at trench before placing in trench. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 6 of 22 2. Remove rejected pipe and fittings from site of work and replace with sound pipe. 3. Pipe and fittings will be rejected because of any of the following: a. Cracks in pipe or fittings. b. Damaged or cracked ends. c. Damaged gaskets or gasket grooves. d. Less than minimum wall thickness. e. Defects and deformations. B. Cleaning: 1. Clean interior of pipe and fittings of foreign matter before laying. 2. Keep interiors and ends clean during installation. 3. Keep joint contact surfaces clean during installation. 4. Take precautions to prevent foreign material from entering pipe during installation. 5. Do not place rubbish, tools, rags, or other materials in pipe. 6. Whenever pipe laying is stopped, place plugs in uncompleted ends of pipe. C. Installation: 1. Install pipe, couplings, and fittings in accordance with pipe manufacturer's recommendations. Conform to applicable installation specifications for types of pipes use. 2. Install gaskets and lubricants as recommended by manufacturer. 3. Full length of each barrel of pipe shall rest solidly on pipe bed with recesses excavated to accommodate bells and joints. 4. Take up and relay pipe that has grade or joint disturbed. 5. Do not joint pipe with water in trench. 6. Keep water out of trench until jointing is completed. 7. Do not lay water pipe closer than 10 ft. horizontally from sanitary sewer. 8. Do not locate joints at cross-overs with sanitary sewers closer than 9 ft. from cross-over point. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 7 of 22 9. Where water lines cross sanitary sewers, construct in accordance with the City of Pearland Engineering Design Criteria Manual for water line or TCEQ standards whichever is more stringent10. Where pipe ends are left for future connections, install valve and plug or cap end. Forty feet minimum line section required between valve and plug or cap end. 11. Install concrete thrust blocking at bends and tees and at ends of lines to provide adequate reaction backing. 12. Lay not more than 100 feet of pipe in trench ahead of backfilling operations. 13. Dig trench proper width as shown in details. When trench width below top of pipe becomes 4 feet wider than specified, install higher class of pipe or improved bedding, as determined by Engineer. No additional payment will be made for higher class of pipe or improved bedding. 14. Use adequate surveying methods and equipment; employ personnel competent in use of this equipment. Horizontal and vertical deviations from alignment as indicated on Drawings shall not exceed 0.10 feet. Measure and record “as built” horizontal alignment and vertical grade at maximum of every 100 feet on record drawings. 15. Before assembling couplings, lightly coat pipe ends and outside of gaskets per manufacturer’s specification. 16. Prevent damage to coating when placing backfill. Use backfill material free of large rocks or stones, or other material which could damage coatings. D. Setting Valves, Valve Boxes and Fire Hydrants: 1. Set plumb. 2. Center valve boxes on valves. 3. Where feasible, locate valves outside area of roads and streets. 4. Carefully tamp back fill around each valve box to distance of 4 ft. on all sides or to undisturbed trench face if less than 4 ft. 5. Set hydrants at elevation so that connecting pipe will not have less cover than mains. 6. Set hydrants on concrete pad. 7. Depth of bury of hydrant is defined as distance from bottom of inlet pipe to ground line. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 8 of 22 8. Place concrete thrust block back of hydrant opposite pipe connections set against vertical face of trench to prevent from blowing off line. 9. Use 5/8 in. stock stainless steel bridle rods and rod collars. 10. Place not less than 5 cu. ft. of broken stone around base of hydrant to ensure drainage. 11. Compact backfill to grade in accordance with specification section 02318 – Excavation and Backfill for Utilities 12. Tighten stuffing boxes. 13. Test hydrant and valve in opened and closed position to ensure that parts are in working condition. E. Joints and Jointing: 1. Rubber Gasketed Bell-and-Spigot Joints for PVC, Steel, and Ductile Iron Pipe: 2. a. After rubber gasket is placed in spigot groove of pipe, equalize rubber gasket cross section by inserting tool or bar recommended by manufacturer under rubber gasket and moving it around periphery of pipe spigot. b. Lubricate gaskets per manufacturer’s specification. c. Fit pipe units together in manner to avoid twisting or otherwise displacing or damaging rubber gasket. d. After pipe sections are joined, check gaskets to ensure that no displacement of gasket has occurred. If displacement has occurred, remove pipe section and remake joint as for new pipe. Remove old gasket, inspect for damage and replace if necessary before remaking joint. e. Where preventing movement of 16-inch diameter or greater pipe is necessary due to thrust, use restrained joints as shown on Drawings. 1) Include buoyancy conditions for soil unit weight when computing thrust restraint calculations. 2) Do not include passive resistance of soil in thrust restraint calculations. f. Except for PVC pipe, provide means to prevent full engagement of spigot into bell as shown on Drawings. Means may consist of wedges or other types of stops as approved by Engineer. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 9 of 22 2. Flanged Joints where required on Ductile Iron Pipe, or Steel Pipe: a. AWWA C 207. Prior to installation of bolts, accurately center and align flanged joints to prevent mechanical prestressing of flanges, pipe and equipment. Align bolt holes to straddle vertical, horizontal or north-south center line. Do not exceed 3/64 inch per foot inclination of flange face from true alignment. b. Use full-face gaskets for flanged joints. Provide 1/8-inch-thick cloth inserted rubber gasket material. Cut gaskets at factory to proper dimensions. c. Use stainless steelnuts and bolts to match flange material. Use stainless steelnuts and bolts underground. Tighten bolts progressively to prevent unbalanced stress. Maintain at all times approximately same distance between two flanges at points around flanges. Tighten bolts alternately (180° apart) until all are evenly tight. Draw bolts tight to ensure proper seating of gaskets. d. Full length bolt isolating sleeves and washers shall be used with flanged connections. e. For in-line flange joints 30 inches in diameter and greater and at butterfly valve flanges, provide Pyrox G-10 with nitrite seal, conforming to ANSI A 21.11 mechanical joint gaskets. For in-line flange joints sized between 12 inches in diameter and greater and 24 inches in diameter and smaller, provide Phenolic PSI with nitrite seal gasket conforming to ANSI A 21.11 mechanical joint gaskets. 3. Welded Joints (Steel Pipe): a. Prior to starting work, provide certification of qualification for welders employed on project for type of work procedures and positions involved. b. Joints: AWWA C 206. Full-fillet, single lap-welded slip-type either inside or outside, or double butt-welded type; use automatic or hand welders; completely penetrate deposited metal with base metal; use filler metal compatible with base metal; keep inside of fittings and joints free from globules of weld metal which would restrict flow or become loose. Do not use mitered joints. For interior welded joints, complete backfilling before welding. For exterior field-welded joints, provide adequate working room under and beside pipe. Use exterior welds for 30-inch and smaller. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 10 of 22 c. Furnish welded joints with trimmed spigots and interior welds for 36- inch and larger pipe. d. Bell-and-spigot, lap-welded slip joints: Deflection may be taken at joint by pulling joint up to 3/4 inch as long as 1 ½ inch minimum lap is maintained. Spigot end may be miter cut to take deflections up to 5 degrees as long as joint tolerances are maintained. Miter end cuts of both ends of butt-welded joints may be used for joint deflections of up to 5 degrees. e. Align piping and equipment so that no part is offset more than 1/8 inch. Set fittings and joints square and true, and preserve alignment during welding operation. For butt welded joints, align abutting ends to minimize offset between surfaces. For pipe of same nominal wall thickness, do not exceed 1/16 inch offset. Use line-up clamps for this purpose; however, take care to avoid damage to linings and coatings. f. Protect epoxy or cement lining during welding by draping an 18-inch wide strip of heat resistant material over top half of pipe on each side of lining holdback to avoid damage to lining by hot splatter. Protect tape coating similarly if external welding is required. g. Welding rods: Compatible with metal to be welded to obtain strongest bond, E-7018. Root or “Stringer” pass shall be performed with 6011 rods and Filler and Cap shall be done using 7018 rods. h. Deposit metal in successive layers to provide at least 2 passes or beads for automatic welding and 3 passes or beads for manual welding in completed weld. i. Deposit no more than 1/4 inch of metal on each pass. Thoroughly clean each individual pass with wire brush or hammer to remove dirt, slag or flux. j. Do not weld under weather condition that would impair strength of weld, such as wet surface, rain or snow, dust or high winds, unless work is properly protected. k. Make tack weld of same material and by same procedure as completed weld. Otherwise, remove tack welds during welding operation. l. Remove dirt, scale, and other foreign matter from inside piping before tying in sections, fittings, or valves. m. Welded Joints for Large Diameter Water Lines: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 11 of 22 1) Furnish pipe with trimmed spigots and interior welds for 36 inch and larger pipe. 2) Use exterior welds for 30 inch and smaller. 3) Only one end may be miter cut. Miter end cuts of both ends of butt-welded joints may be used for joint deflections of up to 2 ½ degrees. 4) For large diameter water lines, employ an independent certified testing laboratory, approved by Engineer, to perform weld acceptance tests on welded joints. Include cost of such testing and associated work to accommodate testing in contract unit price bid for water line. Furnish copies of test reports to Engineer for review. Engineer has final decision as to suitability of welds tested. A) Weld acceptance criteria: i) Cracking. ii) Lack of fusion/penetration. iii) Slag which exceeds one-third (t) where (t) quals material thickness. iv) Porosity/Relevant rounded indications greater than 3/16 inch; rounded indication is one of circular or elliptical shape with length equal to or less than three times its width. v) Relevant linear indications in which length of linear indication exceeds three times its width. vi) Four or more relevant 1/16 inch rounded indications in line separated by 1/16 inch or less edge to edge. n. After pipe is joined and prior to start of welding procedure, make spigot and bell essentially concentric by jacking, shimming or tacking to obtain clearance tolerance around periphery of joint except for deflected joints. o. Furnish each welder employed steel stencil for marking welds, so work of each welder can be identified. Mark pipe with assigned stencil adjacent to weld. When welder leaves job, stencil must be voided and not duplicated. Welder making defective welds must discontinue work and leave project site. Welder may return to project site only after recertification p. Provide cylindrical corrosion barriers for epoxy lined steel pipe 24 inch diameter and smaller, unless minimum wall thickness is 0.5 inches or greater. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 12 of 22 1) In additional to welding requirements contained herein Paragraph 3.06, conform to protection fitting manufacturer’s installation recommendations. 2) Provide services of technical representative of manufacturer available on site at beginning of pipe laying operations. Representative to train welders and advise regarding installation and general construction methods. Welders must have 12 months prior experience installing protection fittings. 3) All steel pipe is to have cutback 3/4 inch to no greater than 1 inch of internal diameter coating from weld bevel. 4) Furnish steel fittings with cylindrical corrosion barriers with shop welded extensions to end of fittings. Extension length to measure no less than diameter of pipe. Shop apply lining in accordance with AWWA C210 or AWWA C213. 5) All steel pipe receiving field adjustments are to be cold cut using standard practices and equipment. No cutting using torch is to be allowed. 4. Restrained Joints: a. For existing water lines and water lines less than 16 inches in diameter, restrain pipe joints with concrete thrust blocks. b. Thrust restraint lengths shown on Drawings are minimum anticipated lengths. These lengths are based on deflections indicated for large diameter lines and ductile iron pipe for small diameter lines. Adjustments in deflections or use of other pipe material may result in reduction or increase of thrust lengths. Perform calculations by pipe manufacturer to verify proposed thrust restraint lengths. Submit calculations for all pipe materials sealed by a registered Professional Engineer in State of Texas for review by Engineer. Make adjustments in thrust restraint lengths at no additional cost to City. c. Passive resistance of soil will not be permitted in calculation of thrust restraint. d. For 16 inch lines and larger use minimum 16 foot length of pipe in and out of joints made up of beveled pipe where restraint joint lengths are not identified on Drawings. Otherwise, provide restraint joints for a minimum length of 16 feet on each side of beveled joints. e. Installation: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 13 of 22 1) Install restrained joints mechanism in accordance with manufacturer’s recommendations. 2) Examine and clean mechanism; remove direct, debris and other foreign material. 3) Apply gasket and joint NSF 61 FDA per manufacturer’s specification. 4) Verify gasket is evenly seated. 5) Do not over stab pipe into mechanism f. Prevent any lateral movement of thrust restraints throughout pressure testing and operation. g. Place 2500 psi concrete conforming to Section 03315 - Concrete for Utility Construction, for blocking at each change in direction of existing water lines, to brace pipe against undisturbed trench walls. Finish placement of concrete blocking, made from Type I cement, 4 days prior to hydrostatic testing of pipeline. Test may be made 2 days after completion of blocking if Type II cement is used. 5. Joint Grout (Steel Pipe): a. Mix cement grout mixture by machine except when less than 1/2 cubic yard is required. When less than 1/2 cubic yard is required, grout may be hand mixed. Mix grout only in quantities for immediate use. Place grout within 20 minutes of mixing. Discard grout that has set. Retempering of grout by any means is not permitted. b. Prepare grout in small batches to prevent stiffening before it is used. Do not use grout which has become so stiff that proper placement cannot be assured without retempering. Use grout for filling grooves of such consistency that it will adhere to ends of pipe. c. Surface Preparation: Remove defective concrete, laitance, dirt, oil, grease and other foreign material from concrete surfaces with wire brush or hammer to sound, clean surface. Remove rust and foreign materials from metal surfaces in contact with grout. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 14 of 22 d. Follow established procedures for hot and cold weather concrete placement. e. Complete joint grout operations and backfilling of pipe trenches as closely as practical to pipe laying operations. Allow grouted exterior joints to cure at least 1 hour before compacting backfill. f. Grouting exterior joint space: Hold wrapper in place on both sides of joint with minimum 5/8-inch-wide steel straps or bands. Place no additional bedding or backfill material on either side of pipe until after grout band is filled and grout has mechanically stiffened. Pull ends of wrapper together at top of pipe to form access hole. Pour grout down one side of pipe until it rises on other side. Rod or puddle grout to ensure complete filling of joint recess. Agitate for 15 minutes to allow excess water to seep through joint band. When necessary, add more grout to fill joint completely. Protect gap at top of joint band from backfill by allowing grout to stiffen or by covering with structurally protective material. Do not remove band from joint. Proceed with placement of additional bedding and backfill material. g. Interior Joints for Pipe 24 inches and Smaller: Circumferentially butter bell with grout prior to insertion of spigot, strike off flush surplus grout inside pipe by pulling filled burlap bag or inflated ball through pipe with rope. After joint is engaged, finish off joint grout smooth and clean. Use swab approved by Project Manager for 20-inch pipe and smaller. h. Protect exposed interior surfaces of steel joint bands by metallizing, by other approved coatings, or by pointing with grout. Joint pointing may be omitted on potable water pipelines if joint bands are protected by zinc metalizing or other approved protective coatings. i. Remove and replace improperly cured or otherwise defective grout. j. Strike off grout on interior joints and make smooth with inside diameter of pipe. k. When installed in tunnel or encasement pipe and clearance within casing does not permit outside grout to be placed in normal manner, apply approved flexible sealer, such as Flex Protex or equal, to outside joint prior to joint engagement. Clean and prime surfaces receiving sealer in accordance with manufacturer's recommendations. Apply sufficient quantities of sealer to assure complete protection of steel in Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 15 of 22 joint area. Fill interior of joint with grout in normal manner after joint closure. l. Interior Joints for Water Lines 30 inches and Larger: Clean joint space, wet joint surfaces, fill with stiff grout and trowel smooth and flush with inside surfaces of pipe using steel trowel so that surface is smooth. Accomplish grouting at end of each work day. Obtain written acceptance from Project Engineer of inside joints before proceeding with next day's pipe laying operation. During inspection, insure no delamination of joint mortar has occurred by striking joint mortar lining with rubber mallet. Remove and replace delaminated mortar lining. m. Work which requires heavy equipment to be over water line must be completed before mortar is applied to interior joints. n. Do not apply grout to joints that are out of tolerance until acceptable repairs are made. 6. Large Diameter Water Main Joint Testing: In addition to testing individual joints with feeler gauge approximately 1/2 inch wide and 0.015-inch thick, use other joint testing procedure approved or recommended by pipe manufacturer which will help ensure watertight installation prior to backfilling. Perform tests at no additional cost to City. 7. Make curves and bends by deflecting joints or other method as recommended by manufacturer and approved by the Engineer. Submit details of other methods of providing curves and bends which exceed manufacturer's recommended deflection prior to installation. a. Deflection of pipe joints shall not exceed maximum deflection recommended by pipe manufacturer, unless otherwise indicated on Drawings. b. If deflection exceeds that specified but is less than 5 percent, repair entire deflected pipe section such that maximum deflection allowed is not exceeded. c. If deflection is equal to or exceeds 5 percent from that specified, remove entire portion of deflected pipe section and install new pipe. d. Replace, repair, or reapply coatings and linings as required. e. Assessment of deflection may be measured by the Engineer at location along pipe. Arithmetical averages of deflection or similar average measurement methods will not be deemed as meeting intent of standard. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 16 of 22 f. When rubber gasketed pipe is laid on curve, join pipe in straight alignment and then deflect to curved alignment. 8. Closures Sections and Approved Field Modifications to Steel Pipe and Fittings: a. Apply welded-wire fabric reinforcement to interior and exterior of exposed interior and exterior surfaces greater than 6 inches in diameter. Welded-wire fabric: minimum W1; maximum spacing 2 inches by 4 inches; 3/8 inch from surface of steel plate or middle third of lining or coating thickness for mortar thickness less than 3/4 inch. b. Fill exposed interior and exterior surfaces with nonshrink grout. c. For pipe diameters 36 inches and greater, perform field welds on interior and exterior of pipe. d. For large diameter water lines, provide minimum overlap of 4 inches of butt strap over adjacent piece on butt-strap closures. F. Cathodic Protection Appurtenances: 1. Where identified on Drawings, modify pipe for cathodic protection as detailed on Drawings and specified. Unless otherwise noted, provide insulation kits including test stations at connections to existing water system or at locations to isolate one type of cathodic system from another type, between water line, access manhole piping and other major openings in water line, or as shown on Drawings. 2. Bond joints for pipe installed in tunnel or open cut, except where insulating flanges are provided. Weld strap or clip between bell and spigot of each joint or as shown on Drawings. No additional bonding required where joints are welded for thrust restraint. Repair coatings as specified by appropriate AWWA standard, as recommended by manufacturer, and as approved by the Engineer 3. Bonding Strap or Clip: Free of foreign material that may increase contact resistance between wire and strap or clip. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 17 of 22 G. Anchorage of Fittings: 1. Anchor tees, elbows and plugs in water mains with concrete thrust blocks. 2. Place blocks so that joints will be accessible for inspection and repair. H. Handling: 1. Place pipe along project site where storm water or other water will not enter or pass through pipe. 2. Load, transport, unload, and otherwise handle pipe and fittings to prevent damage of any kind. Handle and transport pipe with equipment designed, constructed and arranged to prevent damage to pipe, lining and coating. Do not permit bare chains, hooks, metal bars, or narrow skids or cradles to come in contact with coatings. Where required, provide pipe fittings with sufficient interior strutting or cross bracing to prevent deflection under their own weight. 3. Hoist pipe from trench side into trench by means of sling of smooth steel cable, canvas, leather, nylon or similar material. 4. For large diameter water lines, handle pipe only by means of sling of canvas, leather, nylon, or similar material. Sling shall be minimum 36 inches in width. Do not tear or wrinkle tape layers. 5. Use precautions to prevent injury to pipe, protective linings and coatings. a. Package stacked pipe on timbers. Place protective pads under banding straps at time of packaging. b. Pad fork trucks with carpet or other suitable material. Use nylon straps around pipe for lift when relocating pipe with crane or backhoe. c. Do not lift pipe using hooks at each end of pipe. d. Do not place debris, tools, clothing, or other materials on pipe. 6. Repair damage to pipe or protective lining and coating before final acceptance. 7. For cement mortar line and coated steel pipe, permit no visible cracks longer than 6 inches, measured within 15 degrees of line parallel to pipe longitudinal axis of finished pipe, except: a. In surface laitance of centrifugally cast concrete. b. In sections of pipe with steel reinforcing collars or wrappers. c. Within 12 inches of pipe ends. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 18 of 22 8. Reject pipe with visible cracks (not meeting exceptions) and remove from project site. I. Cleaning: Thoroughly clean and dry interior of pipe and fittings of foreign matter before installation, and keep interior clean until Work has been accepted. Keep joint contact surfaces clean until jointing is completed. Do not place debris, tools, clothing or other materials in pipe. After pipe laying and joining operations are completed, clean inside of pipe and remove debris. J. Inspection: Before installation, inspect each pipe and fitting for defects. Reject defective, damaged or unsound pipe and fittings and remove them from site. 3.04 WET CONNECTIONS A. Definitions: 1. Wet connections consist of isolating sections of pipe to be connected with installed valves, draining the isolated sections, and completing the connections. 2. Connection of 2 inch or smaller lines, which may be referred to on Plans as "2 inch standard connections" or "gooseneck connections" will be measured as 2" wet connections. This item is not to be used as any part of a 2-inch service line. B. Materials: 1. Corporation stops and saddles shall conform to requirements of Section 02515- Water Tap and Service Line Installation. 2. Valves shall conform to requirements of Section 02541 – Fire Hydrant Assembly. 3. Brass fittings shall conform to requirements of AWWA C800. C. Execution: 1. Plan wet connections in such manner and at such hours as to least inconvenience public. Notify Public Works Department at least 48 hours in advance of making connections. 2. DO NOT OPERATE VALVES ON MAINS IN USE BY OWNER. Owner will handle, at no cost to Contractor, all operations involving opening and closing valves for wet connections. 3. Conduct connection operations when Inspector is at job site. Connection work shall progress without interruption until complete, once existing mains have been cut or plugs have been removed for making connections. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 19 of 22 D. 2-Inch Wet Connections: 1. Tap water main. Provide and install corporation stops, saddles, as required for line and grade adjustment; and brass fittings necessary to adapt to existing main. Provide one Corporation Stop at main line and one Curb Stop at meter. The service line between Curb Stop and Corporation Stop shall be CTS Polyethylene, SDR-9. 3.05 CUT, PLUG AND ABANDONMENT OF MAINS A. Materials: 1. Concrete for thrust blocks: Class B conforming to requirements of Section 03305. 2. Plugs and clamps shall be suitable for type of pipe to be plugged. B. Execution: 1. Do not begin cut, plug and abandonment operations until replacement main has been constructed, disinfected, and tested, and all service lines have been transferred to replacement main. 2. Install plug, clamp, and concrete thrust block and make cut at location shown on Plans. 3. Main to be abandoned shall not be valved off and shall not be cut or plugged other than at supply main or as shown on Plans. 4. After main to be abandoned has been cut and plugged, check for other sources feeding abandoned main. If sources are found, notify Engineer immediately. Cut and plug abandoned main at point of other feed as directed by Engineer. 5. Plug or cap all ends or openings in abandoned main in an acceptable manner approved by Engineer. 6. Remove and dispose of all surface identifications such as valve boxes and fire hydrants. Valve boxes in improved streets, other than shell, may be poured full of concrete after removing cap. 7. Backfill all excavations in accordance with Section 02318 – Excavation and Backfill for Utilities. 8. Repair all street surfaces in accordance with Section 02980 – Pavement Repair. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 20 of 22 3.06 HYDROSTATIC TESTING A. Hydrostatically test all new water pipelines for liquids before connecting to water distribution system. B. Pipelines shall be tested in lengths between valves, or plugs, of not more than 1,500 feet unless greater length is approved by Engineer. C. Conduct hydrostatic tests in presence of Engineer. D. Preparation: 1. Disinfect water system pipelines prior to hydrostatic testing. E. Test Procedures: 1. Furnish, install, and operate connections, pump, meter and gages necessary for hydrostatic testing. 2. Allow pipeline to sit minimum of 24 hours from time it is initially disinfected until testing begins, to allow pipe wall or lining material to absorb water. Contractor should be aware that periods of up to 7 days may be required for mortar lining to become saturated. 3. Expel all air and apply a minimum test pressure of 125 psi or 150 psi as directed by Engineer. 4. Maintain test pressure for 8 hours. If a large quantity of water is required to maintain pressure during test, testing shall be discontinued until cause of water loss is identified and corrected. F. Allowable Leakage for Water Mains: 1. During hydrostatic tests, no leakage will be allowed for sections of water mains consisting of welded joints. 2. Maximum allowable leakage for water mains with rubber gasketed joints: 11.65 gallons per inch nominal diameter per mile of pipe per 24 hours while testing at the required pressure. G. Correction for Failed Tests: 1. Repair all joints showing visible leaks on surface regardless of total leakage shown on test. Check all valves and fittings to ensure that no leakage occurs that could affect or invalidate test. Remove any cracked or defective pipes, fittings and valves discovered during pressure test and replace with new items. 2. Repeat test until satisfactory results are obtained. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 21 of 22 3.07 DISINFECTION A. All waterlines constructed shall be promptly disinfected before any tests are conducted on waterlines and before waterlines are connected to water distribution system. B. Water for disinfection and flushing will be furnished without charge to Contractor. C. Preparation: 1. Furnish all required temporary blind flanges, cast-iron sleeves, plugs, and other items needed to facilitate disinfection of new mains prior to connecting them to water distribution system. Normally, each valved section of waterline requires two each 3/4-inch taps. A 2-inch minimum blow-off is required for waterlines up to and including 6-inch diameter. 2. .Fire hydrants shall be used as blow-offs to flush newly constructed waterlines 8-inch diameter and above. Where fire hydrants are not available on waterlines, locations and designs for blow-offs shall be as indicated on Plans. Install temporary blow-off valves and remove promptly upon successful completion of disinfection and testing. Abandon by turning off corp and using a stainless steel cap. 3. Slowly fill each section of pipe with water in a manner approved by Engineer. Average water velocity when filling pipeline should be less than 1 fps and shall not, under any circumstance, exceed 2 fps. Before beginning disinfection operations, expel all air from pipeline. 4. All excavations made shall be backfilled immediately after installation of risers or blow-offs. 5. Install blow-off valves at end of main to facilitate flushing at all dead-end water mains. Install permanent blow-off valves/auto flusher per drawing Ll D. Disinfection: 1. Use not less than 100 parts of chlorine per million parts of water. Introduce chlorinating material to water lines in accordance with AWWA C651. After contact period of not less than 24 hours, flush system with clean water until residual chlorine is no greater than 1.0 parts per million parts of water. Open and close valves in lines being sterilized several times during contact period. If super-chlorinated water (i.e. chlorine concentration above 4mg/l) is used for cleaning water main disinfection and flushing, the water must be dechlorinated prior to discharge. The water discharged into the stormsewer system or natural waterway must meet the Clean Water Act (33 USC § 1251 et seq.) and any subsequent amendments thereof. 2. If a chemical compound is used for a sterilizing agent, it shall be placed in pipes as directed by Engineer. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER MAINS 6/2014 02510 - 22 of 22 E. Bacteriological Testing: 1. After disinfection and flushing of waterlines, bacteriological tests will be performed by Owner or testing laboratory in accordance with Section 01450 – Testing Laboratory Services. If test results indicate need for additional disinfection of waterlines based upon Texas Department of Health and TCEQ requirements, Contractor shall perform additional disinfection operations at no additional cost to the Owner. E. Completion: 1. Upon completion of disinfection and testing, remove risers except those approved for use in subsequent hydrostatic testing, and backfill excavation promptly. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER METERS 03/2008 02511 - 1 of 2 Section 02511 WATER METERS 1.0 G E N E R A L 1.01 SECTION INCLUDES A Water meters for customer service, including submeters (i.e., cooling tower meters, sewer credit meters, etc.), for fire service in sizes 5/8 inch through 10 inches. B References to Technical Specifications: 1. Section 01200 – Measurement and Payment 2. Section 02510 – Water Mains 3. Section 02541 – Water and Wastewater Line Valves 1.02 MEASUREMENT AND PAYMENT A Measurement for installation of water meters furnished by the Owner is on an each basis for each meter type and size. Payment includes all labor and materials required for installation of water meters furnished by the Owner as indicated on Plans. B Refer to Section 01200 – Measurement and Payment Procedures. 2.0 P R O D U C T S 2.01 GENERAL A Water meters shall be furnished by the Owner. 2.02 CONNECTIONS AND FITTINGS A Connections: Provide pipe in accordance with Section 02510 – Water Mains, restrained joints only. B Fittings: Restrained ductile iron; push-on bell joints or mechanical joint fittings outside of meter vault installations; Class 125 flanged inside meter vaults; cement mortar lined and sealed. 2.03 LAYING LENGTHS A The minimum length (with 1 inch tolerance) for meter and standard strainer shall be shown as indicated on the detail drawing for water meters. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER METERS 03/2008 02511 - 2 of 2 3.0 E X E C U T I O N 3.01 TAPPING AND SERVICE LINE INSTALLATION A Refer to Section 02541 – Water and Wastewater Line Valves for tapping requirements. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY 06/2014 02514 - 1 of 6 Section 02514 FIRE HYDRANT ASSEMBLY 1.0 G E N E R A L 1.01 SECTION INCLUDES A Fire hydrants. B References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 – Submittals 3. Section 02634 – Ductile Iron Pipe and Fittings 4. Section 02635 – Steel Pipe and Fittings 5. Section 02534 – PVC Pipe 6. Section 02510 – Water Mains C Referenced Standards: 1. National Fire Protection Association (NFPA) 2. American Water Works Association (AWWA) 3. American National Standards Institute (ANSI) 4. National Association of Corrosion Engineers (NACE) 5. Food and Drug Administration (FDA) 6. Steel Structures Painting Council (SSPC) 7. Texas Commission on Environmental Quality (TCEQ) 8. National Sanitation Foundation (NSF) 1.02 MEASUREMENT AND PAYMENT A Measurement for installation of fire hydrants is on a per each basis, complete in place. Payment includes all valves, fittings, bedding, backfill, and thrust blocking required for the installation of the fire hydrant assembly. B If fire hydrant leads are included as a Bid Item, measurement will be on a linear foot basis. Separate payment will be made for open cut and augered leads. C Measurement for removing and salvaging of fire hydrants is on a per each basis. Payment includes removing hydrant and valve if available, plugging lead, and removing materials from site or returning salvaged fire hydrants to Owner. D Refer to Section 01200 – Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY 06/2014 02514 - 2 of 6 1. Shop drawing(s) for proposed hydrant: Include model number, parts list, and material specifications, unique drawing number and descriptive legend identifying hydrant. 2. Material safety data sheets for lubricants. 3. Affidavit of compliance for coating materials. 4. Certified hydraulic performance test report for proposed hydrant. 2.0 P R O D U C T S 2.01 HYDRANT MATERIALS A Hydrants: AWWA C502; dry barrel design; tamper resistant; same manufacturer throughout project. 1. O-Ring Seal Packing: Prevent water leakage between barrel and lubrication chamber. Provide dynamic seals of Buna "N" or other oil resistant material and static seals of Buna "N" or other approved synthetic rubber. 2. Bronze: Hydrant components in waterway to contain not more than 15 percent zinc and not more than 8 percent lead. 3. Acceptable Manufacturer: Mueller Super Centurian 250, American Darling B- 84-B, or East Jordan Iron Works WaterMaster 5CD250. B Operating Stems: Everdur, or other high-quality non-corrodible metal where threads are located in barrel or waterway. Bronze-to-bronze working parts in waterway; genuine wrought iron or steel where threads are not located in barrel or waterway, bronze bushed at penetration of stuffing box; seal threads against contact with water regardless of open or closed position of main valve. Connect operating stems with breakable coupling. C Main Valve (shut-off valve): Circular; compression-type; closes with line pressure; minimum opening of 5-1/4 inches in diameter. Seal bottom end of stem threads from contact with water with cap nut. D Valve Mechanism: Bronze valve seat ring threaded into bronze drain ring; seat ring and main valve assembly removable from above ground through upper barrel with lightweight seat removal wrench; breakable stem coupling opposite barrel breakaway; bronze or corrosion-resistant pins and locking devices; bronze valve stem sleeve, O- ring seals and travel stop; sealed lubricating reservoir at top and bottom which fully lubricates threads and bearing surfaces when opening or closing main valve; thrust bearing or lubricated thrust collar for operating assembly. Lubricants: Food Grade. Valve Seat: Molded "Natural" rubber; scale durometer rating of 90 ±5; minimum thickness of 1/2 inch. Natural Rubbers: Resistant to microbiological attack. E Lower Hydrant Barrel: Single piece coupled to upper barrel to allow 360° rotation of upper barrel. Bury Length: Distance from bottom of inlet to ground line as specified. Ground Line: Clearly marked on barrel. Indicate inside diameter and wall thickness (with tolerances) for upper barrel, lower barrel, and bonnet sections. Show dimensions at minimum sections to demonstrate compliance with Paragraph 3.2.6 of AWWA C502. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY 06/2014 02514 - 3 of 6 F Extensions: Permit use of one or more standard extensions available from manufacturer in lengths from 6 inches to 60 inches in 6 inch increments. G Provide hydrants with automatic, positively operating, non-corrodible drain or drip valve to drain hydrant completely when main valve is shut. Bronze or corrosion resistant drain line. Tapping of drain holes is not required. H Inlet Connection: Elbow with AWWA Standard bell designed for 6-inch mechanical joint, restrained push-on, or flanged joint and valves. Flanged ends shall comply with ANSI/ASME B16.1, class 125 flanges. Joints: ANSI A21.11; AWWA C111. I Operating Nut and Hold-down Nuts: Stainless steel or cast or ductile iron with bronze inserts or, as an alternative, provide security device with bronze operating nut. Any such security devices shall not require special tools for normal off/on operation of hydrant. Fabricate hold-down assemblies of suitable metallic materials for service intended. J Field-Replaceable Nozzles: NFPA No. 194, ANSI B26-1925; mechanically attached to hydrant body counterclockwise; sealed with O-rings and mechanically located into place; provide two hose nozzles with 2-1/2 inch nominal inside diameter and one pumper nozzle with 4.492” nominal inside diameter; National Standard Threads; lock in place with security device. K Pumper Nozzle: Allow a minimum unobstructed radius of 10 inches from threaded surface of nozzle throughout path of travel of wrench or other device used to fasten hose to nozzle. L Nozzle Caps: Security chains to hydrant barrel, minimum 1/8 inch diameter; "Natural" rubber or neoprene gasket seals. M Hydrant shoe with 6-inch cast or ductile-iron pipe diameter inlet, flanged, swivel or slip joint with harnessing lugs for restrained joints. Underground flanging shall incorporate minimum of six, full, 3/4-inch stainless steel bolts or four 5/8-inch diameter stainless steel bolts. All bolts and nuts shall be stainless steel. N Provide traffic model hydrants equipped with safety flange on hydrant barrel and stem. Equip body of hydrant with breakable flange, or breakable bolts, above finish grade. O Lubricants: Food grade oil or grease meeting requirements of FDA 21CFR178.3570 and manufactured with FDA approved oxidation inhibitors. P Hydrant Painting: 1. COLOR CODE (BONNETS) Main Size 6” and less Gloss White Code No 225A120 8” Safety Orange Code No 225A122 10” and 12” John Deere Green Code No 225A133 16” and 20” John Deere Yellow Code No 225A138 22” and up Safety Red Code No 225A123 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY 06/2014 02514 - 4 of 6 2. COLOR CODE Fire Hydrant Barrel Safety Blue Code No 225A120 Fire Hydrant Caps (Same as Bonnet Color) Q Shop coated as follows: 1. Exterior Above Traffic Flange (including bolts and nuts) a. Surface Preparation: SSPC-SP10 (NACE 2); near white blast cleaned surface. b. Fire hydrants shall be power coated with zinc rich primer followed by a polyester powder coating of 10 to 12 mils, shall meet all the requirements of ANSI/AWWA C-550 (latest edition) and AAMA 2604. 2. Exterior Below Traffic Flange: a. Surface Preparation: SSPC-SP10 (NACE 2); near white blast cleaned surface. b. Fire hydrants shall be power coated with zinc rich primer followed by a polyester powder coating of 10 to 12 mils, shall meet all the requirements of ANSI/AWWA C-550 (latest edition) and AAMA 2604. 3. Interior Surfaces Above and Below Main Valve: a. All materials used for internal coating of hydrant interior ferrous surfaces must conform to ANSI/NSF Standard 61 as suitable for contact with potable water as required by TCEQ, Chapter 290, Subchapter D: Rules and Regulations for Public Water Systems. b. Surface Preparation: SSPC-SP10 (NACE 2); near white blast cleaned surfaces. c. Coating: Powder coating in accordance with manufacturer’s recommendation. 4. General Coating Requirements: a. Coatings: Applied in strict accordance with manufacturer’s recommendations. No requirements of this specification shall cancel or supersede written directions and recommendations of specific manufacturer so as to jeopardize integrity of applied system. b. Hydrant supplier shall furnish an affidavit of compliance that all materials and work furnished complies with requirements of this specification and applicable standards referenced herein. 2.02 HYDRANT PERFORMANCE STANDARDS A Hydraulic Performance Standards: 1. Provide hydrants capable of a free discharge of 1500 gpm or greater from single pumper nozzle at a hydrant inlet static pressure not exceeding 20 PSIG as measured at or corrected to hydrant inlet at its centerline elevation. 2. Provide hydrants capable of a discharge of 1500 gpm or greater from single pumper nozzle at a maximum permissible head loss of 8.0 psig (when Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY 06/2014 02514 - 5 of 6 corrected for inlet and outlet velocity head) for an inlet operating pressure not exceeding 37 psig as measured at or corrected to hydrant inlet at its centerline elevation. B Hydraulic Performance Testing: AWWA C502; conduct certified pressure loss and quantity of flow test by qualified testing laboratory on production model (5-foot bury length) of hydrant (same catalog number) proposed for certification. Submit certified test report containing following information: 1. Date of test, no more than five years prior to date of proposed use, on fire hydrant with similar hydraulic characteristics. 2. Name, catalog number, place of manufacture, and date of production of hydrant(s) tested. 3. Schematic drawing of testing apparatus, containing dimensions of piping elements including: a. Inside diameter and length of inlet piping. b. Distance from flow measuring points to pressure measurement point. c. Distance from flow and pressure monitoring points to hydrant inlet. d. Distance from pressure monitoring point to nozzles. e. Inside diameter and length of discharge tubing. 4. Elevation of points of measurement, inlet, and reports, or certificates documenting accuracy of measuring devices used in test. 5. Conduct test on at least three separate hydrants of same fabrication design. Inlet water temperature: 70° F + 5° F. C Provide hydrants equipped with breakable barrel feature and breakable valve stem coupling such that vehicular impact will result in clean and complete break of barrel and valve stem at breakable feature. Provide hydrant shutoff valve which remains closed and tight against leakage upon impact. 2.03 LEADS A Branches (Leads): Conform to requirements of Section 02634 – Ductile-Iron Pipe and Fittings, Section 02635 – Steel Pipe and Fittings, Section 02534 – PVC Pipe, and section 02532W - HDPE. 3.0 E X E C U T I O N 3.01 INSTALLATION A Set fire hydrant plumb and brace at locations and grades as shown on Plans. When barrel of hydrant passes through concrete slab, place a piece of standard sidewalk expansion joint material, ¾ inch thick, around section of barrel passing through concrete. B Locate nozzle centerline minimum 18 inches above finish grade. C Place 12-inch x 12-inch yellow indicators (plastic, sheet metal, plywood, or other material approved by Engineer) on pumper nozzles of new or relocated fire hydrants Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY 06/2014 02514 - 6 of 6 installed on new mains not in service. Remove indicators after new main is tested and approved by Engineer. D Do not cover drain ports when placing concrete thrust block. E Lubricate hydrants with food grade oil or with grease meeting requirements of FDA 21CFR178.3570 and manufactured with FDA approved oxidation inhibitors. F Accomplish replenishment of lubricant for hydrant working parts without removing hydrant bonnet. Store lubricant system in reservoir. Lubricate bearing surfaces and working parts during normal operation of fire hydrant. G All changes in profile from approved plans due to obstructions not shown on plans which require a change in depth of bury of fire hydrant shall be approved in writing by Engineer for design prior to installation of hydrant. Any adjustment required in flow line of water main or to barrel length of fire hydrant shall be incidental to unit price of fire hydrant and no separate payment shall be made for such adjustments. H Remove and dispose of or salvage fire hydrants shown on Plans. I Owner may, at any time prior to or during installation of hydrants for a specific project, randomly select a furnished hydrant for disassembly and laboratory inspection, at Owner’s expense, to verify compliance with Owner’s requirements. If such hydrant is found to be non-compliant, replace at Contractor’s expense, all or a portion of furnished hydrants with hydrants that comply with Owner’s requirements. J Install leads in accordance with Section 02510 – Water Mains. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND VALVE BOXES, METER BOXES, AND METER VAULTS 06/2014 02520 - 1 of 4 Section 02520 VALVE BOXES, METER BOXES, AND METER VAULTS 1.0 G E N E R A L 1.01 SECTION INCLUDES A Valve boxes for water service. B Meter boxes for water service. C Meter vaults for water service. D References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 – Submittals 3. Section 03300 – Cast-in-Place Concrete 4. Section 02542 – Concrete Manholes and Accessories 5. Section 02318 – Excavation and Backfill for Utilities 6. Section 01140 – Contractor’s Use of Premises 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for valve boxes under this Section. Include cost in Bid Items for which this Work is a component. B No separate payment will be made for installation of meter boxes furnished by the Owner under this Section. Include cost of installation of meter boxes in Bid Items for which the Work is a component. C Measurement for installation of meter vaults is on a per each basis for each meter vault type and size, complete in place. Payment includes all labor and materials required to complete installation as indicated on Plans. D Refer to Section 01200 – Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B Submit manufacturer’s product data for following items for approval: 1. Each type of valve box and lid. 2. Each type of meter box and cover. 3. Each type of meter vault frame and cover. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND VALVE BOXES, METER BOXES, AND METER VAULTS 06/2014 02520 - 2 of 4 C Submit Shop Drawings for cast-in-place meter vaults for approval if proposed construction varies from Plans. D Submit manufacturer's certification that meter boxes purchased for Work meet the requirements of this Section. 2.0 P R O D U C T S 2.01 VALVE BOXES A Provide adjustable, cast-iron, screw-type, valve boxes as manufactured by Bass and Hays Foundry, Inc., or approved equal. Design of valve box shall minimize stresses on valve imposed by loads on box lid. B Cast the word “WATER” into lid, 1/2 inch in height and raised 3/32 inch, for valves serving potable water lines. C Provide 6-inch PVC, Class 150, DR 18, riser pipes. D Concrete for valve box placement: 1. For locations in new concrete pavement, use strength and mix design of new pavement. 2. For other locations, use class "A" concrete, with minimum compressive strength of 3000 psi, conforming to requirements of Section 03300 – Cast-in- Place Concrete. 2.02 METER BOXES A Refer to City of Pearland Standard Details or contact the Public Works Department for list of acceptable products. 2.03 METER VAULTS A Meter vaults may be constructed of precast concrete, cast-in-place concrete, or solid masonry unless a specific type of construction is required by Plans. B Concrete for meter vaults: Class A concrete, conforming to requirements of Section 03300 – Cast-in-Place Concrete, with minimum compressive strength of 4000 psi at 28 days. C Vaults for meters 3” and greater shall be procured through the City’s utility billing department. 3.0 E X E C U T I O N 3.01 EXAMINATION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND VALVE BOXES, METER BOXES, AND METER VAULTS 06/2014 02520 - 3 of 4 A Obtain approval from the City Engineer or designee for location of meter vault. B Verify lines and grades are correct. C Verify compacted subgrade will support loads imposed by vaults. 3.02 VALVE BOXES A Provide riser pipe with suitable length for depth of cover indicated on Plans or to accommodate actual finish grade. B Install adjustable valve box and riser piping plumbed in a vertical position. Provide 6 inches telescoping freeboard space between riser pipe top butt end, and interior contact flange of valve box, for vertical movement damping. Riser may rest on valve flange, or provide suitable footpiece to support riser pipe. C Paint covers of new valve boxes as directed by the Owner. 3.03 METER BOXES A Install plastic boxes in accordance with manufacturer’s instructions. B Construct concrete meter boxes to dimensions shown on Plans. C Adjust top of meter boxes to conform to cover elevations specified in this Section, 3.05 “Frame and Cover for Meter Vaults”. D Do not locate under paved areas unless approved by Engineer. Use approved traffic- type box with cast iron lid when meter must be located in paved areas. 3.04 METER VAULTS A Construct concrete meter vaults to dimensions and requirements shown on Plans. Do not cast in presence of water. Make bottom as uniform as practicable. B Precast Meter Vaults: 1. Install precast vaults in accordance with manufacturer’s recommendations. Set level on a minimum 3 inch thick bed of sand conforming to the requirements of Section 02318 – Excavation and Backfill for Utilities. 2. Seal lifting holes cement-sand mortar or non-shrink grout. C Meter Vault Floor Slab: 1. Construct floor slabs of 6-inch-thick reinforced concrete. Slope floor 1/4 inch per foot toward sump. Make sump 12 inches in diameter, or 12 inches square, and 4 inches deep, unless other dimensions are required by Plans. Install dowels at maximum of 18 inches, center-to-center, or install mortar trench for keying walls to floor slab. 2. Precast floor slab elements may be used for precast vault construction. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND VALVE BOXES, METER BOXES, AND METER VAULTS 06/2014 02520 - 4 of 4 3.05 FRAME AND COVER FOR METER VAULTS A Diamond Plate Aluminum as follows: 1. In unpaved areas, set top of meter box or meter vault cover 2 to 3 inches above natural grade. 2. In sidewalk areas, set top of meter box or meter vault cover 1/2 to 1 inch above adjacent concrete. 3.06 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140 – Contractor’s Use of Premises B Backfill and compact in accordance with Section 02318 – Excavation and Backfill for Utilities. C In unpaved areas, slope backfill around meter boxes and vaults to provide a uniform slope 1 to 5 from top to natural grade. D Meter boxes are not allowed in sidewalk. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 04/2009 02541 - 1 of 8 Section 02541 WATER AND WASTEWATER LINE VALVES 1.0 G E N E R A L 1.01 SECTION INCLUDES A Gate valves, Plug Valves, Butterfly Valves, Air Release and Pressure Reducing Valves. B References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 - Submittal Procedures 3. Section 02520 – Valve Boxes, Meter Boxes, and Meter Vaults 4. Section 02542 – Concrete Manholes 5. Section 02318 – Excavation and Backfill for Utilities 6. Section 02510 – Water Mains C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM A 307, “Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength” b. ASTM B 763, “Standard Specification for Copper Alloy Sand Casting for Valve Applications” c. ASTM B 62, “Standard Specification for Composition Bronze or Ounce Metal Castings” d. ASTM D 429, “Standard Test Methods for Rubber Property-Adhesion to Rigid Substrates” e. ASTM A 126, “Standard Specification for Gray Iron Castings for Valves, Flanges, and Pipe Fittings” f. ASTM A 48, “Standard Specification for Gray Iron Castings” g. ASTM A 240, “Standard Specification for Chromium and Chromium- Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications” h. ASTM A 276, “Standard Specification for Stainless Steel Bars and Shapes” i. ASTM B 584, “Standard Specification for Copper Alloy Sand Castings for General Applications” j. ASTM A 313, “Standard Specification for Stainless Steel Spring Wire” 2. American Water Works Association (AWWA) a. AWWA C500 Gate Valves, 3 Through 48 in. NPS, for Water and Sewage Systems. b. AWWA C509 or AWWA C515 Resilient-seated Gate Valves, 3 through 12 NPS, for Water and Sewage Systems c. AWWA C550 Protective Epoxy Interior Coatings for Valves and Hydrants d. AWWA C504 Rubber-Sealed Butterfly Valves Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 04/2009 02541 - 2 of 8 3. American National Standards Institute (ANSI) 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for valves under this Section. Include cost in Bid Items for water mains. B Refer to Section 01200 – Measurement and Payment Procedures. C Stipulated Price (Lump Sum). If the Contract is a Stipulated Price Contract, payment for work in this Section is included in the total Stipulated Price. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B Submit manufacturer's product data for proposed valves for approval. 1.04 QUALITY CONTROL A Submit manufacturer's affidavit that gate valves are manufactured in the United States and conform to stated requirements of AWWA C500, AWWA C509 and AWWA C515 and this Section, and that they have been satisfactorily tested in the United States in accordance with AWWA C500, AWWA C509 and AWWA C515. 2.0 P R O D U C T S 2.01 GATE VALVES A Gate Valves: AWWA C500, AWWA C509 or C515 and additional requirements of this Section. Direct bury valves and those in subsurface vaults, aboveground and plant valves open counterclockwise. B If type of valve is not indicated on Plans, use gate valves as line valves for sizes less than 16-inches. If type of valve is indicated, no substitute is allowed. C Gate Valves 1-1/2 Inches in Diameter and Smaller: 125 psig; bronze; rising-stem; single-wedge; disc type; screwed ends; such as Crane No. 428, or approved equal. D Coatings for Gate Valves 2 Inches and Larger: AWWA C550; Indurall 3300 or approved equal, non-toxic, imparts no taste to water, functions as physical, chemical, and electrical barrier between base metal and surroundings, minimum 8-mil-thick, fusion-bonded epoxy. Prior to assembly of valve, apply protective coating to interior and exterior surfaces of body. E Gate Valves 2 Inches in Diameter: Iron body, double gate, non-rising stem, 150-pound test, 2 inch square nut operating clockwise to open. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 04/2009 02541 - 3 of 8 F Gate Valves 4 Inches to 12 Inches in Diameter: Non-directional, resilient seated (AWWA C509 or AWWA C515) or parallel seat double disc (AWWA C500), 200 psig, bronze mounting, push-on bell ends with rubber joint rings, and nut-operated unless otherwise specified. Provide resilient seated valves manufactured by American Darling AFC-500, US Pipe Metroseal 200, or approved equal. Provide double disc valves manufactured by American Darling 52, Clow F-6102, or approved equal. Comply with following requirements: 1. Design: Fully encapsulated rubber wedge or rubber seat ring mechanically attached with minimum 304 stainless-steel fasteners or screws; threaded connection isolated from water by compressed rubber around opening. 2. Body: Cast or ductile iron, flange bonnet and stuffing box together with ASTM A 307 Grade B bolts. Manufacturer's initials, pressure rating, and year manufactured shall be cast in body. 3. Bronze: Valve components in waterway to contain not more than 15 percent zinc and not more than 2 percent aluminum. 4. Stems: ASTM B 763 bronze, alloy number 995 minimum yield strength of 40,000 psi; minimum elongation in 2 inches of 12 percent, non-rising. 5. O-rings: AWWA C509, sections 2.2.6 and 4.8.2. 6. Stem Seals: Consist of three O-rings, two above and one below thrust collar with anti-friction washer located above thrust collar. 7. Stem Nut: Independent or integrally cast of ASTM B 62 bronze. 8. Resilient Wedge: Molded, synthetic rubber, vulcanized and bonded to cast or ductile iron wedge or attached with 304 stainless steel screws tested to meet or exceed ASTM D 429, Method B; seat against epoxy-coated surface in valve body. 9. Bolts: AWWA C509 Section 4.4; stainless steel; cadmium plated, or zinc coated. G Gate Valves 16 Inches to 24 Inches in Diameter: AWWA C500 by Mueller; push-on bell ends with rubber rings and nut-operated unless otherwise specified, double disc, 150 psi, and comply with the following: 1. Body: Cast or ductile iron; flange together bonnet and stuffing box with ASTM A 307 Grade B bolts. Manufacturer's initials, pressure rating, and year manufactured shall be cast in body. Equip with rollers, tracks, and scrapers. 2. Stems: Machined from ASTM B 62 bronze rod with integral forged thrust collar machined to size; non-rising. 3. Stem Seals: Consist of one O-ring above and one O-ring below thrust collar with anti-friction washer located above thrust collar for operating torque. 4. Stem Nut: Independent or integrally cast of ASTM B 62 bronze. 5. Discs: Cast iron with bronze disc rings securely peened into machined dovetailed grooves. 6. Wedging Device: Solid bronze or cast-iron, bronze-mounted wedges. Thin plates or shapes integrally cast into cast-iron surfaces are acceptable. Other moving surfaces integral to wedging action shall be bronze monel or nickel alloy-to-iron. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 04/2009 02541 - 4 of 8 7. Bronze Mounting: Built as integral unit mounted over, or supported on, cast iron base and of sufficient dimensions to be structurally sound and adequate for imposed forces. 8. Gear Cases: Cast iron; furnished on 18-inch and larger valves and of extended type with steel side plates, lubricated, gear case enclosed with oil seal or O- rings at shaft openings. 9. Stuffing Boxes: Located on top of bonnet and outside gear case. H Gate Valves 20 Inches and Larger: Furnish and equip with bypass valves. 1. Sizes: Provide 3-inch bypass valves for 16-inch through 20 inch gate valves. Provide 4-inch bypass valves for 24-inch gate valves. I Valves 4 Inches through 12 Inches for Installation in Vertical Pipe Lines: 1. Double disc, square bottom. J Valves 14 Inches and Larger for Installation in Horizontal Pipe Lines: 1. Equipped with bronze shoes and slides. K Gate Valves Installed at Greater than 4 foot Depth: 1. Provide non-rising, extension stem having coupling sufficient to attach securely to operating nut of valve. Upper end of extension stem shall terminate in square wrench nut no deeper than 4 feet from finished grade. L Gate Valves in Factory Mutual (Fire Service) Type Meter Installations: 1. Conform to provisions of this specification; outside screw and yoke valves; carry label of Underwriters' Laboratories, Inc.; flanged, Class 125; clockwise to close. M Provide flanged joints when valve is connected to steel or PCCP. 2.02 BUTTERFLY VALVES AND ACTUATORS A Butterfly Valves and Actuators: Conform to AWWA C504, except as modified or supplemented herein. Provide valves manufactured by Keystone International, American-Darling, or approved equal. B If type of valve is not indicated on Plans, butterfly valves shall be used for line valve sizes 16 inch and larger. If type of valve is specified, no substitute will be allowed. C Butterfly valves shall be short-body, flanged design and installed at locations as shown on Plans. D Direct-bury valves, valves in subsurface vaults. Above-ground and plant valves shall open counterclockwise. E Provide flanged joints when valve is connected to steel or PCCP. F Butterfly Valves and Actuators (Additional Requirements for Large-Diameter Water Mains): Valves larger than 72 inches in diameter shall have all components designed Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 04/2009 02541 - 5 of 8 so that the allowable stresses at rated pressure shall not exceed one-third of the yield strength or one-fifth of the ultimate strength of the material used. Provide valves manufactured by Keystone International, American-Darling, or equal. 2.03 BUTTERFLY VALVE CONSTRUCTION A Valves: AWWA C504, Class 150B. Body: Cast iron, ASTM A 126, Class B. Flanges: ANSI B 16.1, Class 125 lb. B Discs for Butterfly Valves: Either cast iron or ductile iron. C Seats: Buna-N or neoprene, and may be applied to disc or body. Seats shall be mechanically secured and may not rely solely on adhesive properties of epoxy or similar bonding agent to attach seat to body. Seats on disc shall be mechanically retained by stainless steel (18 - 8) retaining ring held in place by stainless steel (18 - 8) cap screws that pass through rubber seat for added retention. When seat is on disc, seat shall be retained in position by shoulders located on both disc and stainless-steel retaining ring. Mating surfaces for seats: Type 304 or 316, stainless steel and secured to disc by mechanical means. Sprayed-on or plated mating surfaces will not be allowed. D Coat interior wetted ferrous surfaces of valve, including disc, with epoxy suitable for potable-water conditions. Epoxy, surface preparation, and epoxy application: In accordance with AWWA C550 and coating manufacturer's recommendations. Provide two coats of two-component, high-build epoxy with minimum dry thickness of 10 mils. Epoxy coating: Indurall 3300 or approved equal. Coatings shall be holiday tested and measured for thickness. E Valve shaft and keys, dowel pins, or taper pins used for attaching valve shaft to valve disc: Type-304 or 316 stainless steel. Shaft Bearings: Stainless steel, bronze, nylon, or Teflon (supported by fiberglass mat or backing material with proven record of preventing Teflon flow under load) in accordance with AWWA C504. F Packing: Field-adjustable, split-V type, and replaceable without removing operator assembly. G Retaining Hardware for Seats: Type 304 or 316 stainless steel. Nuts and screws used with clamps and discs for rubber seats shall be held securely with locktight, or other approved method, to prevent loosening by vibration or cavitational effects. H Valve disc shall seat in position at 90 degrees to the pipe axis and shall rotate 90 degrees between full-open and tight-closed position. Install valves with valve shafts horizontal and convex side of disc facing anticipated direction of flow, except where shown otherwise on Plans. 2.04 BUTTERFLY VALVE ACTUATOR CONSTRUCTION A Provide actuators for valves with size based on line velocity of 16 feet per second, and, unless otherwise shown on Plans, equip with geared manual actuators. Provide Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 04/2009 02541 - 6 of 8 fully enclosed and traveling-nut type, rack-and-pinion type, or worm-gear type for valves 24 inches and smaller. B Provide actuator designed for installation with valve shaft horizontal unless otherwise indicated on Plans. C Provide valve shaft extended from valve to actuator. Space between actuator housing and valve body shall be completely enclosed so that no moving parts are exposed to soil or elements. D Provide oil-tight and watertight actuator housings for valves, specifically designed for buried service or submerged service when located in valve vaults, and factory packed with suitable grease. E Install a valve position indicator on each actuator housing located above ground or in valve vaults. Valves shall be equipped with 2-inch actuator nut only. F Indicate direction of opening of valve on exposed visible part of assembly. G Design worm-gear or traveling-nut actuators so that a torque of 150 foot-pounds, or less, will operate valve at most adverse condition for which valve is designed. Vertical axis of actuating nut shall not move as valve is opened or closed. 2.05 VALVE BOXES A Provide standard adjustable valve boxes only conforming to requirements of Section 02520 – Valve Boxes, Meter Boxes, and Meter Vaults. 2.06 VALVE SERVICE MANHOLES A For large-diameter water mains, provide manholes to dimensions shown on Plans conforming to requirements of Section 02542 – Concrete Manholes. 2.07 AIR RELEASE AND VACUUM RELIEF VALVES A Air Release Valves: Apco No. 200, GA Industries Fig. 2-AR, or equal. Materials: body and cover, ASTM A 48, Class 30, cast iron; float and leverage mechanism, ASTM A 240 or A276 stainless steel; orifice and seat, stainless steel against Buna-N or Viton mechanically retained with hex head nut and bolt; other valve internals, stainless steel or bronze. Provide inlet and outlet connections, and orifice as shown on Plans. B Air Release and Vacuum Valves: Provide single-body, standard combination or duplex-body custom combination valves as indicated on Plans. 1. For 2 inch and 3 inch, single-body valves, provide inlet and outlet sizes as shown on Plans and orifice sized for 100 psi working pressure. Valve materials: body, cover and baffle, ASTM A 48, Class 35, or ASTM A 126, Grade B cast iron; plug or poppet, ASTM A 276 stainless steel; float, ASTM A 240 stainless steel; seat, Buna-N; other valve internals, stainless steel. Valve exterior: Painted with shop-applied primer suitable for contact with potable Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 04/2009 02541 - 7 of 8 water. Provide Apco Model 145C or 147C, Val-Matic Series 200, or equal valves. 2. For 3 inch and larger duplex body valves as shown on Plans, provide Apco Series 1700 with No. 200 air release valve, GA Industries Fig. No. AR/GH- 21K/280, or equal. Air and vacuum valve materials: body and cover, ASTM A 48, Class 35, cast iron; float, ASTM A 240 stainless steel; seat, Type-304, stainless steel and Buna-N; other valve internals, stainless steel or bronze. Air release valve: Constructed as specified in paragraph above on Air Release Valves. C Vacuum Relief Valves: Provide air inlet vacuum relief valves with flanged inlet and outlet connections as shown on Plans. Provide air release valves in combination with inlet and outlet, and orifice as shown on Plans. Valve shall open under pressure differential not to exceed 0.25 psi. Provide Apco Series 1500 with a No. 200A air release valve, GA Industries Fig. No. HCARV, or approved equal. Materials for vacuum relief valves: valve body, ASTM A 48, Class 35, cast iron; seat and plug, ASTM B 584 bronze, copper alloy 836; spring, ASTM A 313, Type-304, stainless steel; bushing, ASTM B 584 bronze, copper alloy 932; retaining screws, ASTM A 276, Type-304, stainless steel. D Air Release Valve Vault as detailed in Plans. 2.08 PRESSURE REDUCING VALVES A Provide Cla-Val Model 90-01, or approved equal, PRV with strainer in location and arrangement as shown on Plans. Valve body: ASTM A 48, cast iron or ASTM A 126, Class B, cast iron with ANSI B16.1, Class 125, flanges. Valve cover: ASTM A 48 cast iron. Valve internals: Type-303, stainless steel or B-62 bronze. Rubber parts: Buna-N. No leather parts shall be allowed. Resilient seat shall have rectangular cross section. B Control Tubing: Contain shutoff cocks with "Y" strainer. C PRV: Equip with valve position indicator. Initially set in field by authorized manufacturer's representative with 60 psi downstream pressure. D Provide basket strainer upstream of PRV as shown on Plans. Strainer body: quick- opening type, fabricated-steel construction with ANSI B16.1, Class 150, flanges. Basket: Type-304, stainless steel. Provide Hayward Model 90, or equal, for PRV 4- inch through 24-inch. Provide Hayward Model 510, or equal, for PRV 14 inches or greater when space limitations dictate the use of smaller strainer housing. E Pilot Systems for PRV: Adjustable and pressure sustaining. F Valve Box: Valve Box conforming to requirements of Section 02520 – Valve Boxes, Meter boxes, and Meter Vaults. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 04/2009 02541 - 8 of 8 3.0 E X E C U T I O N 3.01 INSTALLATION A Earthwork. Conform to applicable provisions of Section 02318 – Excavation and Backfill for Utilities. B Operation. Do not use valves for throttling without prior approval of manufacturer. 3.02 SETTING VALVES AND VALVE BOXES A Remove foreign matter from within valves prior to installation. Inspect valves in open and closed positions to verify that parts are in satisfactory working condition. B Install valves and valve boxes where shown on Plans. Set valves plumb and as detailed. Center valve boxes on valves. Carefully tamp earth around each valve box for minimum radius of 4 feet, or to undisturbed trench face if less than 4 feet. Install valves completely closed when placed in water line. C For pipe section of each valve box, use only cast iron, ductile iron, or DR18 PVC pipe cut to proper length. Size to allow future operation of valve. Assemble and brace box in vertical position as indicated on Plans. 3.03 DISINFECTION AND TESTING A Perform disinfection and testing of valves and appurtenances as required by Section 02510 – Water Mains. B Repair or replace valves which exceed the allowable specified leakage rate. 3.04 PAINTING OF VALVES A Paint valves in vaults, stations, and above ground using ACRO Paint No. 2215, or approved equal. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 THERMOPLASTIC City of Pearland PAVEMENT MARKING Page 1 of 2 Section 02582 THERMOPLASTIC PAVEMENT MARKING PART 1 GENERAL 1.01 SECTION INCLUDES A. Thermoplastic pavement markings. 1.02 UNIT PRICES A. Measurement for linear pavement markings is on a linear foot basis for each width, measured in place. B. Measurement for words and symbols is on a lump sum basis for each word or symbol. C. Refer to Section 01025 – Measurement and Payment for unit price procedures. 1.03 SUBMITTALS A. Submittals shall conform to requirements of Section 01300 – Submittals. B. Each container shall be clearly marked to indicate the color, weight, Type of material, manufacturer’s name and the lot/batch number. PART 2 PRODUCTS A. Pavement markings are thermoplastic type marking materials that require heating to elevated temperatures for application. B. Materials shall conform to TxDOT Specification Item 666. PART 3 EXECUTION 3.01 GENERAL A. Prepare pavement surfaces and install markings in accordance with manufacturer’s recommendations and TxDOT specifications. B. Accurately locate and install approved markings to conform to classes, colors, lengths, widths, and configurations indicated on Drawings. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 THERMOPLASTIC City of Pearland PAVEMENT MARKING Page 2 of 2 3.02 PREPARATION A. Clean and repair surfaces to receive markups. Blast clean surfaces indicated on Drawings or where directed by the Engineer in accordance with requirements of Section 02581. Do not clean portland cement concrete pavements by grinding. 3.04 SURFACE INSTALLATION A. Test pavement surface for moisture content prior to application of markings. Place an approximate 2 square foot sheet of clear plastic or tar paper on road surface and hold in place for 20 minutes. Immediately inspect the sheet for build up of condensed moisture. If sufficient moisture has condensed to cause water to drip from sheet, do not apply markings. Repeat test as necessary until adequate moisture has evaporated from pavement to allow placement. B. Observe manufacturer’s recommended pavement and ambient air temperature requirements for application. If manufacturer has no temperature recommendations, do not install markings if pavement temperature is below 60 degrees F or above 120 degrees F. C. Prime pavement surface and apply markings as recommended by manufacturer. 3.05 FIELD QUALITY CONTROL A. Pavement markings shall present a neat, uniform appearance. B. Repair or replace improperly installed markers at Contractors expense. 3.06 CLEANING A. Keep project site free of unnecessary traffic hazards at all times. B. Clean area upon completion of work and remove rubbish from work site. 3.07 WARRANTY A. Contractor shall warrant material and labor for a period of twelve months from date of installation of markings. Immediately upon notification, replace portions of pavement marking lines or legends that have lifted, shifted or spread, lost daytime color, or nighttime retro-reflectivity. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND FRAMES, GRATES, RINGS, AND COVERS 12/2015 02603 - 1 of 3 Section 02603 FRAMES, GRATES, RINGS, AND COVERS 1.0 G E N E R A L 1.01 SECTION INCLUDES A. Iron castings for manhole frames and covers, inlet frames and grates, catch basin frames and grates, meter vault frames and covers, adjustment rings and extensions. B. Ring grates. C. References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 - Submittals D. Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM A 48, “Standard Specification for Gray Iron Castings” b. ASTM A 615, “Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement” c. ASTM C 270, “Standard Specification for Mortar for Unit Masonry” 2. American Association of State Highway and Transportation Officials (AASHTO) a. AASHTO M 306, “Drainage, Sewage, Utility, and Related Castings” 3. American Welding Society (AWS) a. AWS D12.1, “Reinforcing Steel Welding Code” 4. Texas Commission on Environmental Quality (TCEQ) a. Chapter 217.55 “Minimum Clear Opening” 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item, no separate payment will be made for frames, grates, rings, covers, and seals under this Section. Include cost in Bid Items for which this Work is a component. B. If frames, grates, rings, covers, and seals are included as a Bid Items, measurement will be based on the Units shown in Section 00300 – Bid Proposal and in accordance with Section 01200 – Measurement and Payment Procedures. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND FRAMES, GRATES, RINGS, AND COVERS 12/2015 02603 - 2 of 3 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B. Provide copies of manufacturer's specifications, load tables, dimension diagrams, anchor details, and installation instructions. Manufacturer shall be East Jordan Iron Works, Inc. or as approved by public works. C. Provide Shop Drawings for fabrication and erection of casting assemblies. Include plans, elevations, sections and connection details. Show anchorage and accessory items. Include Setting Drawings for location and installation of castings and anchorage devices. 2.0 P R O D U C T S 2.01 CASTINGS A. Castings for frames, grates, rings and covers shall conform to ASTM A 48, Class 35B and AASHTO M 306. Provide locking covers if indicated on Plans. B. Castings shall be capable of withstanding the application of an AASHTO H-20 loading without permanent deformation. C. Fabricate castings to conform to the shapes, dimensions, and with wording or logos shown on the Plans. D. Castings shall be 75% post-consumer recycled material, clean, free from blowholes and other surface imperfections. Cast holes in covers shall be clean and symmetrical, free of plugs. 2.02 BEARING SURFACES A. Machine bearing surfaces between covers or grates and their respective frames so that even bearing is provided for any position in which the casting may be seated in the frame. 2.03 SPECIAL FRAMES AND COVERS A. Where indicated on the Plans, provide stainless steel inflow preventers and watertight manhole frames and covers with a minimum of four bolts and a gasket designed to seal cover to frame. Supply watertight manhole Frames and Covers, Model R-1916 manufactured by Neenah Foundry Company, Model V-2420 by East Jordan Iron Works, or as approved by public works. B. Where personnel entry is anticipated, minimum clear opening of 30-inches is required. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND FRAMES, GRATES, RINGS, AND COVERS 12/2015 02603 - 3 of 3 2.04 FABRICATED RING GRATES A. Ring grates shall be fabricated from reinforcing steel conforming to ASTM A 615. B. Welds connecting the bars shall conform to AWS D12.1. 2.05 MORTAR A. Conform to requirements of ASTM C 270, Type S using Portland cement. 3.0 E X E C U T I O N 3.01 INSTALLATION A. All installations that have an elevation difference between the final elevation of the manhole cover and the surrounding finished grade greater than 18 inches will be required to be hinged, lift assist gasketed ring and cover. B. Install castings according to approved Shop Drawings, instructions given in related Sections, and applicable directions from the manufacturer's printed materials. C. Set castings accurately at required locations to proper alignment and elevation. Keep castings plumb, level, true and free of rack. Measure location accurately from established lines and grades. Brace or anchor frames temporarily in formwork until permanently set. D. Ring grates shall be fabricated in accordance with Plans and shall be set in mortar in the mouth of the pipe bell. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STORM SEWERS 5/2013 02630 - 1 of 12 Section 02630 STORM SEWERS 1.0 G E N E R A L 1.01 SECTION INCLUDES A. Storm sewers and appurtenances. B. References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 – Submittals 3. Section 01450 – Testing Laboratory Services 4. Section 03300 – Cast-in-Place Concrete 5. Section 02255 – Bedding, Backfill, and Embankment Materials 6. Section 02318 – Excavation and Backfill for Utilities 7. Section 02415 – Augering Pipe or Casing for Sewers 8. Section 01140 – Contractor’s Use of Premises 9. Section 02629 - Safety End Treatments C. Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM C 76, “Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe b. ASTM C 443, “Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets” c. ASTM C 506, “Standard Specification for Reinforced Concrete Arch Culvert, Storm Drain, and Sewer Pipe” d. ASTM C 877, “Standard Specification for External Sealing Bands for Concrete Pipe, Manholes, and Precast Box Sections” e. ASTM C 507, “Standard Specification for Reinforced Concrete Elliptical Culvert, Storm Drain, and Sewer Pipe” f. ASTM C 655, “Standard Specification for Reinforced Concrete D- Load Culvert, Storm Drain, and Sewer Pipe” g. ASTM D 3350, “Standard Specification for Polyethylene Plastic Pipe and Fittings Materials” h. ASTM C 1433, “Standard Specification for Precast Reinforced Concrete Box Sections for Culverts, Storm Drains, and Sewers” i. ASTM B 633, “Standard Specification for Electrodeposited Coatings of Zinc on Iron and Steel” j. ASTM A 760, “Standard Specification for Corrugated Steel Pipe, Metallic-Coated for Sewers and Drains” Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STORM SEWERS 5/2013 02630 - 2 of 12 2. American Association of State Highway and Transportation Officials (AASHTO) 1.02 MEASUREMENT AND PAYMENT A. Measurement for storm sewers is on a linear foot basis taken along the center line of the pipe from center line to center line of manholes or from end to end of culverts, measured and complete in place. Separate measurement will be made for each type and size of pipe installed. B. Payment for storm sewer includes pipe, earthwork, connections to existing manholes and pipe, accessories, equipment and execution required are incidental to storm sewer work. C. Refer to Section 01200 – Measurement and Payment Procedures. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B. Submit manufacturer's literature for product specifications and installation instructions. C. Submit product quality, material sources, and field quality information in accordance with this Section. 1.04 TESTING A. Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 – Testing Laboratory Services and as specified in this Section. 1.05 QUALITY ASSURANCE A. The condition for acceptance will be a storm sewer that is watertight both in pipe-to- pipe, box-to-box joints and in pipe-to-manhole connections and in box connections. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STORM SEWERS 5/2013 02630 - 3 of 12 1.06 PRODUCT DELIVERY, STORAGE AND HANDLING A. Comply with manufacturer's recommendations. B. Handle pipe, fittings, and accessories carefully with approved handling devices. Do not drop or roll pipe off trucks or trailers. Materials cracked, gouged, chipped, dented, or otherwise damaged will not be approved for installation. C. Store pipe and fittings on heavy timbers or platforms to avoid contact with the ground. D. Unload pipe, fittings, and specials as close as practical to the location of installation to avoid unnecessary handling. E. Keep interiors of pipe and fittings completely free of dirt and foreign matter. 2.0 P R O D U C T S 2.01 MATERIAL A. Materials for storm sewers shall be of the sizes and types indicated on the Plans. B. Materials for pipe and fittings, other than those specified or referenced, may be considered for use in storm sewers. C. For consideration of other materials, submit complete manufacturer's data including materials, sizes, flow carrying capacity, installation procedures, and history of similar installations to Engineer for pre-bid evaluations, if allowed, or as a substitution. 2.02 REINFORCED CONCRETE PIPE A. Circular reinforced concrete pipe shall conform to requirements of ASTM C 76, for Class III wall thickness. Joints shall be rubber gasketed conforming to ASTM C 443. B. Reinforced concrete arch pipe shall conform to the requirements of ASTM C 506 for Class A-III. Joints shall conform to ASTM C 877. C. Reinforced concrete elliptical pipe, either vertical or horizontal, shall conform to the requirements of ASTM C 507 for Class VE-III for vertical or Class HE-III for horizontal. Joints shall be rubber gaskets conforming to ASTM C 877. D. Reinforced concrete D-load pipe shall conform to the requirements of ASTM C 655. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STORM SEWERS 5/2013 02630 - 4 of 12 2.03 PRECAST AND CAST-IN-PLACE REINFORCED CONCRETE BOX SEWERS A. All box sewer sections shall conform to ASTM C1433. B. All pipe and boxes shall be machine-made or cast by a process which will provide for uniform placement of concrete in the forms and compaction by mechanical devices which will assure a dense concrete. C. Concrete shall conform to requirements of Section 03300 – Cast-in-Place Concrete with minimum compressive strength of 4000 psi. D. Concrete shall be mixed in a central batch plant or other batching facility from which the quality and uniformity of the concrete can be assured. Transit-mixed concrete is not acceptable. E. Make test specimens in test cylinders at the same time and in the same manner as the box sections they represent. Make a minimum of 4 test cylinders for each day’s production run and each mix design. Cure test cylinders in the same manner and for the same times as the boxes they represent. The producer must furnish all equipment required for testing concrete for boxes produced in a precasting plant. F. For precast boxes, provide no more than 4 lifting holes in each section. Lifting holes may be cast, cut into fresh concrete after form removal, or drilled. Provide lifting holes of sufficient size for adequate lifting devices based on the size and weight of the box section. Do not use lifting holes larger than 3 in. in diameter. Do not cut more than 1 longitudinal. G. Rubber gaskted joints for precast reinforced concrete box culverts and sewers may be selected in lieu of boxes with preformed, flexible, mastic gasket material. When rubber gasket joints are selected, they shall meet the requirements of ASTM C 1677 for design of the joints, performance and joint tolerances. When selecting the rubber gasket joint for box, neither filter fabric nor external joint wrap shall be required. 2.04 CORRUGATED METAL PIPE AND FITTINGS A. Corrugated metal pipe may be galvanized steel, aluminized steel, aluminum or precoated galvanized steel as indicated on Plans and conforming to the following: Galvanized Steel AASHTO M218 Aluminized Steel AASHTO M274 Aluminum AASHTO M197 Precoated Galvanized Steel AASHTO M246 1. Reference to gauge of metal is to U.S. Standard Gauge for uncoated sheets. Tables in AASHTO M218 and AASHTO M274 list thicknesses for coated sheets in inches. The tables in AASHTO M197 list thicknesses in inches for clad aluminum sheets. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STORM SEWERS 5/2013 02630 - 5 of 12 B. Coupling bands and other hardware for galvanized or aluminized steel pipe shall conform to requirements of AASHTO M36 for steel pipe and AASHTO M196 for aluminum pipe. 1. Coupling bands shall be not more than 3 nominal sheet thicknesses lighter than thickness of pipe to be connected and in no case lighter than 0.052 inch for steel or 0.048 inch for aluminum. 2. Coupling bands shall be made of same base metal and coating (metallic or otherwise) as pipe. 3. Minimum width of corrugated locking bands shall be as shown below for corrugations which correspond to end circumferential corrugations on pipes being joined: a. 10 ½ inches wide for 2 ⅔ inch x 1/2-inch corrugations. b. 12 inches wide for 3 inch x 1 inch corrugations. 4. Helical pipe without circumferential end corrugations will be permitted only when it is necessary to join a new pipe to an existing pipe which was installed with no circumferential end corrugations. In this event pipe furnished with helical corrugations at ends shall be field jointed with either helically corrugated bands or with bands with projections (dimples). The minimum width of helical corrugated bands shall conform to the following: a. 12 inches wide for 1/2 inch-deep helical end corrugations. b. 14 inches wide for one inch-deep helical end corrugations. 5. Bands with projections shall have circumferential rows of projections with one projection for each corrugation. Width of bands with projections shall be not less than the following: a. 12 inches wide for pipe diameters up to and including 72 inches. Bands shall have two circumferential rows of projections. b. 16 ¼ inches wide for pipe diameters of 78 inches and greater. Bands shall have four circumferential rows of projections. 6. Bolts for coupling bands shall be 1/2 inch diameter. Bands 12 inches wide or less will have a minimum of 2 bolts per end at each connection, and bands greater than 12 inches wide shall have a minimum of 3 bolts at each connection. 7. Galvanized bolts may be hot dip galvanized in accordance with requirements of AASHTO M 232, mechanically galvanized to provide same requirements as AASHTO M 232, or electro-galvanized per ASTM B 633, Type RS. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STORM SEWERS 5/2013 02630 - 6 of 12 C. Bituminous coated pipe or pipe arch shall be coated inside and out with a bituminous coating which shall meet these performance requirements and requirements of AASHTO M190. 1. Pipe shall be uniformly coated inside and out to a minimum thickness of 0.05 inch, measured on crests of corrugations. 2. Bituminous coating shall adhere to the metal so that it will not chip, crack, or peel during handling and placement; and shall protect pipe from corrosion and deterioration. 3. Where a paved invert is shown on Plans, pipe or pipe arch, in addition to fully- coated treatment described above, shall receive additional bituminous material, same as specified above, applied to the bottom quarter of circumference to form a smooth pavement. Maintain a minimum thickness of 1/8 inch above crests of corrugations. D. Furnish all fittings and specials required for bends, end sections, branches, access manholes, and connections to other fittings. Design fittings and specials in accordance with Plans and ASTM A 760. Fittings and specials are subject to same internal and external loads as straight pipe. 2.05 PIPE FABRICATION A. Steel Pipe: 1. Galvanized or aluminized steel pipe shall be full circle or arch pipe conforming to AASHTO M 36, Type I, Type IA, or Type II, as indicated on the Plans. 2. Fabrication with circumferential corrugations, lap joint construction with riveted or spot-welded seams, helical corrugations with continuous helical lock seam, or ultra-high frequency resistance butt-welded seams is acceptable. B. Aluminum Pipe: 1. Pipe shall conform to the requirements of AASHTO M 196, Type I, Type IA, circular pipe, or Type II, pipe arch as indicated on the Plans. 2. Fabrication with circumferential corrugations, lap joint construction with riveted or spot-welded seams, or helical corrugations with a continuous helical lock seam. 3. Portions of aluminum pipe that will be in contact with concrete or metal other than aluminum, shall be insulated from these materials with a coating of bituminous material meeting requirements of AASHTO M 190. Extend coating a minimum distance of one foot beyond area of contact. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STORM SEWERS 5/2013 02630 - 7 of 12 C. Precoated Galvanized Steel Pipe: 1. Pipe shall be full circle or arch pipe conforming to AASHTO M 245, Type I, Type IA or Type II as indicated on the Plans. 2. Fabrication with circumferential corrugations, lap joint construction with riveted seams, or helical lock seams is acceptable. 3. Inside and outside coating shall be a minimum of 10 mils. 2.06 SOURCE QUALITY CONTROL A. Tolerances: Allowable casting tolerances for concrete units are plus or minus 1/4 inch from dimensions shown on the Plans. Concrete thickness in excess of that required will not constitute cause for rejection provided that such excess thickness does not interfere with proper jointing operations. B. Precast Unit Identification: Mark date of manufacture and name or trademark of manufacturer clearly on the inside of inlet, headwall or wingwall. C. Rejection: Precast units may be rejected for non-conformity with these specifications and for any of the following reasons: 1. Fractures or cracks passing through the shell, except for a single end crack that do not exceed the depth of the joint. 2. Surface defects indicating honeycombed or open texture. 3. Damaged or misshaped ends, where such damage would prevent making a satisfactory joint. D. Replacement: Immediately remove rejected units from the work site and replace with acceptable units. E. Repairs: Occasional imperfections resulting from manufacture or accidental damage may be repaired if, in the opinion of the Engineer, repaired units conform to requirements of these specifications. 2.07 BEDDING, BACKFILL, AND TOPSOIL MATERIAL A. Bedding and Backfill Material: Conform to Plans and requirements of Sections 02255 – Bedding, Backfill, and Embankment Materials. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STORM SEWERS 5/2013 02630 - 8 of 12 3.0 E X E C U T I O N 3.01 PREPARATION A. Conform to requirements of Section 02318 – Excavation and Backfill for Utilities, 3.02 “Preparation”. 3.02 EARTHWORK A. Excavate in accordance with requirements of Section 02318 – Excavation and Backfill for Utilities, except where tunneling or jacking methods are shown on the Plans. When pipes are laid in a trench, the trench when completed and shaped to receive the pipe, shall be of sufficient width to provide free working space for satisfactory bedding and jointing and thorough tamping of backfill and bedding material under and around pipe. B. Bed pipe in accordance with Plans and Specifications. When requested by Engineer, furnish a simple template for each size and shape of pipe for use in checking shaping of bedding. Template shall consist of a thin plate or board cut to match lower half of cross section. C. Where rock in either ledge or boulder form exists below pipe, remove the rock below grade and replace with suitable materials so that a slightly yielding compacted earth cushion is provided below pipe a minimum of 12 inches thick. D. Where soil encountered at established grade is quicksand, muck or similar unstable materials, such unstable soil shall be removed and replaced in accordance with requirements of Section 02318 – Excavation and Backfill for Utilities. Do not allow cement stabilized materials for backfill to come into contact with any uncoated aluminum or aluminized pipe surface. E. After metal pipe structure has been completely assembled on proper line and grade and headwalls constructed when required by the drawing details, place selected material from excavation or borrow along both sides of the completed structures equally, in uniform layers not exceeding 6 inches in depth (loose measurement), wetted if required and thoroughly compacted between adjacent structures and between structure and sides of trench, or for a distance each side of structure equal to diameter of pipe. Backfill material shall be compacted to the same density requirements as specified for adjoining sections of embankment in accordance with specifications. Above three-fourths point of structure, place uniformly on each side of pipe in layers not to exceed 12 inches. F. Only hand operated tamping equipment will be allowed within vertical planes 2 feet beyond horizontal projection of outside surface of structure for backfilling, until a minimum cover of 12 inches is obtained. Remove and replace damaged pipe. G. Do not permit heavy earth moving equipment to haul over structure until a minimum of 4 feet of permanent or temporary compacted fill has been placed. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STORM SEWERS 5/2013 02630 - 9 of 12 H. During backfilling, obtain uniform backfill material and uniform compacted density throughout length of structure so that unequal pressure will be avoided. Provide proper backfill under structure. I. Prior to adding each new layer of loose backfill material, an inspection will be made of inside periphery of structure for local or unequal deformation caused by improper construction methods. Evidence of deformation will be reason for such corrective measures as may be directed by Engineer. 3.03 CORRUGATED METAL PIPE INSTALLATION A. Place pipes on prepared foundation starting at outlet end. Join sections firmly together, with side laps or circumferential joints pointing upstream and with longitudinal laps on sides. B. Metal in joints which is not protected by galvanizing or aluminizing shall be coated with an approved asphaltum paint. C. Provide proper equipment for hoisting and lowering sections of pipe into trench without damaging pipe or disturbing prepared foundation and sides of trench. Pipe which is not in alignment or which shows undue settlement after laying, or is damaged, shall be taken up and relaid. D. Multiple installations of corrugated metal pipe and pipe arches shall be laid with the center lines of individual barrels parallel. Unless otherwise indicated on the Plans, maintain the following clear distances between outer surfaces of adjacent pipes: DIAMETER OF PIPE CLEAR DISTANCE BETWEEN PIPES FULL CIRCLE AND PIPE ARCH PIPE ARCH DESIGN NO. 18” 1’ 2” 2 24” 1’ 5” 3 30” 1’ 8” 4 36” 1’ 11” 5 42” 2’ 2” 6 48” 2’ 5” 7 54” 2’ 10” 8 60” – 84” 3’ 2” 9 90” – 120” 3’ 5” 10 & Over E. Where extensions are attached to existing structures, install a proper connection between structure and existing as indicated on Plans, coat the connection with bituminous material when required. F. When existing headwalls and aprons are indicated for reuse on the Plans, sever portion to be reused from the existing culvert, and relocate to prepared position. Damaged Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STORM SEWERS 5/2013 02630 - 10 of 12 headwalls, aprons or pipes attached to the headwall, shall be restored to their original condition. 3.04 JOINTING A. Field joints shall maintain pipe alignment during construction and prevent infiltration of side material. B. Coupling bands shall lap equally on pipes being connected to form a tightly-closed joint. C. Use corrugated locking bands to field join pipes furnished with circumferential corrugations including pipe with helical corrugations having reformed circumferential corrugations on ends. Fit locking bands into a minimum of one full circumferential corrugation of pipe ends being coupled. 3.05 CONCRETE PIPE INSTALLATION A. Install in accordance with the Plans and pipe manufacturer's recommendations and as specified in this Section. B. Install pipe only after excavation is completed, the bottom of the trench shaped, bedding material is installed, and the trench has been approved by the Engineer. C. Install pipe to the line and grade indicated. Place pipe so that it has continuous bearing of barrel on bedding material and is laid in the trench so the interior surfaces of the pipe follow the grades and alignments indicated. D. Install pipe with the spigot ends toward the direction of flow. E. Form a concentric joint with each section of adjoining pipe so as to prevent offsets. F. Place and drive home newly laid sections with come-a-long winches so as to eliminate damage to sections. Use of back hoes or similar powered equipment will not be allowed unless protective measures are provided and approved in advance by the Engineer. G. Keep the interior of pipe clean as the installation progresses. Where cleaning after laying the pipe is difficult because of small pipe size, use a suitable swab or drag in the pipe and pull it forward past each joint immediately after the joint has been completed. H. Keep excavations free of water during construction and until final inspection. I. When work is not in progress, cover the exposed ends of pipes with an approved plug to prevent foreign material from entering the pipe. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STORM SEWERS 5/2013 02630 - 11 of 12 3.06 PRECAST AND CAST-IN-PLACE CONCRETE BOX SEWERS INSTALLATION A. Placement of Boxes: when precast boxes are used to form multiple barrel structures, place the box sections in conformance with the plans or as directed. Place material to be used between barrels as shown on the plans or as directed. Unless otherwise authorized, start the laying of boxes on the bedding at the outlet end and proceed toward the inlet end with the abutting sections properly matched. Fit, match, and lay the boxes to form a smooth, uniform conduit true to the established lines and grades. For trench installations, lower the box sections into the trench without damaging the box or disturbing the bedding and the sides of the trench. Carefully clean the ends of the box before it is placed. Prevent the earth or bedding material from entering the box as it is laid. Remove and re-lay, without extra compensation, boxes that are not in alignments or that show excessive settlement after laying. Form and place cast-in- place boxes in accordance with Section 03300 - Cast-in-Place Concrete. B. Connections and Stub Ends: Make connections of boxes to existing boxes, pipes, storm drains, or storm drain appurtenances as shown on the plans. Mortar or concrete the bottom of existing structures if necessary to eliminate any drainage pockets created by the connections. Connect boxes to any required headwalls, wingwalls, safety end treatments or riprap, or other structures as shown on the plans or as directed. Repair any damage to the existing structure resulting from making the connections. Finish stub ends for connections to future work not shown on the plans by installing watertight plugs into the free end of the box. C. For precast boxes, fill lifting holes with mortar or concrete and cure. Precast concrete or mortar plugs may be used. 3.07 INSTALLATION OTHER THAN OPEN CUT A. For installation of pipe by augering, boring, or jacking pipe, conform to requirements of Section 02415 - Augering Pipe or Casing for Sewers. B. Design pipe and box sewers for jacking, boring or tunneling considering the specific installation conditions such as the soil conditions, installation methods, anticipated deflection angles and jacking pressures. When requested, provide design notes and drawings signed by a Texas licensed professional engineer. 3.08 CONNECTIONS A. Connect inlet leads to the inlets as shown on the Plans. Use non-shrink grout jointing material as shown on the Plans Drawing or as approved. Make connections water tight. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND STORM SEWERS 5/2013 02630 - 12 of 12 3.09 FINISHES A. Cut off inlet leads neatly at the inside face of inlet wall. Point up with mortar or field galvanizing. B. When the box section of the inlet has been completed, shape the floor of the inlet with mortar to conform to the detailed Plans. C. Finish concrete surfaces in accordance with requirements of Section 03300 – Cast-in- Place Concrete. 3.10 BACKFILL A. Backfill the trench only after pipe and box sewer installation is approved by the Engineer. B. Bed pipes with materials conforming to requirements of Section 02318 – Excavation and Backfill for Utilities and as indicated on Plans. C. Backfill and compact soil in accordance with Section 02318 – Excavation and Backfill for Utilities. 3.11 INSPECTION A. Remove and replace all nonconforming work at no additional cost to City. 3.12 SAFETY END TREATMENTS (SET) A. Install safety end treatments in accordance with Section 02629 and as indicated on the plans. Use only approved pre-cast SET’s with cross bars. 3.13 CLEAN-UP AND RESTORATION A. Perform clean-up and restoration in and around construction zone in accordance with Section 01140 – Contractor’s Use of Premises. B. In unpaved areas, grade surface as a uniform slope to natural grade as indicated on the Plans. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PRECAST INLETS, HEADWALLS, AND WINGWALLS 5/2013 02631 - 1 of 5 Section 02631 PRECAST INLETS, HEADWALLS, AND WINGWALLS 1.0 G E N E R A L 1.01 SECTION INCLUDES A. Precast concrete inlets for storm or sanitary sewers, including cast iron frame and plate or grate. B. Precast concrete headwalls and wingwalls for storm sewers. C. References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 – Submittals 3. Section 01630 – Product Options and Substitution 4. Section 03300 – Cast-in-Place Concrete 5. Section 02542 – Concrete Manholes and Accessories 6. Section 02318 – Excavation and Backfill for Utilities D. Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM C 76, “Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe b. ASTM C 270, “Standard Specification for Mortar for Unit Masonry” E. Definitions: 1. Normal Depth Type A, Type B, Type C and Type E Inlets - depth of 2.25 feet or less (2' 3") plus pipe inside diameter when measured from grating, bottom of gutter, or throat to flow line of inlet lead. 2. Normal Depth Type BB Inlet - depth of 2.55 feet (2' 6 ⅝ ") plus pipe inside diameter when measured from curb beam to flow line of inlet lead. 3. Extra Depth Inlet - specified depth exceeding normal depth for the type inlet used. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PRECAST INLETS, HEADWALLS, AND WINGWALLS 5/2013 02631 - 2 of 5 1.02 MEASUREMENT AND PAYMENT A. Measurement for normal depth inlets is on a per each basis, complete in place. B. When extra depth is specified on the Plans, measurement for extra depth inlets is on a vertical foot basis for each foot in excess of normal depth, measured and complete in place. C. Measurement for headwalls and wingwalls is on a per each basis, complete in place. D. Payment for inlets and for culvert headwalls and wingwalls includes connection of lines, and furnishing and installing frames, grates, rings and covers. E. Refer to Section 01200 – Measurement and Payment Procedures. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B. Submit Shop Drawings for approval of design and construction details for precast concrete inlets, headwalls and wingwalls. . C. Submit proposals for using equivalent construction products or processes according to Section 01630 – Product Options and Substitution. D. Submit manufacturer’s data and details for frames, grates, rings, and covers. 1.04 STORAGE AND SHIPMENT A. Store precast units on level blocking. Do not place loads on them until design strength is reached. Shipment of acceptable units may be made when the 28 day strength requirements have been met. 2.0 P R O D U C T S 2.01 MATERIALS A. Concrete: Concrete for precast machine-made units meeting requirements of ASTM C 76 regarding reinforced concrete, cement, aggregate, mixture, and concrete test. Minimum 28-day compressive strength shall be 4,000 psi. B. Reinforcing steel: Conform to requirements of Section 03300 – Cast-in-Place Concrete. Place reinforcing steel to conform to details shown on Plans and as follows: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PRECAST INLETS, HEADWALLS, AND WINGWALLS 5/2013 02631 - 3 of 5 1. Provide a positive means for holding steel cages in place throughout production of concrete units. The maximum variation in reinforcement position is plus or minus 10 percent of wall thickness or plus or minus 1/2 inch whichever is less. Regardless of variation, the minimum cover of concrete over reinforcement as shown on the Plans shall be maintained. 2. Welding of reinforcing steel is not permitted unless noted on the Plans. C. Mortar: Conform to requirements of ASTM C 270, Type S using Portland cement. D. Miscellaneous metal: Cast-iron frames and plates conforming to requirements of Section 02542 – Concrete Manholes and Accessories. 2.02 SOURCE QUALITY CONTROL A. Tolerances: Allowable casting tolerances for concrete units are plus or minus 1/4 inch from dimensions shown on the Plans. Concrete thickness in excess of that required will not constitute cause for rejection provided that such excess thickness does not interfere with proper jointing operations. B. Precast Unit Identification: Mark date of manufacture and name or trademark of manufacturer clearly on the inside of inlet, headwall or wingwall. C. Rejection: Precast units may be rejected for non-conformity with these specifications and for any of the following reasons: 1. Fractures or cracks passing through the shell, except for a single end crack that does not exceed the depth of the joint. 2. Surface defects indicating honeycombed or open texture. 3. Damaged or misshaped ends, where such damage would prevent making a satisfactory joint. D. Replacement: Immediately remove rejected units from the work site and replace with acceptable units. E. Repairs: Occasional imperfections resulting from manufacture or accidental damage may be repaired if, in the opinion of the Engineer, repaired units according to requirements of these specifications. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PRECAST INLETS, HEADWALLS, AND WINGWALLS 5/2013 02631 - 4 of 5 3.0 E X E C U T I O N 3.01 EXAMINATION A. Verify lines and grades are correct. B. Verify compacted subgrade will support loads imposed by inlets. 3.02 INSTALLATION A. Install inlets, headwalls, and wingwalls complete in place to the dimensions, lines and grades as shown on the Plans. B. Excavate in accordance with requirements of Section 02318 – Excavation and Backfill for Utilities. C. Bed precast concrete units on cement stabilized sand on foundations of firm, stable material accurately shaped to conform to the shape of unit bases. D. Provide adequate means to lift and place concrete units. 3.03 FINISHES A. Use a cement-sand mortar mix to seal joints, fill lifting holes, and as otherwise required. B. When the box section of the inlet has been completed, shape the floor of the inlet with mortar to conform to Plans details. C. Accurately adjust cast iron inlet plate frames to line, grade, and slope. Grout frame in place with mortar. 3.04 INLET WATERTIGHTNESS A. Test each inlet for leaks. Verify that inlets are free of visible leaks. Repair leaks in an approved manner. 3.05 CONNECTIONS A. Connect inlet leads to the inlets as shown on the Plans. Use non-shrink jointing material as shown on the Plans or as approved. Make connections water tight. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND PRECAST INLETS, HEADWALLS, AND WINGWALLS 5/2013 02631 - 5 of 5 3.06 BACKFILL A. Backfill the area of excavation surrounding each completed inlet, headwall or wingwall according to the requirements of Section 02318 – Excavation and Backfill for Utilities. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND ADJUSTING MANHOLES, INLETS, AND VALVE BOXES 07/2006 02633 - 1 of 3 Section 02633 ADJUSTING MANHOLES, INLETS, AND VALVE BOXES 1.0 G E N E R A L 1.01 SECTION INCLUDES A Adjusting elevation of manholes, inlets, and valve boxes to new grades. B References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 – Submittals 3. Section 03300 – Cast-in-Place Concrete 4. Section 02542 – Concrete Manholes and Accessories 5. Section 02318 – Excavation and Backfill for Utilities 6. Section 02910 – Topsoil 7. Section 02921 – Hydromulch Seeding C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM C 270, “Standard Specification for Mortar for Unit Masonry” 1.02 MEASUREMENT AND PAYMENT A Measurement for adjusting utility structures to grade is on a lump sum basis for: 1. Adjusting manholes. 2. Adjusting inlets. 3. Adjusting valve boxes. B Refer to Section 01200 - Measurement and Payment Procedures. C Make Submittals required by this Section under the provisions of Section 01350 – Submittals. 2.0 P R O D U C T S 2.01 CONCRETE MATERIALS A For cast in place concrete, refer to Section 03300 – Cast-in-Place Concrete. B For precast concrete manhole sections and adjustment rings, refer to Section 02542 – Concrete Manholes and Accessories. C For mortar mix, conform to requirements of ASTM C 270, Type S using Portland cement. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND ADJUSTING MANHOLES, INLETS, AND VALVE BOXES 07/2006 02633 - 2 of 3 2.02 CAST IRON ADJUSTING RINGS A For cast iron adjusting rings, refer to Section 02542 – Concrete Manholes and Accessories. 2.03 PIPING MATERIALS A For riser pipes and fittings, refer to applicable piping materials specifications in Sections 02542 – Concrete Manholes and Accessories. 3.0 E X E C U T I O N 3.01 EXAMINATION A Examine existing structure, valve box, frame and cover or inlet box, frame and cover or inlet, and piping and connections for damage or defects that would affect adjustment to grade. Report such damage or defects to the Engineer. 3.02 ESTABLISHING GRADE A Coordinate grade related items with existing grade and finished grade or paving, and relate to established bench mark or reference line. 3.03 ADJUSTING MANHOLES AND INLETS A Elevation of manhole or inlet can be raised using precast concrete rings or metal adjusting rings. Use of brick for adjustment to grade is prohibited. Elevation of manhole or inlet can be lowered by removing existing masonry, adjusting rings or the top section of the barrel below the new elevation and then rebuilding or raising the elevation to the proper height. B Grout inside and outside adjusting ring joints. C Salvage and reuse cast iron frame and cover or grate. D Protect or block off manhole or inlet bottom using wood forms shaped to fit so that no debris or soil falls to the bottom during adjustment. E Set the cast iron frame for the manhole cover or grate in a full mortar bed and adjust to the established elevation. In streets, adjust covers to be flush to 1/8 inch above pavement. F Verify that manholes and inlets are free of visible leaks as a result of reconstruction. Repair leaks in a manner subject to the Engineer's approval. 3.04 ADJUSTING VALVE BOXES A If usable, salvage and reuse valve box and surrounding concrete block. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND ADJUSTING MANHOLES, INLETS, AND VALVE BOXES 07/2006 02633 - 3 of 3 B Remove and replace 6 inch ductile iron riser pipe with suitable length for depth of cover required to establish the adjusted elevation to accommodate actual finish grade. C Reinstall in-kind adjustable valve box and riser piping plumbed in vertical position. Provide minimum 6 inches telescoping freeboard space between riser pipe top butt end and interior contact flange of valve box for vertical movement damping. D After valve box has been set, aligned, and adjusted so that top lid is level with final grade, pour a 24 inch by 24 inch by 8 inch thick concrete pad around valve box. Center valve box horizontally within concrete slab. 3.05 BACKFILL AND GRADING A Backfill the area of excavation surrounding each adjusted manhole, inlet, and valve box and compact according to requirements of Section 02318 – Excavation and Backfill for Utilities. B Grade the ground surface to drain away from each manhole and valve box. Place earth fill around manholes to the level of the upper rim of the manhole frame. Place earth fill around the valve box concrete block. C In unpaved areas, grade surface at a uniform slope of 1 to 5 from the manhole frame to natural grade. Provide a minimum of 4 inches of topsoil conforming to requirements of Section 02910 – Topsoil and seed in accordance with Section 02921 – Hydromulch Seeding. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONCRETE PAVEMENT 08/2011 02751 - 1 of 15 Section 02751 CONCRETE PAVEMENT 1.0 G E N E R A L 1.01 SECTION INCLUDES A Portland Cement Concrete Pavement for Concrete Streets, Driveways and Sidewalks; Joints and Curing Materials. B References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 – Submittals 3. Section 01450 – Testing Laboratory Services C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM C 150, “Standard Specification for Portland Cement” b. ASTM C 94, “Standard Specification for Ready-Mixed Concrete” c. ASTM C 33, “Standard Specification for Concrete Aggregates” d. ASTM C 131, “Standard Test Methods for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine” e. ASTM C 136, “Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates” f. ASTM C 40, “Standard Test Method for Organic Impurities in Fine Aggregates for Concrete” g. ASTM C 260 h. ASTM C 494, “Standard Specification for Chemical Admixtures for Concrete” i. ASTM A 615, “Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement” j. ASTM D 994, “Standard Specification for Preformed Expansion Joint Filler for Concrete (Bituminous Type)” k. ASTM D 1751, “Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Type) l. ASTM D 6690, “Standard Specification for Joint and Crack Sealants, Hot-Applied, for Concrete and Asphaltic Pavements” m. ASTM C 39, “Standard Test Method for Compressive Strength of Concrete” n. ASTM C 31, “Standard Practice for Making and Curing Concrete Test Specimens in the Field” o. ASTM C 143, “Standard Test Method for Slump of Hydraulic Cement Concrete” Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONCRETE PAVEMENT 08/2011 02751 - 2 of 15 p. ASTM C 138, “Standard Test Method for Density (Unit Weight),Yield, and Air Content (Gravimetric) of Concrete” q. ASTM C 231,”Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method” r. ASTM C 171, “Standard Specification for Sheet Materials for Curing Concrete” s. ASTM C 309, “Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete” t. ASTM C 42, “Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete” 2. Texas Department of Transportation (TxDOT) a. Tex-406-A, “Material Finer than 75-µm (No. 200) Sieve in Mineral Aggregates (Decantation Test for Concrete Aggregates) b. Tex-203-F, “Sand Equivalent Test” c. Standard Specifications for Construction and Maintenance of Highways, Streets and Bridges, 2004 Adoption 1) Item 438 “Cleaning and Sealing Joints and Cracks (Rigid Pavements and Bridge Decks)” 1.02 MEASUREMENT AND PAYMENT A Measurement for concrete paving is on square yard basis. Separate measurement will be made for each different required thickness of pavement. B Payment includes all labor and materials required for installation of concrete paving, joints and curing material, as indicated on Plans. C Refer to Section 01200 – Measurement and Payment Procedures. D Refer to this Section, 3.26 “Noncomforming Pavement” for unit price adjustments for deficient thickness. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. Submittals shall conform to requirements of Section 01350 - Submittals. B Submit proposed mix design and test data for each type and strength of concrete in Work. Include proportions and actual compressive strength obtained from design mixes at required test ages. C Submit manufacturer's description and characteristics for mixing equipment, and for traveling form paver, if proposed for use, for approval. D Submit manufacturer's certificates giving properties of reinforcing steel. Provide specimens for testing when required by the Engineer. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONCRETE PAVEMENT 08/2011 02751 - 3 of 15 E Submit product data for joint sealing compound and proposed sealing equipment for approval. F Submit samples of dowel cup, metal supports, and deformed metal strip for approval. 1.04 HANDLING AND STORAGE A Do not mix different classes of aggregate without written permission of the Engineer. B Class of aggregate being used may be changed before or during Work with written permission of the Engineer. New class shall comply with specifications. C Segregated aggregate will be rejected. Before using aggregate whose particles are separated by size, mix them uniformly to grading requirements. D Aggregates mixed with dirt, weeds or foreign matter will be rejected. E Do not dump or store aggregate in roadbed. 2.0 P R O D U C T S 2.01 MATERIALS A Portland Cement: 1. Sample and test cement to verify compliance with Standards of ASTM C 150, Type I or Type III. 2. Bulk cement which meets referenced standards may be used if the method of handling is approved by the Engineer. When using bulk cement, provide satisfactory weighing devices. B Water: Conform to requirements for water in ASTM C 94. C Coarse Aggregate: Gravel or crushed stone, or combination thereof, which is clean, hard, durable, conforms to requirements of ASTM C 33, and has abrasion loss not more than 45 percent by weight when subjected to Los Angeles Abrasion Test (ASTM C 131). No pit run gravel will be allowed. 1. Maximum percentage by weight of deleterious substances shall not exceed following values: ITEM PERCENT BY WEIGHT OF TOTAL SAMPLE MAXIMUM Clay lumps and friable particles. 3.0 Material finer than 75-µm (No. 200) sieve: Concrete subject to abrasion. 3.0* Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONCRETE PAVEMENT 08/2011 02751 - 4 of 15 All other concrete. 5.0* Coal and lignite: Where surface appearance of concrete is of importance. 0.5 All other concrete. 1.0 * In case of manufactured sand, if material finer than 75-µm (No. 200) sieve consists of dust of fracture, essentially free from clay or shale, these limits may be increased to 5 and 7 percent, respectively. 2. Coarse aggregate (size 1 1/2 inch to No. 4 sieve) shall conform to requirements of ASTM C 33. Gradation shall be within following limits when graded in accordance with ASTM C 136: SIEVE DESIGNATION (SQUARE OPENINGS) (PERCENTAGE BY WEIGHT) Retained on 1 3/4 inch sieve 0 Retained on 1 1/2 inch sieve 0 to 5 Retained on 3/4 inch sieve 30 to 65 Retained on 3/8 inch sieve 70 to 90 Retained on No. 4 sieve 95 to 100 Loss by Decantation Test *Method Tex-406-A 1.0 maximum * In case of aggregates made primarily from crushing of stone, if material finer than 200 sieve is dust of fracture essentially free from clay or shale as established by Part III of Tex-406-A, percent may be increased to 1.5 D Fine Aggregate: Sand, manufactured sand, or combination thereof, composed of clean, hard, durable, uncoated grains, free from loams or other injurious foreign matter. Fine aggregate for concrete shall conform to requirements of ASTM C 33. Gradation shall be within following limits when graded in accordance with ASTM C 136: SIEVE DESIGNATION (SQUARE OPENINGS) (PERCENTAGE BY WEIGHT) Retained on 3/8 inch sieve 0 Retained on No. 4 sieve 0 to 5 Retained on No. 8 sieve 0 to 20 Retained on No. 16 sieve 15 to 50 Retained on No. 30 sieve 35 to 75 Retained on No. 50 sieve 65 to 90 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONCRETE PAVEMENT 08/2011 02751 - 5 of 15 Retained on No. 100 sieve 90 to 100 Retained on No. 200 sieve 97 to 100 1. When subjected to color test for organic impurities (ASTM C 40), fine aggregate shall not show color darker than standard color. Fine aggregate shall be subjected to Sand Equivalent Test (Tex-203-F). Sand equivalent value shall not be less than 80, unless higher value is shown on Plans. E Air Entraining Agent: Furnish an air entraining agent conforming to requirements of ASTM C 260. F Water Reducer: Water reducing admixture conforming to requirements of ASTM C 494 may be used if required to improve the workability of concrete. Amount and type of such admixture shall be subject to approval by the Engineer. G Reinforcing Steel: 1. Provide new billet steel manufactured by open hearth process and conforming to ASTM A 615, Grade 60. Store steel to protect it from mechanical injury and rust. At time of placement, steel shall be free from dirt, scale, rust, paint, oil or other injurious materials. 2. Cold bend reinforcing steel to shapes shown. Once steel has been bent, it may not be rebent. 2.02 CONCRETE JOINTS A When allowed on the Plans, or with approval of the Engineer, Board Expansion Joint Material may be used: Filler board of selected stock. Use wood of density and type as follows: 1. Clear, all-heart cypress weighing no more than 40 pounds per cubic foot, after being oven dried to constant weight. 2. Clear, all-heart redwood weighing no more than 30 pounds per cubic foot, after being oven dried to constant weight. 3. Use wood only when part of a load transmission device assembly. B Unless specified otherwise, use Preformed Expansion Joint Material: Bituminous fiber and bituminous mastic composition material conforming to ASTM D 994 and ASTM D 1751. C Joint Sealing Compound: 1. Hot poured rubber-asphalt compound meeting the requirements of ASTM D 6690. 2. When indicated on Plans, self-leveling Low Modulas Silicone sealant single component meeting the requirements of TxDOT Specification 438. D Load Transmission Devices: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONCRETE PAVEMENT 08/2011 02751 - 6 of 15 1. Smooth, steel dowel bars conforming to ASTM A 615, Grade 60. When indicated on Plans, encase one end of dowel bar in approved cap having inside diameter 1/16 inch greater than diameter of dowel bar. 2. Deformed steel tie bars conforming to ASTM A 615, Grade 60. E Metal Supports for Reinforcing Steel and Joint Assembly: Employ metal supports of approved shape and size that will secure reinforcing steel and joint assembly in correct position during placing and finishing of concrete. Space supports as directed by the Engineer. 2.03 EQUIPMENT A Equipment: Conform to requirements of ASTM C 94. 2.04 MIXING A Employ and pay certified testing laboratory to prepare mix designs. Compressive strength shall be as specified using test specimens prepared in accordance with ASTM C 31 and tested in accordance with ASTM C 39. Contractor shall determine and measure batch quantity of each ingredient, including all water for batch designs and all concrete produced for Work. Mix shall conform to these specifications and other requirements indicated on Plans. B Mix design to produce concrete which will have a minimum compressive strength of 2500 psi at 7days and 3500 psi at 28 days. When high-early-strength cement is used, it shall reach a minimum compressive strength of 3500 psi at 7 days and 4000 at 28 days. Slump of concrete shall be at least 2 inch, but no more than 5 inches, when tested in accordance with ASTM C 143. 1. Concrete pavement shall contain at least 5 1/2 sacks (94 pounds per sack) of cement per cubic yard, with not more than 6.5 gallons of water, net, per sack of cement (water cement ratio maximum 0.57). Cement content shall be determined in accordance with ASTM C 138. Addition of mineral filler may be used to improve workability or plasticity of concrete to limits specified. 2. Coarse dry aggregate shall not exceed 85 percent of loose volume of concrete. 3. Add air-entraining admixture to ensure uniform distribution of agent throughout batch. Base air content of freshly mixed air-entrained concrete upon trial mixes with materials to be used in Work, adjusted to produce concrete of required plasticity and workability. Percentage of air entrainment in mix shall be 4 1/2 percent plus or minus 1 1/2 percent. Air content shall be determined by testing in accordance with ASTM C 231. 4. Use retardant when temperature exceeds 90 degrees F. Proportion shall be as recommended by manufacturer. Use same brand as used for air-entraining agent. Add and batch material using same methods as used for air-entraining agent. Accelerators will not be allowed unless approved by the Engineer. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONCRETE PAVEMENT 08/2011 02751 - 7 of 15 2.05 COVER MATERIALS FOR CURING A Curing materials shall conform to one of following: 1. Polyethylene Film: Opaque pigmented white film conforming to requirements of ASTM C 171. 2. Waterproofed Paper: Paper conforming to requirements of ASTM C 171. 3. Cotton Mats: Single layer of cotton filler completely enclosed in cover of cotton cloth. Mats shall contain not less than 3/4 of a pound of uniformly distributed cotton filler per square yard of mat. Cotton cloth used for covering materials shall weigh not less than 6 ounces per square yard. Mats shall be stitched so that mat will contact surface of pavement at all points when saturated with water. 4. Liquid Membrane-forming Compounds: Liquid membrane-forming compounds shall conform to ASTM C 309. Membrane shall restrict loss of water to not more than 0.55 kg/m2 of surface in 72 hours. 3.0 E X E C U T I O N 3.01 EXAMINATION A Verify compacted base is ready to support imposed loads and meets compaction requirements. B Verify lines and grades are correct. 3.02 PREPARATION A Properly prepare, shape and compact each section of subgrade before placing forms, reinforcing steel or concrete. After forms have been set to proper grade and alignment, use subgrade planer to shape subgrade to its final cross section. Check contour of subgrade with template. B Remove subgrade that will not support loaded form. Replace and compact subgrade to required density. 3.03 EQUIPMENT A Alternate equipment and methods, other than those required by this article, may be used provided the Contractor demonstrates that equal, or better, results will be obtained. Maintain equipment for preparing subgrade and for finishing and compacting concrete in good working order. Unless approved otherwise by the Engineer or the Plans, slip form paving methods shall be used. B Subgrade Planer and Template: 1. Use subgrade planer with adjustable cutting blades to trim subgrade to exact section shown on Plans. Select planer mounted on visible rollers which ride on forms. Planer frame must have sufficient weight so that it will remain on form Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONCRETE PAVEMENT 08/2011 02751 - 8 of 15 at all times, and have such strength and rigidity that, under tests made by changing support from wheels to center, planer will not develop deflection of more than 1/8 inch. Tractors used to pull planer shall not produce ruts or indentations in subgrade. When slip form method of paving is used, operate subgrade planer on prepared track grade or have it controlled by electronic sensor system operated from string line to establish horizontal alignment and elevation of subbase. 2. Provide template for checking contour of subgrade. Template shall be long enough to rest upon side forms and have such strength and rigidity that, when supported at center, maximum deflection shall not exceed 1/8 inch. Fit template with accurately adjustable rods projecting downward at 1 foot intervals. Adjust these rods to gauge cross sections of slab bottom when template is resting on side forms. C Texturing Equipment 1. Carpet Drag a. Provide a carpet drag mounted on a work bridge or a moveable support system. Provide a single piece of carpet of sufficient transverse length of carpet is in contact with the concrete being placed to produce the desired texture. D Machine Finisher: Provide a power-driven, transverse finishing machine designed and operated to strike off and consolidate concrete. Machine shall have two screeds accurately adjusted to crown of pavement and with frame equipped to ride on forms. Use finishing machine with rubber tires if it operates on concrete pavement. E Hand Finishing: 1. Provide mechanical strike and tamping template 2 feet longer than width of pavement to be finished. Shape template to pavement section. 2. Provide two bridges to ride on forms and span pavement for finishing expansion and dummy joints. Provide floats and necessary edging and finishing tools. F Vibrators: Furnish mechanically operated synchronized vibrators mounted on tamping bar which rides on forms and hand-manipulated mechanical vibrators. Furnish vibrators with frequency of vibration to provide maximum consolidation of concrete without segregation. 3.04 FORMS A Side Forms: Use clean metal forms of approved shape and section. Preferred depth of form shall be equal to required edge thickness of pavement. Forms with depths greater or less than required edge thickness of pavement will be permitted, provided difference between form depth and edge thickness if not greater than 1 inch, and further provided that forms of depth less than pavement edge are brought to required edge thickness by securely attaching wood or metal strips to bottom of form, or by grouting under form. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONCRETE PAVEMENT 08/2011 02751 - 9 of 15 Bottom flange of form shall be same size as thickness of pavement. Aluminum forms are not allowed. All forms shall be approved by the Engineer. Length of form sections shall be not less than 10 feet and each section shall provide for staking in position with not less than 3 pins. Flexible or curved forms of wood or metal of proper radius shall be used for curves of 200 foot radius or less. Forms shall have ample strength and shall be provided with adequate devices for secure setting so that when in-place they will withstand, without visible springing or settlement, impact and vibration of finishing machine. In no case shall base width be less than 8 inches for form 8 inches or more in height. Forms shall be free from warp, bends or kinks and shall be sufficiently true to provide reasonable straight edge on concrete. Top of each form section, when tested with straight edge, shall conform to requirements specified for surface of completed pavement. Provide sufficient forms for satisfactory placement of concrete. For short radius curves, forms less than 10 feet in length or curved forms may be used. For curb returns at street intersections and driveways, wood forms of good grade and quality may be used. B Form Setting: 1. Rest forms directly on subgrade. Do not shim with pebbles or dirt. Accurately set forms to required grade and alignment and, during entire operation of placing, compacting and finishing of concrete, do not deviate from this grade and alignment more than 1/8 inch in 10 feet of length. Do not remove forms for at least 8 hours after completion of finishing operations. Provide supply of forms that will be adequate for orderly and continuous placing of concrete. Set forms and check grade for at least 300 feet ahead of mixer or as approved by the Engineer. 2. Adjacent slabs may be used instead of forms, provided that concrete is well protected from possible damage by finishing equipment. These adjacent slabs shall not be used for forms until concrete has aged at least 7 days. 3.05 REINFORCING STEEL AND JOINT ASSEMBLIES A Accurately place reinforcing steel and joint assemblies and position them securely as indicated on Plans. Wire reinforcing bars securely together at intersections and splices. Bars and coatings shall be free of rust, dirt or other foreign matter when concrete is placed. Place all reinforcing steel and secure to chairs. All reinforcing steel must be positively supported before pour begins. B Place pavement joint assemblies at required locations and elevations, and rigidly secure all parts in required positions. Install dowel bars accurately in joint assemblies as shown, each parallel to pavement surface and to center line of pavement. Rigidly secure in required position to prevent displacement during placing and finishing of concrete. Accurately cut header boards, joint filler and other material used for forming joints to receive each dowel bar. Drill dowels into existing pavement, secure with epoxy, and provide paving headers, as required, to provide rigid pavement sections. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONCRETE PAVEMENT 08/2011 02751 - 10 of 15 3.06 PLACEMENT A Place concrete only in rain-free days when air temperature taken in shade and away from artificial heat is above 35 degrees F and rising. Concrete shall not be placed when temperature is below 40 degrees F and falling. Place concrete that is between 40 degrees F and 95 degrees F at the time of discharge. Do not exceed 60 minutes between introduction of cement to the aggregates and discharge. When the weather is such that the concrete temperature would exceed 90 degrees F, employ effective means, such as pre-cooling of aggregates and mixing water, using ice or placing at night, as necessary to maintain concrete temperature, as placed, below 95 degrees F. Do not place when concrete temperature is above 95 degrees F at the time of discharge. B Place concrete within 60 minutes of mixing. Remove and dispose of concrete not placed within this period. C Concrete slump during placement shall be 2 to 5 inches, except when using traveling- form paver slump shall be a maximum of 3 inches. D Deposit concrete rapidly and continuously on subgrade or subbase in successive batches. Distribute concrete to required depth and for entire width of placement in manner that will require as little rehandling as possible. Where hand spreading is necessary, distribute concrete with shovels or by other approved methods. Use only concrete rakes in handling concrete. At end of day or in case of unavoidable interruption of more than 30 minutes, place transverse construction joint at point of stopping work. Remove and replace sections less than 10 feet long. E Take special care in placing and spading concrete against forms and at longitudinal and transverse joints to prevent honeycombing. Voids in edge of finished pavement will be cause for rejection. 3.07 FINISHING A Finish concrete pavement with power-driven transverse finishing machines or by hand finishing methods. 1. Use transverse finishing machine to make at least two trips over each area. Make last trip continuous run of not less than 40 feet. After transverse screeding, use hand-operated longitudinal float to test and level surface to required grade. 2. Hand finish with mechanical strike and tamping template as wide as pavement to be finished. Shape template to pavement section. Move strike template forward in direction of placement, maintaining slight excess of material in front of cutting edge. Make at least two trips over each area. Screed pavement surface to required section. Work screed with combined transverse and longitudinal motion in direction work is progressing. Maintain screed in contact with forms. Use longitudinal float to level surface. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONCRETE PAVEMENT 08/2011 02751 - 11 of 15 B On narrow strips and transitions, finish concrete pavement by hand. Thoroughly work concrete around reinforcement and embedded fixtures. Strike off concrete with strike- off screed. Move strike-off screed forward with combined transverse and longitudinal motion in direction work is progressing, maintaining screed in contact with forms, and maintaining slight excess of materials in front of cutting edge. Tamp concrete with tamping template. Use longitudinal float to level surface. C While concrete is still workable, give surface final belting to produce a uniform surface of gritty texture. Perform belting with short rapid transverse strokes having sweeping longitudinal motion. 3.08 JOINTS AND JOINT SEALING A When new work is adjacent to existing concrete, place joints at same location as existing joints in adjacent pavement. B If the limit of removal of existing concrete or asphaltic pavement does not fall on existing joint, saw cut existing pavement minimum of 1 1/2 inches deep to provide straight, smooth joint surface without chipping, spalling or cracks. 3.09 CONSTRUCTION JOINTS A Place transverse construction joint wherever concrete placement must be stopped for more than 30 minutes. Place longitudinal construction joints at interior edges of pavement lanes using No. 5 deformed tie bars, 30 inches long and spaced 18 inches on centers. 3.10 EXPANSION JOINTS A Place 3/4 inch expansion joints at locations shown on Plans. Use no filler shorter than 6 feet. When pavement is 24 feet or narrower, use not more than 2 lengths of filler. Secure pieces to form straight joint. Shape filler accurately to cross section of concrete slab. Use load transmission devices of type and size shown on Plans. Seal with joint sealing compound. 3.11 CONTRACTION JOINTS A Place contraction joints at same locations as in adjacent pavement or at spaces indicated on Plans. Maximum spacing of contraction/construction joints, 20 feet. Seal groove with joint sealing compound. 3.12 LONGITUDINAL WEAKENED PLANE JOINTS A Place longitudinal weakened plane joints at spaces indicated on Plans. Seal groove with joint sealing compound. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONCRETE PAVEMENT 08/2011 02751 - 12 of 15 3.13 SAWED JOINTS A Contractor may use sawed joints as an alternate to contraction and weakened plane joints. Circular cutter shall be capable of cutting straight line groove minimum of 1/2 inch wide. Depth shall be one quarter of pavement thickness plus 1/2 inch. Commence sawing as soon as concrete has hardened sufficiently to permit cutting without chipping, spalling or tearing and prior to initiation of cracks. Once sawing has commenced, it shall be continued until completed. Make saw cut with one pass. Complete sawing within 24 hours of concrete placement. Saw joints at required spacing consecutively in sequence of concrete placement. B Concrete Saw: Provide sawing equipment adequate in power to complete sawing to required dimensions and within required time. Provide at least one standby saw in good working order. Maintain an ample supply of saw blades at work site at all times during sawing operations. Sawing equipment shall be on job at all times during concrete placement. 3.14 JOINTS FOR CURB, AND CURB AND GUTTER A Place 3/4 inch preformed expansion joints through curb and gutters at locations of expansion and contraction joints in pavement; at end of radius returns at street intersections and driveways; and at curb inlets. Maximum spacing shall be 60 foot centers. 3.15 JOINTS FOR CONCRETE DRIVEWAYS A Provide 3/4 inch expansion joints conforming to ASTM D 1751 across driveway in line with street face of sidewalks, at existing concrete driveways, and along intersections with sidewalks and other structures. Extend expansion joint material full depth of slab. Where dowels are used, wrap or sleeve one end. 3.16 JOINT SEALING A Seal joints only when surface and joints are dry, ambient temperature is above 50 degrees F but less than 85 degrees F, and weather is not foggy or rainy. B Joint sealing equipment shall be in first-class working condition, and be approved by the Engineer. Use concrete grooving machine or power-operated wire brush and other equipment such as plow, brooms, brushes, blowers or hydro or abrasive cleaning as required to produce satisfactory joints. C Clean joints of loose scale, dirt, dust and curing compound. Term joint includes wide joint spaces, expansion joints, dummy groove joints or cracks, either preformed or natural. Remove loose material from concrete surfaces adjacent to joints. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONCRETE PAVEMENT 08/2011 02751 - 13 of 15 D Fill joints neatly with joint sealer to depth shown. Pour sufficient joint sealer into joints so that, upon completion, surface of sealer within joint will be 1/4 inch below level of adjacent surface or at elevation as directed. 3.17 CONCRETE CURING A Concrete pavement shall be cured by protecting it against loss of moisture for period of not less than 72 hours immediately upon completion of finishing operations. Do not use membrane curing for concrete pavement to be overlaid by asphaltic concrete. B Where curing requires use of water, curing shall have prior right to all water supply or supplies. Failure to provide sufficient cover material shall be cause for immediate suspension of concreting operations. 3.18 POLYETHYLENE FILM CURING A Immediately after finishing surface, and after concrete has taken its initial set, apply water in the form of a fine spray. Cover surface with polyethylene film so film will remain in intimate contact with surface during specified curing period. B Cover entire surface and both edges of pavement slab. Joints in film sheets shall overlap minimum of 12 inches. Immediately repair tears or holes occurring during curing period by placing acceptable moisture-proof patches or by replacing. 3.19 WATERPROOFED PAPER CURING A Immediately after finishing surface, and after concrete has taken its initial set, apply water in form of fine spray. Cover surface with waterproofed paper so paper will remain in intimate contact with surface during specified curing period. B Prepare waterproofed paper to form blankets of sufficient width to cover entire surface and both edges of pavement slab, and not be more than 60 feet in length. Joints in blankets caused by joining paper sheets shall lap not less than 5 inches and shall be securely sealed with asphalt cement having melting point of approximately 180 degrees F. Place blankets to secure an overlap of at least 12 inches. Tears or holes appearing in paper during curing period shall be immediately repaired by cementing patches over defects. 3.20 COTTON MAT CURING A Immediately after finishing surface, and after concrete has taken its initial set, completely cover surface with cotton mats, thoroughly saturated before application, in such manner that they will contact surface of pavement equally at all points. B Mats shall remain on pavement for specified curing period. Keep mats saturated so that, when lightly compressed, water will drip freely from them. Keep banked earth or cotton mat covering edges saturated. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONCRETE PAVEMENT 08/2011 02751 - 14 of 15 3.21 LIQUID MEMBRANE-FORMING COMPOUNDS A Immediately after finishing surface, and after concrete has taken its initial set, apply liquid membrane-forming compound in accordance with manufacturer's instructions. 3.22 TOLERANCES A Test entire surface before initial set and correct irregularities or undulations. Bring surface within requirements of following test and then finish. Place 10 foot straightedge parallel to center of roadway to bridge any depressions and touch all high spots. Do not permit ordinates measured from face of straight edge to surface of pavement to exceed 1/16 inch per foot from nearest point of contact. Maximum ordinate with 10 foot straightedge shall not exceed 1/8 inch. Grind spots in excess of requirements of this paragraph to meet surface test requirements. Restore texture by grooving concrete to meet surface finishing specifications. 3.23 FIELD QUALITY CONTROL A Testing will be performed under provisions of Section 01450 – Testing Laboratory Services. B Test Specimens: Four test specimen cylinders for compressive strength tests will be made for each 150 cubic yards or less of pavement that is placed in one day. Two specimens will be tested at 7 days. For failed 7-day tests, remaining two specimens will be tested at 28 days. Specimens will be made, cured and tested in accordance with ASTM C 31 and ASTM C 39. C Yield test will be made in accordance with ASTM C 138 for cement content per cubic yard of concrete. If such cement content is found to be less than that specified per cubic yard, reduce batch weights until amount of cement per cubic yard of concrete conforms to requirements. D At the Engineer’s direction a minimum of one 4-inch core may be taken at random locations per 1,000 feet per lane or 500 square yards of pavement to measure in-place depth. Each core may be tested for 28 day compressive strength according to methods of ASTM C 42. The 28 day compressive strength of each core tested shall be a minimum of 3000 pounds per square inch. E Contractor may, at his own expense, request three additional cores in vicinity of cores indicating nonconforming in-place depths. In-place depth at these locations shall be the average of depth of four cores. F Fill cores and density test sections with new concrete paving or non shrink grout. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONCRETE PAVEMENT 08/2011 02751 - 15 of 15 3.24 NONCONFORMING PAVEMENT A Remove and replace areas of pavement found by cores to be deficient in thickness by more than 10 percent, or that fail compressive strength tests, with new concrete pavement of thickness shown on Plans at no cost to the Owner. B Areas of concrete pavement found by cores to be deficient in thickness by less than 10 percent shall be remedied at the Owner’s direction by one of the following methods: 1. Remove and replace using new concrete pavement of thickness shown on Plans and in accordance with the requirements of this Section at no cost to Owner. 2. Reduce the Unit Price by the ratio of the average thickness (as determined by cores) to the thickness required. C No adjustments will be made for excess thickness. 3.25 PAVEMENT MARKINGS A Restore pavement markings to match those existing in accordance with City of Pearland Standard Details and the Engineer's requirements. 3.26 PROTECTION A Barricade pavement section from use until concrete has attained minimum design strength. B On those sections of pavement to be opened to traffic, seal joints, clean pavement and place earth against pavement edges before permitting use by traffic. Such opening of pavement to traffic shall not relieve Contractor from his responsibility for Work. C Maintain concrete paving in good condition until completion of Work. D Repair defects by replacing concrete to full depth. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TEMPORARY AND REMOVABLE REFLECTORIZED PAVEMENT MARKINGS 07/2006 02762 - 1 of 4 Section 02762 TEMPORARY AND REMOVABLE REFLECTORIZED PAVEMENT MARKINGS 1.0 G E N E R A L 1.01 SECTION INCLUDES A Temporary retroreflective preformed pavement markings. B Wet retroreflective markers. C References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 – Submittals 3. Section 02981 – Blast Cleaning of Pavement D Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 4061, “Standard Test Methods for Retroreflectance of Horizontal Coatings” b. ASTM E 1347, “Standard Test Methods for Color and Color- Difference Measurement by Tristimulus (Filter) Colorimetry” c. ASTM E 303, “Standard Test Methods for Measuring Surface Frictional Properties Using British Pendulum Tester” d. ASTM D 1056, “Standard Specification for Flexible Cellular Materials-Sponge or Expanded Rubbber” e. ASTM E 809, “Standard Practice for Measuring Photometric Characteristics of Retroreflectors” f. ASTM E 808, “Standard Practice for Describing Retroreflection”ASTM D 1056, “Standard Specification for Flexible Cellular Materials-Sponge or Expanded Rubbber” 1.02 MEASUREMENT AND PAYMENT A Measurement for temporary pavement markings is on a linear foot basis, for each class, measured and complete in place. B Payment includes all labor and materials required to complete installation as indicated on Plans. C Refer to Section 01200 – Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TEMPORARY AND REMOVABLE REFLECTORIZED PAVEMENT MARKINGS 07/2006 02762 - 2 of 4 B Submit manufacturer's product data for each proposed class of marking material and installation instructions for approval. Include certificate by manufacturer that each class of marking conforms to the requirements of this specification. C Submit details of manufacturer’s replacement policy for each class of marker. 1.04 TEMPORARY PAVEMENT MARKING CLASSIFICATIONS A Class I - Temporary preformed pavement markings suitable for longitudinal and word and symbol markings where removability will be required. B Class II - Temporary non-removable preformed pavement markings suitable for overlay lane lines, edge lines, and channelizing lines where pavement will be resurfaced. C Class III - Class I markers with wet reflective markers added every 8 feet. D Class IV - Class II markers with wet reflective markers added every 8 feet. 1.05 DELIVERY AND STORAGE A Deliver preformed plastic marking material in rolls or strips. B Store material in cool dry conditions until application. 2.0 P R O D U C T S 2.01 PREFORMED MARKINGS A Retroreflective preformed markings: White or yellow retroreflective tape on conformable backing with pigments conforming to standard highway colors. Glass beads shall be incorporated in film and a reflective layer of beads shall be bonded to the top surface of the film. Bead adhesion shall be such that beads cannot be easily removed by scratching with a thumbnail. B Preformed marking shall be precoated with pressure sensitive adhesive and shall have a demonstrated ability to adhere to roadways under climatic and traffic conditions normally encountered in a construction work zone when properly applied. C Class I markings shall be removable from portland cement and asphaltic concrete pavements intact, or in large pieces, at temperatures above 40 degrees F without use of heat, solvents, grinding, or blast cleaning. Marking film shall be removable after exposure to following minimum traffic exposure when tested on transverse test decks with rolling traffic: 1. Time in Place (days) ……………………………….…… 632 2. ADT per lane (23% trucks, 3.5 axles/unit) ………….... 9,000 3. Minimum Axle Hits …………………………….. 13,000,000 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TEMPORARY AND REMOVABLE REFLECTORIZED PAVEMENT MARKINGS 07/2006 02762 - 3 of 4 D Quality performance characteristics: CLASS I CLASS II WHITE YELLOW WHITE YELLOW TEST METHOD 1. Init. Retroreflectance (mcd•ft-2•fc-1), min. * @ 86.0º, 0.2º * @ 86.5º, 1.0º 1770 750 1310 450 1360 500 820 350 ASTM D 4061 2. Daytime Reflectance Factor "Y" %, min. 65 36 65 36 ASTM E 97 3. Init. Skid Resistance, Avg. BPN 50 35 ASTM E 303 4. Refractive Index of Beads, min. 1.9 1.9 Liquid Immersion 5. Thickness, without adhesive, mils, min. 40 9 Caliper Gauge * (Entrance Angle, Observation Angle). 2.02 RAISED WET REFLECTIVE MARKERS A Raised Markers: Expanded rubber extrusions capable of being elastically compressed and deflected when impacted by rotating vehicle tires. Marker body shall have the following properties when tested in accordance with ASTM D 1056: 1. Compression deflection ………………. < 16 psi @ 250 deflection. 2. Oven aged compression deflection …………..…... % change, +18. 3. Compress set low …………………………………………… 10%. 4. Water absorption ………………………………………...…. < 9%. 5. Density (lbs/ft) …………………………………...…………. (-24). B Markers shall be precoated with pressure sensitive adhesive capable of holding markers to top of preformed marking film. C Markers shall have enclosed retroreflective lens sheeting elements attached to marker bodies with pressure sensitive adhesive. 1. Retroreflective lenses elements shall have the following initial minimum reflectance when measured in accordance with ASTM E 809: COLOR WHITE YELLOW WHITE YELLOW WHITE YELLOW WHITE YELLOW Observation Angle 0.2º 0.5º 1.0º 1.5º Coeff. of Luminous Intensity, R (cd•fc-1) 1.00 0.60 0.40 0.24 0.19 0.11 0.14 0.08 Notes: 1. Test at an entrance angle (Beta 2 horizontal entrance component described in ASTM E 808) of –4º measured from an axis perpendicular to top edge of marker when viewed from above. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TEMPORARY AND REMOVABLE REFLECTORIZED PAVEMENT MARKINGS 07/2006 02762 - 4 of 4 2. Angle formed by reflective surface and base of marker shall be between 75º and 90º prior to measurement. 2. Marker reflective elements shall be visible at night, to motorists with low beam headlights, under the following conditions: a. Dry conditions …………………………... 1500 feet b. Rainfall at a rate of 1" per hour ……….… 1000 feet c. Rainfall at a rate of 8" per hour ………....... 250 feet 3.0 E X E C U T I O N 3.01 INSTALLATION A Apply markings to clean dry surfaces in accordance with manufacturer's recommendations at locations indicated on Plans, or as directed by the Engineer. B Place markings on each paving lift that is to be opened to traffic prior to the end of each day's work. C Maintain markings, and replace as needed, until they are covered with subsequent paving courses or replaced by permanent markings on final lifts. 3.02 REMOVAL A Remove and obliterate markings on existing and final lifts used for redirecting traffic during construction. If blast cleaning is required, comply with requirements of Section 02981 – Blast Cleaning of Pavement. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CURB, CURB & GUTTER, AND HEADERS 07/2006 02770 - 1 of 4 Section 02770 CURB, CURB & GUTTER, AND HEADERS 1.0 G E N E R A L 1.01 SECTION INCLUDES A Reinforced concrete curb, reinforced monolithic concrete curb and gutter, and mountable curb. B Paving headers and railroad headers poured monolithically with concrete base or pavement. C References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 – Submittals 3. Section 02751 – Concrete Pavement 4. Section 02335 – Subgrade 5. Section 02710 – Base Course for Pavement 1.02 MEASUREMENT AND PAYMENT A Measurement for curbs and for curbs and gutter is on linear foot basis measured along face of curb. B Measurement for headers is on linear foot basis measured between lips of gutters adjacent to concrete base and measured between backs of curbs adjacent to concrete pavement. C No separate payment will be made for curbs poured monolithically with concrete pavement. D Refer to Section 01200 – Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B Submit details of proposed formwork for approval. C Submit proposed mix design and test data for each type and strength of concrete in Work. Include proportions and actual flexural strength obtained from design mixes at required test ages. D Submit manufacturer’s certifications giving properties of reinforcing steel. Provide specimens for testing when required by the Engineer. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CURB, CURB & GUTTER, AND HEADERS 07/2006 02770 - 2 of 4 2.0 P R O D U C T S 2.01 MATERIALS A Concrete: Conform to material and proportion requirements for concrete of Section 02751 – Concrete Pavement. B Reinforcing Steel: Conform to material requirements for reinforcing steel of Section 02751 – Concrete Pavement. C Grout: Nonmetallic, nonshrink grout containing no chloride producing agents conforming to the following requirements. Compressive strength at 7 days 3,500 psi Compressive strength at 28 days 8,000 psi Initial set time 45 minutes Final set time 1.5 hours D Preformed Expansion Joint Material: Conform to material requirements for preformed expansion joint material of Section 02751 – Concrete Pavement. E Joint Sealing Compound: Conform to material requirements of Section 02751 – Concrete Pavement. F Mortar: Mortar finish composed of one part Portland cement and 1½ parts of fine aggregate. Use only when approved by the Engineer. 3.0 E X E C U T I O N 3.01 PREPARATION A Prepare subgrade or base in accordance with applicable portions of Section 02335 – Subgrade or Section 02710 – Base Course for Pavement. 3.02 PLACEMENT A Guideline: Set to follow top line of curb. Attach indicator to provide constant comparison between top of curb and guideline. Insure flow lines for monolithic curb and gutters conform to slopes indicated on Plans. B Forms: Brace sufficiently to maintain position during pour. Use metal templates cut to section shown on Plans. C Reinforcement: Secure in proper position so that steel will remain in place throughout placement. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CURB, CURB & GUTTER, AND HEADERS 07/2006 02770 - 3 of 4 D Joints: Place in accordance with Section 02751 – Concrete Pavement. Place dummy groove joints at 6-foot centers at right angles to curb lines. Cut dummy grooves 1/4 inch deep using an approved edging tool. E Place concrete in forms to required depth. Consolidate thoroughly. Do not permit rock pockets in form. Entirely cover top surfaces with mortar. 3.03 MANUAL FINISHING A After concrete is in place, remove front curb forms. Form exposed portions of curb, and of curb and gutter, using mule which conforms to curb shape, as shown on Plans. B Thin coat of mortar may be worked into exposed face of curb using mule and two- handled wooden darby at least 3 feet long. C Before applying final finish move 10 foot straightedge across gutter and up curb to back form of curb. Repeat until curb and gutter are true to grade and section. Lap straightedge every 5 feet. D Steel trowel finish surfaces to smooth, even finish. Make face of finished curb true and straight. E Edge outer edge of gutter with 1/4-inch edger. Finish edges with tool having 1/4 inch radius. F Finish visible surfaces and edges of finished curb and gutter free from blemishes, form marks and tool marks. Finished curb or curb and gutter shall have uniform color, shape and appearance. 3.04 MECHANICAL FINISHING A Mechanical curb forming and finishing machines may be used instead of, or in conjunction with, previously described methods, if approved by the Engineer. Use of mechanical methods shall provide specified curb design and finish. 3.05 CURING A Immediately after finishing operations, cure exposed surfaces of curbs and gutters in accordance with Section 02751 – Concrete Pavement. 3.06 TOLERANCES A Top surfaces of curb and gutter shall have uniform width and shall be free from humps, sags or other irregularities. Surfaces of curb top, curb face and gutter shall not vary more than 1/8 inch from edge of a 10-foot long straightedge laid along them, except at grade changes. 3.07 PROTECTION OF THE WORK A Maintain curbs and gutters in good condition until completion of Work. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CURB, CURB & GUTTER, AND HEADERS 07/2006 02770 - 4 of 4 B Replace damaged curbs and gutters to comply with this Section. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONCRETE SIDEWALKS 5/2013 02771 - 1 of 5 Section 02771 CONCRETE SIDEWALKS 1.0 G E N E R A L 1.01 SECTION INCLUDES A. Portland Cement Concrete Pavement for Concrete Sidewalks. B. References to Technical Specifications: 1. Section 01200 - Measurement and Payment Procedures 2. Section 01350 - Submittals 3. Section 01450 - Testing Laboratory Services 4. Section 02751 - Concrete Pavement C. Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM C 150, “Standard Specification for Portland Cement” b. ASTM C 94, “Standard Specification for Ready-Mixed Concrete” c. ASTM C 33, “Standard Specification for Concrete Aggregates” d. ASTM A 615, “Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement” e. ASTM D 994, “Standard Specification for Preformed Expansion Joint Filler for Concrete (Bituminous Type)” f. ASTM D 1751, “Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Non extruding and Resilient Bituminous Type) g. ASTM D 6690, “Standard Specification for Joint and Crack Sealants, Hot-Applied, for Concrete and Asphaltic Pavements” h. ASTM C 39, “Standard Test Method for Compressive Strength of Concrete” i. ASTM C 31, “Standard Practice for Making and Curing Concrete Test Specimens in the Field” j. ASTM C 138, “Standard Test Method for Density (Unit Weight),Yield, and Air Content (Gravimetric) of Concrete” k. ASTM C 231,”Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method” l. ASTM C 42, “Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete” 2. Texas Accessibility Standards of Architectural Barriers Act, Article 9102, Texas Civil Statues Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONCRETE SIDEWALKS 5/2013 02771 - 2 of 5 1.02 MEASUREMENT AND PAYMENT A. Measurement for concrete sidewalks is on square foot basis. B. Payment includes all labor and materials required for installation of concrete sidewalks, joints and curing material. No payment will be made for work in areas where sidewalk has been removed for contractor’s convenience. C. Refer to Section 01200 – Measurement and Payment Procedures. 1.03 SUBMITTALS A. Submittals shall conform to requirements of Section 01350 - Submittals. 2.0 P R O D U C T S 2.01 MATERIALS A. Concrete: Conform to material and proportion requirements for concrete of Section 02751 - Concrete Paving. B. Reinforcing Steel: conform to material requirements of Section 02751 - Concrete Paving for reinforcing steel. Use No. 4 reinforcing bars. C. Preformed Expansion Joint Material: Conform to material requirements for preformed expansion joint material of Section 02751 - Concrete Paving. D. Expansion Joint Filler: Conform to material requirements for expansion joint material of Section 02751 - Concrete Pavement. E. Forms: Use straight, unwarped wood or metal forms with nominal depth equal to or greater than proposed sidewalk thickness. F. Sand Bed: Conform to material requirements for bank run sand. 3.0 E X E C U T I O N 3.01 REPLACEMENT A. Replace sidewalks which are removed or damaged during construction with thickness and width equivalent to one removed or damaged unless otherwise shown on Drawings. Finish surface (exposed aggregate, brick pavers, etc.) to match existing sidewalk. B. Provide replaced and new sidewalks with wheelchair ramps when sidewalk intersects curb at street. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONCRETE SIDEWALKS 5/2013 02771 - 3 of 5 3.02 PREPARATION A. Identify and protect utilities which are to remain. B. Protect living trees, other plant growth and features designated to remain. C. Conduct clearing and grubbing operations in accordance with Section 02200 - Site Preparation. D. Determine sidewalk horizontal and vertical alignment to facilitate drainage and prevent ponding. Location and slopes must be in compliance with Texas Accessibility Academy Standards latest edition and revisions. E. Excavate subgrade 6 inches beyond outside lines of sidewalk. Shape to line, grade and cross section. Compact 6 inches of select fill to minimum of 95% maximum dry density at optimal or above optimal moisture content as per ASTM D698. For soils with plasticity index above 40 percent, stabilize soil with lime in accordance with Section 02335 - Subgrade. Compact subgrade to minimum of 90 percent maximum dry density at optimum to 3 percent above optimum moisture content, as determined by ASTM D 698. No separate pay for this requirement. This work shall be subsidiary to sidewalk square foot unit pricing. 3.03 PLACEMENT A. Setting Forms: Straight, unwarped wood or metal forms with nominal depth 1/2” greater than proposed sidewalk thickness. Securely stake forms to line and grade. Maintain position during concrete placement. B. Reinforcement: 1. Install No. 4 reinforcing bars. 2. Install reinforcing steel as shown on the Drawings. Lay longitudinal bars in walk continuously through expansion joints. Reinforcing bars shall not vary from plan placement by more than 1/4 inch. 3. Use sufficient number of chairs to support reinforcement in manner to maintain reinforcement in center of slab vertically during placement. 4. Drill dowels into existing paving, sidewalk and driveways, secure with epoxy and provide headers as required. C. Expansion Joints: Install expansion joints with load transfer units in accordance with Section 02751 - Concrete Pavement. D. Place concrete in forms to specified depth and tamp thoroughly with “jitterbug” tamp, or other acceptable method. Bring mortar to surface. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONCRETE SIDEWALKS 5/2013 02771 - 4 of 5 E. Strike off to smooth finish with wood strike board. Finish smoothly with wood hand float. Brush across sidewalk lightly with fine-haired brush. F. Apply coating to wheelchair ramp with contrasting color. G. Unless otherwise indicated on Drawings, mark off sidewalk joints 1/2 inch deep, at spacing equal to width of walk. Use joint tool equal in width to edging tool. H. Finish edges with tool having 3/8 inch radius. I. After concrete has set sufficiently, refill space along sides of sidewalk to 1 inch from top of walk with suitable material. Tamp until firm and solid, place sod as applicable. Dispose of excess material. Repair driveways and parking lots damaged by sidewalk excavation in accordance with Section 02980 - Pavement Repair and Resurfacing. 3.04 CURING A. Conform to requirements of Section 02751 - Concrete Pavement. 3.05 FIELD QUALITY CONTROL A. Testing will be performed under provisions of Section 01450 - Testing Laboratory Services. B. Compressive Strength Test Specimens: Four test specimens for compressive strength test will be made in accordance with ASTM C 31 for each 30 cubic yards or less of sidewalk that is placed on one day. Two specimens will be tested at 7 days. Remaining two specimens will be tested at 28 days. Specimens will be tested in accordance with ASTM C 39. Minimum compressive strength: 2500 psi at 7 days and 3500 psi at 28 days. C. Yield test for cement content per cubic yard of concrete will be made in accordance with ASTM C 138. When cement content is found to be less than that specified per cubic yard, reduce batch weights until amount of cement per cubic yard of concrete conforms to requirements. D. If the Contractor places concrete without notifying the City, Contractor will have the concrete tested by means of core test as specified in ASTM C 42. When concrete does not meet specification, cost of test will be deducted from payment. Contractor will replace the cored section of sidewalk at no cost to City. E. Sampling of fresh concrete shall be in accordance with ASTM C 172. F. Take slump tests when cylinders are made and when concrete slump appears excessive. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND CONCRETE SIDEWALKS 5/2013 02771 - 5 of 5 G. Concrete shall be acceptable when average of two 28 day compression tests is equal to or greater than minimum 28 day strength specified. H. If either of two tests on field samples is less than average of two tests by more than 10 percent, that entire test shall be considered erratic and not indicative of concrete strength. Core samples will be required of in-place concrete in question. I. If 28 day laboratory test indicates that concrete of low strength has been placed, test concrete in question by taking cores as directed by Project Manager. Take and test at least three representative cores as specified in ASTM C 42 and deduct cost from payment due. 3.06 NONCONFORMING CONCRETE A. Remove and replace areas that fail compressive strength tests, with concrete of thickness shown on Drawings. B. Replace nonconforming sections at no additional cost to City. Replacement section shall be no less in length than the width of sidewalks. 3.07 PROTECTION A. Maintain newly placed concrete in good condition until completion of Work. B. Replace damaged areas at no cost to City. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE IRRIGATION 12/2014 02811 - 1 of 19 Section 02811 LANDSCAPE IRRIGATION 1.0 G E N E R A L 1.01 SECTION INCLUDES A Pipe and fittings, valves, sprinkler heads, accessories. B Control system and wiring for automatic control irrigation system. C References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 – Submittals 3. Section 02931 – Landscape and Tree Planting 4. Section 01310 – Coordination and Meetings D Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 2564, “Standard Specification for Solvent Cements for Poly (Vinyl Chloride) (PVC) Plastic Piping Systems 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for landscape irrigation under this Section. Include cost in Bid Items for which this Work is a component. B If landscape irrigation is included as a Bid Item, measurement will be based on the Units shown in Section 00300 – Bid Proposal and in accordance with Section 01200 – Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B Submit manufacturer’s data and details for landscape irrigation system to include pressure ratings, rated capacities, and settings of selected models for the following: 1. General-duty valves. 2. Specialty valves. 3. Control-valve boxes. 4. Sprinklers. 5. Irrigation accessories. 6. Controllers. C Evidence of State of Texas irrigation license and required experience. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE IRRIGATION 12/2014 02811 - 2 of 19 D Shop Drawings: Show irrigation system piping, including plan layout, and locations, types, sizes, capacities, and flow characteristics of irrigation system piping components. Include water meters, backflow preventers, valves, piping, sprinklers and accessories, controls, and wiring. Show areas of sprinkler spray and overspray. Show wire size and number of conductors for each control cable. 1.04 DEFINITIONS A Irrigation Lateral Lines: Downstream from control valves to sprinklers, specialties, and drain valves. Piping is under pressure during flow. B Drain Piping: Downstream from circuit-piping drain valves. Piping is not under pressure. C Irrigation Main Piping: Downstream from point of connection to water distribution piping to, and including, control valves. Piping is under water-distribution-system pressure. D Architect: The word Architect as used herein shall refer to the Owner's authorized representative or the Landscape Architect or the design engineer. 1.05 RECORD AND AS-BUILT DRAWINGS A The Contractor shall provide and keep up to date and complete “as-built" record set of drawings which shall be corrected daily and show every change from the original drawings and specifications and the exact "as-built" locations, sizes, and kinds of equipment. This set of drawings shall be kept on the site and shall be used only as a record set. B These drawings shall also serve as work progress sheets and shall be available at all times for inspection and shall be kept in a location designated by the Architect. Should the record as-built progress sheets not be available for review or not up-to-date at the time of any inspection, it will be assumed no work has been completed and the Contractor will be assessed the cost of that site visit at the current billing rate of the Architect. No other observations shall take place prior to payment of that assessment. C The Contractor shall make neat and legible notations on the as-built progress sheets daily as the work proceeds, showing the work as actually installed. D Before the date of the final inspection, the Contractor shall transfer all information from the "as-built" prints to a mylar. Contractor shall use symbols and notation consistent with original drawings. E The Contractor shall dimension from two (2) permanent points of reference, building comers, sidewalk, or road intersections, etc., the location of the following items: 1. Connection to existing water lines 2. Connection to existing electrical power 3. Gate valves 4. Routing of sprinkler pressure lines (dimensions max. 100’ along routing) Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE IRRIGATION 12/2014 02811 - 3 of 19 5. Sprinkler control valves 6. Routing of control wiring 7. Quick coupling valves 8. Other related equipment as directed by the Architect 9. Sleeve locations 1.06 EXPLANATION OF DRAWINGS A Due to the scale of drawings, it is not possible to indicate all offsets, fittings, sleeves, etc., which may be required. The Contractor shall carefully investigate the structural and finished conditions affecting all of his work and plan his work accordingly, furnishing such fittings, etc., as may be required to meet such conditions. Drawings are generally diagrammatic and indicative of the work to be installed. The work shall be installed in such a manner as to avoid conflicts between irrigation systems, planting, and architectural features. B All work called for on the drawings by notes or details shall be furnished and installed whether or not specifically mentioned in the specifications. C The Contractor shall not willfully install the irrigation system as shown on the drawings when it is obvious in the field that obstructions, grade differences or discrepancies in area dimensions exist that might not have been considered in engineering. Such obstructions or differences should be brought to the attention of the Owner's authorized representative. In the event this notification is not performed, the irrigation contractor shall assume full responsibility for any revisions necessary. D No irrigation shall be required for undisturbed natural areas or undisturbed existing trees. 1.07 CONTROLLER CHARTS A As-built drawings shall be approved by the Architect before controller charts are prepared. 1. Index sheet stating Contractor's address and telephone number, list of equipment with name and addresses of local manufacturer's representative. 2. Catalog and parts sheets on every material and equipment installed under this contract. 3. Guarantee statement. 4. Complete operating and maintenance instruction on all major equipment. 1.08 UNIFIED DEVELOPMENT CODE (UDC) REFERENCES A Except for single-family lots and developments, all required landscaping areas shall be 100% irrigated by one of, or a combination of, the following methods: 1. An automatic underground irrigation system: 2. A drip irrigation system; 3. A hose attachment within 100 feet of all plant material, provided, however , that a hose attachment within 200 feet of all plant material in non-street yards shall be sufficient Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE IRRIGATION 12/2014 02811 - 4 of 19 B Irrigation zone design - A site plan, at a readable and defined scale, shall be submitted illustrating zones, delineating micro-irrigation zones and areas utilizing irrigation techniques other than micro-irrigation. Fifty (50) percent of the on-site green space shall be allowed to utilize irrigation techniques other than micro-irrigation. Turf areas shall be on separate irrigation zones from other landscaping plant zones. The irrigation system should be prepared by a licensed irrigator and designed to accommodate separate landscape plant zones based on different watering requirements unless approved by the Parks Director as indicated in the UDC Section 4.2.2.5, Item 8.D.1. C Overspray/ Runoff - All irrigation systems shall be designed to avoid overspray / runoff, low head drainage, or other similar conditions where water flows onto or over adjacent property, non-irrigated areas, roadways, walkways, structures, or water features. Narrow areas (four feet wide or less) shall not be irrigated unless micro- irrigation is utilized. D Landscaping - a site plan shall be submitted identifying all existing vegetation to be preserved, proposed turf, and other landscape areas. Installed trees and plants should be grouped together into landscape plant zones according to water and cultural (soil, climate and light) requirements. Plant groupings based on water requirements are as follows: natural, drought tolerant, and oasis. E Turf / Turfgrass - A maximum of fifty (50) percent of green space may be planted with turf grass configured with a permanent irrigation system. Turfgrass planted in excess of this limitation shall not have a permanent irrigation system. Micro-irrigation shall not be used on turfgrass unless approved by the Parks Director as indicated in the UDC Section 4.2.2.5, Item 8.D.1. 1.09 SYSTEM DESCRIPTION A Electric solenoid controlled underground irrigation system. B Source Power: 120 volt 1.10 QUALITY ASSURANCE A Electrical Components, Devices, and Accessories: Listed and labeled as defined in NFPA 70, Article 100, by a testing agency acceptable to authorities having jurisdiction, and marked for intended use. B All irrigation systems shall be designed and sealed in accordance with the Texas Licensed Irrigations Act and shall be professionally installed. C Installer - Installation of Irrigation System shall be performed under the direction of a State of Texas licensed irrigator with not less than 5 years’ experience in this type of work. D Manufacturer's Directions: Manufacturer's directions and detailed drawings shall be followed in all cases where the manufacturers of articles used in this contract furnish directions covering points not shown in the drawings and specifications. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE IRRIGATION 12/2014 02811 - 5 of 19 E Ordinances, Codes and Regulations: All local, municipal and state laws, and rules and regulations governing or relating to any portion of this work are hereby incorporated into and made a part of these specifications, and their provisions shall be carried out by the Contractor. Anything contained in these specifications shall not be construed to conflict with any of the above rules and regulations and requirements of the same. However, when these specifications and drawings call for or describe materials, workmanship, or construction of a better quality, higher standard, or larger size than is required by the above rules and regulations, these specifications and drawings shall take precedence. 1.11 REGULATORY REQUIREMENTS A Conform to applicable code for piping and component requirements. 1.12 PRE-INSTALLATION CONFERENCE A Convene one week prior to commencing work of this Section. 1.13 COORDINATION A Coordinate work under provisions of Section 01310 – Coordination and Meetings B Coordinate work under provisions of Section 02931 – Landscape and Tree Planting. C Coordinate the work with site landscape grading and delivery of plant life. 1.14 PRODUCT DELIVERY AND HANDLING A Materials shall be delivered in manufacturer's unopened packaging labeled to indicate manufacturer's name and product identification. Ensure that packaging and labeling remain intact until installation. Materials shall be stored protected from the elements, including direct sunlight. B Pipes shall be handled so as to prevent them from being damaged and to maintain their straightness. Pipe ends shall be wrapped; Pipes shall be stored on beds the full length of the pipes; Damaged or dented pipes or fittings shall not be used. 1.15 SUBSTITUTIONS A If the Irrigation Contractor wishes to substitute any equipment or materials for those equipment or materials listed on the irrigation drawings and specifications, he may do so by providing the following information to the Owner's authorized representative for approval: 1. Provide a statement indicating the reason for making the substitution. Use a separate sheet of paper for each item to be substituted. 2. Provide descriptive catalog literature, performance charts and flow charts for each item to be substituted. 3. Provide the amount of cost savings if the substituted item is approved. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE IRRIGATION 12/2014 02811 - 6 of 19 B Owner's authorized representative shall have the sole responsibility in accepting or rejecting any substituted item as an approved equal to those equipment and materials listed on the irrigation drawings and specifications. 1.16 EXTRA MATERIALS A Furnish extra components listed as Extra Items in Section 00300 – Bid Proposal. 1. Two sprinkler heads of each type and size. 2. Two valve box keys. 3. Two wrenches for each type head core and for removing and installing each type head. 2.0 P R O D U C T S 2.01 MANUFACTURERS A In other Part 2 articles where titles below introduce lists, the following requirements apply to product selection: 1. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, manufacturers specified. 2. Manufacturers: Subject to compliance with requirements, provide products by one of the manufacturers specified. 2.02 PIPES, TUBES, AND FITTINGS A Soft Copper Tube: ASTM B 88, Type L water tube, annealed temper. 1. Copper Pressure Fittings: ASME B16.18, cast-copper-alloy or ASME B16.22, wrought-copper, solder-joint fittings. Furnish wrought-copper fittings if indicated. 2. Copper Unions: MSS SP-123, cast-copper-alloy, hexagonal-stock body, with ball-and-socket, metal-to-metal seating surfaces and solder-joint or threaded ends. B Hard Copper Tube: ASTM B 88, Type K, water tube, drawn temper. 1. Copper Pressure Fittings: ASME B 16.18, cast-copper-alloy or ASME B16.22, wrought- copper, solder-joint fittings. Furnish wrought- copper fittings if indicated. 2. Copper Unions: MSS SP-123, cast-copper-alloy, hexagonal-stock body, with ball-and-socket, metal-to-metal seating surfaces and solder-joint or threaded ends. C Mainline PVC pipe: 1. Pressure Main Line: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE IRRIGATION 12/2014 02811 - 7 of 19 a. All main line shall be schedule 40 with solvent welded joints. b. Pipe shall be made from an NSF approved Type I, Grade I, PVC compound conforming to ASTM resin specification Dl785. All pipe must meet requirements as set forth in Federal Specification PS-22-70, with an appropriate standard dimension (S.D.R.) (Solvent-weld pipe). 2. PVC Non-Pressure Lateral Line Piping: a. Non-pressure buried lateral line piping shall be PVC class 200 with solvent-weld joints. b. Pipe shall be made from NSF approved, Type I, Grade II PVC com- pound conforming to ASTM resin specification D I 784. All pipes must meet requirements set forth in Federal Specification PS-22-70 with an appropriate standard dimension ratio. 3. Fittings 4" and larger shall be push-on Ductile Iron designed and manufactured using ASTM A-536 Grade 70-50-05 ductile iron with tensile strength of 70,000 psi such as manufactured by Harco or approved equal. 4. Fittings 3" and smaller shall be Schedule 40, I-2, II-I NSF approved conforming to ASTM test procedure D2466 PVC solvent-weld fittings. 5. Solvent cement and primer for PVC solvent-weld pipe and fittings shall be of Christie's Red Hot Blue Glue and Primer. 6. All PVC pipe must bear the following markings: a. Manufacturer's name. b. Nominal pipe size. c. Schedule or class. d. Pressure rating in P.S.I. e. NSF (National Sanitation Foundation) approval. f. Date of expiration. 7. All fittings shall bear the manufacturer's name or trademark, material designation, applicable I.P.S., schedule number and NSF seal of approval D Irrigation Lateral Line pipe 1. Pipes 1/2 inch diameter and larger ASTM D 2231, PVC, 1120 or 1220, SDR 21.0, 200 PSI 2. Pipes 1/4 inch diameter: ASTM D 2241, PVC, 1120 or 1220, SDR 13.5, 315 PSI E Fittings for Threaded Joints 1. ASTM D 2466, PVC, Schedule 80 F Length of pipes used 1. Use of pipe less than five (5) feet in length is prohibited unless otherwise noted on the plans. G No use of small scrap material to extend water lines 2.03 GENERAL DUTY VALVES A Gate valves 4" and smaller shall be MSS SP-80, Class 125, Type 1, nonrising-stem, bronze body with solid wedge, threaded ends, and malleable-iron hand wheel. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE IRRIGATION 12/2014 02811 - 8 of 19 B Gate valves 3" and smaller shall be similar to those manufactured by Nibco, Hammond or approved equal C All gate valves shall be installed per installation detail. D Install six (6) inches of pee gravel into bottom of all valve boxes. E Gate valves 6 inch and larger shall be cast or ductile iron. They shall conform to AWWA C-509. Stem shall be fitted with a 2" x2" square wrench nut and shall be opened counter-clockwise. Stem extension shall be added to bring operating nut to within 2 (two) feet of finished grade. 2.04 REMOTE CONTROL VALVES A Plastic Automatic Control Valves: Molded-plastic body, normally closed, diaphragm type with manual flow adjustment, and operated by 24-V ac solenoid. 1. All electric control valves shall be of the same manufacturer. 2. All electric control valves shall have a manual flow adjustment and pressure regulating module. 3. Provide and install one control valve box for each electric control valve. 4. Electric remote control valve shall be Hunter ICV Series. 5. Install six (6) inches of pea gravel into bottom of all valve boxes. B Automatic Drain Valves 1. Spring-loaded-ball type of construction and designed to open for drainage if line pressure drops below 2½ to 3 psi. C Quick-Couplers 1. Factory-fabricated, bronze or brass, two-piece assembly. Include coupler water- seal valve; removable upper body with spring-loaded or weighted, rubber- covered cap; hose swivel with ASME B 1.20.7, 3/4-11.5NH threads for garden hose on outlet; and operating key. a. Manufacturers: i. Hunter 2. All quick couplers shall be installed using "O"-ring style swing joint and located in 10" round valve box with purple lids. D Remote Control-Valve Boxes 1. Box and cover, with open bottom and openings for piping; designed for installing flush with, grade. Include size as required for valves and service. 2. Valve boxes shall be heavy duty plastic 17 inch by 11-3/4 inch by 12 inch depth, black with black cover. 3. Valve box shall be Series 1419, non-hinged, non-bolt cover, by Carson Industries, Inc., or approved equal. a. Manufacturers: i. Carson Industries, LLC. ii. Christy Concrete Products, Inc. E Gate Valve and Control Wire Splice Boxes Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE IRRIGATION 12/2014 02811 - 9 of 19 1. Gate valves and control wire splice boxes shall be heavy duty plastic 10 inch diameter by 10¼ inch deep, black with black cover, No. 910-12B, by Carson Industries, Inc. or approved equal. F Drainage Backfill 1. Cleaned gravel or crushed stone, graded from 3/8 inch minimum to 1 inch maximum. 2.05 SPRINKLERS A Brass or plastic housing and corrosion-resistant interior parts designed for uniform coverage over entire spray area indicated, at available water pressure. Manufacturers: Hunter Industries. B Flush, Surface Sprinklers or VANs (Variable Angle Nozzle): Fixed pattern, with screw-type flow adjustment. C Bubblers: Fixed pattern, with screw-type flow adjustment. D Shrubbery Sprinklers: Fixed pattern, with screw-type flow adjustment. E Pop-up, Spray Sprinklers: Fixed pattern, with screw-type flow adjustment and stainless-steel retraction spring. F Pop-up, Rotary, Spray Sprinklers: Gear drive, full-circle and adjustable part- circle types. G Pop-up, Rotary, Impact Sprinklers: Impact drive, full-circle and part-circle types. H Aboveground, Rotary, Impact Sprinklers: Impact drive, full-circle and part- circle types. I Matched precipitation rates - Sprays and rotors shall have matching application rates within each irrigation zone. J MP Rotators: wind resistant multi stream nozzle 2.06 CONTROLLERS A The ACC controller shall be capable of two-wire decoder control of up to 99 stations via a plug-in decoder output module. The decoder output module shall be field- installable without tools. The decoder output module shall have an intrinsic capability of up to 99 stations, and shall occupy 3 modular expansion slots inside the ACC controller cabinet. B The decoder output module shall have 6 two-wire output paths to the field. The decoders may be wired in sequence over any combination of the two-wire paths, including all 99 on a single two-wire path. Each path may extend up to 10,000 ft. to the end of the wire run over 14 AWG (l.5mm dia.) wire, or 15,000 ft. over 12 AWG (2mm dia.) Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE IRRIGATION 12/2014 02811 - 10 of 19 C The wire paths shall be twisted pair; solid-core, color-coded red/blue pairs with each conductor in a polyethylene jacket suitable for direct burial. The two-wire paths shall be Hunter Industries Model IDWIRE I for 14 AWG (1.5mm) conductors, or Model IDWIRE2 for 12 AWG (2mm) conductors for extended range (over 10,000 ft., up to 15,000 ft.). D All connections in the two-wire paths (outside the controller enclosure) shall be made with 3M DBR-6 waterproof, strain relieving direct burial connectors, or exact equals. Decoder output to solenoid connections shall be made with 3M DBY waterproof, strain-relieving connectors or exact equals. No substitution of wire or wire connection specifications is permissible. All connections, tees, and splices shall be positioned in valve boxes in valve boxes for future location and service. E One Decoder per valve, installed in the valve box is required unless otherwise approved. F The installer shall provide adequate earth ground (not to exceed I 0 Ohms) and connect it to one of the decoder ground leads every 750 ft., or every 10th decoder module, whichever is shorter. Also install on each dead end of the wire path. G The ICD decoders and Sensor Decoders shall be UL and c-UL listed, and shall be CE and C-tick approved. H Final location of automatic controllers shall be approved by the Owner's authorized representative. I Unless otherwise noted on the plans, the 120 volt electrical power to the automatic controller location to be furnished by others. The final electric hook-up shall be the responsibility of the Irrigation Contractor. J If two wire systems are not fitting to the system needed, another Hunter Controller with conventional wiring will be used. K Controllers will be capable of communicating with offsite Hunter software, unless otherwise approved by owner. L Control Equipment - Irrigation control equipment shall include and automatic irrigation controller with the following features; program flexibility such as repeat cycles and multiple program capabilities; battery back-up to retain the irrigation programs; and a rain sensor device. 2.07 WIRING A Wiring: AWG-ULUF 600 volt with solid-copper conductors and insulated cable; suitable for direct burial. 1. Manufacturers: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE IRRIGATION 12/2014 02811 - 11 of 19 a. Paige Cable b. Regency Wire and Cable c. Approved equal B Feeder-Circuit Cables: No. 12 AWG minimum, between building and controllers and runs over 1,000 LF. Low-Voltage, Branch-Circuit Cables: No. 14 AWG minimum, between controllers and automatic control valves; color coded different from feeder- circuit-cable jacket color; with jackets of different colors for multiple-cable installation in same trench. C Install 3 spare wires from each controller to farthest valve in each direction. D Where more than one (1) wire is placed in a trench, the wiring shall be taped together at intervals of ten (10) feet. E An expansion curl shall be provided within three (3) feet of each wire connection. Expansion curl shall be of sufficient length at each splice connection at each electric control, so that in case of repair, the valve bonnet may be brought to the surface without disconnecting the control wires. F Control wires shall be laid loosely in trench without stress or stretching of control wire conductors. G All splices shall be made with Scotch-Lok #3576 Connector Sealing Packs, DBY (Direct Bury) Splice by 3M or approved equal. Use one splice per connector sealing pack. H Field splices between the automatic controller and electrical control valves, less than 500' apart, will not be allowed without prior approval of the Architect. I All field splices shall be installed in a 10" round valve box as specified in section 2.04 2.08 BACKFLOW PREVENTERS A Backflow Preventers shall be bronze and copper, pressure vacuum breaker assembly Febco No. 765 by Febco Sales, Inc. (CMB Industries), or approved equal. Size as per drawings. 1. Reduced Pressure Backflow: Febco No. 825Y 2. Double Check Assembly: Febco No. 850 3. Or approved equal. 2.09 REMOTE CONTROL VALVE TIES A Remote control valve ties shall be Christy's Valve I.D. tag model ID-STD-Y with wire to attach numbered tag to valve. 2.10 SOLVENT CEMENT FOR SOLVENT WELDED JOINTS Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE IRRIGATION 12/2014 02811 - 12 of 19 A CHRISTY'S RED HOT BLUE GLUE T. Christy Enterprises, Inc., or approved equal. Use a compatible primer recommended by the solvent cement manufacturer. 2.11 SEALANT FOR THREADED JOINTS UNDER CONSTANT PRESSURE A RECTOR SEAL LIQUID TEFLON by Rector Seal Corp., or approved equal. 2.12 SLEEVES UNDER PAVING FOR CONTROL WIRE AND IRRIGATION LINES A ASTM D 2455, PVC, Schedule 40 sized as shown on drawings. 2.13 FITTINGS FOR THREADED JOINTS A ASTM D 2466, PVC, Schedule 80 2.14 BACKFLOW ENCLOSURES A The backflow enclosure shall be of a vandal and weather resistant nature manufactured entirely of formed tubing and rod, coated with a performance polymer alloy coating to prevent injury. The mounting base and locking mechanism shall be manufactured entirely of metal or fiber glass. The locking mechanism shall be of the full release type which allows for complete removal of the enclosure from its mounting base without the use of tools. The handle controlling the locking mechanism shall be concealed within the surface of the enclosure and provide for a padlock. B The backflow enclosure shall be Strong Box Model manufactured by V.I.T. Products Inc., 800-729-1314. No. SBBC-30CR Or approved equal. C Hot Box Enclosure – CDR Systems Corporation or approved equal. 2.15 RAINFALL MONITOR A Provide a Mini-Clik by Hunter Industries or approved equal. 2.16 FLOW SENSOR A Install Flow sensor- Hunter Flow Click 3.0 E X E C U T I O N 3.01 EXAMINATION A Site Conditions: 1. Verify location of existing utilities. 2. Verify that required utilities are available, in proper location, and ready for use. 3. All scaled dimensions are approximate. 4. The Contractor shall check and verify all size dimensions and receive Architect's approval prior to proceeding with work under this section. 5. Exercise extreme care in excavating and working near existing utilities. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE IRRIGATION 12/2014 02811 - 13 of 19 6. Contractor shall be responsible for damages to utilities which are caused by his operations or neglect. Check existing utilities drawings for existing utility locations. 7. Coordinate installation of sprinkler irrigation materials including pipe, so there shall be No interference with utilities or other construction or difficulty in planting trees, shrubs, and ground covers. 8. Coordinate work with other site contractors. 9. The Contractor shall carefully check all grades to satisfy himself that he may safely proceed before starting work on the sprinkler irrigation system. 10. No machine trenching, unless approved by Architect, is to be done within drip line of trees. Trenching is done by hand, tunneling or boring or other methods shall be approved by Architect. 11. It is understood that the piping layout is diagrammatic and piping shall be routed around trees and shrubs in such manner to avoid damage to plants. 3.02 PREPARATION A Physical Layout: 1. Piping and head layout is shown on plans in schematic form only. 2. All pipes to be installed directly behind curbs, walks, and walls wherever possible. 3. Prior to installation, the Contractor shall stake out all pressure supply lines, routing and location of sprinkler heads. 4. All layouts shall be approved by Architect prior to installation. 5. Route pipes to avoid plants, ground cover and structures. 6. Review layout requirements with other affected work. Coordinate locations of sleeves under paving to accommodate system. B Water Supply: 1. Sprinkler Irrigation system shall be connected to water supply points-of- connection as indicated on the drawings. 2. Connections shall be made at approximate locations as shown on drawings. Contractor is responsible for minor changes caused by actual site conditions. 3. Reclaimed systems utilizing purple pipe may be requested by owner. In the event of the installation of a reclaimed system. All components will utilize the same previously described manufacturer to provide ‘purple pipe’ components. 4. All Reclaimed/Purple Pipe systems will conform to 30 TAC §344.1 3.03 TRENCHING A Refer to Section 02318 – Excavation and Backfill for Utilities for excavating, trenching, and backfilling. B Location of Heads - Design location is represented as accurately as possible. Make minor adjustments on site with approval of Landscape Architect as necessary to ensure consistent and even spacing where applicable. Set all heads minimum 6" from back of curb and 6" from edge of concrete walls. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE IRRIGATION 12/2014 02811 - 14 of 19 C Install piping and wiring in sleeves under sidewalks, roadways, parking lots, and railroads. D Drain Pockets: Excavate to sizes indicated. Backfill with cleaned gravel or crushed stone, graded from 3/4 to 3, to 12 inches below grade. Cover gravel or crushed stone with sheet of asphalt-saturated felt and backfill remainder with excavated material. E Provide minimum cover over top of underground piping according to the following: 1. Irrigation Main Piping: Minimum depth of 18 inches below finished grade. 2. Circuit Piping: 12 inches. 3. Drain Piping: 12 inches. 4. Sleeves: 24 inches. F Backfill 1. The trenches shall not be backfilled until all required tests are performed, or until cover up is approved by the owner. 2. Trenches shall be carefully back- filled with the excavated materials approved for backfilling, consisting of earth, loam, sandy clay, sand, or other approved materials, free from large clods of earth or stones. Backfill shall be mechanically compacted in landscaped areas to a dry density equal to adjacent undisturbed soil in planting area. 3. Backfill will conform to adjacent grades without dips, sunken areas, humps or other surface irregularities. 4. A sand material backfill will be initially placed on all lines (minimum 3" depth). No foreign matter larger than one-half (1/2) inch in size will be per- mitted in the initial backfill. 5. Where rock is encountered in trenching, 4" of sand above the pipe and 4" of sand below the pipe will be used as the initial backfill. 6. Flooding of trenches will be permitted only with approval of Architect. 7. If settlement occurs and subsequent adjustments in pipe, valves, sprinkler heads, lawn or planting, or other construction are necessary, the Contractor shall make all required adjustments without cost to the Owner. 8. Trench shall be excavated to accommodate grade changes. 9. Trench shall not be left open overnight unless caution taped or fenced off. 10. Existing Lawns - Where trenching is required across existing lawns, (or in the event of changes or repairs after new lawn has been established), uniformly cut strips of sod 6 inches wider than trench. Remove sod in rolls of suitable size for handling and keep moistened until replanted. 11. Backfill trench to within 6 inches of finished grade and compact. 12. Continue fill with acceptable topsoil and compact to bring sod even with existing lawn. 13. Replant sod within 2 days after removal, roll and water generously; unless new sod or hydro mulch is to be installed. 14. All sod areas not in healthy condition equal to adjoining lawns 30 days after replanting shall be re-sodded and restored to original condition. 3.04 INSTALLATION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE IRRIGATION 12/2014 02811 - 15 of 19 A Pipes 1. Piping Mains and Laterals - Lay out sprinkler mainlines and perform line adjustments and site modifications to laterals prior to excavation. Lay pipe on solid sub base, uniformly sloped without humps or depressions. 2. Coordinate pipe installation with conduit installation. 3. PVC pipe Assembly a. Cut PVC pipe square and de-burr. b. Clean pipe and fittings using primer as recommended by the PVC pipe manufacturer. Use tinted primer to aid in visual inspection and blue glue. c. Apply a thin even flow coat of PVC solvent cement to inside of the fitting and pipe mating surface. d. Cure joints as recommended by the manufacturer and keep pipe and fitting out of service during curing period. e. Construct watertight joints equal or greater in strength than the pipe. Do not tap pipe at fittings. f. Install plastic pipe in dry weather, when temperature is above 40 degrees F. and in accordance with manufacturer's written instructions. g. Allow joints to cure at least 24 hours at temperature above 40 degrees F before testing. h. Plastic pipe shall be snaked in the trenches in a manner to provide for expansion and contraction as recommended by pipe manufacturer. i. Extend primer 1/2" beyond glue joint for visual inspection. j. Ensure that the pipe is not laid on top of fittings and put under stress in any way prior to cover-up. B Sleeves under Paving 1. The majority of sleeves under paving exist as shown on drawings. Where boring is required for new sleeves (refer to drawings), it shall be a "wet bore." Install sleeves 12" beyond edge of pavement. Perform trench and backfill in accordance with these specifications. 2. Sleeves shall be marked on the concrete with 1/4'' deep "V" cut into curb. C Concrete Thrust Blocks 1. Install where the rubber-gasketed irrigation main changes direction as at ells and tees and where the rubber-gasketed main terminates. 2. Pressure tests shall not be made for a period of 36 to 48 hours following the completion of pouring of the blocks. 3. Blocks for these mains shall be sized and placed in strict accordance with the pipe manufacturer's specifications and shall be of an adequate size and so placed as to take all thrust created by the maximum internal water pressure. D Irrigation Heads 1. Flush irrigation lines with full head of water and install heads after hydrostatic test is completed. 2. Install heads at manufacturer's recommended heights. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE IRRIGATION 12/2014 02811 - 16 of 19 3. Locate part-circle heads to maintain a minimum distance of 4, 12, 24, 48 inches from walls and inches from other boundaries, unless otherwise indicated. 4. Check for uniformity of coverage and pattern correctness. Adjust for 100% coverage where required. 5. Install nozzles with water running at reduced pressure starting with the head closest to the valve. 6. Adjust arcs and radius at normal operating pressure. 7. Ensure heads do not spray into areas not intended to receive water. Example: streets and sidewalks. 8. Install heads at minimum of six (6) inches from back of curb. 9. Spacing - Sprinkler spacing shall not exceed 55 percent of the sprinkler diameter of coverage. 10. Separate spray and rotors - Sprays and rotors shall not be combined on the same control valve circuit E Drip Tubing 1. Tubing installed in planting beds is to be placed at spacing indicated on drawings in shallow trench and covered with planting backfill mix l"-2" deep and then covered with mulch. 2. Tubing is to be placed after bed preparation is complete and plant material is planted and root ball anchor is installed. 3. Drip tubing is to be placed on top of root balls of trees in planting beds to allow for even watering of trees. 4. All tubing is to be reviewed by Owner's Representative prior to burying. F Electric Remote Control Valves 1. Adjust automatic control valves to provide flow rate at rated operating pressure required for each irrigation section. 2. Install valves in valve boxes, arranged for easy adjustment and removal. Locate valves to ensure ease of access for maintenance such that no physical interference with other elements of the project exists. 3. Remote Control Valve Tags to be used in Section 2.09 4. One Remote Control Valve Tag shall be attached to stem of each electric remote control valve. Tags shall be numbered sequentially. Numbers shall correspond to station numbers in electric controller. Provide tags and corresponding numbers for wires pulled for future valves. 5. Valve Boxes - Install valve boxes to cover electric remote control valves. Install one valve per valve box. Top of valve box shall be flush with finished grade. Bury minimum 4 bricks under base of each box as support. 6. Control Wire Splice Boxes - Install control wire splice box to cover any splice in control wire. Top of valve box shall be flush with finished grade. Bury minimum 4 bricks under base of each box as support. Install control wire splice box to cover wires pulled for future valves. G Gravel Backfill 1. Backfill valve boxes and control wire splice boxes with gravel, minimum 6 inch depth. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE IRRIGATION 12/2014 02811 - 17 of 19 H Electric Controller 1. Controllers shall be fully grounded. 2. Connect remote control valves to controller in clockwise sequence to correspond with stations 1, 2, 3, successively. 3. Affix a non-fading copy of irrigation diagram to cabinet door below controller's name. Irrigation diagram shall be sealed between two plastic sheets, 20 mils. Minimum thickness. Irrigation diagram shall show clearly all valves operated by the controller, showing station number, valve size, and type of planting irrigated. 4. Provide lockable cabinet. Provide two keys to Owner. Keys to be matched with existing controller key locking mechanisms. 5. Power to Controller & Locations: Locations shown on plan for controllers is approximate. Final location shall be determined on site by Owner. 6. Contractor shall supply 120 VAC to controller from adjacent existing power sources. Follow local governing codes in electrical work. 7. Lightning Protection and Grounding: Provide full grounding and lightning protection per system manufacturer's recommendations. 8. Wall mounted controllers; electrical meters and breaker boxes shall be mounted on I-beam structures. I Irrigation Control Wires 1. Provide 24 volt system for control of automatic circuit-section valves of underground irrigation system. Provide unit capacity to suit number of circuits indicated. 2. Install control wires with irrigation mains and laterals in common trench where possible. Lay control wires neatly together to side of pipe. Provide looped slack at valves, comers, bores and snake wire in trench to allow for contraction. Tie wires in bundles at 10 foot intervals. Line splices will be allowed on runs of 500 Ft. or more. Splices shall be made and placed in control wire splice boxes. 3. Provide 12 inch long expansion loop within 3 feet of each wire connection and splice on runs of wire 100 feet or longer. J Backflow Preventers 1. Make required connection to water supply according to local codes and manufacturer's written instructions. 2. Install pressure type backflow devices at required grade in accordance with the local Plumbing Code. 3. Insulate all above ground piping. 3.05 FIELD QUALITY CONTROL AND TESTING A General - Notify Landscape Architect 48 hours in advance when testing will be conducted. Conduct tests in presence of Landscape Architect and owner. B The Parks and Recreation Department will conduct open trench inspections daily, prior to cover-up. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE IRRIGATION 12/2014 02811 - 18 of 19 C Hydrostatic Test - Test irrigation main line, before backfilling trenches, to a hydrostatic pressure of not less than 100 psi for 1 hour. Piping may be tested in sections to expedite work. Remove and repair or replace piping and connections which do not pass hydrostatic testing. D Shut off mainline at backflow preventer during non-working hours until Contractor has demonstrated the mainline is stable. E Operational Testing - Perform operational testing after hydrostatic testing is completed, backfill is in place and irrigation heads are adjusted to final position. F Demonstrate to Landscape Architect that system meets coverage requirements, is as specified and indicated, and that automatic controls function properly. G Coverage requirements are based on operation of one circuit at a time. H After completion of grading, sodding and rolling of grass areas, carefully adjust lawn sprinkler heads so they will be flush with finish grade. Set shrub sprinkler heads not more than 1/2 inch above top of mulch. I Ensure watering does not extend into unintended areas, such as roadways and sidewalks. J Field inspection and testing will be performed. K Prior to filling, test system for leakage for whole system to maintain 100 psi pressure for one hour. 3.06 FILLING A Provide 3 inch sand cover over piping. Fill trench and compact to subgrade elevation. Protect piping from displacement. 3.07 ADJUSTING A Adjust control system to achieve time cycles required. B Change and adjust head types for full water coverage as directed. 3.08 MAINTENANCE A Contractor shall correctly maintain the irrigation system during the installation process and throughout the landscaping maintenance service period. B Contractor shall provide "As Built" Drawings for new work, showing dimensioned location of valves, meters, backflow preventers, controllers, and mainline. Contractor shall request reproducible mylar from the Landscape Architect in preparation of "As Built" Drawings. Contractor shall also provide a small laminated set of plans in each irrigation controller, which is color coded for each set of heads each valve operates. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE IRRIGATION 12/2014 02811 - 19 of 19 C Maintenance and management - The landscape and irrigation system shall be maintained and managed to ensure water efficiency, and prevent wasteful practices. This should include, but not limited to: resetting the automatic controller according to the season; flushing the filters; testing the rain sensor device; monitoring, adjusting, and repairing irrigation equipment such that the efficiency of the system is maintained and utilizing turf and landscape best management practices during the maintenance period. 3.09 DEMONSTRATION A Provide system demonstration. B Instruct Owner's personnel in operation and maintenance of system, including adjustment of sprinkler heads. Use operation and maintenance material as basis for demonstration. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND HYDROMULCH SEEDING 07/2006 02921 - 1 of 4 Section 02921 HYDROMULCH SEEDING 1.0 G E N E R A L 1.01 SECTION INCLUDES A Seeding, fertilizing, mulching, and maintaining areas of commercial, industrial, or undeveloped land disturbed during construction and not paved or designated to be paved, or as indicated on Plans. B References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 – Submittals 3. Section 01500 – Temporary Facilities and Controls 4. Section 02910 – Topsoil 5. Section 02255 – Bedding, Backfill, and Embankment Materials 6. Section 01140 – Contractor’s Use of Premises 1.02 MEASUREMEN AND PAYMENT A Measurement for hydromulch seeding is on a per acre basis, measured and complete in place. B Payment for hydromulch seeding shall include all labor, materials, equipment, and preparation necessary for application and maintenance. C No payment shall be made for hydromulch seeding used in restoration of areas disturbed by Contractor outside the limits of construction. D Refer to Section 01200 – Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B Submit certification from supplier that each type of seed conforms to these specification requirements and the requirements of the Texas Seed Law. Certification shall accompany seed delivery. C Submit a certificate stating that fertilizer complies with these specification requirements and the requirements of the Texas Fertilizer Law. 1.04 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500 – Temporary Facilities and Controls. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND HYDROMULCH SEEDING 07/2006 02921 - 2 of 4 2.0 P R O D U C T S 2.01 MATERIALS A Topsoil: Conform to material requirements of Section 02910 – Topsoil. B Bank Sand: Conform to material requirements of Section 02255 – Bedding, Backfill, and Embankment Materials. C Seed: Conform to U.S. Department of Agriculture rules and regulations of the Federal Seed Act and the Texas Seed Law. Seed shall be certified 90 percent pure and furnish 80 percent germination and meet the following requirements: 1. Rye: Fresh, clean, Italian rye grass seed (lollium multi-florum), mixed in labeled Proportions. As tested, minimum percentages of impurities and germination must be labeled. Deliver in original unopened containers. 2. Bermuda: Extra-fancy, treated, lawn type common bermuda (Cynodon dactylon). Deliver in original, unopened container showing weight, analysis, name of vender, and germination test results. 3. Wet, moldy, or otherwise damaged seed will not be accepted. D Fertilizer: Dry and free flowing, inorganic, water soluble commercial fertilizer, which is uniform in composition. Deliver in unopened containers which bear the manufacturers guaranteed analysis. Caked, damaged, or otherwise unsuitable fertilizer will not be accepted. Fertilizer shall contain minimum percentages of the following elements: Nitrogen: 10 Percent Phosphoric Acid: 20 Percent Potash: 10 Percent E Mulch: Virgin wood cellulose fibers from whole wood chips having a minimum of 20 percent fibers 0.42 inches (10.7 mm) in length and 0.01 inches (0.27 mm) in diameter. Mulch shall be dyed green for coverage verification purposes. F Soil Stabilizer: "Terra Tack" 1 or approved equal. G Weed control agent: Pre-emergent herbicide for grass areas, "Benefin" or approved equal. 3.0 E X E C U T I O N 3.01 PREPARATION A Do not start or perform work under conditions that are not satisfactory to perform tasks due to inclement or impending inclement weather. B After the areas to receive hydromulch seeding have been brought to grade, rake out any foreign organic or inorganic material, including stones, hard clay lumps, and other debris. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND HYDROMULCH SEEDING 07/2006 02921 - 3 of 4 C Level with Bank Sand or Topsoil, as approved by the Engineer. D Loosen the subgrade by discing or by scarifying to a depth of at least 4 inches. E Place and compact a layer of topsoil in accordance with requirements of Section 02910 – Topsoil. F Surface of topsoil shall be smooth and free of weeds, rocks, and other foreign material immediately before applying hydromulch seeding. 3.02 APPLICATION A Seed: Apply uniformly at the following rates for type of seed and planting date: TYPE APPLICATION RATE POUNDS/A PLANTING DATE Hulled Common Bermuda Grass 98/88 Unhulled Common Bermuda Grass 98/88 40 40 Jan 1 to Mar 31 Hulled Common Bermuda Grass 98/88 40 Apr 1 to Sep 30 Hulled Common Bermuda Grass 98/88 Unhulled Common Bermuda Grass 98/88 Annual Rye Grass (Gulf) 40 40 30 Oct 1 to Dec 31 B Fertilizer: Apply uniformly at a rate of 500 pounds per acre. C Mulch: Apply uniformly at a rate of 50 pounds per 1000 square feet. D Soil stabilizer: Apply uniformly at a rate of 40 pounds per acre. E Weed control agent: Apply at manufacturer's recommended rate prior to Hydromulching. F Suspend all operations under conditions of drought, excessive moisture, high winds, or extreme or prolonged cold. Obtain the Engineer’s approval before resuming operations. 3.03 MAINTENANCE A Maintain grassed areas by watering, fertilizing, weeding, and trimming as required to establish and sustain 70% acceptable vegetative cover. B For areas seeded in the fall, continue maintenance the following spring until an acceptable lawn is established. 3.04 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140 – Contractor’s Use of Premises. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND HYDROMULCH SEEDING 07/2006 02921 - 4 of 4 3.05 PROTECTION OF THE WORK A Protect and maintain grassed areas a minimum of 90 days, or as required to establish an acceptable lawn. B Once a lawn is established, protect and maintain it until completion of the Work. C Replace seeded areas damaged by Contractor's operations at no cost to Owner. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SODDING 07/2006 02922 - 1 of 4 Section 02922 SODDING 1.0 G E N E R A L 1.01 SECTION INCLUDES A Sodding areas of residential lawns disturbed during construction and not paved or designated to be paved, or as indicated on Plans. B References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 – Submittals 3. Section 01500 – Temporary Facilities and Controls 4. Section 02910 – Topsoil 5. Section 02255 – Bedding, Backfill, and Embankment Materials 6. Section 01140 – Contractor’s Use of Premises C Definitions: 1. Lawn - ground covered with fine textured grass kept neatly mowed. 2. Sod - blocks, squares, strips of turf grass, and adhering soil used for vegetative planting. 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for Work performed under this Section. Include cost in Bid Items for utility or paving. B If sodding is included as a Bid Item, measurement will be based on the units shown in Section 00300 – Bid Proposal and in accordance with Section 01200 – Measurement and Payment Procedures. C No payment shall be made for sodding of restoration areas disturbed by Contractor outside the limits of construction. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B Submit material sources and product quality information in accordance with this Section. C Submit a certificate stating that fertilizer complies with these specification requirements and the requirements of the Texas Fertilizer Law. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SODDING 07/2006 02922 - 2 of 4 1.04 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500 – Temporary Facilities and Controls. 2.0 P R O D U C T S 2.01 MATERIALS A Topsoil: Conform to material requirements of Section 02910 – Topsoil. B Bank Sand: Conform to material requirements of Section 02255 – Bedding, Backfill, and Embankment Materials. C Fertilizer: Available nutrient percentage by weight: 12 percent nitrogen, 4 percent phosphoric acid, and 8 percent potash; or 15 percent nitrogen, 5 percent phosphoric acid, and 10 percent potash. D Weed and Insect Treatment: Provide acceptable treatment to protect sod from weed and insect infestation. Submit treatment method to the Engineer for approval. All insect and disease control shall be installed within guidelines set forth by the Structural Pest Control Board of the State of Texas E Water: Potable, available on-site through Contractor's water trucks. Do not use private resident's water. 2.02 SOD A Species: Bermuda (Cynodon Dactylon), Buffalo (Buchloe Dactyloides), or St. Augustine to match existing or as directed. B Contents: 95 percent permanent grass suitable to climate in which it is to be placed; not more than 5 percent weeds and undesirable grasses; good texture, free from obnoxious grasses, roots, stones and foreign materials. C Size: 12 inch wide strips, uniform in thickness (2 inch minimum with clean-cut edges. D Sod is to be supplied and maintained in a healthy condition as evidenced by the grass being a normal, green color. 3.0 E X E C U T I O N 3.01 PREPARATION A Do not start work until conditions are satisfactory. Do not start work during inclement or impending inclement weather. Perform Sodding only when weather and soil conditions are deemed by Engineer to be suitable for proper placement. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SODDING 07/2006 02922 - 3 of 4 B After the areas to receive sod are brought to grade, rake out any foreign organic or inorganic material, including stones, hard clay lumps and other debris. C Level with Bank Sand or Topsoil, as approved by the Engineer. D Loosen the subgrade by discing or by scarifying to a depth of at least 4 inches. E Place and compact topsoil in accordance with requirements of Section 02910 – Topsoil. Top soil shall be free of weeds and foreign material immediately before sodding. F Spread 2-inch (±1") layer of Bank Sand over prepared topsoil. G Prior to placing sod, rake areas smooth, free from unsightly variations, bumps, ridges, or depressions, and completely free from stones, hard clay lumps and other debris. H Apply fertilizer at a rate of 25 lbs/1000 SF. Apply after raking soil surface and not more than 48 hours prior to laying sod. Mix thoroughly into upper 2 inches of soil. Lightly water to aid in dissipation of fertilizer. 3.02 APPLICATION A Lay sod with closely fitted joints leaving no voids and with ends of sod strips staggered. Sod shall be laid within 24 hours of harvesting. B After sod is laid, irrigate thoroughly to secure 6-inch minimum penetration into soil below sod. C Tamp and roll sod with approved equipment to eliminate minor irregularities and to form close contact with soil bed immediately after planting and watering. Submit type of tamping and rolling equipment to be used to the Engineer for approval, prior to construction. 3.03 MAINTENANCE A Maintenance Period: 1. Begin maintenance immediately after each section of grass sod is installed and continue for a 30-day period from date of Substantial Completion. 2. Re-sod unacceptable areas. 3. Water, fertilize, control disease and insect pests, mow, edge, replace unacceptable materials, and perform other procedures consistent with good horticultural practice to ensure normal, vigorous and healthy growth. All disease control shall be installed within guidelines set forth by the Structural Pest Control Board of the State of Texas. 4. Notify Engineer 10 days before end of maintenance period for inspection. B Watering: 1. Water lawn areas once a day with minimum 1/2 inch water for the first 3 weeks after area is sodded. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND SODDING 07/2006 02922 - 4 of 4 2. After 3-week period, water twice a week with 3/4 inch of water each time unless comparable amount has been provided by rain. 3. Make weekly inspections to determine moisture content of soil unless soil is in frozen condition. 4. Water in the morning to enable soil to absorb maximum amount of water with minimum evaporation. C Mowing: 1. Mow sod at intervals which will keep grass height from exceeding 3-1/2 inches. 2. Set mower blades at 2-1/2 inches. 3. Do not remove more than one-half of grass leaf surface. 4. Sodded areas requiring mowing within 1 month after installation, shall be mowed with a light-weight rotary type mower. The sod shall be mowed only when dry and not in a saturated or soft condition. 5. Remove grass clippings during or immediately after mowing. D Fertilizer and Pest Control: 1. Evenly spread fertilizer composite at a rate of 40 pounds per 5,000 square feet or as recommended by manufacturer. Fertilizer shall not be placed until 2 weeks after placement of sod. 2. Restore bare or thin areas by topdressing with a mix of 50 percent sharp sand and 50 percent sphagnum peat moss. 3. Apply mixture 1/4 to 1/2 inch thick. 4. Treat areas of heavy weed and insect infestation as recommended by treatment manufacturer. 3.04 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140 - Contractor’s Use of Premises. 3.05 PROTECTION OF THE WORK A Protect and maintain sod in good condition until 30 days after Substantial Completion. B Replace sod damaged by Contractor's operations at no cost to Owner. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 12/2014 02931 - 1 of 15 Section 02931 LANDSCAPE AND TREE PLANTING 1.0 G E N E R A L 1.01 SECTION INCLUDES A Furnishing all plants and trees, labor, equipment, appliances and materials for landscape and tree planting. Rough and finish grading is part of the landscape work. B References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 – Submittals 3. Section 02910 – Topsoil 4. Section 02921 – Hydromulch Seeding 5. Section 01562 – Waste Material Disposal 1.02 MEASUREMENT AND PAYMENT A Measurement for Landscape Planting is on a Lump Sum. B Payment for Tree Planting is on lump sum basis for each tree planted. C Refer to Section 01200 – Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B Submit samples of the plants and grasses to be used for approval prior to installation. Inspection will be done on the project site. C Provide materials from the same source and of the same quality and variety as those inspected and approved. D Soils and/or compost materials must be approved at their source prior to delivery. 1.04 REFERENCES A ANSI Z 60.1 - Nursery Stock. B Federal Specification Q-P-166E - Peat, Moss; Peat, Humus; and Peat, Reed-Sedge. 1.05 SCHEDULE A The plant schedule gives quantities, scientific names, common names, sizes, and special remarks. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 12/2014 02931 - 2 of 15 B The plant list conforms with Standardized Plant Names, 1942, and American Standard for Nursery Stock, 1949, revised April 14, 2014, as prepared by the American Joint Committee on Horticultural Nomenclature and the American Association of Nurserymen, Inc. C In case of discrepancies between the plant list and drawings, the working drawings shall govern. 1.06 DELIVERY AND STORAGE OF MATERIALS A Pack all plant material to provide protection against damage from wind, weather or other possible sources. Tie plants to prevent whipping when shipment is made by truck. B When shipment is made by rail, pack plants and ventilate cars as required to prevent sweating. C Provide a platform from all B&B root balls over 24 inches in diameter. D Store plants on the site as directed. E Spray with anti-transpirant at time of delivery in warm season months. Apply at rates in accordance with manufacturer's recommendations. F Ship trees with Certificates of Inspection as required by governing authorities. Label each tree and shrub with securely attached waterproof tag bearing legible designation of botanical and common name. Do not remove container grown stock from containers before time of planting. G Deliver packaged materials in fully labeled original containers showing weight, analysis and name of manufacturer. Protect materials from deterioration during delivery, and while stored at Site. H Materials shall not be pruned prior to installation unless approved by the Engineer in writing. Do not bend or bind-tie trees or shrubs in such a manner as to damage bark, break branches, or destroy natural shape. Use protective covering during delivery. 1.07 SUBSTITUTIONS A Substitution of larger size or better grade than specified will be allowed, but with no increase in unit cost. B Substitution of an alternate species may be accepted upon written approval from the Engineer. 1.08 ACCEPTANCE AND APPROVAL A There will be no partial acceptance of grasses. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 12/2014 02931 - 3 of 15 B Upon Contractor's request, final approval will be made within 15 working days of date of notice to the Engineer if contracted work has been satisfactorily completed. C Final approval of grasses will be given when the following conditions are met: 1. There are no bare spots larger than 9 inches square. 2. The total area of bare spots does not exceed 5 percent of the entire grass area. 1.09 WARRANTY A Provide 1-year warranty on all plants and grasses. The warranty period commences after final completion. B Replace plants that fail during the warranty period according to the specifications governing the original plants. C Periodically inspect plants for proper watering and spraying, during warranty period. D Damage caused by natural hazards such as hail, high winds or storm is not covered by the warranty. E Plant materials and grasses which die due to normal insects or diseases are included in the warranty. F Existing in situ plant material required to be moved on the site will be protected under the warranty. G Contractor shall warrant trees against defects including death, unsatisfactory growth, or loss of shape due to improper pruning, maintenance, or weather conditions, for 1 year after completion of planting. Contractor shall plumb leaning trees during warranty period. H Remove and replace trees found to be dead during warranty period. Remove and replace trees which are in doubtful condition at end of warranty period, or if approved by the Engineer, extend warranty period for such trees for a full growing season. 1.10 SOIL ANALYSIS A Submit for approval an analysis of all soils obtained from off-site sources prior to delivery. B Analysis of existing soil is not required. 1.11 PLANT CERTIFICATES A Submit inspection certificates approved by the Engineer as required by law with the invoice for each shipment or order of stock: 1. Submit certificates to the Engineer for review in ample time to be reviewed and meet installation schedule. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 12/2014 02931 - 4 of 15 1.12 PROTECTION OF PERSONS AND PROPERTY A Take all reasonable precautions to prevent injury to people and to avoid damage to existing structures, plants and grasses. Keep the area free of hazardous obstructions. B Construct barricades where necessary for the protection of persons and property. Mark all barricades with red and white paint and with red reflectors. Erect barricades in the following locations: 1. Areas dangerous to workmen and passersby. 2. Along adjoining property that requires protection. 3. Across streets and walks that are temporarily closed or rerouted. 4. Around plants and trees to be protected. C Excavations larger than 1 foot deep and 1 foot wide must be covered when not attended. D Existing trees which may be subject to damage must be protected by fencing or boxing. E During the course of planting operations, protect all installed plants and lawns from damage. If heavy equipment or materials must be moved across lawns, use planks or pontoons to protect the turf. Similarly protect walks across which heavy equipment must pass. 1.13 DEFINITIONS A In situ refers to any soil which is existing and in place on the project site at the time landscape work commences. B Establishment period refers to a period of 45 days after installation during which time 5 percent of the construction costs will be withheld. 1.14 QUALITY ASSURANCE A Landscaper shall be a firm specializing in landscape and planting work. B Do not make substitutions of approved trees unless approved in writing by the Engineer. If specified planting material is not obtainable, submit proof of non- availability together with proposal for use of equivalent material. Substitutions of larger size or better grade than specified will be allowed, but with no increase in unit price. 2.0 P R O D U C T S 2.01 TOPSOIL A Topsoil: Conform to requirements of Section 02910 - Topsoil. B Peat moss, bark, and fertilizer: Use material recommended by nursery for establishment of healthy stock after replanting. Moss shall conform to requirements of Federal Specification Q-P-166E. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 12/2014 02931 - 5 of 15 2.02 FERTILIZER A Provide an inorganic commercial fertilizer which is uniform in composition, dry and free flowing, in original unopened containers, each bearing the manufacturer's guaranteed analysis. Caked, damaged or otherwise unsuitable fertilizer will not be accepted. 1. For lawns: 12-24-12. 2. For ground cover areas, shrub beds and tree holes: 20-10-5 (Except for Genus Pyrus (Pear). 2.03 ADDITIVES A Adjustment of pH. For topsoil to attain the specified pH level, furnish raw, ground agricultural limestone containing not less than 85 percent calcium carbonate of which 50 percent will pass through a 100-mesh sieve and 90 percent through a 70-mesh sieve. Wait 2 months after planting before application of fertilizer. 1. following table is a guideline to establish the pounds of limestone needed per 1000 square feet of turf: LIMESTONE NEEDED PER 1000 SQUARE FEET SOIL PH SANDS, LOAMY SANDS SANDY LOAM CLAY LOAM, CLAY >6.0 5.1 - 6.0 <5.0 0 50 100 0 75 125 0 100 175 B Humus. Provide a rich humus material free of sticks, stones, weedy roots, or other foreign matter. Humus must have ample water holding capacity and plant food retention. Use a humus with a dark brown to black color. C Dressing Mulch. Provide pine or redwood bark that is evenly shredded, consisting of 90 percent organic matter, brown in color, and free of harmful minerals. Maximum particle size not to exceed 3 inches in diameter. D Sharp Sand. Obtain clean sharp sand of hard durable grains, free from dirt, organic matter or other impurities. Use sand with a grade between 0.05 mm and 2 mm. E Concrete Gravel. Provide clean, crushed stone consisting of hard, durable, uncoated particles free from injurious amounts of soft friable, thin or laminated pieces. Use gravel which conforms to ASTM C 33. The sieve size will be 3/4 inch, 90 to 100 percent passing. 2.04 CONSTRUCTION MATERIALS A Root Ball Anchors: 1. Duck bills will be used to secure the root ball anchors. B Edging: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 12/2014 02931 - 6 of 15 1. Provide 1/2-inch x 4 inches, Cypress or Treated Lumber headerboard. 2. Provide 1 inch x 2 inches x 12 inches, Cypress or Treated Lumber stakes. C Cloth for Balling Trees. Use burlap of jute weighing at least 7.2 ounces per square yard. Secure balled plants with 2-ply twine made of jute. D Paper for Wrapping Trees. Use first quality, 4-inch-wide bituminous impregnated tape, corrugated or crepe paper, specifically manufactured for tree wrapping and having qualities to resist insect infestation. E Materials for Flagging Trees: 1. Mark guyed trees with surveyors white plastic tape. 2. Use surveyors plastic tape for marking as follows. a. Red to be removed. b. Yellow to be transplanted. c. Green to remain. d. Blue to identify special handling. F Labels. Legibly label plants with durable labels that identify the plant by scientific and common name. Use waterproof ink. G Tree Seal. All pruning cuts, bruises, or scars over 3/4 inch in diameter on trees will be treated with a commercial tree wound dressing. H Polyethylene. Use virgin base, resin blended polyethylene sheeting with carbon black concentrate of 2.5 percent. 2.05 SPRAYS A Sterilization: 1. Use approved solution of Dyclomec 4G, or equal, for areas to be planted. 2. Use Pramitol, or equal, for areas to be paved. B Herbicides: 1. Use an approved systemic non-selective, post emergent herbicide on specified areas to kill all vegetation. 2. Use Confront, or equal, for general control of broadleaf weeds in lawns. 3. Use Preemerg, Eptam, Dryclomec, or equal for ground cover. 4. Use an approved pre-emergent to control seed germination in specified areas. C Antitranspirant: 1. Use approved antitranspirant for all plant material that is stored and/or heeled- in on the site. 2. Use approved antitranspirant on all planted trees and shrubs. D Root Stimulant. Use approved root stimulant on all newly planted trees, shrubs, vines and/or ground cover areas. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 12/2014 02931 - 7 of 15 2.06 PLANT CHARACTERISTICS A Provide plants which are true to type and name, and typical of their species or variety. Plants must have a normal, well-developed branch structure, with a vigorous root system, and must be generally sound and healthy. Use plants which are free from defects, including: 1. Disfiguring knots. 2. Sun scald. 3. Injuries. 4. Bark abrasions. 5. Plant diseases. 6. Insect eggs. 7. Borers. 8. Infestations. B Select well-formed plants balanced between height and spread typical of the species or variety with branches in normal position. Heading back plants to meet size limits will not be permitted. C Unless otherwise specified, all plants will be nursery grown and at least twice transplanted. Use plants which have been growing under similar climatic conditions to those of the project for at least 2 years prior to the date of the contract. Recently stepped-up plants will not be acceptable. All B&B or bare root plants must be freshly dug; heeled-in or cold storage plants will not be accepted. D Balled, bare root, and container-grown plants will conform to the definitions given in American Standards for Nursery Stock. E No tree will be accepted which has had leaders cut or damaged, or which has a thin, weak trunk and/or poorly formed tops. F Regardless of sample selection, a plant may be rejected at the site by the Engineer. 2.07 NURSERY STOCK A Deciduous Trees. Provide trees which are straight and symmetrical and have a persistently preferred main leader. The crown must be in good overall proportion to the entire height of the tree. Where a clump is specified, a plant having a minimum of three stems originating from a common base at the ground line will be furnish. Measure trees by average caliper of trunk. 1. For trees up to 4 inches in diameter, measure caliper 6 inches above ground. 2. For trunks larger than 4 inches, measure caliper 12 inches above ground. B Evergreen Trees. Form of the top will be typical of the species and not unnaturally sheared or color-treated. Measure by average caliper. Caliper will be taken 6 inches above the ground on trees up to 4 inches in diameter and 12 inches above the ground on trees larger than 4 inches. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 12/2014 02931 - 8 of 15 C Vines and Ground Cover. Provide plants which are container-grown for sufficient time to ensure adequate root growth to hold the soil in place and retain the original shape when removed from the container. 2.08 FIELD-COLLECTED PLANTS A Field-collected plants must be grown in favorable locations that ensure fibrous roots and vigorous growth. Such plants will be selected on site by the Landscape architect. B Provide balls at least 1/3 greater in diameter than those specified for nursery stock. C If dug in dormant season and bare root is acceptable, the spread of roots must be at least 1/3 greater than the spread of roots for bare root nursery stock. 2.09 SEED A Seasonal Limitations: 1. Bermuda: a. Hulled seeds may be planted between October and March. b. Unhulled seeds may be planted between April and September. 2. Rye: a. Plant between October and February. B Bermuda. Provide common Bermuda seed that is extra-fancy, treated, lawn type. Deliver in original, unopened container showing weight, analysis, name of vendor and germination test results. Wet, moldy, or otherwise damaged seed will not be accepted. C Rye. Deliver annual Winter Rye seed in original unopened containers. Seed must be fresh, clean, and mixed in labeled proportions. As tested, minimum percentages of impurities and germination must be labeled. 2.10 HYDROMULCH A Provide hydromulch seeding as noted in Section 02921 – Hydromulch Seeding. 2.11 GRASS A Obtain certified sod from an approved source. B Provide material which is true to type and name, and is typical of the species or variety. C Delivery: 1. Identify and tag sods with correct scientific and common name for each species. 2. Do not deliver more sods than can be planted within 8 hours. 3. Transport and deliver sods in/on pallets. 4. Protect sods against dehydration, overheating or contamination during transportation and delivery. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 12/2014 02931 - 9 of 15 5. Cover unplanted sods with moistened burlap to prevent dehydration or overheating while awaiting installation. 6. Sods must be harvested within 12 hours of planting and arrive at the project site in a moist condition. D Products: 1. Material to be uniform in color, leaf texture and density. 2. Material to be graded No. 1, or better. 3. Uniform mowed height at time of harvesting material: 1-1/2 inches. 4. Inspected and certified free of diseases, nematodes, and undesirable insects by authorized representative of State Department of Agriculture. 5. Material will not be acceptable if it contains any quack grass, Johnson grass, poison ivy, nut grass, thistle, common bent grass, wild garlic, morning glory, perennial sorrell, or brome grass. 6. Turf will be considered weed free when found to contain less than 1 percent of dandelion, jimson weed, mustard, chickweed, per 100 square feet. 2.12 TREES A Provide container grown trees which are straight and symmetrical and have a persistently preferred main leader. The crown shall be in good overall proportion to the entire height of tree with branching configuration as recommended by ANSI Z60.1 for type and species specified. Where a clump is specified, a plant having a minimum of three stems originating from a common base at the ground line shall be furnished. Measure trees by average caliper of trunk as follows: 1. For trunks up to 4 inches or less in diameter, measure caliper 6 inches above top of root ball. 2. For trunks more than 4 inches, measure caliper 12 inches above top of root ball. 3. Caliper measurements shall be by diameter tape measure. Indicated calipers on plans are minimum. Averaging of plant calibers will not be allowed. B Trees shall conform to following requirements: 1. Healthy, vigorous stock, grown in a recognized nursery. 2. Free of disease, insects, eggs, larvae; and free of defects such as knots, sun- scald, injuries, abrasions, disfigurement, or borers and infestations. 2.13 WATER A Water shall be potable from municipal water supplies. 2.14 SOURCE QUALITY CONTROL A Notify Engineer, prior to installation, of location where trees that have been selected for planting may be inspected. Plant material will be inspected for compliance with following requirements. 1. Genus, species, variety, size and quality. 2. Size and condition of balls and root systems, insects, injuries and latent defects. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 12/2014 02931 - 10 of 15 2.15 WORK CONDITIONS A Site Availability. Begin no landscape work where conflicting site work is incomplete or as otherwise directed by the Engineer. B Weather Restrictions. Stop all work during inclement weather such as drought, high winds, excessive rain, extreme heat, cold, or freeze. Obtain authorization before resuming work. 2.16 PLANTING PROCEDURES A Temporary Nursery. A temporary nursery may be used to store plants, but no more than 5 days before planting. Keep plants well watered and protected. 1. Immediately upon delivery, heel-in balled and burlapped (B&B) plants and spray all plants with an antitranspirant. Apply spray from top to bottom. Thoroughly cover plants, but not to the point of run-off. Spray block units and not individual plants. Use a low-pressure, fine-mist applicator. Spray at rates recommended in the manufacturer's directions. 2. Handle all balled and burlapped plants by the ball only. 3. Upon delivery, immediately heel-in bare root plants. Open bundles, separate plants, set roots in trenches, and cover with topsoil. Water plants with an approved root stimulant containing vitamin B. 4. Handle container plants by the container. 5. Handle ground cover plants in flats. Pack flats tightly together and sprinkle plants everyday. 6. Special plants so designated must be kept in an approved enclosure or planted the day of delivery. 7. Store soils and additives on approved platforms. B Digging and Handling: 1. The actual planting operation must proceed without delay and in a manner to avoid undue drying of the in-situ soil or roots because of exposure to air and sun. Keep an ample supply of sawdust available to cover the roots of B&B stock arriving from the storage nursery. Keep the roots well covered and moist until the plants can be placed in the final location and permanently planted. 2. Handle all plant stock with care to prevent injuries to the trunk, branches and roots. 3. Dig bare root plants when fully dormant. Keep all of the root system intact; do not prune the root system. However, any roots that are broken, crushed, or bruised must be cleanly cut back to sound wood. Make the cut on an angle so that the exposed end faces downward. Seal any cut root exceeding 3/4 inch in diameter with an approved tree wound dressing. 4. Balled and burlapped plants must have the root system encased in a firm, solid ball of natural earth, wrapped in burlap and tightly bound. Each ball must be of sufficient size to encompass all the fibrous feeding roots and not smaller than required by American Standards for Nursery Stock. The ball must remain firm and compact throughout the planting operations. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 12/2014 02931 - 11 of 15 3.0 E X E C U T I O N 3.01 SITE PREPARATION A Schedule work so that planting can proceed rapidly as portions of site become available. Plant trees after final grades are established and prior to planting of lawns, unless otherwise approved by Engineer in writing. If planting of trees occurs after seeding work, protect lawn areas and promptly repair damage to lawns resulting from tree planting operations. B Layout individual trees at locations shown on Drawings. In case of conflicts, notify Engineer before proceeding with Work. Trees shall be staked and approved by Engineer prior to planting. C Existing Trees: 1. Protection: Protect tops, trunks and roots of trees to remain on the site. Before starting work, box, fence or otherwise protect trees subject to construction damage. Remove boxing when directed. Permit no stockpiles of heavy equipment within the branch spread of trees. 2. Removal: Remove trees marked for removal. Do not remove any tree without proper authorization. Stumps within 36 inches of final grade must also be removed. 3. Pruning and Surgery: Cut and trim trees only as directed; do not cut any tree without proper authorization. Trim existing trees of dead or diseased limbs. Cut limbs close to the trunk. Cover cuts over 3/4 inch in diameter with an approved tree would dressing. D Grading Around Trees. As required, fill or grade within the branch spread of trees to remain, observing the following requirements. 1. For trenching beneath trees, tunnel under the tree roots with careful hand digging. Where possible, avoid cutting or injuring roots. 2. Do not raise or lower the grade around an existing tree in any way unless so directed. E Placing Topsoil: 1. Disk, drag, harrow, or handrake subgrade. Scarify the subgrade to a depth of 1- 1/2 inches. Before placing topsoil, rake the subsoil surface clear of stones, wood, rubbish and other debris. Place no topsoil until the subgrade preparation has been approved. 2. Spread, rake, and compact topsoil to form a layer with a minimum depth of 4 inches in lawn areas and 6 inches in shrub areas. Place topsoil to conform to finished gradients as shown on the grading plan. 3. Remove spilled topsoil from curbs, gutters, and, paved areas and dispose of excess topsoil in accordance with requirements of Section 01562 – Waste Material Disposal. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 12/2014 02931 - 12 of 15 F In Situ Soil Preparation: 1. Cross-till in two directions all existing soil in designated areas to be planted, as follows: a. In lawn areas to a minimum depth of 6 inches. b. In shrub areas to a minimum depth of 10 inches. 2. Evenly broadcast fertilizers and soil additives and thoroughly work into soil. a. Smooth all tilled and amended areas to establish a rough gradient. b. Deeply irrigate all tilled and amended areas to thoroughly wet soil particles and promote settlement. c. After a settlement period of not less than 5 days, and before proceeding with any planting, smooth and rake as necessary to establish finish gradient as required. 3. In all areas which have been utilized for parking, storage or construction lots and/or where heavy equipment has been used, cross-rip the entire compacted areas in two directions to a depth of 10 inches before tilling and amending the soil as specified. A heavy float or drag harrow should be used to smooth all surface areas. a. Verify location of all underground utilities before ripping. b. Ripping teeth should not be set at more than 10-inch spacing. G Fertilizer. Evenly broadcast and work fertilizer into soil at the following rates: 1. Lawns: 1-1/2 N pounds per 1000 square feet. 2. Ground Cover, Shrub, and Tree Areas: 1-1/2 N pounds per 1000 square feet. H Additives: 1. Humus. Evenly broadcast and work into in situ soil at a rate of 1 cubic yard per 200 square feet. 2. Sharp Sand. Evenly broadcast and work into in situ soil at a rate of 1 cubic yard per 200 square feet. 3. Concrete Gravel. Utilize as a drainage course as shown on construction drawings. 3.02 PREPARATION OF PLANTING SOIL A Before mixing, clean topsoil of roots, plants, sod, stones, clay lumps, and other extraneous materials harmful or toxic to plant growth. B Strip and utilize 4-inch layer of top soil, placed on esplanades under Section 02921 – Hydromulch Seeding, for planting soil mixture. C Mix recommended soil amendments with topsoil at following rates: 1. Top soil: 50 percent. 2. Peat moss: 25 percent. 3. Well rotted Bark: 25 percent. 4. Fertilizer: Rate recommended by nursery. D Delay mixing of fertilizer if planting will not follow placing of planting soil within 48 hours, unless otherwise directed. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 12/2014 02931 - 13 of 15 E Incorporate amendments into the soil as a part of the soil preparation process prior to fine grading, fertilizing, and planting. Broadcast or spread amendments evenly at the specified rate over the planting area. Thoroughly incorporate amendments into the top 3 or 4 inches of soil until amendments are pulverized and have become a homogeneous layer of topsoil ready for planting. 3.03 PLANTING A Excavate pits, beds, or trenches with vertical sides and with bottom of excavation raised a minimum of 6 inches at center for proper drainage. Provide following minimum widths: 1. 15-gallon containers or larger, 2 feet wider than diameter of root ball. 2. 1- and 5-gallon containers, 6 inches wider than diameter of root ball. B When conditions detrimental to plant growth are encountered, such as unsatisfactory soil, obstructions, or adverse drainage conditions, notify the Engineer of such conditions before planting. C Deliver trees after preparations for planting have been completed and plant immediately. If planting is delayed more than 6 hours after deliver, set trees and shrubs in shade, protect from weather and mechanical damage, and keep roots moist by covering with mulch, burlap, or other acceptable means of retaining moisture, and water as needed. D Set root ball on undisturbed soil in center of pit or trench and plumb plant. Place plants at such a level that, after settlement, a natural relationship of plant crown with ground surface will be established. E When set, place additional backfill around base and sides of ball, and work each layer to settle backfill and eliminate voids and air pockets. When excavation is approximately 2/3 full, water thoroughly before placing remainder of backfill. Repeat watering until no more water is absorbed. F Dish top of backfill to allow for mulching. Mulch pits, trenches and planted areas. Provide no more than 4-inch thickness of mulch, work into top of backfill, and finish level with adjacent finish grades. Cover entire root ball. G Prune, thin out and shape trees in accordance with standard horticultural practice. Prune trees to retain required height and spread. Unless otherwise directed in writing, do not cut tree leaders, and remove only injured and dead branches from flowering trees. Remove and replace excessively pruned or misformed stock resulting from improper pruning. H Inspect tree trunks for injury, improper pruning and insect infestation and take corrective measures. I Anchor root ball immediately after planting. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 12/2014 02931 - 14 of 15 J Control dust caused by planting operations. Dampen surfaces as required. Comply with pollution control regulations of governing authorities. 3.04 PLANTING GRASS A Preparation: Prepare imported topsoil and/or in situ soil. Hand rake to remove all sticks, stones and clods larger than 1 inch. Apply the final grade but do not mechanically compact the soil. B Seed: 1. Evenly broadcast seed specified in 2.09 at the following rates: a. Bermuda: 1 pound per 1000 square feet b. Rye: 6 pounds per 1,000 square feet 2. Roll the entire seeded area in two directions with a dry/weighted roller. 3. Evenly top dress the entire seeded area with an approved sterilized commercial steer manure. Apply at 2 cubic feet per 100 square feet. 4. Lightly but thoroughly sprinkle the entire seeded area with water after top dress application. C Sod: 1. Use Bermuda, Buffalo, or St. Augustine sod in accordance with 2.11A. 2. Prepare soil in accordance with 3.03. 3. Apply eptam (or approved equal) to all areas to be sodded. Follow manufacturer's recommended rates and apply during soil preparation period. 4. Lay sod in a running bond pattern. Pieces should be consistently cut with joints tightly butted together. Water the in-place sod liberally and roll it in two direction with a heavy roller. Areas not level due to fluctuations in the sod depth should be covered and leveled with a 50/50 mix of sharp sand and topsoil. Fertilize in 6 weeks as directed by landscape Architect. 3.05 FIELD QUALITY CONTROL A The Engineer may reject unsatisfactory or defective material at anytime during progress of Work. Contractor shall remove rejected trees immediately from site and replace with specified materials. Plant material not installed in accordance with these Specifications will be rejected. B An inspection to determine final acceptance will be conducted by the Engineer at the end of the 12 month maintenance period. Additional inspections will be conducted for extended warranty periods provided for in paragraph 1.07B. 3.06 CLEANING AND MAINTENANCE A Contractor shall maintain trees during planting operations and for a period of 12 months after completion of planting. B Water trees to full depth a minimum of once each week, or as required to maintain a healthy vigorous growth. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 12/2014 02931 - 15 of 15 C Prune, cultivate, and weed as required for healthy growth. Restore planting saucers. Tighten and repair rootball anchors, and reset trees and shrubs to proper grades or vertical position as required. Restore or replace damaged wrappings. Spray as required to keep trees and shrubs free of insects and disease. 3.07 PROTECTION OF THE WORK A During planting work, keep pavements clean and work area in an orderly condition. B Protect planting work and materials from damage due to planting operations. Maintain protection during installation and maintenance period. Treat, repair, or replace damaged planting work as directed by the Engineer. C Dispose of excess soil and waste in accordance with requirements of Section 01562 – Waste Material Disposal. On-site burning of combustible cleared materials will not be permitted. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND BLAST CLEANING OF PAVEMENT 07/2006 02981 - 1 of 2 Section 02981 BLAST CLEANING OF PAVEMENT 1.0 G E N E R A L 1.01 SECTION INCLUDES A Removal of existing pavement markings. B Preparation of pavement surfaces for new pavement markings. C References to Technical Specifications: 1. Section 01200 – Measurement and Payment Procedures 2. Section 01350 – Submittals 1.02 MEASUREMENT AND PAYMENT A Measurement for blast cleaning of lines is on a linear foot basis for each width, measured and complete in place. B Measurement for blast cleaning of symbols and legends is on a square foot basis, measured and complete in place. C Payment includes all labor and materials required to complete blast cleaning where indicated on Plans. D Refer to Section 01200 – Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 – Submittals. B Submit description and characteristics of proposed blasting medium and equipment for approval. 2.0 P R O D U C T S 2.01 MATERIALS A Blasting Media: Approved quality commercial product capable of producing specified surface cleanliness without deposition of deleterious materials on cleaned pavement surface. Do not use high silica content sand that may result in high levels of free crystalline silica dust particles as a blasting agent. 2.02 EQUIPMENT A Equipment shall be power driven and of sufficient capacity to clean the pavement surface to specified cleanliness. Equipment shall utilize moisture and oil traps of Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND BLAST CLEANING OF PAVEMENT 07/2006 02981 - 2 of 2 sufficient capacity to remove contaminants from the air and prevent deposition of moisture, oil or other contaminants on the pavement surface. 3.0 E X E C U T I O N 3.01 REMOVAL OF EXISTING MARKINGS A Remove pavement markings where necessary to prevent driver confusion, or where indicated on drawings. Included are areas where it will be necessary for drivers to cross existing markings which they would not normally cross. Remove or obliterate markings to the satisfaction of the Engineer. Do not damage pavement surface. 3.02 CLEANING FOR PLACEMENT OF MARKERS A Remove old pavement markings, loose material, and other contaminants deleterious to the adhesion of new pavement markings to be placed. On Portland cement concrete pavement, minimize over-blasting to prevent damage to pavement surface. Small particles of tightly adhering existing pavement markings may remain if complete removal will result in pavement surface damage. B Follow manufacturer's written instructions for proper cleaning of pavement surfaces to receive pavement marking. END OF SECTION Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 CITY OF PEARLAND TECHNICAL SPECIFICATIONS DIVISION 3 TECHNICAL SPECIFICATIONS DIVISION 3 TxDOT SPECIFICATIONS Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 400 1 Item 400 Excavation and Backfill for Structures 1. DESCRIPTION Excavate for placement and construction of structures and backfill structures. Cut and restore pavement . 2. MATERIALS Use materials that meet the requirements of the following Items. Item 401, “Flowable Backfill,” Item 421, “Hydraulic Cement Concrete,” and DMS-4600, “Hydraulic Cement.” 3. CONSTRUCTION 3.1. Excavation. 3.1.1. General. Excavate to the lines and grades shown on the plans or as directed. Provide slopes, benching, sheeting, bracing, pumping, and bailing as necessary to maintain the stability and safety of excavations up to 5 ft. deep. Excavation protection for excavations deeper than 5 ft. are governed by Item 402, “Trench Excavation Protection,” and Item 403, “Temporary Special Shoring.” Use satisfactory excavated material as backfill or as embankment fill in accordance with Item 132, “Embankment.” Dispose of material not incorporated into the final project off the right of way in accordance with federal, state, and local regulations. Keep any topsoil that has been removed separate, and replace it, as nearly as feasible, in its original position when excavating for installation of structures across private property or beyond the limits of the embankment. Restore the area to an acceptable condition. Excavate drilled shafts in accordance with Item 416, “Drilled Shaft Foundations.” 3.1.1.1. Obstructions. Remove obstructions to the proposed construction, including trees and other vegetation, debris, and structures, over the width of the excavation to a depth of 1 ft. below the bottom of excavation. Remove as required to clear the new structure and plug in an approved manner if abandoned storm drains, sewers, or other drainage systems are encountered. Restore the bottom of the excavation to grade by backfilling after removing obstructions in accordance with this Item. Dispose of surplus materials in accordance with federal, state, and local regulations. 3.1.1.2. Excavation in Streets. Cut pavement and base to neat lines when structures are installed in streets, highways, or other paved areas. Restore pavement structure after completion of excavation and backfilling. Maintain and control traffic in accordance with the approved traffic control plan and the TMUTCD. 3.1.1.3. Utilities. Comply with the requirements of Article 7.15., “Responsibility for Damage Claims.” Conduct work with minimum disturbance of existing utilities, and coordinate work in or near utilities with the utility owners. Inform utility owners before work begins, allowing them enough time to identify, locate, reroute, or make other adjustments to utility lines. Avoid cutting or damaging underground utility lines that are to remain in place. Promptly not ify the utility company if damage occurs. Provide temporary flumes across the excavation while open if an active sanitary Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 400 2 sewer line is damaged during excavation, and restore the lines when backfilling has progressed to the original bedding lines of the cut sewer. 3.1.1.4. De-Watering. Construct or place structures in the presence of water only if approved. Place precast members, pipe, and concrete only on a dry, firm surface. Remove water by bailing, pumping, well-point installation, deep wells, underdrains, or other approved method. Remove standing water in a manner that does not allow water movement through or alongside concrete being placed if structures are approved for placement in the presence of water. Pump or bail only from a suitable sump separated from the concrete work while placing structural concrete or for a period of at least 36 hr. thereafter. Pump or bail during placement of seal concrete only to the extent necessary to maintain a static head of water within the cofferdam. Pump or bail to de-water inside a sealed cofferdam only after the seal has aged at least 36 hr. Place a stabilizing material in the bottom of the excavation if the bottom of an excavation cannot be de- watered to the point the subgrade is free of mud or it is difficult to keep reinforcing steel clean. Use flexible base, cement-stabilized base or backfill, lean concrete, or other approved stabilizing material. Provide concrete with at least 275 lb. of cement per cubic yard, if lean concrete is used, and place to a minimum depth of 3 in. Stabilizing material placed for the convenience of the Contractor will be at the Contractor’s expense. 3.1.2. Bridge Foundations and Retaining Walls. Do not disturb material below the bottom of footing grade. Do not backfill to compensate for excavation that has extended below grade. Fill the area with concrete at the time the footing is placed if excavation occurs below the proposed footing grade. Additional concrete placed will be at the Contractor’s expense. Take core samples to determine the character of the supporting materials if requested. Provide an intact sample adequate to judge the character of the founding material. Take these cores when the excavation is close to completion. Cores should be approximately 5 ft. deeper than the proposed founding grade. Remove loose material if the founding stratum is rock or another hard material, and clean and cut it to a firm surface that is level, stepped, or serrated, as directed. Clean out soft seams, and fill with concrete at the time the footing is placed. Place the foundation once the Engineer has inspected the excavation and authorized changes have been made to provide a uniform bearing condition if the material at the footing grade of a retaining wall, bridge bent, or pier is a mixture of compressible and incompressible material. 3.1.3. Cofferdams. The term “cofferdam” designates any temporary or removable structure constructed to hold surrounding earth, water, or both out of the excavation whether the structure is formed of soil, timber, steel, concrete, or a combination of these. Use pumping wells or well points for de-watering cofferdams if required. Submit details and design calculations for sheet-pile or other types of cofferdams requiring structural members bearing the seal of a licensed professional engineer for review before constructing the cofferdam. The Department reserves the right to reject designs. Design structural systems to comply with the AASHTO Standard Specifications for Highway Bridges or AASHTO LRFD Bridge Design Specifications. Interior dimensions of cofferdams must provide enough clearance for the construction, inspection, and removal of required forms and, if necessary, enough room to allow pumping outside the forms. Extend sheet -pile cofferdams well below the bottom of the footings, and make concrete seals as well braced and watertight as practicable. Use Class E concrete for foundation seals unless otherwise specified. Place concrete foundation seals in accordance with Item 420, “Concrete Substructures.” Seals placed for the convenience of the Contractor will be at the Contractor’s expense. Make the excavation deep enough to allow for swelling of the material at the base of the excavation during pile-driving operations when the Engineer judges it to be impractical to de-water inside a cofferdam and a Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 400 3 concrete seal is to be placed around piling driven within the cofferdam. Remove swelling material to the bottom of the seal grade after driving the piling. Remove the foundation material to exact footing grades where it is possible to de-water inside the cofferdam without placing a seal after driving piling. Do not backfill a foundation to compensate for excavation that has been extended below grade; fill such areas below grade with concrete at the time the seals or footings are placed. Remove cofferdams after completing the substructure without disturbing or damaging the structure unless otherwise provided. 3.1.4. Culverts and Storm Drains. When the design requires special bedding conditions for culverts or storm drains, an excavation diagram will be shown on the plans. Do not exceed these limits of excavation. Construct pipe structures in an open cut with vertical sides extending to a point 1 ft. above the pipe unless otherwise shown on the plans. When site conditions or the plans do not prohibit sloping the cut, the excavation may be stepped or laid back to a stable slope beginning 1 ft. above the pipe. Maintain the stability of the excavation throughout the construction period. Construct the embankment for pipe to be installed in fill above natural ground to an elevation at least 1 ft. above the top of the pipe, and then excavate for the pipe. 3.1.4.1. Unstable Material. Remove the material to a depth of no more than 2 ft. below the grade of the structure when unstable soil is encountered at established footing grade, unless the Engineer authorizes additional depth. Replace soil removed with stable material in uniform layers no greater than 8 in. deep (loose measurement). Each layer must have enough moisture to be compacted by rolling or tamping as required to provide a stable foundation for the structure. Use special materials such as flexible base, cement-stabilized base, cement-stabilized backfill, or other approved material when it is not feasible to construct a stable foundation as outlined above. 3.1.4.2. Incompressible Material. Remove the incompressible material to 6 in. below the footing grade, backfill with an approved compressible material, and compact in accordance with Section 400.3.3., “Backfill,” if rock, part rock, or other incompressible material is encountered at established footing grade while placing prefabricated elements. 3.2. Shaping and Bedding. Place at least 2 in. of fine granular material for precast box sections on the base of the excavation before placing the box sections. Use bedding as shown in Figure 1 for pipe installations. Use Class C bedding unless otherwise shown on the plans. The Engineer may require the use of a template to secure reasonably accurate shaping of the foundation material. Undercut the excavation at least 4 in. where cement-stabilized backfill is indicated on the plans and backfill with stabilized material to support the pipe or box at the required grade. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 400 4 Figure 1 Bedding Diagrams 3.3. Backfill. 3.3.1. General. Backfill the excavation after placement of the permanent structure as soon as practical. Use backfill free from stones large enough to interfere with compaction; large or frozen lumps that will not break down readily under compaction; and wood or other extraneous material. Obtain backfill material from excavation or from other sources. Place backfill in layers no greater than 10 in. deep (loose measurement) in areas not supporting a completed roadbed, retaining wall, or embankment. Place backfill in uniform layers no greater than 8 in. deep (loose measurement) in areas supporting a portion of a roadbed, retaining wall, or embankment. Compact each layer to meet the density requirements of the roadbed, retaining wall, embankment material, or as shown on the plans. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 400 5 Bring each layer of backfill material to the moisture content needed to obtain the required density. Use mechanical tamps or rammers to compact the backfill. Rollers may be used to compact backfill if feasible. Cohesionless materials may be used for backfilling. Use cohesionless materials that conform to the requirements of Table 1. Table 1 Cohesionless Material Gradation Limits Sieve Size Percent Retained 3″ 0 #10 Note 1 #200 90–100 1. No. 10 sieve requirements are 0 to 30% retained when used as aggregate for cement-stabilized backfill. Compact cohesionless materials using vibratory equipment, water-ponding, or a combination of both. 3.3.2. Bridge Foundations, Retaining Walls, Manholes/Inlets, and Box Culverts. Place backfill against the structure only after the concrete has reached the design strength required in Item 421, “Hydraulic Cement Concrete.” Backfill retaining walls with material meeting the requirements of Item 423, “Retaining Walls.” Backfill around bridge foundations, manholes/inlets and culverts using material with particles no more than 4 in. in greatest dimension and a gradation that permits thorough compaction. Use rock or gravel mixed with soil if the percentage of fines is enough to fill all voids and ensure a uniform and thoroughly compacted mass of proper density. Use mechanical tamps and rammers to avoid damage to the structure where backfill material is being placed too close to the structure to permit compaction with blading and rolling equipment. Avoid wedging action of backfill against structures. Step or serrate slopes bounding the excavation to prevent such action. Place backfill uniformly around bridge foundations. Place backfill equally and in uniform layers along both sides of manholes/inlets and culverts. The Engineer may require backfilling of structures excavated into hard, erosion -resistant material, and subject to erosive forces, with stone or lean concrete. Box culverts may be opened to traffic as soon as enough backfill and embankment has been placed over the top to protect culverts against damage from heavy construction equipment. Repair damage to culvert caused by construction traffic at no additional expense to the Department. 3.3.3. Pipe. Bring backfill material to the proper moisture condition after installing bedding and pipe as required and place it equally along both sides of the pipe in uniform layers no greater than 8 in. deep (loose measurement). Compact each lift mechanically. Thoroughly compact materials placed under the haunches of the pipe to prevent damage or displacement of the pipe. Place backfill in this manner to the top -of-pipe elevation. Place and compact backfill above the top of the pipe in accordance with Section 400.3.3.1., “General.” The Engineer may reject backfill material containing more than 20% by weight of material retained on a 3 in. sieve with large lumps not easily broken down or that cannot be spread in loose layers. Material excavated by a trenching machine will generally meet the requirements of this Section as long as large stones are not present. Place and compact additional material where pipe extends beyond the toe of slope of the embankment and the depth of cover provided by backfill to the original ground level is less than the minimum required by the specifications for the type of pipe involved until the minimum cover has been provided. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 400 6 3.3.4. Cement-Stabilized Backfill. Backfill the excavation to the elevations shown with cement-stabilized backfill when shown on the plans. Use cement-stabilized backfill that contains aggregate conforming to the gradation limits shown in Table 1, water, and a minimum of 7% hydraulic cement based on the dry weight of the aggregate, in accordance with Tex-120-E. Place cement-stabilized backfill equally along the sides of structures to prevent strain on or displacement of the structure. Fill voids when placing cement-stabilized backfill. Use hand-operated tampers if necessary to fill voids. 3.3.5. Flowable Backfill. Backfill the excavation with flowable backfill to the elevations indicated when shown on the plans. Prevent the structure from being displaced during the placement of the flowable fill, and prevent flowable fill from entering manholes/inlets and culverts, and drainage structures. 4. MEASUREMENT This is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2., “Plans Quantity Measurement.” Additional measurements or calculations will be made if adjustments of quantities are required. 4.1. Structural Excavation. Unless shown on the plans as a pay item, structural excavation quantities shown are for information purposes only. When structural excavation is specified as a pay item, structural excavation for pipe headwalls, inlets, manholes, culvert or storm drain extensions less than 15 ft. long, bridge abutments, retaining walls, and side road and private entrance pipe culverts will not be measured. No allowance will be made for variance from plans quantity incurred by an alternate bid. When specified as a pay item, structural excavation will be measured by the cubic yard as computed by the average end areas method. Excavation diagrams on the plans take precedence over the provisions of this Article. 4.1.1. Boundaries of Measurement. 4.1.1.1. Pipe. 4.1.1.1.1. Pipe up to 42 Inches. For pipe up to 42 in. nominal or equivalent diameter, no material outside of vertical planes 1 ft. beyond and parallel to the horizontal projection of the outside surfaces of the pipe will be included. 4.1.1.1.2. Pipe Larger than 42 Inches. For pipes larger than 42 in. nominal or equivalent diameter, no material outside of vertical planes located 2 ft. beyond and parallel to the horizontal projection of the outside surfaces of the pipe will be included. Quantities for excavation in fill above natural ground include 1 ft. above the top of the pipe regardless of the height of completed fill. Excavation for pipe will be measured between the extreme ends of the completed structure including end appurtenances as shown on the plans and from centerline to centerline of inlets, manholes, etc. 4.1.1.2. Structural Plate Structures. No material outside of vertical planes 3 ft. beyond and parallel to the horizontal projection of the outside surfaces of the structure will be included. When the quality of the existing soil or embankment is less than that of the proposed backfill material, the limits of measurement will be extended to vertical planes located 1/2 of the span beyond the horizontal projection of the outside surfaces of the structure. 4.1.1.3. Footings, Walls, Boxes, and Other Excavation. No material outside of vertical planes 1 ft. beyond and parallel to the edges of the footings or outside walls will be included whether or not a cofferdam or shoring is Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 400 7 used. When plans provide the option of cast-in-place or precast boxes, measurement will be based on the cast-in-place option. Where excavation in addition to that allowed for the footings is required for other portions of the structure, measurement for the additional excavation will be limited laterally by vertical planes 1 ft. beyond the face of the member and parallel to it, and vertically to a depth of 1 ft. below the bottom of the member. 4.1.1.4. Excavation near Roadways and Channels. At structure sites other than culverts and pipe excavations, the measurement of structural excavation will include only material below or outside the limits of the completed road or channel excavation. Roadway and channel excavation will be paid under Item 110, “Excavation.” For culverts except side road and private entrance culverts, excavation within the limits of the structure and below or outside the limits of the completed roadway excavation will be measured as structural excavation . 4.1.2. Falsework. No measurement will be made for excavation necessary for placing forms or falsework that exceeds the limits given in Section 400.4.1.1., “Boundaries of Measurement.” 4.1.3. Swelling. Measurement will not include materials removed below footing grades to compensate for anticipated swelling due to pile-driving, nor will it include material required to be removed due to swelling beyond the specified limits during pile-driving operations. 4.1.4. Cave-Ins. Measurement will not include additional volume caused by slips, slides, cave-ins, silting, or fill material resulting from the action of the elements or the Contractor’s operation. 4.1.5. Undercut. Where rock or other incompressible or unstable material is undercut to provide a suitable foundation for pipe or box sections, such material below grade directed to be removed will be measured for payment. 4.1.6. Grade Change. Additional measurement will be made of the volume of excavation involved in the lowering or raising of the elevation of a footing, foundation, or structure unit, when such grade change is authorized. 4.2. Cement-Stabilized Backfill. Cement-stabilized backfill will be measured by the cubic yard as shown on the plans. 4.3. Cutting and Restoring Pavement. Cutting and restoring pavement will be measured by the square yard as shown on the plans. Excavation below pavement or base will be measured as structural excavation of the pertinent type. 5. PAYMENT 5.1. Structural Excavation. Unless specified as a pay item, structural excavation and backfill performed, and material furnished in accordance with this Item will not be paid for directly but are subsidiary to pertinent Items. When structural excavation is specified as a pay item, the excavation and backfill work performed, and materials furnished will be paid for at the unit price bid for “Structural Excavation,” “Structural Excavation (Box),” “Structural Excavation (Pipe),” and “Structural Excavation (Bridge).” This price includes concrete to compensate for excavation that has extended below grade for bridge foundations and retaining walls, and backfilling and compacting areas that were removed as part of structural excavation. Cofferdams or other measures necessary for supporting excavations less than 5 ft. deep will not be measured or paid for directly but will be subsidiary to the Contract. Foundation seal concrete for cofferdams, when required, will be paid for as provided in the pertinent Items. If no direct method of payment is provided in the Contract, the work will be measured and paid for in accordance with Article 9.7., “Payment for Extra Work and Force Account Method.” Seal placed for the convenience of the Contractor will not be paid for. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 400 8 Unless otherwise provided, stone or lean concrete backfill around structures as provided for in Section 400.3.3.2., “Bridge Foundations, Retaining Walls, Manholes/Inlets, and Box Culverts,” will be measured and paid for as extra work in accordance with Article 9.7., “Payment for Extra Work and Force Account Method.” When structural excavation is specified as a pay item, a partial payment of 50% of the bid price will be made for structural excavation completed to the satisfaction of the Engineer but not backfilled. The remaining amount will be paid upon completion of backfilling. When the Contractor elects to excavate beyond plan requirements, no measurement will be made of the additional volume. 5.2. Removal and Replacement of Unsuitable or Incompressible Material. Removal and replacement of material will be paid for if directed. Removal and replacement of material or placement of special material made necessary by the softening of founding material due to the Contractor’s sequence of work or operation, will be at the Contractor’s expense. Special material used or additional excavation made for the Contractor’s convenience will not be paid for. 5.2.1. Structural Excavation as a Pay Item. Where special materials are not required or specified, payment for the removal and replacement of unstable or incompressible material will be made at a price equal to 200% of the unit price bid per cubic yard for Structural Excavation. When the Contractor elects to remove and replace material deeper than directed, no measurement will be made on that portion below the directed elevation. This price is full compensation for removing the unstable or incompressible material; furnishing, hauling, placing, and compacting suitable replacement material; and equipment, labor, tools, and incidentals. When the plans specify or when directed, the use of special materials such as flexible base, cement - stabilized base, cement-stabilized backfill, or other special material, payment for excavation below footing grades will be made at the unit price bid for Structural Excavation. Payment for furnishing, hauling, placing, and compacting the flexible base, cement-stabilized base, cement-stabilized backfill, or other special materials will be made at the unit price bid for these items in the Contract, or, if the required material is not a bid item, in accordance with Article 9.7., “Payment for Extra Work and Force Account Method.” 5.2.2. Structural Excavation Not a Pay Item. Where special materials for backfill are not required or specified, payment for the authorized removal and replacement of unstable or incompressible material will be measured and paid for at $15 per cubic yard of material removed. This price is full compensation for removing the unstable or incompressible material; furnishing, hauling, placing, and compacting suitable replacement material; and equipment, labor, tools, and incidentals. When the plans specify or when directed, the use of special materials such as flexible base, cement- stabilized base, cement-stabilized backfill, or other special material, excavation below the footing grades will be paid for at $10 per cubic yard. Payment for furnishing, hauling, placing, and compacting the flexible base, cement-stabilized base, cement-stabilized backfill, or other special materials will be made at the unit price bid for these items, or, if the required material is not a bid item, in accordance with Article 9.7., “Payment for Extra Work and Force Account Method.” 5.3. Lowering of a Structure Foundation. If the Engineer requires a structure foundation to be lowered to an elevation below the grade shown on the plans, overexcavation will be paid in accordance with Table 2. Table 2 Payment for Required Overexcavation Variance of Revised Footing Grade from Plan Grade Payment Terms Variance of Revised Footing Grade from Plan Grade “Structural Excavation” is a Bid Item “Structural Excavation” is not a Bid Item Up to and including 5 ft. Unit price equal to 115% of unit price bid for “Structural Excavation” $10 per cubic yard Over 5 ft. up to 10 ft. Unit price equal to 125% of unit price bid for “Structural Excavation” $12 per cubic yard Over 10 ft. In accordance with Article 9.7., “Payment for Extra Work and Force Account Method.” Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 400 9 5.4. Cement-Stabilized Backfill. Cement-stabilized backfill will be paid for at the unit price bid for “Cement- Stabilized Backfill.” 5.5. Cutting and Restoring Pavement. Cutting and restoring pavement will be paid for at the unit price bid for “Cutting and Restoring Pavement” of the type specified. Work done to repair damage to base or pavement incurred outside the limits shown on the plans, or the limits authorized, will not be measured for payment. The unit prices bid are full compensation for excavation including removing obstructions and plugging drainage systems; bedding and backfilling including placing, sprinkling and compaction of material; soundings; cleaning and filling seams; constructing and removing cofferdams; de-watering, sheeting, or bracing excavations up to and including 5 ft. deep; pumps; drills; explosives; disposition of surplus material; cutting pavement and base to neat lines; and materials, hauling, equipment, labor, tools, and incidentals. Flowable backfill will be paid for as provided in Item 401, “Flowable Backfill.” Protection methods for open excavations deeper than 5 ft. will be measured and paid for as required under Item 402, “Trench Excavation Protection,” or Item 403, “Temporary Special Shoring.” Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 416 1 Item 416 Drilled Shaft Foundations 1. DESCRIPTION Construct foundations consisting of reinforced or non-reinforced concrete drilled shafts. 2. MATERIALS Use materials that meet the requirements of the following Items. Item 421, “Hydraulic Cement Concrete,” Item 440, “Reinforcement for Concrete,” and Item 448, “Structural Field Welding.” Use concrete for drilled shafts that meets the requirements of Table 1 unless otherwise shown on the plans. Table 1 Concrete for Drilled Shafts Drilled Shaft Type Concrete Non-reinforced Class A Reinforced Class C Slurry and underwater concrete placement Class SS Use coarse aggregate Grade 4, 5, or 6 for drilled shaft concrete in reinforced drilled shafts. Grade 2 or 3 may be used if the shaft is dry and reinforcing steel has a 5 in. minimum clear spacing. Use a water-reducing, retarding admixture in accordance with DMS-4640, “Chemical Admixtures for Concrete,” in all concrete when using casing that will be pulled or when placing shafts underwater or under slurry. Use concrete with slump that meets the requirements of Table 2 as determined by Tex-415-A. Table 2 Slump Requirements Placement Type Minimum Acceptable Placement Slump, in. Recommended Design and Placement Slump, in. Maximum Acceptable Placement Slump, in. Dry 5-1/2 6-1/2 7-1/2 Underwater and under slurry 7 8 9 Perform a slump loss test in accordance with Tex-430-A before beginning work when casing is to be pulled or concrete is to be placed underwater or under slurry. Provide concrete that will maintain a slump of at least 4 in. throughout the entire anticipated time of concrete placement. Time of concrete placement is described in Section 416.3.6., “Concrete,” and Section 416.3.7., “Additional Requirements for Slurry Displacement or Underwater Concrete Placement Methods.” Note the temperature of the concrete mix at the beginning of the slump loss test. Place the concrete if its temperature at the time of placement into the drilled shaft is no mor e than 10°F higher than the slump loss test temperature. Use ice or other concrete cooling ingredients to lower concrete temperature, or run additional slump loss tests at the higher temperatures. Slump loss testing will be waived if anticipated time of concrete placement is less than 90 minutes. Use mineral drilling slurry that meets the requirements of Table 3, as determined by Tex-130-E. Determine pH of slurry by Tex-128-E or pH paper strips. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 416 2 Table 3 Mineral Slurry Requirements Before Introduction into the Excavation Sampled from the Bottom of the Excavation before Concreting Specific Gravity Sand Content pH Specific Gravity Viscosity (sec.) Sand Content ≤ 1.10 ≤ 1% 8–11 ≤ 1.15 ≤ 45 ≤ 4% Use mineral slurry consisting of processed bentonite or attapulgite clays mixed with clean fresh water. Do not use partially hydrolyzed polyacrylamide (PHPA) polymeric slurry or any blended mineral-polymer slurry. If approved, water may be used as the drilling fluid. In this case, all of the provisions of Table 3 must be met except that the maximum specific gravity is not to exceed 1.12. Sample slurry from the bottom of the hole, before placing concrete, and test it in accordance with Tex-130-E. Use a pump or air lift to remove slurry that does not meet the requirements of Table 3 while adding fresh clean slurry to the top of the hole to maintain the slurry level. Continue this operation until the slurry sampled from the bottom of the hole meets the requirements. 3. CONSTRUCTION Submit Drilled Shaft installation plan for review no later than one month before drilled shaft construction. Include the following in the plan: Name and experience record of the drilled shaft superintendent who will be in charge of drilled shaft operations for this project. List of proposed equipment to be used, including cranes, drills, augers, bailing buckets, final cleaning equipment, desanding equipment, slurry pumps, core sampling equipment, tremies or concrete pumps, casing, etc. Details of overall construction operation sequence and the sequence of shaft construction in bents or groups. Details of shaft excavation methods. When the use of slurry is anticipated, details of the slurry mix design and its suitability for the subsurface conditions at the construction site, mixing and storage methods, maintenance methods and disposal procedures. Details of methods to clean the shaft excavation. Details of reinforcement placement, including support and centralization methods. Details of concrete placement, including proposed operational procedures for free fall, tremie or pumping methods. Details of casing installation and removal methods. The installation plan will be reviewed for conformance with the plans, specifications and special provisions. The Contractor will be notified within 14 days of receipt of the installation plan of any additional information required and/or changes necessary to meet the contract requirements. All procedural approvals given will be subject to trial in the field and will not relieve the Contractor of the responsibility to satisfactorily complete the work as detailed in the plans and specifications. Place the shaft to within the following tolerances: Vertical plumbness—1 in. per 10 feet of depth. Center of shaft located under column—1 in. of horizontal plan position. Center of shaft located under footing—3 in. of horizontal plan position. Complete the embankment at bridge ends before installing drilled shafts that pass through the fill. Refer to Item 423, “Retaining Walls,” for provisions for drilled shafts passing through the structural volume of retaining walls. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 416 3 3.1. Excavation. The plans indicate the expected depths and elevations for encountering satisfactory bearing material. Excavate as required for the shafts through all materials encountered to the dimensions and elevations shown on the plans or required by the site conditions. Removal of man-made obstructions not shown on the plans will be paid for in accordance with Article 9.7., “Payment for Extra Work and Force Account Method.” Adjust the bottom of the shaft or alter the foundation if satisfactory founding material is not encountered at plan elevation, as approved to satisfactorily comply with design requirements. Blasting is not allowed for excavations. Stop drilling if caving conditions are encountered, and adopt a construction method that stabilizes the shaft walls. Do not excavate a shaft within 2 shaft diameters (clear) of an open shaft excavation, or one in which concrete has been placed in the preceding 24 hr. Dispose of material excavated from shafts and not incorporated into the finished project in accordance with the plans and with federal, state, and local laws. Provide suitable access, lighting, and equipment for proper inspection of the completed excavation and checking the dimensions and alignment of shafts excavation. 3.2. Core Holes. Take cores to determine the character of the supporting materials if directed. Use a method that will result in recovery of an intact sample adequate for judging the character of the founding material. Such cores should be at least 5 ft. deeper than the proposed founding grade or a depth equal to the diameter of the shaft, whichever is greater. Take these cores when the excavation is complete. 3.3. Casing. Use casing when necessary to prevent caving of the material, to exclude ground water, when slurry is used for hole stabilization, or when required as part of the Contractor’s Safety Plan. Provide casing with an outside diameter not less than the specified diameter of the shaft. The portion of shaft below the casing may be as much as 2 in. smaller than the specified shaft diameter. No extra compensation will be made for concrete required to fill an oversized casing or oversized excavation. Use casing strong enough to withstand handling stresses and pressures of concrete and of the surrounding earth or water, and that is watertight, smooth, clean, and free of accumulations of hardened concrete. Use construction methods that result in a minimal amount of disturbed soil being trapped outside the casing. This does not apply to temporary undersized casings used to protect workers inside shafts or to drilled shafts designed for point bearing only. Leave casing in place only if authorized or shown on the plans. Extract casing only after placing the concrete to an appropriate level. Maintain sufficient concrete in the casing at all times to counteract soil and water pressure. Rotate or move the casing up or down a few inches if necessary before and during concrete placement to facilitate extraction of the casing. 3.4. Requirements for Slurry Displacement Method. When soil conditions warrant, use the slurry displacement method to construct drilled shafts unless otherwise shown on the plans. Use this method to support the sides of the excavation with processed mineral slurry that is then displaced by concrete to form a continuous concrete shaft. Install surface casing to a minimum of 10 ft. below existing ground before introducing slurry. Do not use casing other than surface casing. Do not use surface casing longer than 20 ft. without approval. Do not extract the surface casing until after placing the concrete. Pre-mix slurry in a reservoir with enough capacity to fill the excavation and for recovery of the slurry during concrete placement. Do not mix slurry in the shaft excavation or other hole. Allow adequate time for hydration of the slurry before introduction into the excavation. Maintain a head of slurry in the shaft excavation at or near ground level or higher, as necessary, to counteract ground water pressure during and after drilling. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 416 4 Use an air lift or proper size cleanout bucket, just before placing reinforcing steel, to remove any material that may have fallen from the sides of the excavation or accumulated on the bottom after the completion of drilling. Use a cleanout bucket if material is too large to be picked up with an air lift. Re-process the hole with the auger as directed if concrete placement is not started within 4 hr. of the completion of the shaft excavation. Then clean the bottom with an air lift or cleanout bucket, and check the slurry at the bottom of the hole for compliance with the slurry requirements of Article 416.2., “Materials.” Agitate the congealed slurry to liquefaction if the slurry forms a gel before concrete placement, and whenever directed. Recover and dispose of all slurry as approved, and in accordance with all federal, state, and local laws. Do not discharge slurry into or in close proximity to streams or other bodies of water. 3.5. Reinforcing Steel. Completely assemble the cage of reinforcing steel, and place it as a unit immediately before concrete placement. The cage consists of longitudinal bars and lateral reinforcement (spiral reinforcement, lateral ties, or horizontal bands). Connect individual segments with couplers or by lapping steel as approved if overhead obstacles prevent placement of the cage as a single unit. Extend the reinforcing steel cage as follows if the shaft is lengthened beyond plan length unless directed otherwise. Extend the cage to the bottom for shafts supporting structures other than bridges. Extend the cage to 25 ft. or to the bottom, whichever is shorter, for bridge shafts with plan lengths less than 25 ft. Do not extend the cage for bridge shafts with plan lengths at least 25 ft. that are lengthened less than 33% of plan length. Extend the cage as directed for bridge shafts with plan lengths at least 25 ft. that are lengthened more than 33% of plan length. If the cage does not reach the bottom of the shaft, it may be suspended, or a portion of the longitudinal steel may be extended to support the cage on the bottom of the shaft. Bars used to extend or support the cage may be lap spliced or welded by a qualified welder. Place the extension at the bottom of the shaft. Tie spiral reinforcement to the longitudinal bars at a spacing no more than 24 in., or as required for a stable cage. Ensure lateral reinforcement is not welded to longitudinal bars unless otherwise shown on the plans. Center the reinforcing steel cage in the excavation using approved “roller” type centering devices unless otherwise approved. Use concrete or plastic chairs to keep the reinforcing cage off of the bottom of the hole. Use centering devices starting at 1.5 ft. off from the bottom of the cage and spaced vertically at intervals not exceeding 10 ft. Use a minimum of 3 centering devices per level at a spacing not to exceed 30 in. Flat or crescent-shaped centralizers (“sleds”) are not allowed. Support or hold down the cage to control vertical displacement during concrete placement or extraction of the casing. Use support that is concentric with the cage to prevent racking and distortion of the steel. Check the elevation of the top of the steel cage before and after concrete placement or after casing extraction when casing is used. Downward movement of the steel up to 6 in. per 20 feet of shaft length and upward movement of the steel up to 6 in. total are acceptable. Maintain the minimum length of steel required for lap with column steel. Use dowel bars if the proper lap length is provided both into the shaft and into the column. Locate and tie all dowel bars into the cage before placing concrete or insert dowel bars into fresh, workable concrete. Locate and tie anchor bolts when required before placement of concrete. Use templates or other devices to assure accurate placement of anchor bolts. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 416 5 3.6. Concrete. Perform all work in accordance with Item 420, “Concrete Substructures.” Provide concrete with maximum placement temperatures as specified in Table 4. Provide thermal analysis to show and temperature recording devices to verify maximum core temperature requirements are met as specified in Section 420.4.7.14., “Mass Placements,” as directed. Table 4 Maximum Concrete Placing Temperature Shaft Size Mix Design Options 1–5 Mix Design Options 6–8 Diameter < 5 ft. 95°F 95°F 5 ft.≤ Diameter ≤ 7 ft. 95°F 85°F 7 ft. < Diameter 85°F 75°F Form portions of drilled shaft that project above natural ground. Remove loose material and accumulated seep water from the bottom of the excavation before placing concrete. Place concrete using underwater placement methods if water cannot be removed. Place concrete as soon as possible after all excavation is complete and reinforcing steel is placed. Provide workable concrete that does not require vibrating or rodding. Vibrate formed portions of drilled shafts. Place concrete continuously for the entire length of the shaft. Limit free fall of concrete to 25 ft. for dry shafts of 24 in. or smaller diameter. Use a suitable tube or tremie to prevent segregation of materials. Use a tube or tremie in sections to provide proper discharge and permit raising as the placement progresses. For dry shafts over 24 in. diameter, concrete can be allowed to free fall an unlimited distance if it does not strike the reinforcing cage or sides of the hole during placement. Provide a hopper with a minimum 3-ft.long drop-tube at the top of the shaft to direct concrete vertically down the center of the shaft when free fall is used. Do not use a shovel or other means to simply deflect the concrete discharge from the truck. Maintain a sufficient head of concrete for cased shafts at all times above the bottom of the casing to overcome hydrostatic pressure. Extract casing at a slow, uniform rate with the pull in line with the axis of the shaft. Monitor the concrete level in the casing during extraction. Stop the extraction and add concrete to the casing as required to ensure a completely full hole upon casing removal. The elapsed time from the mixing of the first concrete placed into the cased portion of the shaft until the completion of extraction of the casing must not exceed the time for which the concrete maintains a slump of over 4 in. in accordance with Article 416.2., “Materials.” Modify the concrete mix, the construction procedures, or both for subsequent shafts if the elapsed time is exceeded. Cure the top surface and treat any construction joint area in accordance with Item 420, “Concrete Substructures.” 3.7. Additional Requirements for Slurry Displacement or Underwater Concrete Placement Methods. Place concrete on the same day the shaft is excavated and as soon as possible after all excavation is complete and reinforcing steel is placed. Use an air lift or cleanout bucket of the proper size to clean the bottom of the excavation before placing the reinforcing steel cage and concrete. Place concrete through a closed tremie or pump it to the bottom of the excavation. The minimum tremie diameter will be at least 6 times the maximum size of aggregate used in the concrete mix but not less than 10 in. Initially seal the tremie or pump line to positively separate the concrete from the slurry or water. Place concrete continuously from the beginning of placement until the shaft is completed. Keep the tremie full of concrete and well submerged in the previously placed concrete at all times if using a tremie. Raise the tremie as necessary to maintain the free flow of concrete and the stability of any casing used. Keep the discharge tube submerged in the previously placed concrete at all times if using a pump. Place additional concrete to ensure the removal of any contaminated concrete at the top of the shaft. Allow the top portion of concrete to flush completely from the hole at the completion of the pour until there is no evidence of slurry or water contamination. Do not attempt to remove this concrete with shovels, pumps, or other means. Level the top of shaft with hand tools as necessary. Use a sump or other approved method to channel displaced fluid and concrete away from the shaft excavation. Recover slurry and dispose of it as approved. Do not discharge displaced fluids into or near Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 416 6 streams or other bodies of water. Provide a collar or other means of capturing slurry and the top portion of concrete flushed from the shaft for pours over water. Remove the tube, reseal it at the bottom, penetrate with the tube into the concrete already placed by at least 5 ft., and recharge it before continuing if concrete placement is interrupted due to withdrawal of the submerged end of the tremie or pump discharge tube before completion. If this condition exists, notify the Engineer and note the elevation and circumstances related to the loss of seal on the drilled shaft log. The elapsed time from the mixing of the first concrete placed until the completion of concrete placement, including extraction of the casing, must not exceed the time for which the concrete maintains a slump of over 4 in. in accordance with Article 416.2., “Materials.” Modify the concrete mix, the construction procedures, or both for subsequent shafts if the elapsed time is exceeded. 3.8. Test Load. Load test shafts, if required, in accordance with Item 405, “Foundation Load Test.” 3.9. Trial Shaft. When required on the plans, construct trial shafts to the depth and diameter specified on the plans. Trial shafts include: drilling the hole, placement of the rebar cage (unless otherwise stated), and placement of the concrete. When trial shafts are required, delay start of production shafts until successful completion of trial shafts. 4. MEASUREMENT 4.1. Drilled Shaft. Drilled shaft foundations will be measured by the foot to the bottom of the shaft. 4.1.1. Interior Bents and Piers. Shafts will be measured from a point approximately 6 in. below the finished earthwork elevation at the center of each shaft, unless specific elevations or dimensions are indicated on the plans or unless otherwise directed to meet unusual conditions. The bent height shown on the plans is for estimating purposes only and does not control the top-of-shaft measurement. 4.1.2. Abutment Bents and Retaining Walls. Shafts will be measured from the bottom of footing or cap elevation. 4.1.3. Other Non-Bridge Structures. Shafts, including trial shafts, will be measured from the top of the shaft. 4.2. Core Hole. Core holes will be measured by each core hole drilled. 5. PAYMENT The unit prices bid for the various classifications of drilled shafts will be full compensation for excavation; furnishing, placing, and removing casing; furnishing, processing, and recovering slurry; furnishing, and placing reinforcing steel; pumping; furnishing and placing concrete, including additional concrete required to fill an oversize casing or oversize excavation; conducting slump loss tests; backfilling; disposing of cuttings and slurry; and materials, tools, equipment, labor, and incidentals. When the bottom of a drilled shaft is placed at an elevation below plan grade, no direct payment will be made for extra reinforcement placed to support the cage. The extra reinforcement will be considered subsidiary to the price bid per foot of shaft. No extra payment will be made for casings left in place. No payment will be made for “Drilled Shaft” until the concrete has been placed. 5.1. Drilled Shaft. The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Drilled Shaft,” “Drilled Shaft (Non-reinforced),” “Drilled Shaft (Sign Mounts),” “Drilled Shaft (High Mast Pole),” “Drilled Shaft (Roadway Illumination Pole),” or “Drilled Shaft (Traffic Signal Pole)” of the specified diameter, subject to the lim itations for overruns authorized by the Engineer given in Section 416.5.1.1., “Overrun.” Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 416 7 5.1.1. Overrun. Payment for individual completed shaft lengths up to and including 5 ft. in excess of the maximum plan length shaft, as defined in Section 416.5.1.2., “Maximum Plan Length Shaft,” will be made at the unit price bid per foot of the specified diameter. Payment for the portion of individual completed shaft length in excess of 5 ft. and up to and including 15 ft. more than the maximum plan length shaft, as defined in this Item, will be made at a unit price equal to 115% of the unit price bid per foot of the specified diameter. Payment for the portion of individual completed shaft length in excess of 15 ft. more than the maximum plan length shaft, as defined in Section 416.5.1.2., “Maximum Plan Length Shaft,” will be made at a unit price equal to 125% of the unit price bid per foot of the specified diameter. 5.1.2. Maximum Plan Length Shaft. Payment described above is subject to the following provisions for extra depth drilling: For bridge structures, the maximum plan length shaft is the maximum length shaft, regardless of diameter, for any drilled shaft on that specific bridge. For retaining walls, the maximum plan length shaft is the maximum length shaft, regardless of diam eter, for any drilled shaft on that specific retaining wall. For overhead sign structures, the maximum plan length shaft is the maximum length shaft, regardless of diameter, for any overhead sign structures included in the Contract. For high mast illumination poles, the maximum plan length shaft is the maximum length shaft, regardless of diameter, for any high mast illumination pole included in the Contract. For roadway illumination poles, the maximum plan length shaft is the maximum length shaft, regardles s of diameter, for any roadway illumination pole included in the Contract. For traffic signal poles, the maximum plan length shaft is the maximum length shaft, regardless of diameter, for any traffic signal pole included in the Contract. 5.2. Core Hole. Core holes will be paid at $200 each. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 420 1 Item 420 Concrete Substructures 1. DESCRIPTION Construct concrete substructures including footings, columns, caps, abutments, piers, culverts, other bridge substructure elements, and other concrete structures as indicated. 2. MATERIALS 2.1. Concrete. Provide concrete in accordance with Item 421, “Hydraulic Cement Concrete.” Provide the class of concrete for each type of structure or unit as shown on the plans or in pertinent governing specifications. 2.2. Grout or Mortar. Provide grout for dowelling anchors or precast connections in accordance with DMS-4675, “Cementitious Grouts and Mortars for Miscellaneous Applications.” 2.3. Latex Curing Materials. Provide an acrylic-polymer latex admixture (acrylic resin emulsion per DMS-4640, “Chemical Admixtures for Concrete”) suitable for producing polymer-modified concrete or mortar. Do not allow latex to freeze. 2.4. Reinforcing Steel. Provide reinforcing steel in accordance with Item 440, “Reinforcement for Concrete.” 2.5. Expansion Joint Material. Provide materials in accordance with DMS-6310, “Joint Sealants and Fillers.” Provide preformed fiber expansion joint material that conforms to the dimensions shown on the plans. Provide preformed bituminous fiber material unless otherwise specified. Provide asphalt board that conforms to dimensions shown on the plans. Provide re-bonded neoprene filler that conforms to the dimensions shown on the plans. 2.6. Waterstop. Provide rubber or polyvinyl chloride (PVC) waterstops in accordance with DMS-6160, “Water Stops, Nylon Reinforced Neoprene Sheet, and Elastomeric Pads,” unless otherwise shown on the plans. 2.7. Curing Materials. Provide membrane curing compounds in accordance with DMS-4650, “Hydraulic Cement Concrete Curing Materials and Evaporation Retardants.” Provide cotton mats that consist of a filling material of cotton “bat” or “bats” (at least 12 oz. per square yard) completely covered with unsized cloth (at least 6 oz. per square yard) stitched longitudinally with continuous parallel rows of stitching spaced at less than 4 in., or tuft both longitudinally and transversely at intervals less than 3 in. Provide cotton mats that are free from tears and in good general condition. Provide a flap at least 6 in. wide consisting of 2 thicknesses of the covering and extending along 1 side of the mat. Provide polyethylene sheeting that is at least 4 mils thick and free from visible defects. Provide only clear or opaque white sheeting when the ambient temperature during curing exceeds 90°F or when applicable to control temperature during mass pours. Provide burlap-polyethylene mats made from burlap impregnated on 1 side with a film of opaque white pigmented polyethylene, free from visible defects. Provide laminated mats that have at least 1 layer of an impervious material such as polyethylene, vinyl plastic, or other acceptable material (either as a solid sheet or impregnated into another fabric) and are free of visible defects. Provide burlap material which complies with AASHTO M 182, Class 3 (10 oz. per square yard) with the following additions: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 420 2 Manila hemp may also be used to make burlap. Do not use burlap fabricated from bags. Do not use burlap containing any water soluble ingredient which will retard the setting time of concrete. Provide used burlap complying with the requirements stated above and that has only been used previously for curing concrete. “Like new” cleanliness is not expected, but contamination with any substance foreign to the concrete curing process, such as grease or oil, will be cause for rejection. 2.8. Epoxy. Provide epoxy materials in accordance with DMS-6100, “Epoxies and Adhesives,” unless otherwise specified. 3. EQUIPMENT 3.1. Transporting and Placing Equipment. Use appropriate transporting and placing equipment such as buckets, chutes, buggies, belt conveyors, pumps, or other equipment as necessary. Ensure concrete is not transported or conveyed through equipment made of aluminum. Use tremies to control the fall of concrete or for underwater placement. Use tremies that are watertight and of large enough diameter to allow the placement of the concrete but less than 14 in. in diameter. Construct the tremie so the bottom can be sealed and opened once the tremie has been fully charged with concrete for underwater placements. Use pumps with lines at least 5 in. inside diameter (I.D.) where Grade 2 or smaller coarse aggregate is used, and at least 8 in. I.D. for Grade 1 coarse aggregate. 3.2. Vibrators. Use immersion-type vibrators for consolidation of concrete. Provide at least 1 standby vibrator for emergency use. Furnish vibrator head covered by a rubberized or elastomeric cover when used near epoxy coated reinforcing steel. 3.3. Temperature Recording Equipment. Use strip chart temperature recording devices, recording maturity meters in accordance with Tex-426-A, or other approved devices that are accurate to within ±2°F within the range of 32°F to 212°F for mass concrete operations, cold weather placements, and as otherwise specified. 3.4. Artificial Heating Equipment. Use artificial heating equipment as necessary for maintaining the concrete temperatures as specified in Section 420.4.7.11., “Placing Concrete in Cold Weather.” 3.5. Spraying Equipment. Use mechanically powered pressure sprayers, either air or airless, with appropriate atomizing nozzles for the application of membrane curing. Use hand-pressurized spray equipment with 2 or 3 fan-spray nozzles if approved. Ensure the spray from each nozzle overlaps the spray from adjacent nozzles by approximately 50%. 3.6. Concrete Testing Equipment. Provide testing equipment for use by the Engineer in accordance with Section 421.3.3., “Testing Equipment.” 4. CONSTRUCTION Obtain approval for proposed construction methods before starting work. Approval of construction methods and equipment does not relieve the Contractor’s responsibility for safety or correctness of methods, adequacy of equipment, or completion of work in full accordance with the Contract. Unless otherwise shown on the plans, it is the Contractor’s option to perform testing on structural concrete (structural classes of concrete are identified in Table 8 of Section 421.4.1., “Classification of Concrete Mix Designs,”) to determine the in-situ strength to address the schedule restrictions in Section 420.4.1., “Schedule Restrictions.” The Engineer may require the Contractor to perform this testing for concrete placed in cold weather. Make enough test specimens for Contractor-performed testing to ensure strength requirements are met for the operations listed in Section 420.4.1., “Schedule Restrictions.” Make at least Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 420 3 1 set of test specimens for each element cast each day. Cure these specimens under the same conditions as the portion of the structure involved for all stages of construction. Ensure safe handling, curing, and storage of all test specimens. Provide testing personnel, and sample and test the hardened concrete in accordance with Section 421.4.8., “Sampling and Testing of Concrete.” The maturity method, Tex-426-A, may be used for in-situ strength determination for schedule restrictions if approved. Coring will not be allowed for in -situ strength determination for schedule restrictions. Provide the Engineer the opportunity to witness all testing operations. Report all test results to the Engineer. If the Contractor does not wish to perform schedule restriction testing, the Engineer’s 7-day lab-cured tests, performed in accordance with Article 421.5., “Acceptance of Concrete,” will be used for schedule restriction determinations. The Engineer may require additional time for strength gain to account for field curing conditions such as cold weather. 4.1. Schedule Restrictions. Construct and open completed structures to traffic with the following limitations unless otherwise shown on the plans: 4.1.1. Setting Forms. Attain at least 2,500 psi compressive strength before erecting forms on concrete footings supported by piling or drilled shafts, or on individual drilled shafts. Erect forms on spread footings and culvert footings after the footing concrete has aged at least 2 curing days as defined in Section 420.4.10., “Curing Concrete.” Place concrete only after the forms and reinforcing steel have been inspected by the Engineer. Support tie beam or cap forms by falsework on previously placed tie beams only if the tie beam concrete has attained a compressive strength of 2,500 psi and the member is properly supported to eliminate stresses not provided for in the design. Maintain curing as required until completion of the curing period. Place superstructure forms or falsework on the substructure only if the substructure concrete has attained a compressive strength of 3,000 psi. 4.1.2. Removal of Forms and Falsework. Keep in place weight-supporting forms and falsework for bridge components and culvert slabs until the concrete has attained a compressive strength of 2,500 psi in accordance with Section 420.4.11., “Removal of Forms and Falsework.” Keep all forms for mass placements in place for 4 days following concrete placement unless otherwise approved based on the outcome of the heat control plan outlined in Section 420.4.7.14., “Mass Placements.” 4.1.3. Placement of Superstructure Members. Erect or place superstructure members or precast substructure members only after the substructure concrete has attained a compressive strength of 3,000 psi. 4.1.4. Opening to Traffic. Direct traffic culverts may be opened to construction traffic when the design strength specified in Section 421.4.1., “Classification of Concrete Mix Design,” has been attained if curing is maintained. Obtain approval before opening direct traffic culverts to the traveling public. Open other noncritical structural and nonstructural concrete for service upon the completion of curing unless otherwise specified or directed. 4.1.5. Post-Tensioned Construction. Ensure strength requirements on the plans for structural elements designed to be post-tensioned are met for stressing and staged loading of structural elements. 4.1.6. Backfilling. Backfill in accordance with Section 400.3.3., “Backfill.” 4.2. Plans for Falsework and Forms. Submit plans for falsework and forms for the following items: vertical forms for piers and single column bents; load supporting forms for caps and tie -beams; form attachments for bridges to be widened; and other items as indicated or directed. Provide design calculations when requested. Show all essential details of proposed forms, falsework, and bracing. Have a licensed professional engineer design, seal, and sign these plans. Department approval is not required, except as noted in Table 1 of Item 5, “Control of the Work,” when forms or falsework are located such that public safety can be affected, but the Department reserves the right to request modifications to the plans. The Contractor is responsible for the adequacy of these plans. Design job-fabricated formwork assuming a weight of 150 pcf for concrete, and Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 420 4 include a liveload allowance of 50 psf of horizontal surface of the form. Do not exceed 125% of the allowable stresses used by the Department for the design of structures. 4.3. Falsework. Design and construct falsework to safely carry the maximum anticipated loads, including wind loads, and to provide the necessary rigidity. Consult AASHTO’s Guide Design Specifications for Bridge Temporary Works and Construction Handbook for Bridge Temporary Works for falsework and shoring information not indicated below. Submit details in accordance with Section 420.4.2., “Plans for Falsework and Forms.” Design job-fabricated falsework assuming a weight of 150 pcf for concrete, and include a minimum liveload allowance of 50 psf of horizontal surface of the form. Do not exceed 125% of the allowable stresses used by the Department for the design of structures. Do not exceed the manufacturer’s maximum allowable working loads for moment and shear or end reaction for commercially produced structural units used in falsework. Include a minimum liveload allowance of 35 psf of horizontal form surface in determining the maximum allowable working load for commercially produced structural units. Provide timber that is sound, in good condition, and free from defects that would impair its strength. Provide timber that meets or exceeds the species, size, and grade requirements in the submitted f alsework plans. Provide wedges made of hardwood or metal in pairs to adjust falsework to desired elevations to ensure even bearing. Do not use wedges to compensate for incorrectly cut bearing surfaces. Use sills or grillages large enough to support the superimposed load without settlement. Take precautions to prevent settling of the supporting material unless the sills or grillages are founded on solid rock, shale, or other hard materials. Place falsework that cannot be founded on a satisfactory spread footing on piling or drilled shafts with enough bearing capacity to support the superimposed load without settlement. Drive falsework piling to the required resistance determined by the applicable formula in Item 404, “Driving Piling.” Design drilled shafts for falsework to carry the superimposed load using both skin friction and point bearing. Weld in conformance with Item 448, “Structural Field Welding.” Securely brace each falsework bent to provide the stiffness required, and securely fasten the bracing to each pile or column it crosses. Remove falsework when it is no longer required or as indicated on the submitted falsework plan. Pull or cut off foundations for falsework at least 2 ft. below finished ground level. Completely remove falsework, piling, or drilled shafts in a stream, lake, or bay to the approved limits to prevent obstruction to the waterway. 4.4. Forms. Submit formwork plans in accordance with Section 420.4.2., “Plans for Falsework and Forms.” 4.4.1. General. Provide forms of either timber or metal except where otherwise specified or permitted. Design forms for the pressure exerted by a liquid weighing 150 pcf. Take the rate of concrete placement into consideration in determining the depth of the equivalent liquid. Include a minimum liveload allowance of 50 psf of horizontal surface for job-fabricated forms. Do not exceed 125% of the Department’s allowable stresses for the design of structures. Do not exceed the manufacturer’s maximum allowable working loads for moment and shear or end reaction for commercially produced structural units used for forms. Include a minimum liveload allowance of 35 psf of horizontal form surface in determining the maximum allowable working load for commercially produced structural units. Provide steel forms for round columns unless otherwise approved. Refer to Item 427, “Surface Finishes for Concrete,” for additional requirements for off-the-form finishes. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 420 5 Provide commercial form liners for imprinting a pattern or texture on the concrete surface as shown on the plans and specified in Section 427.4.3.5., “Form Liner Finish.” Provide forming systems that are practically mortar-tight, rigidly braced, and strong enough to prevent bulging between supports, and maintain them to the proper line and grade during concrete placement. Maintain forms in a manner that prevents warping and shrinkage. Do not allow offsets at form joints to exceed 1/16 in. Use only material that is inert, non-biodegradable, and nonabsorptive for forms to be left in place. Construct all forms to permit their removal without marring or damaging the concrete. Clean all forms and footing areas of any extraneous matter before placing concrete. Provide openings in forms if needed for the removal of laitance or foreign matter. Treat the facing of all forms with bond-breaking coating of composition that will not discolor or injuriously affect the concrete surface. Take care to prevent coating of the reinforcing steel. Complete all preparatory work before requesting permission to place concrete. Cease placement if the forms show signs of bulging or sagging at any stage of the placement, and remove the portion of the concrete causing this condition immediately as directed. Reset the forms and securely brace them against further movement before continuing the placement. 4.4.2. Timber Forms. Provide properly seasoned, good-quality lumber that is free from imperfections that would affect its strength or impair the finished surface of the concrete. Provide timber or lumber that meets or exceeds the requirements for species and grade in the submitted formwork plans. Maintain forms or form lumber that will be reused so it stays clean and in good condition. Do not use any lumber that is split, warped, bulged, or marred, or that has defects in any way that will produce inferior work. Promptly remove such lumber from the work. Provide form lining for all formed surfaces except: the inside of culvert barrels, inlets, manholes, and box girders; surfaces that are subsequently covered by backfill material or are completely enclosed; and any surface formed by a single finished board or by plywood. Provide form lining of an approved type such as masonite or plywood. Do not provide thin membrane sheeting such as polyethylene sheets for form lining. Use plywood at least 3/4 in. thick. Place the grain of the face plies on plywood forms parallel to the span between the supporting studs or joists unless otherwise indicated on the submitted form drawings. Use plywood for forming surfaces that remain exposed that meets the requirements for B-B Plyform Class I or Class II Exterior of the U.S. Department of Commerce Voluntary Product Standard PS 1. Space studs and joists so the facing form material remains in true alignment under the imposed loads. Space wales closely enough to hold forms securely to the designated lines, scabbed at least 4 ft. on each side of joints to provide continuity. Place a row of wales near the bottom of each placement. Place facing material with parallel and square joints, securely fastened to supporting studs. Place forms with the form panels symmetrical (long dimensions set in the same direction) for surfaces exposed to view and receiving only an ordinary surface finish as defined in Section 420.4.13., “Ordinary Surface Finish.” Make horizontal joints continuous. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 420 6 Make molding for chamfer strips or other uses of materials of a grade that will not split when nailed and can be maintained to a true line without warping. Dress wood molding on all faces. Fill forms at all sharp corners and edges with triangular chamfer strips measuring 3/4 in. on the sides unless otherwise shown on the plans. Use metal form ties of an approved type or a satisfactory substitute of a type that permits ease of removal of the metal to hold forms in place. Cut back wire ties at least 1/2 in. from the face of the concrete. Use devices to hold metal ties in place that are able to develop the strength of the tie and adjust to allow for proper alignment. Entirely remove metal and wooden spreaders that separate the forms as the concrete is being placed. Provide adequate clean-out openings for narrow walls and other locations where access to the bottom of the forms is not readily attainable. 4.4.3. Metal Forms. Requirements for timber forms regarding design, mortar-tightness, filleted corners, beveled projections, bracing, alignment, removal, reuse, and wetting also apply to metal forms except metal forms do not require lining unless specifically noted on the plans. Use form metal thick enough to maintain the true shape without warping or bulging. Countersink all bolt and rivet heads on the facing sides. Design clamps, pins, or other connecting devices to hold the forms rigidly together and to allow removal without damage to the concrete. Use metal forms that present a smooth surface and line up properly. Keep metal free from rust, grease, and other foreign materials. 4.5. Drains. Install and construct weep holes and roadway drains as shown on the plans. 4.6. Placing Reinforcement and Post-Tensioning. Place reinforcement as provided in Item 440, “Reinforcement for Concrete.” Do not weld reinforcing steel supports to other reinforcing steel except where shown on the plans. Place post-tensioning ducts, anchorages, and other hardware in accordance with the approved prestressing details and Item 426, “Post-Tensioning.” Keep ducts free of obstructions until all post-tensioning operations are complete. 4.7. Placing Concrete. Give the Engineer sufficient advance notice before placing concrete in any unit of the structure to permit the inspection of forms, reinforcing steel placement, and other preparations. Do not place concrete when impending weather conditions would impair the quality of the finished work. Place concrete in early morning or at night or adjust the placement schedule for more favorable weather when conditions of wind, humidity, and temperature are such that concrete cannot be placed without the potential for weather-related distress. Adequately illuminate the entire placement site as approved when mixing, placing, and finishing concrete in non-daylight hours. Furnish adequate shelter to protect the concrete against damage from rainfall or freezing temperatures as outlined in this Item if changes in weather conditions require protective measures after work starts. Continue operations during rainfall only if approved. Use protective coverings for the material stockpiles. Cover aggregate stockpiles only to the extent necessary to control the moisture conditions in the aggregates. Allow at least 1 curing day after the concrete has achieved initial set before placing strain on projecting reinforcement to prevent damage to the concrete. 4.7.1. Placing Temperature. Place concrete according to the following temperature limits for the classes of concrete defined in Section 421.4.1., “Classification of Concrete Mix Designs.” Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 420 7 Place Class C, F, H, K, or SS concrete only when its temperature at time of placement is between 50°F and 95°F. Increase the minimum placement temperature to 60°F if slag cement is used in the concrete. Place Class S concrete, used in this Item only as indicated for culvert top slabs, only when its temperature is between 50°F and 85°F. Increase the minimum placement temperature to 60°F if slag cement is used in the concrete. Place Class A, B, and D concrete only when its temperature at the time of placement is greater than 50°F. Place mass concrete in accordance with Section 420.4.7.14., “Mass Placements,” only when its temperature at the time of placement is between 50°F and 75°F. 4.7.2. Transporting Time. Begin the discharge of concrete delivered in truck mixers within the times listed in Table 14 of Item 421, “Hydraulic Cement Concrete.” 4.7.3. Workability of Concrete. Place concrete with a slump as specified in Section 421.4.2.5., “Slump.” Water may be added to the concrete before discharging any concrete from the truck to adjust for low slump provided that the maximum mix design water–cement ratio is not exceeded. Mix concrete in accordance with Section 421.4.6., “Mixing and Delivering Concrete,” after introduction of any additional water or chemical admixtures. Do not add water or chemical admixtures after any concrete has been discharged. 4.7.4. Transporting Concrete. Transport concrete by buckets, chutes, buggies, belt conveyors, pumps, or other methods. Protect concrete transported by conveyors from sun and wind to prevent loss of slump and workability. Shade or wrap with wet burlap pipes through which concrete is pumped as necessary to prevent loss of slump and workability. Arrange and use chutes, troughs, conveyors, or pipes so the concrete ingredients will not be separated. Terminate such equipment in vertical downspouts when necessary to prevent segregation. Extend open troughs and chutes, if necessary, down inside the forms or through holes left in the forms. Keep all transporting equipment clean and free from hardened concrete coatings. Discharge water use d for cleaning clear of the concrete. 4.7.5. Preparation of Surfaces. Thoroughly wet all forms and hardened concrete on which concrete is to be placed before placing concrete on them. Remove any remaining puddles of excess water before placing concrete. Provide surfaces that are in a moist, saturated surface-dry condition when concrete is placed on them. Ensure the subgrade or foundation is moist before placing concrete on grade. Lightly sprinkle the subgrade if dry. 4.7.6. Expansion Joints. Construct joints and devices to provide for expansion and contraction in accordance with plan details. Use light wire or nails to anchor any preformed fiber joint material to the concrete on 1 side of the joint. Ensure finished joints conform to the plan details with the concrete sections completely separated by the specified opening or joint material. Remove all concrete within the joint opening soon after form removal and again where necessary after surface finishing to ensure full effectiveness of the joint. 4.7.7. Construction Joints. A construction joint is the joint formed by placing plastic concrete in direct contact with concrete that has attained its initial set. Monolithic placement means the manner and sequence of concrete placing does not create a construction joint. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 420 8 Make construction joints of the type and at the locations shown on the plans. Additional joints in other members are not permitted without approval. Place authorized additional joints using details equivalent to those shown on the plans for joints in similar locations. Make construction joints square and normal to the forms unless otherwise required. Use bulkheads in the forms for all vertical joints. Thoroughly roughen the top surface of a concrete placement terminating at a horizontal construction joint as soon as practical after initial set is attained. Thoroughly clean the hardened concrete surface of all loose material, laitance, dirt, and foreign matter, and saturate it with water. Remove all free water and moisten the surface before concrete or bonding grout is placed against it. Ensure the surface of the existing concrete is in a saturated surface-dry condition (SSD) just before placing subsequent concrete. Wet the existing concrete by ponding water on the surface for 24 hr. before placing subsequent concrete. Use high-pressure water blasting if ponding is not possible to achieve SSD conditions 15 to 30 min. before placing the concrete. An SSD condition is achieved when the surface remains damp when exposed to sunlight for 15 min. Draw forms tight against the existing concrete to avoid mortar loss and offsets at joints. Bonding agents are not required unless indicated otherwise. Coat the joint surface with bonding mortar, grout, epoxy, or other material if a bonding agent is required as indicated on the plans. Provid e Type V epoxy per DMS-6100, “Epoxies and Adhesives,” for bonding fresh concrete to hardened concrete. Place the bonding epoxy on a clean, dry surface, and place the fresh concrete while the epoxy is still tacky. Place bonding mortar or grout on a surface that is SSD, and place the concrete before the bonding mortar or grout dries. Place other bonding agents in accordance with the manufacturer’s recommendations . 4.7.8. Handling and Placing. Minimize segregation of the concrete and displacement of the reinforcement when handling and placing concrete. Produce a uniform, dense compact mass. Ensure concrete free-falls no more than 5 ft. except in the case of drilled shafts, thin walls such as in culverts, or as allowed by other Items. Remove any hardened concrete splatter ahead of the plastic concrete. Fill each part of the forms by depositing concrete as near its final position as possible. Do not deposit large quantities of concrete at 1 point and run or move the concrete along to fill the forms. Deposit concrete in the forms in layers of suitable depth but no more than 36 in. deep unless otherwise permitted. Avoid cold joints in a monolithic placement. Sequence successive layers or adjacent portions of concrete so they can be vibrated into a homogeneous mass with the previously placed concrete before it sets. Allow no more than 1 hr. to elapse between adjacent or successive placements of concrete when re-vibration of the concrete is shown on the plans except as otherwise allowed by an approved placing procedure. This time limit may be extended by 1/2 hr. if the concrete contains at least the minimum recommended dosage of a Type B or D admixture. 4.7.9. Consolidation. Carefully consolidate concrete and flush mortar to the form surfaces with immersion type vibrators. Do not use vibrators that operate by attachment to forms or reinforcement except where approved on steel forms. Vibrate the concrete immediately after deposit. Systematically space points of vibration to ensure complete consolidation and thorough working of the concrete around the reinforcement, embedded fixtures, and into the corners and angles of the forms. Insert the vibrators vertically where possible. Vibrate the entire de pth of each lift, allowing the vibrator to penetrate several inches into the preceding lift. Do not use the vibrator to move the concrete to other locations in the forms. Do not drag the vibrator through the concrete. Thoroughly consolidate concrete along construction joints by operating the vibrator along and close to but not against the joint surface. Continue the vibration until the concrete surrounding reinforcements and fixtures is completely Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 420 9 consolidated. Hand-spade or rod the concrete if necessary to ensure flushing of mortar to the surface of all forms. 4.7.10. Installation of Dowels and Anchor Bolts. Install dowels and anchor bolts by casting them in-place or by grouting with grout, epoxy, or epoxy mortar unless noted otherwise. Form or drill holes for grouting. Follow the manufacturer’s recommended installation procedures for pre-packaged grout or epoxy anchor systems. Test anchors if required on the plans or by other Items. Drill holes for anchor bolts to accommodate the bolt embedment required by the plans. Make holes for dowels at least 12 in. deep unless otherwise shown on the plans. Make the hole diameter at least twice the dowel or bolt diameter, but not exceeding the dowel or bolt diameter plus 1-1/2 in. when using cementitious grout or epoxy mortar. Make the hole diameter 1/16 to 1/4 in. greater than the dowel or bolt diameter when using neat epoxy unless indicated otherwise by the epoxy manufacturer. Thoroughly clean holes of all loose material, oil, grease, or other bond-breaking substance, and blow them clean with filtered compressed air. Use a wire brush followed by oil-free compressed air to remove all loose material from the holes, repeating as necessary until no more material is removed. Ensure holes are in a surface-dry condition when epoxy type materials are used and in a surface-moist condition when cementitious grout is used. Develop and demonstrate for approval a procedure for cleaning and preparing the holes for installation of the dowels and anchor bolts. Completely fill the void between the hole and dowel or bolt with grouting material. Follow exactly the requirements for cleaning outlined in the product specifications for pre-packaged systems. Provide hydraulic cement grout for cast-in-place or grouted systems in accordance with DMS-4675, “Cementitious Grouts and Mortars for Miscellaneous Applications.” Provide a Type III epoxy per DMS-6100, “Epoxies and Adhesives,” when neat epoxy is used for anchor bolts or dowels. Provide Type VIII epoxy per DMS-6100, “Epoxies and Adhesives,” when an epoxy grout is used. Provide grout, epoxy, or epoxy mortar as the binding agent unless otherwise indicated on the plans. Provide other anchor systems as required on the plans. 4.7.11. Placing Concrete in Cold Weather. Protect concrete placed under weather conditions where weather may adversely affect results. Permission given by the Engineer for placing during cold weather does not relieve the Contractor of responsibility for producing concrete equal in quality to that placed under normal conditio ns. Remove and replace concrete as directed at the Contractor’s expense if it is determined unsatisfactory due to poor conditions. Do not place concrete in contact with any material coated with frost or with a temperature of 32°F or lower. Do not place concrete when the ambient temperature in the shade is below 40°F and falling unless approved. Place concrete when the ambient temperature in the shade is at least 35°F and rising or above 40°F. Provide and install recording thermometers, maturity meters, or other suitable temperature measuring devices to verify all concrete is effectively protected as follows: Maintain the temperature at all surfaces of concrete in bents, piers, culvert walls, retaining walls, parapets, wingwalls, top slabs of non-direct traffic culverts, and other similar formed concrete at or above 40°F for 72 hr. from the time of placement. Maintain the temperature of all other concrete, including the bottom slabs (footings) of culverts, placed on or in the ground above 32°F for 72 hr. from the time of placement. Use additional covering, insulated forms, or other means and, if necessary, supplement the covering with artificial heating. Avoid applying heat directly to concrete surfaces. Cure as specified in Section 420.4.10., “Curing Concrete,” during this period until all requirements for curing have been satisfied. Have all necessary heating and covering material ready for use before permission is granted to begin placement when impending weather conditions indicate the possible need for temperature protection. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 420 10 4.7.12. Placing Concrete in Hot Weather. Keep the concrete at or below the maximum temperature at time of placement as specified in Section 420.4.7.1., “Placing Temperature.” Sprinkle and shade aggregate stockpiles or use ice, liquid nitrogen systems, or other approved methods as necessary to control the concrete temperature. 4.7.13. Placing Concrete in Water. Deposit concrete in water only when shown on the plans or with approval. Make forms or cofferdams tight enough to prevent any water current passing through the space in which the concrete is being deposited. Do not pump water during the concrete placing or until the concrete has set for at least 36 hr. Place the concrete with a tremie or pump, or use another approved method, and do not allow it to fall freely through the water or disturb it after it is placed. Keep the concrete surface level during placement. Support the tremie or operate the pump so it can be easily moved horizontally to cover all the work area and vertically to control the concrete flow. Submerge the lower end of the tremie or pump hose in the concrete at all times. Use continuous placing operations until the work is complete. Design the concrete mix in accordance with Item 421, “Hydraulic Cement Concrete,” with a minimum cement content of 650 lb. per cubic yard for concrete to be placed under water. Include an anti-washout admixture in the mix design as necessary to produce a satisfactory finished product. 4.7.14. Mass Placements. Develop and obtain approval for a heat control plan for monolithic placements designated on the plans as mass concrete to ensure the following during the heat dissipation period: the temperature differential between the central core of the placement and the exposed concrete surface does not exceed 35°F and the temperature at the central core of the placement does not exceed 160°F. Use the ConcreteWorks© software available from the Department, or another approved method based on the guidelines in ACI 207, “Mass Concrete,” to develop the heat control plan. The Department will make available technical assistance on the use of ConcreteWorks©. Develop the heat control plan using historical temperature ranges for the anticipated time of the mass placement. Re-create the plan if the work schedule shifts by more than one month. The heat control plan may include a combination of the following elements: selection of concrete ingredients including aggregates, gradation, and cement types, to minimize heat of hydration; use of ice or other concrete cooling ingredients; use of liquid nitrogen dosing systems; controlling rate or time of concrete placement; use of insulation or supplemental external heat to control heat loss; use of supplementary cementing materials; use of a cooling system to control the core temperature; or vary the duration formwork remains in place. Furnish and install 2 pairs of temperature recording devices, maturity meters, or other approved equivalent devices. Install devices to measure the surface temperature no more than 3 in. from the surface. Install devices to measure the core temperature a distance of half the least dimension from the nearest surface near the point of maximum predicted heat. Use these devices to simultaneously measure the temperature of the concrete at the core and the surface. Maintain temperature control methods for 4 days unless otherwise approved based on the submitted heat control plan. Do not use maturity meters to predict strength of mass concrete. Revise the heat control plan as necessary to maintain the temperature limitations shown above. If the core temperature exceeds 160°F, the mass concrete element will be subject to review and acceptance by the Engineer using forensic analyses to determine its potential reduction in service life or performance. Proceed with subsequent construction on the affected element only when notified regarding acceptance. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 420 11 Repair any resulting cracking if the temperature differential between the central core of the placement and the nearest concrete surface exceeds 35°F at no expense to the Department and revise the heat control plan as necessary to prevent further occurrences. 4.7.15. Placing Concrete in Foundation and Substructure. Do not place concrete in footings until the depth and character of the foundation has been inspected and permission has been given to proceed. Place concrete footings upon seal concrete after the cofferdams are free from water and the seal concrete is cleaned. Perform any necessary pumping or bailing during the concreting from a suitable sump located outside the forms. Construct or adjust all temporary wales or braces inside cofferdams as the work proceeds to prevent unauthorized construction joints. Omit forms when footings can be placed in a dry excavation without the use of cofferdams, if approved, and fill the entire excavation with concrete to the elevation of the top of footing. Place concrete in columns monolithically between construction joints unless otherwise directed. Columns and caps or tie beams supported on them may be placed in the same operation or separately. Allow for settlement and shrinkage of the column concrete, if placed in the same operation, by placing it to the lower level of the cap or tie beam, and delay placement between 1 and 2 hr. before proceeding with the cap or tie beam placement. 4.7.16. Placing Concrete in Box Culverts. Allow between 1 and 2 hr. to elapse where the top slab and walls are placed monolithically in culverts more than 4 ft. in clear height before placing the top slab to allow for settlement and shrinkage in the wall concrete. Accurately finish the footing slab at the proper time to provide a smooth uniform surface. Finish top slabs that carry direct traffic as specified in Item 422, “Concrete Superstructures.” Give top slabs of fill type culverts a float finish. 4.8. Extending Existing Substructures. Verify pertinent dimensions and elevations of the existing structure before ordering any required materials. 4.8.1. Removal. Remove portions of the existing structure to the lines and dimensions shown on the plans or as directed. Dispose of these materials as shown on the plans or as directed. Repair any portion of the remaining structure damaged as a result of the construction. Do not use explosives to remove portions of the existing structure unless approved in writing. Do not use a demolition ball, other swinging weight, or impact equipment unless shown on the plans. Use pneumatic or hydraulic tools for final removal of concrete at the “break” line. Use removal equipment, as approved that will not damage the remaining concrete. 4.8.2. Reuse of Removed Portions of Structure. Detach and remove all portions of the old structure that are to be incorporated into the extended structure to the lines and details as specified on the plans or as directed. Move the unit to be reused to the new location specified using approved methods. Place the reinforcement and extension concrete according to the plan details. 4.8.3. Splicing Reinforcing Steel. Splice new reinforcing bars to exposed bars in the existing structure using lap splices in accordance with Item 440, “Reinforcement for Concrete,” unless otherwise shown on the plans. The new reinforcing steel does not need to be tied to the existing steel where spacing or elevation does not match that of the existing steel provided the lap length is attained. Weld in accordance with Item 448, “Structural Field Welding,” when welded splices are permitted. Install any required dowels in accordance with Section 420.4.7.10., “Installation of Dowels and Anchor Bolts.” 4.8.4. Concrete Preparation. Roughen and clean concrete surfaces that are in contact with new construction before placing forms. Prepare these construction joint surfaces in accordance with Section 420.4.7.7., “Construction Joints.” Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 420 12 4.9. Treatment and Finishing of Horizontal Surfaces . Strike off to grade and finish all unformed upper surfaces. Do not use mortar topping for surfaces constructed under this Section. Float the surface with a suitable float after the concrete has been struck off. Slope the tops of caps and piers between bearing areas from the center slightly toward the edge, and slope the tops of abutment and transition bent caps from the backwall to the edge, as directed, so water drains from the surface. Give the concrete a smooth trowel finish. Construct bearing areas for steel units in accordance with Section 441.3.11.6., “Bearing and Anchorage Devices.” Give the bearing area under the expansion ends of concrete slabs and slab and girder spans a steel-trowel finish to the exact grades required. Give bearing areas under elastomeric bearing pads or nonreinforced bearing seat buildups a textured, wood float finish. Do not allow the bearing area to vary from a level plane more than 1/16 in. in all directions. Cast bearing seat buildups or pedestals for concrete units integrally with the cap or a construction joint. Provide a latex-based mortar, an epoxy mortar, or an approved proprietary bearing mortar for bearing seat buildups cast with a construction joint. Mix mortars in accordance with the manufacturer’s recommendations. Construct pedestals of Class C concrete, reinforced as shown on the plans or as indicated in Figure 1 and Figure 2. The Engineer of Record will design pedestals higher than 12 in. Figure 1 Section through Bearing Seat Buildups Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 420 13 Figure 2 Plan View of Bearing Seat Buildups 4.10. Curing Concrete. Obtain approval of the proposed curing methods, equipment, and materials before placing concrete. The Engineer may require the same curing methods for like portions of a single structure. Inadequate curing or facilities may delay all concrete placements on the job until remedial action is taken. A curing day is a calendar day when the temperature, taken in the shade away from artificial heat, is above 50°F for at least 19 hr. or, on colder days if the temperature of all surfaces of the concrete is maintained above 40°F, for the entire 24 hr. The required curing period begins when all concrete has attained its initial set unless indicated otherwise. Tex-440-A may be used to determine when the concrete has attained its initial set. Cure all concrete for 4 consecutive days except as allowed for the curing options listed below. Use form or membrane curing for vertical surfaces unless otherwise approved. Use only water curing for horizontal surfaces of HPC or mass concrete. Use water or membrane curing for horizontal or unformed surfaces for all other concrete. Use one of the following curing options for vertical surfaces, unless indicated otherwise. Form cure for 48 hr. after placement. Form cure for 12 hr. after placement followed by membrane curing. For HPC Concrete, form cure for 48 hr. after placement followed by membrane curing. For mass concrete, form cure as required by the heat control plan followed by membrane curing if forms are removed before 4 days. Apply membrane curing, if used, within 2 hr. of form removal. Use only water curing in accordance with this Section for the top surface of any concrete unit upon which concrete is to be placed and bonded at a later interval (stub walls, caps with backwalls, risers, etc.). Cure all other concrete as specified in the pertinent Items. Use the following methods for curing concrete, subject to the requirements of this Item. 4.10.1. Form Curing. When forms are left in intimate contact with the concrete, other curing methods are not required except for exposed surfaces and for cold weather protection. Use another approved curing method if forms are removed before the 4-day required curing period. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 420 14 4.10.2. Water Curing. Keep all exposed surfaces of the concrete wet continuously for the required curing time. Use water curing in accordance with concrete mixing water in Section 421.2.5., “Water.” Do not use seawater or water that stains or leaves an unsightly residue. 4.10.2.1. Blankets. Keep the concrete continuously wet by maintaining wet cotton or burlap mats in direct contact with the concrete for the required curing time. Weight the mats adequately to provide continuous contact with all concrete. Cover surfaces that cannot be cured by direct contact with mats, forming an enclosure well anchored to the forms or ground so outside air cannot enter the enclosure. Provide sufficient moisture inside the enclosure to keep all surfaces of the concrete wet. 4.10.2.2. Water Spray. Overlap sprays or sprinklers to keep all unformed surfaces continuously wet. 4.10.2.3. Ponding. Cover the surfaces with at least 2 in. of clean granular material, kept wet at all times, or at least 1 in. deep water. Use a dam to retain the water or saturated granular material. 4.10.3. Membrane Curing. Choose either Type 1-D or Type 2 membrane-curing compound unless otherwise shown on the plans. Use the same type of curing compound on an individual member. Apply membrane curing just after free moisture has disappeared at a rate of approximately 180 sq. ft. per gallon. Do not spray curing compound on projecting reinforcing steel or concrete that will later form a construction joint. Do not apply membrane curing to dry surfaces. Dampen formed surfaces and surfaces that have been given a first rub so they are moist at the time of application of the membrane. Leave the film unbroken for the minimum curing period specified when membrane is used for complete curing. Correct damaged membrane immediately by reapplication of membrane. Polyethylene sheeting, burlap-polyethylene mats, or laminated mats in close contact with the concrete surfaces are equivalent to membrane curing. 4.11. Removal of Forms and Falsework. Remove forms for vertical surfaces after the concrete has aged a minimum of 12 hr. after initial set provided the removal can be done without damage to the concrete unless otherwise directed. Keep forms for mass placements in place for 4 days following concrete placement unless otherwise approved based on the outcome of the heat control plan outlined in Section 420.4.7.14., “Mass Placements.” Leave in place weight-supporting forms and falsework spanning more than 1 ft. for all bridge components and culvert slabs except as directed otherwise until the concrete has attained a compressive strength of 2,500 psi. Remove forms for other structural components as necessary. Remove inside forms (walls and top slabs) for box culverts and sewers after concrete has attained a compressive strength of 1,800 psi if an approved overhead support system is used to transfer the weight of the top slab to the walls of the box culvert or sewer before removal of the support provided by the forms. Forms or parts of forms may be removed only if constructed to permit removal without disturbing forms or falsework required to be left in place for a longer period on other portions of the structure. Remove all metal appliances used inside forms for alignment to a depth of at least 1/2 in. from the concrete surface. Make the appliances so metal may be removed without undue chipping or spalling of the concrete, and so it leaves a smooth opening in the concrete surface when removed. Do not burn off rods, bolts, or ties. Remove all forms and falsework unless otherwise directed. 4.12. Defective Work. Repair defective work as soon as possible. Remove and replace at the expense of the Contractor any defect that cannot be repaired to the satisfaction of the Engineer. 4.13. Ordinary Surface Finish. Apply an ordinary surface finish to all concrete surfaces. Provide flat or textured surfaces as specified with uniform appearance. Address defects and surface irregularities not consistent with the intent of the expected finish by the following: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 420 15 Chip away all loose or broken material to sound concrete where porous, spalled, or honeycombed areas are visible after form removal. Repair spalls in accordance with the procedures outlined in the Concrete Repair Manual available on the Department’s website. Clean and fill holes or spalls caused by the removal of form ties, etc., with latex grout, cement grout, or epoxy grout as approved. Fill only the holes. Do not blend the patch with the surrounding concrete. On surfaces to receive a rub finish in accordance with Item 427, “Surface Finishes for Concrete,” chip out exposed parts of metals chairs to a depth of 1/2 in. and repair the surface. Remove all fins, rust staining, runs, drips, or mortar from surfaces that will be exposed. Smooth all form marks and chamfer edges by grinding or dry-rubbing. Ensure all repairs are dense, well-bonded, and properly cured. Finish exposed large repairs to blend with the surrounding concrete where a higher class of finish is not specified. Apply an ordinary surface finish as the final finish to the following exposed surfaces unless noted otherwise: inside and top of inlets, inside and top of manholes, inside of sewer appurtenances, and inside of culvert barrels. Form marks and chamfer edges do not need to be smoothed for the inside of culvert barrels. 5. MEASUREMENT This Item will be measured by the cubic yard, square yard, foot, square foot, or by each structure . 5.1. General. Concrete quantities will be based on the dimensions shown on the plans or those established in writing by the Engineer. In determining quantities, no deductions will be made for chamfers less than 2 in. or for embedded portions of steel or prestressed concrete beams, piling, anchor bolts, reinforcing steel, drains, weep holes, junction boxes, electrical or telephone conduit, ducts and voids for prestressed tendons, or embedded portions of light fixtures. Variation in concrete headwall quantity incurred when an alternate bid for pipe is per mitted will not be cause for payment adjustment. Quantities revised by a change in design, measured as specified, will be increased or decreased and included for payment. 5.2. Plans Quantity. Structure elements designated in Table 1 and measured by the cubic yard are plans quantity measurement items. The quantity to be paid for plans quantity items is the quantity shown in the proposal unless modified by Article 9.2., “Plans Quantity Measurement.” Additional measurements or calculations will be made if adjustments of quantities are required. No adjustment will be made for footings or other in-ground elements where the Contractor has been allowed to place concrete in an excavation without forms. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 420 16 Table 1 Plans Quantity Payment (Cubic Yard Measurement Only) Culverts and culvert wing walls Abutments Headwalls for pipe Footings Retaining walls Pile bent caps Inlets and manholes Post-tensioned elements Note—Other elements, including pier and bent concrete, may be paid for as “plans quantity” when shown on the plans. 5.3. Measured in Place. Items not paid for as “plans quantity” will be measured in place. 6. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for the class of concrete and element identified and by the special designation when appropriate. This price is full compensation for furnishing, hauling, and mixing concrete materials; furnishing, bending, fabricating, splicing, welding and placing the required reinforcement; clips, blocks, metal spacers, ties, wire, or other materials used for fastening reinforcement in place; furnishing, placing, and stressing post-tensioning system; placing, finishing, and curing concrete; mass placement controls; applying ordinary surface finish; furnishing and placing drains, metal flashing strips, and expansion-joint material; excavation, subgrade preparation; and forms and falsework, equipment, labor, tools, and incidentals. Price will be adjusted in accordance with Article 421.6., “Measurement and Payment” when required to address non-compliance of project acceptance testing. Design and installation of foundations for falsework is at the Contractor’s expense. In addition to the work described above, for extending structures the unit prices bid for the various classifications of concrete shown are full compensation for removing and disposing of, if necessary, the designated portion of the existing structure; removing, stockpiling if necessary, and replacing headwall units for reuse; cleaning, bending, and cutting of exposed reinforcing steel; splicing of new reinforcing steel to existing reinforcing steel; installation of dowels; and cleaning and preparing existing concrete surfaces. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 421 1 Item 421 Hydraulic Cement Concrete 1. DESCRIPTION Furnish hydraulic cement concrete for concrete pavements, concrete structures, and other concrete construction. 2. MATERIALS Use materials from prequalified sources listed on the Department website. Provide coarse and fine aggregates from sources listed in the Department’s Concrete Rated Source Quality Catalog (CRSQC). Use materials from non-listed sources only when tested and approved by the Engineer before use. Allow 30 calendar days for the Engineer to sample, test, and report results for non-listed sources. Do not combine approved material with unapproved material. 2.1. Cement. Furnish cement conforming to DMS-4600, “Hydraulic Cement.” 2.2. Supplementary Cementing Materials (SCM). Fly Ash. Furnish fly ash, ultra-fine fly ash (UFFA), and modified Class F fly ash (MFFA) conforming to DMS-4610, “Fly Ash.” Slag Cement. Furnish Slag Cement conforming to DMS-4620, “Slag Cement.” Silica Fume. Furnish silica fume conforming to DMS-4630, “Silica Fume.” Metakaolin. Furnish metakaolin conforming to DMS-4635, “Metakaolin.” 2.3. Cementitious Material. Cementitious materials are the cement and supplementary cementing materials used in concrete. 2.4. Chemical Admixtures. Furnish admixtures conforming to DMS-4640, “Chemical Admixtures for Concrete.” 2.5. Water. Furnish mixing and curing water that is free from oils, acids, organic matter, or other deleterious substances. Water from municipal supplies approved by the Texas Department of Health will not require testing. Provide test reports showing compliance with Table 1 before use when using water from other sources. Water that is a blend of concrete wash water and other acceptable water sources, certified by the concrete producer as complying with the requirements of both Table 1 and Table 2, may be used as mix water. Test the blended water weekly for 4 weeks for compliance with Table 1 and Table 2 or provide previous test results. Then test every month for compliance. Provide water test results upon request. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 421 2 Table 1 Chemical Limits for Mix Water Contaminant Test Method Maximum Concentration (ppm or mg\L) Chloride (Cl) ASTM C114 Prestressed concrete 500 Bridge decks & superstructure 500 All other concrete 1,000 Sulfate (SO4) ASTM C114 2,000 Alkalies (Na2O + 0.658K2O) ASTM C114 600 Total solids ASTM C1603 50,000 Table 2 Acceptance Criteria for Questionable Water Supplies Property Test Method Limits Compressive strength, min % control at 7 days ASTM C31, ASTM C391,2 90 Time of set, deviation from control, h:min. ASTM C403 From 1:00 early to 1:30 later 1. Base comparisons on fixed proportions and the same volume of test water compared to the control mix using 100% potable water or distilled water. 2. Base comparisons on sets consisting of at least 2 standard specimens made from a composite sample. Do not use mix water that has an adverse effect on the air-entraining agent, on any other chemical admixture, or on strength or time of set of the concrete. Use mixing and curing water free of iron and other impurities that may cause staining or discoloration when using white hydraulic cement. 2.6. Aggregate. 2.6.1. Coarse Aggregate. Provide coarse aggregate consisting of durable particles of gravel, crushed blast furnace slag, recycled crushed hydraulic cement concrete, crushed stone, or combinations which are fr ee from frozen material and from injurious amounts of salt, alkali, vegetable matter, or other objectionable material, either free or as an adherent coating. Provide coarse aggregate of uniform quality throughout. Provide coarse aggregate with the requirements listed in Table 3 unless otherwise shown on the plans. Table 3 Coarse Aggregate Requirements Description Test Method Limit Weight of Clay Lumps, % Max Tex-413-A 0.25 Weight of Shale, % Max 1.0 Weight of Laminate and Friable Particle, % Max 5.0 L.A. Abrasion Wear, % Max Tex-410-A 40 5-Cycle Magnesium Sulfate Soundness,1,2 non-air-entrained concrete, % Max Tex-411-A 25 5-Cycle Magnesium Sulfate Soundness,1,3 air-entrained concrete, % Max 18 Loss by Decantation, % Max Tex-406-A 1.5 1. Recycled crushed hydraulic cement concrete is not subject to 5-cycle magnesium sulfate soundness requirements. 2. Allowed when air-entrained concrete is used at the Contractor’s option. 3. Only when air-entrained concrete is required by the plans. Increase the loss by decantation limit to 3.0% for all classes of concrete and 5.0% for Class A, B, and P if the material finer than the No. 200 sieve is determined to be at least 85% calcium carbonate in accordance with Tex-406-A, Part III, in the case of coarse aggregates made primarily from crushing stone unless otherwise shown on the plans. Provide test results upon request. Provide coarse aggregate or combination of aggregates conforming to the gradation requirements shown in Table 4 when tested in accordance with Tex-401-A unless otherwise specified. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 421 3 Table 4 Coarse Aggregate Gradation Chart Aggregate Grade No.1 Maximum Nominal Size Percent Passing on Each Sieve 2-1/2" 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 1 2" 100 80–100 50–85 20–40 0–10 2 1-1/2" 100 95–100 35–70 10–30 0–10 3 1-1/2" 100 95–100 60–90 25–60 0–10 4 (57) 1" 100 95–100 25–60 0–10 0–5 5 (67) 3/4" 100 90–100 20–55 0–10 0–5 6 (7) 1/2" 100 90–100 40–70 0–15 0–5 7 3/8" 100 70–95 0–25 8 3/8" 100 95–100 20–65 0–10 1. Corresponding ASTM C33 gradation shown in parentheses. 2.6.2. Fine Aggregate. Provide fine aggregate consisting of clean, hard, durable particles of natural, manufactured sand, recycled crushed hydraulic cement concrete, slag, lightweight aggregate, or a combination thereof. Provide fine aggregate free from frozen material and from injurious amounts of salt, alkali, vegetable matter, or other objectionable material. Provide fine aggregates with the requirements in Table 5 unless otherwise shown on the plans. Table 5 Fine Aggregate Requirements Description Test Method Limit Weight of Clay Lumps, % Max Tex-413-A 0.50 Organic Impurities1 Tex-408-A Color not darker than standard Sand Equivalent Tex-203-F 80 Fineness Modulus Tex-402-A 2.3 to 3.1 1. Only when air-entrained concrete is specified. Provide fine aggregate or combinations of aggregates conforming to the gradation requirements shown in Table 6 when tested in accordance with Tex-401-A unless otherwise specified. Table 6 Fine Aggregate Gradation Chart (Grade 1) Sieve Size Percent Passing 3/8" 100 #4 95–100 #8 80–100 #16 50–85 #30 25–65 #50 10–351 #100 0–10 #200 0–32 1. 6–35 when sand equivalent value is greater than 85. 2. 0–6 for manufactured sand. 2.6.3. Intermediate Aggregate. Provide intermediate aggregate consisting of clean, hard, durable particles of natural, manufactured sand, slag, recycled crushed hydraulic cement concrete, lightweight aggregate, or a combination thereof when optimized aggregate gradation (OAG) concrete is specified or when used at the Contractor’s option. Provide intermediate aggregate free from frozen material and injurious amounts of salt, alkali, vegetable matter, or other objectionable material. Provide intermediate aggregate with the requirements in Table 7. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 421 4 Table 7 Intermediate Aggregate Requirements Description Test Method Limit Weight of Clay Lumps, % Max Tex-413-A 0.50 L.A. Abrasion Wear,1 % Max Tex-410-A 40 5-Cycle Magnesium Sulfate Soundness,1,2,3 non-air-entrained concrete, % Max Tex-411-A 25 5-Cycle Magnesium Sulfate Soundness,1,2,4 air-entrained concrete, % Max 18 Organic Impurities5 Tex-408-A Color not darker than standard Loss by Decantation,1 % Max Tex-406-A 1.5 1. Only applies to the portion retained on the No. 4 sieve, if more than 30% of the intermediate aggregate is retained on the No. 4 sieve. 2. Recycled crushed hydraulic cement concrete is not subject to 5-cycle magnesium sulfate soundness requirements. 3. Allowed when air-entrained concrete is used at the Contractor’s option. 4. Only when air-entrained concrete is required by the plans. 5. Only applies to the portion passing the 3/8 in. sieve, if more than 30% of the intermediate aggregate is passing the 3/8 in. sieve. For the portion retained on the No. 4 sieve, if more than 30% of the intermediate aggregate is retained on the No. 4 sieve, and in the case of aggregates made primarily from crushing stone, unless otherwise shown on the plans, the loss by decantation may be increased to 3.0% for all classes of concrete and 5.0% for Class A, B, and P if the material finer than the No. 200 sieve is determined to be at least 85% calcium carbonate in accordance with Tex-406-A, Part III. Provide test results upon request. 2.7. Mortar and Grout. Furnish pre-packaged grouts conforming to DMS-4675, “Cementitious Grouts and Mortars for Miscellaneous Applications,” when specified for applications other than post-tension grouting. Section 421.4.2.6., “Mix Design Options,” does not apply for mortar and grout. 2.8. Storage of Materials. 2.8.1. Cement and Supplementary Cementing Materials. Store all cement and supplementary cementing materials in weatherproof enclosures that will protect them from dampness or absorption of moisture. When permitted, small quantities of packaged cementitious material may be stored in the open, on a raised platform, and under waterproof covering for up to 48 hr. 2.8.2. Aggregates. Handle and store concrete aggregates in a manner that prevents contamination with foreign materials. Clear and level the sites for the stockpiles of all vegetation if the aggregates are stored on the ground and do not use the bottom 6-in. layer of aggregate without cleaning the aggregate before use. Maintain separate stockpiles and prevent intermixing when conditions require the use of 2 or more grades of coarse aggregates. Separate the stockpiles using physical barriers where space is limited. Store aggregates from different sources in different stockpiles unless the Engineer authorizes pre-blending of the aggregates. Minimize segregation in stockpiles. Remix and test stockpiles when segregation is apparent. Sprinkle stockpiles to control moisture and temperature as necessary. Maintain reasonably uniform moisture content in aggregate stockpiles. 2.8.3. Chemical Admixtures. Store admixtures in accordance with manufacturer’s recommendations and prevent admixtures from freezing. 3. EQUIPMENT 3.1. Concrete Plants and Mixing Equipment. Except for volumetric stationary plant or truck (auger) mixers, each plant and truck mixer must be currently certified by the National Ready Mixed Concrete Association (NRMCA) or have an inspection report signed and sealed by a licensed professional engineer showing concrete measuring, mixing, and delivery equipment meets all requirements of ASTM C94. A new Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 421 5 certification or signed and sealed report is required every time a plant is moved. Plants with a licensed professional engineer’s inspection require re-inspection every 2 yr. Provide a copy of the certification or the signed and sealed inspection report to the Engineer. Remove equipment or facilities from service until corrected when they fail to meet specification requirements. When allowed on the plans or by the Engineer, for concrete classes not identified as structural concrete in Table 8 or for Class C concrete not used for bridge-class structures, the Engineer may inspect and approve all plants and trucks instead of the NRMCA or non-Department engineer-sealed certifications. The criteria and frequency of Engineer approval of plants and trucks is the same used for NRMCA certification. Inspect and furnish inspection reports on the condition of blades and fins and their percent wear from the original manufacturer’s design for truck mixers and agitators annually. Repair mixing equipment exhibiting 10% or more wear before use. If an inspection within 12 mo. is not practical, a 2-mo. grace period (for a maximum of 14 mo. between inspections) is permitted. 3.1.1. Scales. Check all scales before beginning of operations, after each move, or whenever their accuracy or adequacy is questioned, and at least once every 6 mo. Immediately correct deficiencies, and recalibrate. Provide a record of calibration showing scales in compliance with ASTM C94 requirements. Check batching accuracy of volumetric water batching devices at least every 90 days. Check batching accuracy of chemical admixture dispensing devices at least every 6 mo. Perform daily checks as necessary to ensure measuring accuracy. 3.1.2. Volumetric Mixers. Provide volumetric mixers with rating plates defining the capacity and the performance of the mixer in accordance with the Volumetric Mixer Manufacturers Bureau or equivalent. Provide volumetric mixers that comply with ASTM C685. Provide test data showing mixers meet the uniformity test requirements of Tex-472-A. Unless allowed on the plans or by the Engineer, volumetric truck (auger) mixers may not supply classes of concrete identified as structural concrete in Table 8. 3.1.3. Agitators and Truck and Stationary Mixers. Provide stationary and truck mixers capable of combining the ingredients of the concrete into a thoroughly mixed and uniform mass and capable of discharging the concrete so at least 5 of the 6 requirements of Tex-472-A are met. Perform concrete uniformity tests on mixers or agitators in accordance with Tex-472-A as directed, to resolve issues of mix uniformity and mixer performance. Perform the mixer or agitator uniformity test at the full rated capacity of the equipment. Remove all equipment that fails the uniformity test from service. Inspect and maintain mixers and agitators. Keep them free of concrete buildup, and repair or replace worn or damaged blades or fins. Ensure all mixers have a plate affixed showing manufacturer’s recommended operating speed and rated capacity for mixing and agitating. 3.2. Hauling Equipment. Provide hauling equipment capable of maintaining the mixed concrete in a thoroughly mixed and uniform mass, and discharging the concrete with a satisfactory degree of uniformity. Provide equipment with smooth, mortar-tight metal containers equipped with gates that prevent accidental discharge of the concrete when using non-agitating equipment for transporting concrete. Maintain hauling equipment clean and free of built-up concrete. 3.3. Testing Equipment. Furnish and maintain the following in accordance with the pertinent test procedure unless otherwise shown on the plans or specified: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 421 6 sieves necessary to perform aggregate gradation analysis when optimized aggregate gradation is specified, equipment necessary to perform Tex-415-A and Tex-422-A, equipment necessary to perform Tex-409-A or Tex-425-A, test molds, curing facilities, maturity meters if used, and wheelbarrow or other container acceptable for the sampling of the concrete. Provide strength-testing equipment when required in accordance with the Contract-controlling test unless shown otherwise. 4. CONSTRUCTION 4.1. Classification of Concrete Mix Designs. Provide classes of concrete meeting the requirements shown in Table 8. A higher-strength class of concrete with equal or lower water-to-cementitious material (w/cm) ratio may be substituted for the specified class of concrete when approved. 4.2. Mix Design Proportioning. Furnish mix designs using ACI 211, Tex-470-A, or other approved procedures for the classes of concrete listed in Table 8 unless a design method is indicated on the plans. Perform mix design proportioning by absolute volume method unless otherwise approved. Perform cement replacement using equivalent weight method unless otherwise approved. Do not exceed the maximum w/cm ratio listed in Table 8 when designing the mixture. 4.2.1. Cementitious Materials. Do not exceed 700 lb. of cementitious material per cubic yard of concrete unless otherwise specified or approved. Use cement of the same type and from the same source for monolithic placements. Do not use supplementary cementing materials when white hydraulic cement is specified. Table 8 Concrete Classes Class of Concrete Design Strength,1 Min f′c (psi) Max w/cm Ratio Coarse Aggregate Grades2,3,4 Cement Types Mix Design Options Exceptions to Mix Design Options General Usage5 A 3,000 0.60 1–4, 8 I, II, I/II, IL, IP, IS, IT, V 1, 2, 4, & 7 When the cementitious material content does not exceed 520 lb./cu. yd., Class C fly ash may be used instead of Class F fly ash. Curb, gutter, curb & gutter, conc. retards, sidewalks, driveways, back-up walls, anchors, non-reinforced drilled shafts B 2,000 0.60 2–7 Riprap, traffic signal controller foundations, small roadside signs, and anchors C6 3,600 0.45 1–6 I, II, I/II, IP, IS, IT,7 V 1–8 Drilled shafts, bridge substructure, bridge railing, culverts except top slab of direct traffic culverts, headwalls, wing walls, inlets, manholes, concrete traffic barrier (cast-in-place) E 3,000 0.50 2–5 I, II, I/II, IL, IP, IS, IT,7 V 1–8 When the cementitious material content does not exceed 520 lb./cu. yd., Class C fly ash may be used instead of Class F fly ash. Seal concrete Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 421 7 Class of Concrete Design Strength,1 Min f′c (psi) Max w/cm Ratio Coarse Aggregate Grades2,3,4 Cement Types Mix Design Options Exceptions to Mix Design Options General Usage5 F6 Note 8 0.45 2–5 I, II, I/II, IP, IS, IT,7V Railroad structures; occasionally for bridge piers, columns, or bents H6 Note 8 0.45 3–6 I, II, I/II, III, IP, IS, IT,7 V 1–5 Do not use Type III cement in mass placement concrete. Up to 20% of blended cement may be replaced with listed SCMs when Option 4 is used for precast concrete. Precast concrete, post-tension members S6 4,000 0.45 2–5 I, II, I/II, IP, IS, IT,7V 1–8 Bridge slabs, top slabs of direct traffic culverts, approach slabs P See Item 360, “Concrete Pavement.” 0.50 2–3 I, II, I/II, IL, IP, IS, IT, V 1–8 When the cementitious material content does not exceed 520 lb./cu. yd., Class C fly ash may be used instead of Class F fly ash. Concrete pavement CO6 4,600 0.40 6 I, II, I/II, IP, IS, IT,7 V 1–8 Bridge deck concrete overlay LMC6 4,000 0.40 6–8 Latex-modified concrete overlay SS6 3,600 0.45 4–6 Use a minimum cementitious material content of 658 lb./cu. yd. of concrete. Slurry displacement shafts, underwater drilled shafts K6 Note 8 0.40 Note 8 I, II, I/II, III IP, IS, IT,7 V Note 8 HES Note 8 0.45 Note 8 I, IL, II, I/II, III Mix design options do not apply. 700 lb. of cementitious material per cubic yard limit does not apply. Concrete pavement, concrete pavement repair “X” (HPC) 6,9,10 Note 11 0.45 Note 11 I, II, I/II, III IP, IS, IT,7 V 1–5, & 8 Maximum fly ash replacement for Options 1 and 3 may be increased to 45%. Up to 20% of a blended cement may be replaced with listed SCMs for Option 4. Do not use Option 8 for precast concrete. “X” (SRC) 6,9,10 Note 11 0.45 Note 11 I/II, II, IP, IS, IT,7 V 1–4 , & 7 Do not use Class C Fly Ash Type III-MS may be used where allowed. Type I and Type III cements may be used with Options 1–3, with a maximum w/cm of 0.40. Up to 20% of blended cement may be replaced with listed SCMs when Option 4 is used for precast concrete. Do not use Option 7 for precast concrete. Table 8 (continued) Concrete Classes Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 421 8 Class of Concrete Design Strength,1 Min f′c (psi) Max w/cm Ratio Coarse Aggregate Grades2,3,4 Cement Types Mix Design Options Exceptions to Mix Design Options General Usage5 3. Design strength must be attained within 56 days. 4. Do not use Grade 1 coarse aggregate except in massive foundations with 4 in. minimum clear spacing between reinforcing steel bars, unless otherwise permitted. Do not use Grade 1 aggregate in drilled shafts. 5. Use Grade 8 aggregate in extruded curbs unless otherwise approved. 6. Other grades of coarse aggregate maybe used in non-structural concrete classes when allowed by the Engineer. 7. For information only. 8. Structural concrete classes. 9. Do not use Type IT cements containing > 5% limestone. 10. As shown on the plans or specified. 11. “X” denotes class of concrete shown on the plans or specified. 12. (HPC): High Performance Concrete, (SRC): Sulfate Resistant Concrete. 13. Same as class of concrete shown on the plans. 4.2.2. Aggregates. Recycled crushed hydraulic cement concrete may be used as a coarse or fine aggregate in Class A, B, E, and P concrete. Limit recycled crushed concrete fine aggregate to a maximum of 20% of the fine aggregate. Use light-colored aggregates when white hydraulic cement is specified. Use fine aggregate with an acid insoluble residue of at least 60% by weight when tested in accordance with Tex-612-J in all concrete subject to direct traffic. Use the following equation to determine if the aggregate combination meets the acid insoluble residue requirement when blending fine aggregate or using an intermediate aggregate: %60100 2211 iaiaPAPAPA where: A1 = acid insoluble (%) of fine aggregate 1 A2 = acid insoluble (%) of fine aggregate 2 Aia = acid insoluble (%) of intermediate aggregate passing the 3/8 in. sieve P1 = percent by weight of fine aggregate 1 of the fine aggregate blend P2 = percent by weight of fine aggregate 2 of the fine aggregate blend Pia = percent by weight of intermediate aggregate passing the 3/8 in. sieve Alternatively to the above equation, blend fine aggregate with a micro-deval loss of less than 12%, when tested in accordance with Tex-461-A, with at least 40% of a fine aggregate with an acid insoluble residue of at least 60%. 4.2.3. Chemical Admixtures. Do not use Type C, Type E, Type F, or Type G admixtures in Class S bridge deck concrete. Do not use chemical admixtures containing calcium chloride in any concrete. Use a 30% calcium nitrite solution when a corrosion-inhibiting admixture is required. The corrosion-inhibiting admixture must be set neutral unless otherwise approved. Dose the admixture at the rate of gallons of admixture per cubic yard of concrete shown on the plans. 4.2.4. Air Entrainment. Use an approved air-entraining admixture when air-entrained concrete is specified, or when an air-entraining admixture is used at the Contractor’s option, and do not exceed the manufacturer’s recommended dosage. Ensure the minimum entrained air content is at least 3.0% for all classes of concrete except Class P when air-entrained concrete is specified, during trial batch, or when providing previous field data. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 421 9 4.2.5. Slump. Provide concrete with a slump in accordance with Table 9 unless otherwise specified. When approved, the slump of a given concrete mix may be increased above the values shown in Table 9 using chemical admixtures, provided the admixture-treated concrete has the same or lower water-to-cementitious material ratio and does not exhibit segregation or excessive bleeding. Request approval to exceed the slump limits in Table 9 sufficiently in advance for proper evaluation by the Engineer. Perform job-control testing of slump in accordance with Section 421.4.8.3.1., “Job-Control Testing.” Table 9 Placement Slump Requirements General Usage1 Placement Slump Range,2 in. Walls (over 9 in. thick), caps, columns, piers, approach slabs, concrete overlays 3 to 5 Bridge slabs, top slabs of direct traffic culverts, latex-modified concrete for bridge deck overlays 3 to 5-1/2 Inlets, manholes, walls (less than 9 in. thick), bridge railing, culverts, concrete traffic barrier, concrete pavement (formed), seal concrete 4 to 5-1/2 Precast concrete 4 to 9 Underwater concrete placements 6 to 8-1/2 Drilled shafts, slurry displaced and underwater drilled shafts See Item 416, “Drilled Shaft Foundations.” Curb, gutter, curb and gutter, concrete retards, sidewalk, driveways, anchors, riprap, small roadside sign foundations, concrete pavement repair, concrete repair As approved 1. For information only. 2. For fiber reinforced concrete, perform slump before addition of fibers. 4.2.6. Mix Design Options. 4.2.6.1. Option 1. Replace 20% to 35% of the cement with Class F fly ash. 4.2.6.2. Option 2. Replace 35% to 50% of the cement with slag cement or MFFA. 4.2.6.3. Option 3. Replace 35% to 50% of the cement with a combination of Class F fly ash, slag cement, MFFA, UFFA, metakaolin, or silica fume; however, no more than 35% may be fly ash, and no more than 10% may be silica fume. 4.2.6.4. Option 4. Use Type IP, Type IS, or Type IT cement as allowed in Table 5 for each class of concrete. Up to 10% of a Type IP, Type IS, or Type IT cement may be replaced with Class F fly ash, slag cement, or silica fume. Use no more than 10% silica fume in the final cementitious material mixture if the Type IT cement contains silica fume, and silica fume is used to replace the cement. 4.2.6.5. Option 5. Replace 35% to 50% of the cement with a combination of Class C fly ash and at least 6% of silica fume, UFFA, or metakaolin. However, no more than 35% may be Class C fly ash, and no more than 10% may be silica fume. 4.2.6.6. Option 6. Use a lithium nitrate admixture at a minimum dosage determined by testing conducted in accordance with Tex-471-A. Before use of the mix, provide an annual certified test report signed and sealed by a licensed professional engineer, from a laboratory on the Department’s MPL, certified by the Construction Division as being capable of testing according to Tex-471-A. 4.2.6.7. Option 7. Ensure the total alkali contribution from the cement in the concrete does not exceed 3.5 lb. per cubic yard of concrete when using hydraulic cement not containing SCMs calculated as follows: 100 cementin equivalent Ο2Na %yd. cu.per cement lb. yd.cu.peralkalilb. In the above calculation, use the maximum cement alkali content reported on the cement mill certificate. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 421 10 4.2.6.8. Option 8. Perform annual testing as required for any deviations from Options 1–5 or use mix design options listed in Table 10. Laboratories performing ASTM C1260, ASTM C1567, and ASTM C1293 testing must be listed on the Department’s MPL. Before use of the mix, provide a certified test report signed and sealed by a licensed professional engineer demonstrating the proposed mixture conforms to the requirements of Table 10. Provide a certified test report signed and sealed by a licensed professional engineer, when HPC is required, and less than 20% of the cement is replaced with SCMs, demonstrating ASTM C1202 test results indicate the permeability of the concrete is less than 1,500 coulombs tested immediately after either of the following curing schedules: Moisture cure specimens 56 days at 73°F. Moisture cure specimens 7 days at 73°F followed by 21 days at 100°F. Table 10 Option 8 Testing and Mix Design Requirements Scenario ASTM C1260 Result Testing Requirements for Mix Design Materials or Prescriptive Mix Design Options1 Mix Design Fine Aggregate Mix Design Coarse Aggregate A > 0.10% > 0.10% Determine the dosage of SCMs needed to limit the 14-day expansion of each aggregate2 to 0.08% when tested individually in accordance with ASTM C1567; or Use a minimum of 40% Class C fly ash with a maximum CaO3 content of 25%. B ≤ 0.10% ≤ 0.10% Use a minimum of 40% Class C fly ash with a maximum CaO3 content of 25%; or Use any ternary combination which replaces 35% to 50% of cement. ≤ 0.10% ASTM C1293 1 yr. Expansion ≤ 0.04% Use a minimum of 20% of any Class C fly ash; or Use any ternary combination which replaces 35% to 50% of cement. C ≤ 0.10% > 0.10% Determine the dosage of SCMs needed to limit the 14-day expansion of coarse and intermediate2 aggregate to 0.08% when tested individually in accordance with ASTM C1567; or Use a minimum of 40% Class C fly ash with a maximum CaO3 content of 25%. D > 0.10% ≤ 0.10% Use a minimum of 40% Class C fly ash with a maximum CaO3 content of 25%; or Use any ternary combination which replaces 35% to 50% of cement. > 0.10% ASTM C1293 1 yr. Expansion ≤ 0.04% Determine the dosage of SCMs needed to limit the 14-day expansion of fine aggregate to 0.08% when tested in accordance with ASTM C1567. 1. Do not use Class C fly ash if the ASTM C1260 value of the fine, intermediate, or coarse aggregate is 0.30% or greater, unless the fly ash is used as part of a ternary system. 2. Intermediate size aggregates will fall under the requirements of mix design coarse aggregate. 3. Average the CaO content from the previous ten values as listed on the mill certificate. 4.2.7. Optimized Aggregate Gradation (OAG) Concrete. The gradation requirements in Table 3 and Table 4 do not apply when OAG concrete is specified or used by the Contractor unless otherwise shown on the plans. Use Tex-470-A to establish the optimized aggregate gradation. Use at least 420 lb. per cubic yard of cementitious material when OAG concrete is used unless otherwise approved. Use a coarse aggregate with a maximum nominal size of 1-1/2 in. for Class P concrete. Use a coarse aggregate for all other classes of concrete with a maximum nominal size not larger than: 1/5 the narrowest dimension between sides of forms, or 1/3 the depth of slabs, or 3/4 the minimum clear spacing between individual reinforcing bars or wires, bundles of bars, individual tendons, bundled tendons, or ducts. Make necessary adjustments to individual aggregate stockpile proportions during OAG concrete production when the gradation deviates from the optimized gradation requirements. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 421 11 4.2.8. Self-Consolidating Concrete (SCC). Provide SCC meeting the following requirements shown in Table 11 when approved for use in precast concrete. Use concrete with a slump flow that can be placed without vibration and will not segregate or excessively bleed. Request approval to exceed the slump flow limits sufficiently in advance for proper evaluation by the Engineer. Table 11 Mix Design Requirements for SCC Tests Test Method Acceptable Limits Slump Flow for Precast Concrete ASTM C1611 22 to 271 T50, sec ASTM C1611 2 to 7 VSI Rating ASTM C1611 0 or 1 Passing Ability, in. ASTM C1621 ≤ 2 Segregation Column, % ASTM C1610 ≤ 10 Bleeding, % ASTM C232 ≤ 2.5 1. These slump flow limits are generally acceptable for most applications. However, slump flow limits may be adjusted during mix design approval process and when approved by the Engineer. 4.3. Concrete Trial Batches. Perform preliminary and final trial batches when required by the plans, or when previous satisfactory field data is not available. Submit previous satisfactory field data to the Engineer showing the proposed mix design conforms to specification requirements when trial batches are not required and before concrete is placed. Perform preliminary and final trial batches for all self-consolidating concrete mix designs. 4.3.1. Preliminary Trial Batches. Perform all necessary preliminary trial batch testing when required, and provide documentation including mix design, material proportions, and test results substantiating the mix design conforms to specification requirements. 4.3.2. Final Trial batches. Make all final trial batches using the proposed ingredients in a mixer that is representative of the mixers to be used on the job when required. Make the batch size at least 50% of the mixer’s rated capacity. Perform fresh concrete tests for air content and slump, and make, cure, and test strength specimens for compliance with specification requirements. Test at least one set of design strength specimens, consisting of 2 specimens per set, at 7-day, 28-day, and at least one additional age unless otherwise directed. Before placing, provide the Engineer the option of witnessing final trial batches, including the testing of the concrete. If not provided this option, the Engineer may require additional trial batches, including testing, before the concrete is placed. Conduct all testing listed in Table 11 when performing trial batches for self-consolidating concrete. Make an additional mixture with 3% more water than the preliminary trial batch. Make necessary adjustments to the mix design if this additional mixture does not meet requirements of Table 11. Cast and evaluate mock-ups for precast concrete that are representative of the actual product as directed. Provide the Engineer the option of witnessing final trial batches, including the testing of the concrete and the casting of the mock-ups before placement. If not provided this option, the Engineer may require additional trial batches, including testing and mock-ups, before the concrete is placed. Establish 7-day compressive strength target values using the following formula for each Class A, B, and E concrete mix designs to be used: strength batch trial avg.day -28 strength batch trial avg.day -7strengthdesignMinimumvalueTarget Submit previous satisfactory field data, data from a new trial batch, or other evidence showing the change will not adversely affect the relevant properties of the concrete when changes are made to the typ e, brand, or source of aggregates, cement, SCM, water, or chemical admixtures. Submit the data for approval before making changes to the mix design. A change in vendor does not necessarily constitute a change in materials Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 421 12 or source. The Engineer may waive new trial batches when there is a prior record of satisfactory performance with the ingredients. During concrete production, dosage changes of chemical admixtures used in the trial batches will not require a re-evaluation of the mix design. The Contractor has the option of performing trial batches in conjunction with concrete placements except for SCC mixtures, when new trial batches are required during the course of the project. If the concrete fails to meet any requirement, the Engineer will determine acceptability and payment adjustments. Establish the strength–maturity relationship in accordance with Tex-426-A when the maturity method is specified or permitted. When using the maturity method, any changes in any of the ingredients, including changes in proportions, will require the development of a new strength–maturity relationship for the mix. 4.3.3. Mix Design of Record. Once a trial batch or previously satisfactory field data substantiates the mix design, the proportions and mixing methods used become the mix design of record. Do not exceed mix design water - to-cementitious material ratio. 4.4. Production Testing. 4.4.1. Aggregate Moisture Testing. Determine moisture content per Tex-409-A or Tex-425-A for coarse, intermediate, and fine aggregates at least twice a week, when there is an apparent change, or for new shipments of aggregate. When aggregate hoppers or storage bins are equipped with properly maintained electronic moisture probes for continuous moisture determination, moisture tests per Tex-409-A or Tex-425-A are not required. Electronic moisture probes, however, must be verified at least every 90 days against Tex-409-A and be accurate to within 1.0% of the actual moisture content. When producing SCC, and when aggregate hoppers or storage bins are not equipped with electric moisture probes, determine the moisture content of the aggregates before producing the first concrete batch each day. Thereafter, determine the moisture content every 4 hr. or when there is an apparent change while SCC is being produced. 4.4.2. Aggregate Gradation Testing. Perform a sieve analysis in accordance with Tex-401-A on each stockpile used in the blend at least one day before producing OAG concrete when producing optimized aggregate gradation concrete. Perform sieve analysis on each stockpile after every 10,000 cubic yards of OAG concrete produced. Provide sieve analysis data to the Engineer. 4.5. Measurement of Materials. 4.5.1. Non-Volumetric Mixers. Measure aggregates by weight. Correct batch weight measurements for aggregate moisture content. Measure mixing water, consisting of water added to the batch, ice added to the batch, water occurring as surface moisture on the aggregates, and water introduced in the form of admixtures, by volume or weight. Measure ice by weight. Measure cement and supplementary cementing materials in a hopper and on a separate scale from those used for other materials. Measure the cement first when measuring the cumulative weight. Measure concrete chemical admixtures by weight or volume. Measure batch materials within the tolerances of Table 12. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 421 13 Table 12 Mix Design Batching Tolerances—Non-Volumetric Mixers Material Tolerance (%) Cement, wt. ˗1 to +3 SCM, wt. ˗1 to +3 Cement + SCM (cumulative weighing), wt. ˗1 to +3 Water, wt. or volume ±31 Fine aggregate, wt. ±2 Coarse aggregate, wt. ±2 Fine + coarse aggregate (cumulative weighing), wt. ±1 Chemical admixtures, wt. or volume ±3 1. Allowable deviation from target weight not including water withheld or moisture in the aggregate. The Engineer will verify the water-to-cementitious material ratio is within specified limits. Ensure the quantity measured, when measuring cementitious materials at less than 30% of scale capacity, is accurate to not less than the required amount and not more than 4% in excess. Ensure the cumulative quantity, when measuring aggregates in a cumulative weigh batcher at less than 30% of the scale capac ity, is measured accurate to ±0.3% of scale capacity or ±3% of the required cumulative weight, whichever is less. Measure cement in number of bags under special circumstances when approved. Use the weights listed on the packaging. Weighing bags of cement is not required. Ensure fractional bags are not used except for small hand-mixed batches of approximately 5 cu. ft. or less and when an approved method of volumetric or weight measurement is used. 4.5.2. Volumetric Mixers. Provide an accurate method of measuring all ingredients by volume, and calibrate equipment to assure correct measurement of materials within the specified tolerances. Base tolerances on volume–weight relationship established by calibration, and measure the various ingredients within the tolerances of Table 13. Correct batch measurements for aggregate moisture content. Table 13 Mix Design Batching Tolerances—Volumetric Mixers Material Tolerance Cement, wt. % 0 to +4 SCM, wt. % 0 to +4 Fine aggregate, wt. % ±2 Coarse aggregate, wt. % ±2 Admixtures, wt. or volume % ±3 Water, wt. or volume % ±1 4.6. Mixing and Delivering Concrete. 4.6.1. Mixing Concrete. Operate mixers and agitators within the limits of the rated capacity and speed of rotation for mixing and agitation as designated by the manufacturer of the equipment. Provide concrete in a thoroughly mixed and uniform mass with a satisfactory degree of uniformity when tested in accordance with Tex-472-A. Do not top-load new concrete onto returned concrete. Adjust mixing times and batching operations as necessary when the concrete contains silica fume to ensure the material is completely and uniformly dispersed in the mix. The dispersion of the silica fume within the mix will be verified by the Construction Division, Materials and Pavements Section, using cylinders made from trial batches. Make necessary changes to the batching operations, if uniform dispersion is not achieved, until uniform and complete dispersion of the silica fume is achieved. Mix concrete by hand methods or in a small motor-driven mixer when permitted, for small placements of less than 2 cu. yd. For such placements, proportion the mix by volume or weight. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 421 14 4.6.2. Delivering Concrete. Deliver concrete to the project in a thoroughly mixed and uniform mass, and discharge the concrete with a satisfactory degree of uniformity. Conduct testing in accordance with Tex-472-A when there is a reason to suspect the uniformity of concrete and as directed. Maintain concrete delivery and placement rates sufficient to prevent cold joints. Adding chemical admixtures or the portion of water withheld is only permitted at the jobsite, under the supervision of the Engineer, to adjust the slump or slump flow of the concrete. Do not add water or chemical admixtures to the batch after more than an amount needed to conduct slump testing has been discharged. Turn the drum or blades at least 30 additional revolutions at mixing speed to ensure thorough and uniform mixing of the concrete. When this water is added, do not exceed the approved mix design water-to- cementitious material ratio. Before unloading, furnish the delivery ticket for the batch of concrete containing the information required on Department Form 596, “Concrete Batch Ticket.” The Engineer will verify all required information is provided on the delivery tickets. The Engineer may suspend concrete operations until the corrective actions are implemented if delivery tickets do not provide the required information. The Engineer will verify the design water-to-cementitious material ratio is not exceeded. Begin the discharge of concrete delivered in truck mixers within the times listed in Table 14. Concrete may be discharged after these times provided the concrete temperature and slump meet the requirements listed in this Item and other pertinent Items. Perform these tests with certified testing personnel per Section 421.4.8.1., “Certification of Testing Personnel.” Provide the Engineer the option of witnessing testing of the concrete. If not provided this option, the Engineer may require additional testing before the concrete is placed. Table 14 Concrete Discharge Times Fresh Concrete Temperature, °F Max Time After Batching for Concrete Not Containing Type B or D Admixtures, min. Max Time After Batching for Concrete Containing Type B or D Admixtures,1 min. 90 and above 45 75 75 ≤ T < 90 60 90 T < 75 90 120 1. Concrete must contain at least the minimum manufacturer’s recommended dosage of Type B or D admixture. 4.7. Placing, Finishing, and Curing Concrete. Place, finish, and cure concrete in accordance with the pertinent Items. 4.8. Sampling and Testing of Concrete. Unless otherwise specified, all fresh and hardened concrete is subject to testing as follows: 4.8.1. Certification of Testing Personnel. Contractor personnel performing testing must be either ACI-certified or qualified by a Department-recognized equivalent written and performance testing program for the tests being performed. Personnel performing these tests are subject to Department approval. Use of a commercial laboratory is permitted at the Contractor’s option. All personnel performing testing using the maturity method must be qualified by a training program recognized by the Department before using this method on the job. 4.8.2. Fresh Concrete. Provide safe access and assistance to the Engineer during sampling. Fresh concrete will be sampled for testing at the discharge end if using belt conveyors or pumps. When it is impractical to sample at the discharge end, a sample will be taken at the time of discharge from the delivery equipment and correlation testing will be performed and documented to ensure specification requirements are met at the discharge end. 4.8.3. Testing of Fresh Concrete. Test for the fresh properties listed in Table 15. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 421 15 Table 15 Fresh Concrete Tests Tests Test Methods Slump1 Tex-415-A Temperature1 Tex-422-A Air Content1,2 Tex-414-A, Tex-416-A, or ASTM C457 1. Job-control testing performed by the Contractor. 2. Only required when air-entrained concrete is specified on the plans. Concrete with a slump lower than the minimum placement slump in Table 9 after the addition of all water withheld, or concrete exhibiting segregation and excessive bleeding will be rejected. 4.8.3.1. Job-Control Testing. Perform job-control testing as specified in Table 16 unless otherwise specified. Provide the Engineer the opportunity to witness the testing. The Engineer may require a retest if not given the opportunity to witness. Immediately notify the Engineer of any nonconformity issues. Furnish a copy of all test results to the Engineer daily. Table 16 Job-Control Testing Frequencies Concrete Placements Frequency Bridge Deck Placements Test the first few loads, then every 60 cu. yd. or fraction thereof. All Other Structural Class Concrete Placements One test every 60 cu. yd. or fraction thereof per class per day. Non-Structural Class Concrete Placements One test every 180 cu. yd. or fraction thereof. Immediately resample and retest the concrete slump when the concrete exceeds the slump range at time of placement. If the concrete exceeds the slump range after the retest, and is used at the Contractor’s option, the Engineer will make strength specimens as specified in Article 421.5., “Acceptance of Concrete.” 4.8.3.2. Strength Specimen Handling. Remove specimens from their molds and deliver Department test specimens to curing facilities within 24 to 48 hr. after molding, in accordance with pertinent test procedures unless otherwise shown on the plans or directed. Clean and prepare molds for reuse if necessary. 5. ACCEPTANCE OF CONCRETE The Engineer will sample and test the fresh and hardened concrete for acceptance. The test results will be reported to the Contractor and the concrete supplier. Investigate the quality of the materials, the concrete production operations, and other possible problem areas to determine the cause for any concrete that fails to meet the required strengths as outlined below. Take necessary actions to correct the problem including redesign of the concrete mix. The Engineer may suspend all concrete operations under the pertinent Items if the Contractor is unable to identify, document, and correct the cause of the low strengths in a timely manner. Resume concrete operations only after obtaining approval for any proposed corrective actions. Concrete failing to meet the required strength as outlined below will be evaluated using the procedures listed in Article 421.6., “Measurement and Payment.” 5.1. Structural Class of Concrete. For concrete classes identified as structural concrete in Table 8, the Engineer will make and test 7-day and 28-day specimens. Acceptance will be based on attaining the design strength given in Table 8. 5.2. Class P and Class HES. The Engineer will base acceptance in accordance with Item 360, “Concrete Pavement,” and Item 361, “Repair of Concrete Pavement.” 5.3. All Other Classes of Concrete. For concrete classes not identified as structural concrete in Table 8, the Engineer will make and test 7-day specimens. The Engineer will base acceptance on the 7-day target value established in accordance with Section 421.4.3., “Concrete Trial Batches.” Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 421 16 6. MEASUREMENT AND PAYMENT The work performed, materials furnished, equipment, labor, tools, and incidentals will not be measured or paid for directly but will be subsidiary to pertinent Items. The following procedure will be used to evaluate concrete where one or more project acceptance test specimens fail to meet the required design strength specified in this Item or on the plans: The concrete for a given placement will be considered structurally adequate and accepted at full price if the average of all test results for specimens made at the time of placement meets the required design strength provided no single test result is less than 85% of the required design strength. The Engineer will perform a structural review of the concrete to determine its adequacy to remain in service if the average of all test results for specimens made at the time of placement is less than the required design strength or if any test results are less than 85% of the required design strength. If the in- situ concrete strength is needed for the structural review, take cores at locations designated by the Engineer in accordance with Tex-424-A. The Engineer will test the cores. The coring and testing will be at the Contractor’s expense. If all of the tested cores meet the required design strength, the concrete will be paid for at full price. If any of the tested cores do not meet the required design strength, but the average strength attained is determined to be structurally adequate, the Engineer will determine the limits of the payment adjustment using the following formula: 32.569.1137.5 2 s a s a p S S S SBA where: A = Amount to be paid per unit of measure for the entire placement in question Sa = Actual average strength from cylinders or cores. Use values from cores, if taken. Ss = Minimum required strength (specified) Bp = Unit Bid Price If the structural review determines the concrete is not adequate to remain in service, the Engineer will determine the limits of the concrete to be removed. The decision to reject structurally inadequate concrete or to apply the payment adjustment factor will be made no later than 56 days after placement. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 440 1 Item 440 Reinforcement for Concrete 1. DESCRIPTION Furnish and place reinforcement of the type, size, and details shown on the plans. 2. MATERIALS Use deformed steel bar reinforcement unless otherwise specified or allowed. 2.1. Approved Mills. Before furnishing steel, producing mills of reinforcing steel for the Department must be pre- approved in accordance with DMS-7320, “Qualification Procedure for Reinforcing Steel Producing Mills,” by the Construction Division. The Department’s MPL has a list of approved producing mills. Reinforcing steel obtained from unapproved sources will not be accepted. Contact the Construction Division with the name and location of the producing mill for stainless reinforcing steel, low carbon/chromium reinforcing steel, or dual-coated reinforcing steel at least 4 weeks before ordering any material. 2.2. Deformed Steel Bar Reinforcement. Provide deformed reinforcing steel conforming to one of the following: ASTM A615, Grades 60, 75, or 80; ASTM A996, Type A, Grade 60; ASTM A996, Type R, Grade 60, permitted in concrete pavement only (Furnish ASTM A996, Type R bars as straight bars only and do not bend them. Bend tests are not required.); or ASTM A706, Grades 60 or 80. Provide the grade of reinforcing steel shown on the plans. Provide Grade 60 if no grade is shown. The nominal size, area, and weight of reinforcing steel bars this Item covers are shown in Table 1. Table 1 Size, Area, and Weight of Reinforcing Steel Bars Bar Size Number (in.) Diameter (in.) Area (sq. in.) Weight per Foot (lbs.) 3 0.375 0.11 0.376 4 0.500 0.20 0.668 5 0.625 0.31 1.043 6 0.750 0.44 1.502 7 0.875 0.60 2.044 8 1.000 0.79 2.670 9 1.128 1.00 3.400 10 1.270 1.27 4.303 11 1.410 1.56 5.313 14 1.693 2.25 7.650 18 2.257 4.00 13.60 2.3. Smooth Steel Bar Reinforcement. Provide smooth bars for concrete pavement with a yield strength of at least 60 ksi and meeting ASTM A615. Provide steel conforming to ASTM A615 or meet the physical requirements of ASTM A36 for smooth bars that are larger than No. 3. Designate smooth bars by size number up to No. 4 and by diameter in inches above No. 4. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 440 2 2.4. Spiral Reinforcement. Provide bars or wire for spiral reinforcement of the grade and minimum size or gauge shown on the plans. Provide smooth or deformed wire conforming to ASTM A1064. Provide bars conforming to ASTM A615; ASTM A996, Type A; or ASTM A675, Grade 80, meeting dimensional requirements of ASTM A615. 2.5. Weldable Reinforcing Steel. Provide reinforcing steel conforming to ASTM A706 or with a maximum carbon equivalent (C.E.) of 0.55% if welding of reinforcing steel is required or desired. Provide a report showing the percentages of elements necessary to establish C.E. for reinforcing steel that does not meet ASTM A706, in order to be structurally welded. These requirements do not pertain to miscellaneous welds on reinforcing steel as defined in Section 448.4.2.1.1., “Miscellaneous Welding Applications.” Calculate C.E. using the following formula: 10 % 50 % 10 % 20 % 40 % 6 %%..VMoCrNiCuMnCEC Do not weld stainless reinforcing steel without permission from the Engineer. Provide stainless reinforcing steel suitable for welding, if required, and submit welding procedures and electrodes to the Engineer for approval. 2.6. Welded Wire Reinforcement. Provide welded wire reinforcement (WWR) conforming to ASTM A1064. Observe the relations shown in Table 2 among size number, diameter in inches, and area when ordering wire by size numbers, unless otherwise specified. Precede the size number for deformed wire with “D” and for smooth wire with “W.” Designate WWR as shown in the following example: 6 × 12 – W16 × W8 (indicating 6-in. longitudinal wire spacing and 12-in. transverse wire spacing with smooth No. 16 wire longitudinally and smooth No. 8 wire transversely). Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 440 3 Table 2 Wire Size Number, Diameter, and Area Size Number (in.) Diameter (in.) Area (sq. in.) 31 0.628 0.310 30 0.618 0.300 28 0.597 0.280 26 0.575 0.260 24 0.553 0.240 22 0.529 0.220 20 0.505 0.200 18 0.479 0.180 16 0.451 0.160 14 0.422 0.140 12 0.391 0.120 10 0.357 0.100 8 0.319 0.080 7 0.299 0.070 6 0.276 0.060 5.5 0.265 0.055 5 0.252 0.050 4.5 0.239 0.045 4 0.226 0.040 3.5 0.211 0.035 2.9 0.192 0.035 2.5 0.178 0.025 2 0.160 0.020 1.4 0.134 0.014 1.2 0.124 0.012 0.5 0.080 0.005 Note—Size numbers (in.) are the nominal cross-sectional area of the wire in hundredths of a square inch. Fractional sizes between the sizes listed above are also available and acceptable for use. 2.7. Epoxy Coating. Provide epoxy coated reinforcing steel as shown on the plans. Before furnishing epoxy coated reinforcing steel, an epoxy applicator must be pre-approved in accordance with DMS-7330, “Qualification Procedure for Reinforcing Steel Epoxy Coating Applicators.” The Department’s MPL has a list of approved applicators. Furnish coated reinforcing steel meeting the requirements in Table 3. Table 3 Epoxy Coating Requirements for Reinforcing Steel Material Specification Bar ASTM A775 or A934 Wire or WWR ASTM A884 Class A or B Mechanical couplers As shown on the plans Hardware As shown on the plans Use epoxy coating material and coating repair material that complies with DMS-8130, “Epoxy Powder Coating for Reinforcing Steel.” Patch no more than 1/4-in. total length in any foot at the applicator’s plant. Maintain identification of all reinforcing steel throughout the coating and fabrication process and until delivery to the project site. Furnish 1 copy of a written certification verifying the coated reinforcing steel meets the requirements of this Item and 1 copy of the manufacturer’s control tests. 2.8. Mechanical Couplers. Use couplers of the type specified in DMS-4510, “Mechanical Couplers for Reinforcing Steel,” Article 4510.5.A, “General Requirements,” when mechanical splices in reinforcing steel bars are shown on the plans. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 440 4 Furnish only couplers pre-qualified in accordance with DMS-4510, “Mechanical Couplers for Reinforcing Steel.” Ensure sleeve-wedge type couplers are not used on coated reinforcing. Sample and test couplers for use on individual projects in accordance with DMS-4510, “Mechanical Couplers for Reinforcing Steel.” Furnish couplers only at locations shown on the plans. Furnish couplers for stainless reinforcing steel with the same alloy designation as the reinforcing steel. 2.9. Fibers. Supply fibers conforming to DMS-4550 “Fibers for Concrete” at the minimum dosage listed in the Department’s MPL, when allowed by the plans. Use non-metallic fibers when shown on the plans. 2.10. Stainless Reinforcing Steel. Provide deformed steel bars of the types listed in Table 4 and conforming to ASTM A955, Grade 60 or higher when stainless reinforcing steel is required on the plans. Table 4 Acceptable Types of Deformed Stainless Steel Bar UNS Designation S31653 S31803 S24100 S32304 AISI Type 316LN 2205 XM-28 2304 2.11. Low Carbon/Chromium Reinforcing Steel. Provide deformed steel bars conforming to ASTM A1035, Grade 100 when low carbon/chromium reinforcing steel is required on the plans. 2.12. Dual-Coated Reinforcing Steel. Provide deformed bars conforming to ASTM A1055, Grade 60 or higher when dual-coated reinforcing steel is required on the plans. 2.13. Glass Fiber Reinforced Polymer Bars (GFRP). Provide bars conforming to the AASHTO LRFD Bridge Design Guide Specifications for GFRP-Reinforced Concrete Bridge Decks and Traffic Railings, Section 4, “Material Specifications” when GFRP bars are required on the plans. Provide sample certification demonstrating the GFRP bar supplier has produced bar that meets the Material Specifications 2 mo. before fabrication. Furnish certification upon shipment that the GFRP bar supplied meets the Material Specifications. 3. CONSTRUCTION 3.1. Bending. Fabricate reinforcing steel bars as prescribed in the CRSI Manual of Standard Practice to the shapes and dimensions shown on the plans. Fabricate in the shop if possible. Field-fabricate, if permitted, using a method approved by the Engineer. Replace improperly fabricated, damaged, or broken bars at no additional expense to the Department. Repair damaged or broken bars embedded in a previous concrete placement using a method approved by the Engineer. Unless otherwise shown on the plans, the inside diameter of bar bends, in terms of the nominal bar diameter (d), must be as shown in Table 5. Table 5 Minimum Inside Diameter of Bar Bends Bend Bar Size Number (in.) Pin Diameter Bends of 90 and greater in stirrups, ties, and other secondary bars that enclose another bar in the bend 3, 4, 5 4d 6, 7, 8 6d Bends in main bars and in secondary bars not covered above 3 through 8 6d 9, 10, 11 8d 14, 18 10d Bend-test representative specimens as described for smaller bars in the applicable ASTM specificati on where bending No. 14 or No. 18 Grade 60 bars is required. Make the required 90° bend around a pin with a diameter of 10 times the nominal diameter of the bar. Bend stainless reinforcing steel in accordance with ASTM A955. 3.2. Tolerances. Fabrication tolerances for bars are shown in Figure 1. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 440 5 Figure 1 Fabrication Tolerances for Bars 3.3. Storage. Store reinforcement above the ground on platforms, skids, or other supports, and protect it from damage and deterioration. Ensure reinforcement is free from dirt, paint, grease, oil, and other foreign materials when it is placed in the work. Use reinforcement free from defects such as cracks and delaminations. Rust, surface seams, surface irregularities, or mill scale will not be cause for rejection if the minimum cross-sectional area of a hand wire-brushed specimen meets the requirements for the size of steel specified. Do not allow stainless reinforcing steel to be in direct contact with uncoated reinforcing steel, nor with galvanized reinforcing steel. This does not apply to stainless steel wires and ties. Store stainless reinforcing steel separately, off the ground on wooden supports. 3.4. Splices. Lap-splice, weld-splice, or mechanically splice bars as shown on the plans. Additional splices not shown on the plans will require approval. Splices not shown on the plans will be permitted in slabs no more than 15 in. in thickness, columns, walls, and parapets. Do not splice bars less than 30 ft. in plan length unless otherwise approved. For bars exceeding 30 ft. in plan length, the distance center-to-center of splices must be at least 30 ft. minus 1 splice length, with no more than 1 individual bar length less than 10 ft. Make lap splices not shown on the plans, but otherwise Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 440 6 permitted, in accordance with Table 6. Maintain the specified concrete cover and spacing at splices, and place the lap-spliced bars in contact, securely tied together. Table 6 Minimum Lap Requirements for Steel Bar Sizes through No. 11 Bar Size Number (in.) Uncoated Lap Length Coated Lap Length 3 1 ft. 4 in. 2 ft. 0 in. 4 1 ft. 9 in. 2 ft. 8 in. 5 2 ft. 2 in. 3 ft. 3 in. 6 2 ft. 7 in. 3 ft. 11 in. 7 3 ft. 5 in. 5 ft. 2 in. 8 4 ft. 6 in. 6 ft. 9 in. 9 5 ft. 8 in. 8 ft. 6 in. 10 7 ft. 3 in. 10 ft. 11 in. 11 8 ft. 11 in. 13 ft. 5 in. Do not lap No. 14 or No. 18 bars. Lap spiral steel at least 1 turn. Splice WWR using a lap length that includes the overlap of at least 2 cross wires plus 2 in. on each sheet or roll. Splices using bars that develop equivalent strength and are lapped in accordance with Table 6 are permitted. Lap the existing longitudinal bars with the new bars as shown in Table 6 for box culvert extensions with less than 1 ft. of fill. Lap at least 1 ft. 0 in. for extensions with more than 1 ft. of fill. Ensure welded splices conform to the requirements of the plans and of Item 448, “Structural Field Welding.” Field-prepare ends of reinforcing bars if they will be butt-welded. Delivered bars must be long enough to permit weld preparation. Install mechanical coupling devices in accordance with the manufacturer’s recommendations at locations shown on the plans. Protect threaded male or female connections, and ensure the threaded connections are clean when making the connection. Do not repair damaged threads. Mechanical coupler alternate equivalent strength arrangements, to be accomplished by substituting larger bar sizes or more bars, will be considered if approved in writing before fabrication of the systems. 3.5. Placing. Place reinforcement as near as possible to the position shown on the plans. Do not vary bars from plan placement by more than 1/12 of the spacing between bars in the plane of the bar parallel to the nearest surface of concrete. Do not vary bars from plan placement by more than 1/4 in in the plane of the bar perpendicular to the nearest surface of concrete. Provide a minimum 1-in. clear cover of concrete to the nearest surface of bar unless otherwise shown on the plans. For bridge slabs, the clear cover tolerance for the top mat of reinforcement is −0, +1/2 in. Locate the reinforcement accurately in the forms, and hold it firmly in place before and during concrete placement by means of bar supports that are adequate in strength and number to prevent displacement and keep the reinforcement at the proper distance from the forms. Provide bar supports in accordance with the CRSI Manual of Standard Practice. Use Class 1 supports, approved plastic bar supports, precast mortar, or concrete blocks when supports are in contact with removable or stay-in-place forms. Use Class 3 supports in slab overlays on concrete panels or on existing concrete slabs. Bar supports in contact with soil or subgrade must be approved. Use Class 1A supports with epoxy coated reinforcing steel. Provide epoxy or plastic coated tie wires and clips for use with epoxy coated reinforcing steel. Use mortar or concrete with a minimum compressive strength of 5,000 psi for precast bar supports. Provide a suitable tie wire in each block for anchoring to the bar. Place individual bar supports in rows at 4-ft. maximum spacing in each direction. Place continuous type bar supports at 4-ft. maximum spacing. Use continuous bar supports with permanent metal deck forms. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 440 7 The exposure of the ends of longitudinals, stirrups, and spacers used to position the reinforcement in concrete pipe and storm drains is not cause for rejection. Tie reinforcement for bridge slabs and top slabs of direct traffic culverts at all intersections, except tie only alternate intersections where spacing is less than 1 ft. in each direction. Tie the bars at enough intersections to provide a rigid cage of reinforcement for reinforcement cages for other structural members. Fasten mats of WWR securely at the ends and edges. Clean mortar, mud, dirt, debris, oil, and other foreign material from the reinforcement before concrete placement. Do not place concrete until authorized. Stop placement until corrective measures are taken if reinforcement is not adequately supported or tied to resist settlement, reinforcement is floating upward, truss bars are overturning, or movement is detected in any direction during concrete placement. 3.6. Handling, Placing, and Repairing Epoxy Coated Reinforcing Steel. 3.6.1. Handling. Provide systems for handling coated reinforcing steel with padded contact areas. Pad bundling bands or use suitable banding to prevent damage to the coating. Lift bundles of coated reinforcement with a strongback, spreader bar, multiple supports, or a platform bridge. Transport the bundled reinforcement carefully, and store it on protective cribbing. Do not drop or drag the coated reinforcement. 3.6.2. Placing. Do not flame-cut coated reinforcement. Saw or shear-cut only when approved. Coat cut ends as specified in Section 440.3.6.3., “Repairing Coating.” Do not weld or mechanically couple coated reinforcing steel except where specifically shown on the plans. Remove the epoxy coating at least 6 in. beyond the weld limits before welding and 2 in. beyond the limits of the coupler before assembly. Clean the steel of oil, grease, moisture, dirt, welding contamination (slag or acid residue), and rust to a near-white finish after welding or coupling. Check the existing epoxy for damage. Remove any damaged or loose epoxy back to sound epoxy coating. Coat the splice area after cleaning with epoxy repair material to a thickness of 7 to 17 mils after curing. Apply a second application of repair material to the bar and coupler interface to ensure complete sealing of the joint. 3.6.3. Repairing Coating. Use material that complies with the requirements of this Item and ASTM D3963 for repairing of the coating. Make repairs in accordance with procedures recommended by the manufacturer of the epoxy coating powder. Apply at least the same coating thickness as required for the original coating for areas to be patched. Repair all visible damage to the coating. Repair sawed and sheared ends, cuts, breaks, and other damage promptly before additional oxidation occurs. Clean areas to be repaired to ensure they are free from surface contaminants. Make repairs in the shop or field as required. 3.7. Handling and Placing Stainless Reinforcing Steel. Handle, cut, and place stainless reinforcing steel bar using tools that are not used on carbon steel. Do not use carbon steel tools, chains, slings, etc. when handling stainless steel. Use only nylon or polypropylene slings. Cut stainless steel reinforcing using shears, saws, abrasive cutoff wheels, or torches. Remove any thermal oxidation using pickling paste. Do not field bend stainless steel reinforcing without approval. Use 16 gauge fully annealed stainless steel tie wire conforming to the material properties listed in Section 440.2.10., “Stainless Reinforcing Steel.” Support all stainless reinforcing steel on solid plastic, stainless steel, or epoxy coated steel chairs. Do not use uncoated carbon steel chairs in contact with stainless reinforcing steel. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 440 8 3.8. Bending, Handling, Repairing, and Placing GFRP Bars. Fabricate, handle, repair, and place GFRP bars in accordance with the AASHTO LRFD Bridge Design Guide Specifications for GFRP-Reinforced Concrete Bridge Decks and Traffic Railings, Section 5, Construction Specifications. 4. MEASUREMENT AND PAYMENT The work performed, materials furnished, equipment, labor, tools, and incidentals will not be measured or paid for directly but will be considered subsidiary to pertinent Items. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 441 1 Item 441 Steel Structures 1. DESCRIPTION Fabricate and erect structural steel and other metals used for steel structures or for steel portions of structures. 2. MATERIALS 2.1. Base Metal. Use metal that meets Item 442, “Metal for Structures.” 2.2. Approved Electrodes and Flux-Electrode Combinations. Use only electrodes and flux-electrode combinations found on the Department’s MPL. To request a product be added to this list or to renew an expired approval, electronically submit a current Certificate of Conformance containing all test s required by the applicable AWS A5 specification according to the applicable welding code (for most construction, AASHTO/AWS D1.5, Bridge Welding Code, or AWS D1.1, Structural Welding Code—Steel) to the Construction Division. 2.3. High-Strength Bolts. Use fasteners that meet Item 447, “Structural Bolting.” Use galvanized fasteners on field connections of bridge members when ASTM A325 bolts are specified and steel is painted. 2.4. Paint Systems. Provide the paint system (surface preparation, primer, intermediate, and appearance coats as required) shown on the plans. Provide System IV if no system is specified. 2.4.1. Standard Paint Systems. Standard paint systems for painting new steel include the following: 2.4.1.1. System III-B. Provide paint in accordance with DMS-8101, “Structural Steel Paints-Performance.” Provide inorganic zinc (IOZ) prime coat, epoxy intermediate coat, and urethane appearance coat for all outer surfaces except those to be in contact with concrete. Provide epoxy zinc prime coat for touchup of IOZ. 2.4.1.2. System IV. Provide paint in accordance with DMS-8101, “Structural Steel Paints-Performance.” Provide IOZ prime coat and acrylic latex appearance coat for all outer surfaces except those to be in contact with concrete. Provide epoxy zinc prime coat for touchup of IOZ. 2.4.2. Paint Inside Tub Girders and Closed Boxes. Provide a white polyamide cured epoxy for all interior surfaces, including splice plate but excluding the faying surfaces, unless otherwise shown on the plans. Provide IOZ primer meeting the requirements of DMS-8101, “Structural Steel Paints—Performance,” to all interior faying surfaces and splice plates. 2.4.3. Special Protection System. Provide the type of paint system shown on the plans or in special provisions to this Item. Special Protection Systems must have completed NTPEP Structural Steel Coatings (SSC) testing regimen as a complete system, with full data available through NTPEP. 2.4.4. Galvanizing. Provide galvanizing, as required, in accordance with Item 445, “Galvanizing.” 2.4.5. Paint over Galvanizing. Paint over galvanized surfaces, when required, in accordance with Item 445, “Galvanizing.” 2.4.6. Field Painting. Provide field paint, as required, in accordance with Item 446, “Field Cleaning and Painting Steel.” Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 441 2 3. CONSTRUCTION 3.1. General Requirements. 3.1.1. Applicable Codes. Perform all fabrication of bridge members in accordance with AASHTO/NSBA Steel Bridge Collaboration S2.1. Follow all applicable provisions of the appropriate AWS code (D1.5 or D1.1) except as otherwise noted on the plans or in this Item. Weld sheet steel (thinner than 1/8 in.) in accordance with ANSI/AWS D1.3, Structural Welding Code —Sheet Steel. Unless otherwise stated, requirements of this Item are in addition to the requirements of S2.1 for bridge members. Follow the more stringent requirement in case of a conflict between this Item and S2.1. Perform all bolting in accordance with Item 447, “Structural Bolting.” Fabricate railroad underpass structures in accordance with the latest AREMA Manual for Railway Engineering and this Item. In the case of a conflict between this Item and the AREMA manual, the more stringent requirements apply. 3.1.2. Notice of Fabrication. Give adequate notice before commencing fabrication work as specified in Table 1. Include a schedule for all major fabrication processes and dates when inspections are to occur. Table 1 Notice of Beginning Work Plant Location Notice Required In Texas 7 days In the contiguous United States 21 days Outside the contiguous United States 60 days Perform no Department work in the plant before the Engineer authorizes fabrication. The Contractor must bear all Department travel costs when changes to their fabrication or inspection schedules are not adequately conveyed to the Department. When any structural steel is fabricated outside of the contiguous 48 states, the additional cost of inspection will be in accordance with Article 6.4., “Sampling, Testing, and Inspection.” 3.1.3. Bridge Members. Primary bridge members include: web and flanges of plate, tub, and box girders; rolled beams and cover plates; floor beam webs and flanges; arch ribs and arch tie beams or girders; truss members; diaphragm members for curved plate girders or beams; pier diaphragm members for tub girders; splice plates for primary members; and any other member designated as “primary” or “main” on the plans. Secondary bridge members include: bracing (diaphragms, cross frames, and lateral bracing); and all other miscellaneous bridge items not considered primary bridge members. 3.1.4. Responsibility. The Contractor is responsible for the correctness and completeness of shop drawings and for the fit of shop and field connections. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 441 3 3.1.5. Qualification of Plants and Personnel. 3.1.5.1. Plants. Fabrication plants that produce bridge members must be approved in accordance with DMS-7370, “Steel Bridge Member Fabrication Plant Qualification.” The Department’s MPL has a list of approved bridge member fabrication plants. Fabrication plants that produce non-bridge steel members listed below must be approved in accordance with DMS-7380, “Steel Non-Bridge Member Fabrication Plant Qualification.” The Construction Division maintains a list of approved non-bridge fabrication plants for the following items: Roadway Illumination Poles, High Mast Illumination Poles, High Mast Rings and Support Assemblies, Overhead Sign Support Structures, Traffic Signal Poles, and Intelligent Transportation System (ITS) Poles The Department will evaluate non-bridge member fabrication plants for competence of the plant, equipment, organization, experience, knowledge, and personnel to produce acceptable work. 3.1.5.2. Personnel. Provide a QC staff qualified in accordance with the applicable AWS code. Provide an adequate number of qualified QC personnel for each specific production operation. QC must be on -site and independent of production personnel, as the Engineer determines. QC personnel must be proficient in utilizing the applicable plans, specifications, and test methods, and in verifying compliance with the plant QC and production procedures. Welding inspectors must be current AWS Certified Welding Inspectors for bridge member plants, and for non-bridge member plants requiring Department approval per DMS-7380, “Steel Non-Bridge Member Fabrication Plant Qualification.” The QC staff must provide inspection of all materials and workmanship before the Department’s inspection. Provide the Department inspector with adequate personnel and equipment needed to move material for inspection access. QC is solely the Contractor’s responsibility. 3.1.5.3. Nondestructive Testing (NDT). Personnel performing NDT must be qualified in accordance with the applicable AWS code and the employer’s Written Practice. Level III personnel who qualify AS Level I and Level II inspectors must be certified by ASNT for which the NDT Level III is qualified. Testing agencies and individual third-party contractors must also successfully complete periodic audits for compliance, performed by the Department. In addition, ultrasound technicians must pass a hands-on test the Construction Division administers. This will remain current provided they continue to perform testing on Department materials as evidenced by test reports requiring their signature. A technician who fails the hands-on test must wait 6 months before taking the test again. Qualification to perform ultrasonic testing will be revoked when the technician’s employment is terminated or when the technician goes 6 months without performing a test on a Department project. The technician must pass a new hands-on test to be re-certified. 3.1.5.4. Welding Procedure Specifications Qualification Testin g. For bridge member fabrication, laboratories performing welding procedure specifications (WPSs) qualified by testing must be approved in accordance with DMS-7360, “Qualification Procedure for Laboratories Performing Welding Procedure Qualification Testing.” The Department’s MPL has a list of laboratories approved to perform WPS qualification testing . 3.1.6. Drawings. 3.1.6.1. Erection Drawings. Submit erection drawings prepared by a licensed professional engineer, including calculations, for approval in accordance with Item 5, “Control of the Work,” at least 4 weeks before erecting any portion of field-spliced (welded or bolted) girders, railroad underpasses, trusses, arches, or other members for which erection drawings are required on the plans. Include drawings and calculations for any temporary structures used to support partially erected members. Erection drawings are not required for rolled I-beam units unless otherwise noted on the plans. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 441 4 Prepare erection drawings following the procedures outlined in Section 2.2 of the AASHTO/NSBA Steel Bridge Collaboration S10.1. As a minimum, include: plan of work area showing structure location relative to supports and all obstructions; equipment to be used including allowable load information; erection sequence for all pieces; member weights and center of gravity location of pieces to be lifted; locations of cranes, holding cranes, and temporary supports (falsework), including when to release load from temporary supports and holding cranes; details of falsework including specific bracing requirements with maximum allowable design wind speed clearly indicated; girder lifting points; diaphragm and bracing requirements; and minimum connection requirements when more than the standard requirements. Perform girder erection analyses using UT-Lift and UT-Bridge software available on the Department’s website or other suitable commercial software. Ensure temporary stresses in members being erected will not cause permanent damage and that stability is maintained throughout the erection operations. Provide actual input files and output results from UT-Lift and UT-Bridge, or graphical and hard copy results from commercial software programs. Do not proceed if site conditions differing from those depicted on the approved erection drawings could affect temporary support stresses, erected girders, or public safety in any manner. Revise erection drawings and resubmit to the Engineer for approval before proceeding if site conditions could affect these things. 3.1.6.2. Shop Drawings. Prepare and electronically submit shop drawings before fabrication for each detail of the general plans requiring the use of structural steel, forgings, wrought iron, or castings as documented in the Guide to Electronic Shop Drawing Submittal available on the Bridge Division website and as directed for other items the standard specifications require. Indicate joint details on shop drawings for all welds. Provide a title block on each sheet in the lower right corner that includes: project identification data including federal and state project numbers, sheet numbering for the shop drawings, name of the structure or stream for bridge structures, name of owner or developer, name of the fabricator or supplier, and name of the Contractor. Provide one set of 11 × 17-in. approved shop drawings in hardcopy to the Department for the inspector at the fabrication plant. 3.1.6.2.1. Bridge Members. Prepare drawings in accordance with AASHTO/NSBA Steel Bridge Collaboration G1.3, “Shop Detail Drawing Presentation” unless otherwise approved. Print a bill of material on each sheet, including the Charpy V-Notch (CVN) and fracture-critical requirements, if any, for each piece. Indicate fracture-critical areas of members. 3.1.6.2.2. Non-Bridge Members. Furnish shop drawings for non-bridge members when required by the plans or pertinent Items. 3.1.7. Welding Procedure Specifications (WPSs). Submit WPSs and test reports in accordance with the applicable AWS code to the Construction Division before fabrication begins, and notify the Engineer which procedures will be used for each joint or joint type. Do not begin fabrication until the Engineer approves WPSs. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 441 5 Post the approved WPSs for the welding being performed on each welding machine, or use another approved method of ensuring the welder has access to the procedure information at all times. 3.1.8. Documentation. Before beginning fabrication, provide a completed Material Statement Form 1818 (a.k.a. D-9-USA-1) with supporting documentation (such as mill test reports (MTRs)) that the producing mill issues and qualified personnel verifies. Ensure the documentation legibly reflects all information the applicable ASTM specifications require. Supply documents electronically to the Department. Provide a copy of the shipping or storage invoice, as material is shipped or placed in approved storage that reflects: member piece mark identification and calculated weight per piece from the contract drawings, number of pieces shipped or in storage, total calculated weight for each invoice per bid item, and the unique identification number of the shipping or storage invoice. The inspector’s acceptance of material or finished members will not prohibit subsequent rejection if the material or members are found to be damaged or defective. Replace rejected material promptly. 3.1.9. Material Identification. Assembly-mark individual pieces and issue cutting instructions to the shop using a system that will maintain identity of the original piece. Identify structural steel by standard and grade of steel. Also differentiate between material toughness requirements (CVN, fracture-critical) as well as any other special physical requirements. In addition, identify structural steel for primary members by mill identification numbers (heat numbers). U se an approved identification system. Use either paint or low-stress stencils to make identification markings on the metal. Mark the material as soon as it enters the shop and carry the markings on all pieces through final fabrication. Transfer the markings before cutting steel for primary members of bridge structures into smaller pieces. Loss of identification marking on any piece, with no other positive identification, or loss of heat number identification on any primary member piece will render the piece unacceptable for use. Unidentifiable material may be approved for use after testing to establish acceptability to the satisfaction of the Engineer. Have an approved testing facility perform testing and a licensed professional engineer sign and seal the results. 3.2. Welding. 3.2.1. Details. 3.2.1.1. Rolled Edges. Trim plates with rolled edges used for webs by thermal cutting. 3.2.1.2. Weld Tabs. Use weld tabs at least 2 in. long for manual and semi-automatic processes, at least 3 in. long for automatic processes, and in all cases at least as long as the thickness of the material being welded. Use longer weld tabs as required for satisfactory work. 3.2.1.3. Weld Termination. Terminate fillet welds approximately 1/4 in. from the end of the attachment except for galvanized structures and flange-to-web welds, for which the fillet weld must run the full length of the attachment, unless otherwise shown on the plans. 3.2.1.4. No-Paint Areas at Field-Welded Connections. Keep surfaces within 4 in. of groove welds or within 2 in. of fillet welds free from shop paint. 3.2.1.5. Galvanized Assemblies. Completely seal all edges of tightly contacting surfaces by welding before galvanizing. 3.2.1.6. Submerged-Arc Welding (SAW). Do not use hand-held semiautomatic SAW for welding bridge members unless altered to provide automatic guidance or otherwise approved. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 441 6 3.2.1.7. Tubular Stiffeners for Bridge Members. Weld in accordance with AWS D1.5, using WPSs qualified based on tests on ASTM A709 Gr. 50W or Gr. 50 steel for non-weathering applications and ASTM A709 Gr. 50W steel for weathering applications. 3.2.1.8. Non-Bridge Member Weathering Steel Welds. Provide weld metal with atmospheric corrosion resistance and coloring characteristics similar to that of the base metal for weathering steel structures fabricated per AWS D1.1. 3.2.2. Shop Splices. 3.2.2.1. Shop Splice Locations. Keep at least 6 in. between shop splices and stiffeners or cross-frames. Obtain approval for shop splices added after shop drawings are approved. 3.2.2.2. Grinding Splice Welds. Grind shop groove welds in flange plates smooth and flush with the base metal on all surfaces whether the joined parts are of equal or unequal thickness. Grind so the finished grinding marks run in the direction of stress, and keep the metal below the blue brittle range (below 350°F). Groove welds in web plates, except at locations of intersecting welds, need not be ground unless shown on the plans except as required to meet AWS welding code requirements. 3.2.3. Joint Restraint. Never restrain a joint on both sides when welding. 3.2.4. Stiffener Installation. 3.2.4.1. Flange Tilt. Members must meet combined tilt and warpage tolerances before the installation of stiffeners. Cut stiffeners to fit acceptable flange tilt and cupping. Minor jacking or hammering that does not permanently deform the material will be permitted. 3.2.4.2. Stiffeners Near Field Splices. Tack weld intermediate stiffeners within 12 in. of a welded field splice point in the shop. Weld the stiffeners in the field in accordance with Item 448, “Structural Field Welding,” after the splice is made. 3.2.5. Nondestructive Testing (NDT). Perform magnetic particle testing (MT), radiographic testing (RT), or ultrasonic testing (UT) at the Contractor’s expense as specified in D1.5 for bridge structures. The Engineer will periodically witness, examine, verify, and interpret NDT. Additional welds may be designated for NDT on the plans. Retest repaired groove welds per the applicable AWS code after repairs are made and have cooled to ambient temperature. Complete NDT and repairs before assembly of parts into a member, but after any heat-correction of weld distortion. 3.2.5.1. Radiographic Testing. Radiographs must have a density of at least 2.5 and no more than 3.5, as a radiographer confirms. The density in any single radiograph showing a continuous area of constant thickness must not vary in this area by more than 0.5. Use only ASTM System Class I radiographic film as described in ASTM E1815. Use low-stress stencils to make radiograph location identification marks on the steel. 3.2.5.2. Ultrasonic Testing. Have UT equipment calibrated yearly by an authorized representative of the equipment manufacturer or by an approved testing laboratory. 3.2.5.3. Magnetic Particle Testing. Use half-wave rectified DC when using the yoke method unless otherwise approved. Welds may be further evaluated with prod method for detecting centerline cracking . 3.2.6. Testing of Galvanized Weldments. If problems develop during galvanizing of welded material, the Engineer may require a test of the compatibility of the combined galvanizing and welding procedures in accordance with this Section and may require modification of one or both of the galvanizing and welding procedures. Prepare a test specimen with a minimum length of 12 in. using the same base material, with the same joint configuration, and using the welding procedure proposed for production work if testing is required. Clean and galvanize this test specimen using the same conditions and procedure that will be applied to the production galvanizing. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 441 7 Examine the test specimen after galvanizing. There must be no evidence of excessive buildup of zinc coating over the weld area. Excessive zinc coating buildup will require modification of the galvanizing procedure. Remove the zinc from the weld area of the test specimen and visually examine the surface. There must be no evidence of loss of weld metal or any deterioration of the base metal due to the galvanizing or welding procedure. Modify the galvanizing or welding procedure as required if there is evidence of deterioration or loss of weld metal, and run a satisfactory retest on the modified procedures before production work. Report procedures and results on the galvanized weldment worksheet provided by the Department. 3.3. Bolt Holes. Detail holes on shop drawings 1/16 in. larger in diameter than the nominal bolt size shown on the plans unless another hole size is shown on the plans. Thoroughly clean the contact surfaces of connection parts in accordance with Item 447, “Structural Bolting,” before assembling them for hole fabrication. Make holes in primary members full-size (by reaming from a subsize hole, drilling full-size, or punching full-size where permissible) only in assembly unless otherwise approved. Ream and drill with twist drills guided by mechanical means unless otherwise approved. If subpunching holes, punch them at least 3/16 in. smaller than the nominal bolt size. Submit the proposed procedures for approval to accomplish the work from initial drilling or punching through check assembly when numerically controlled (N/C) equipment is used. Use thermal cutting for holes only with permission of the Engineer. Permission for thermal cutting is not required for making slotted holes, when slotted holes are shown on the plans, by drilling or punching 2 holes and then thermally cutting the straight portion between them. Perform all thermal cutting in accordance with Section 441.3.5.1., “Thermal Cutting.” Slightly conical holes that naturally result from punching operations are acceptable provided they do not exceed the tolerances of S2.1. The tolerance for anchor bolt hole diameter for bridge bearing assemblies is +1/8 in., −0. 3.4. Dimensional Tolerances. Meet tolerances of the applicable AWS specifications and S2.1 except as modified in this Section. 3.4.1. Rolled Sections. Use ASTM A6 mill tolerances for rolled sections, except D1.5 camber tolerances apply to rolled sections with a specified camber. 3.4.2. Flange Straightness. Ensure flanges of completed girders are free of kinks, short bends, and waviness that depart from straightness or the specified camber by more than 1/8 in. in any 10 ft. along the flange. Rolled material must meet this straightness requirement before being laid out or worked. Plates must meet this requirement before assembly into a member. Inspect the surface of the metal for evidence of fracture after straightening a bend or buckle. The Engineer may require nondestructive testing. 3.4.3. Alignment of Deep Webs in Welded Field Connections. For girders 48 in. deep or deeper, the webs may be slightly restrained while checking compliance with tolerances of S2.1 for lateral alignment at field-welded connections. In the unrestrained condition, webs 48 in. deep or deeper must meet the tolerances of Table 2. Girders under 48 in. deep must meet the alignment tolerances of S2.1. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 441 8 Table 2 Web Alignment Tolerances for Deep Girders Web Depth (in.) Maximum Web Misalignment (in.) 48 1/16 60 1/8 72 1/4 84 5/16 96 5/16 108 3/8 120 7/16 132 7/16 144 1/2 3.4.4. Bearings. Correct bearing areas of shoes, beams, and girders using heat, external pressure, or both. Grind or mill only if the actual thickness of the member is not reduced by more than 1/16 in. below the required thickness. 3.4.4.1. I-Beams, Plate Girders, and Tub Girders. The plane of the bearing area of beams and girders must be perpendicular to the vertical axis of the member within 1/16 in. in any 24 in. 3.4.4.2. Closed Box Girders. Meet these tolerances: The plane of the bearing areas of the box girder is perpendicular to the vertical axis of the girder within 1/16 in. across any horizontal dimension of the bearing. The planes of the beam supports on the box girder are true to the vertical axis of the supported beams or girders to 1/16 in. in any 24 in. In the shop, verify the plane of all bearing areas with the box placed on its bearings to field grade, using an approved process for verification. 3.4.4.3. Shoes. Meet these tolerances: The top bolster has the center 75% of the long dimension (transverse to the girder) true to 1/32 in., with the remainder true to 1/16 in., and is true to 1/32 in. across its entire width in the short dimension (longitudinal to the girder). The bottom bolster is true to 1/16 in. across its diagonals. For a pin and rocker type expansion shoe, the axis of rotation coincides with the central axis of the pin. When the shoe is completely assembled, as the top bolster travels through its full anticipated range, no point in the top bolster plane changes elevation by more than 1/16 in. and the top bolster does not change inclination by more than 1 degree, for the full possible travel. 3.4.4.4. Beam supports. Fabricate beam support planes true to the box girder bearing to 1/16 in. in the short direction and true to the vertical axis of the nesting girders to 1/16 in. 3.4.5. End Connection Angles. For floor beams and girders with end connection angles, the tolerance for the length back to back of connection angles is ±1/32 in. Do not reduce the finished thickness of the angles below that shown on the shop drawings if end connections are faced. 3.5. Other Fabrication Processes. 3.5.1. Thermal Cutting. Use a mechanical guide to obtain a true profile. Hand-cut only where approved. Hand- cutting of radii for beam copes, weld access holes, and width transitions is permitted if acceptable profile and finish are produced by grinding. Provide a surface finish on thermal-cut surfaces, including holes, in accordance with D1.5 requirements for base metal preparation. Obtain approval before using other cutting processes. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 441 9 3.5.2. Oxygen-Gouging. Do not oxygen-gouge quenched and tempered (Q&T), normalized, or thermo- mechanically controlled processed (TMCP) steel. 3.5.3. Annealing and Normalizing. Complete all annealing or normalizing (as defined in ASTM A941) before finished machining, boring, and straightening. Maintain the temperature uniformly throughout the furnace during heating and cooling so the range of temperatures at all points on the member is no more than 100°F. 3.5.4. Machining. Machine the surfaces of expansion bearings so the travel direction of the tool is in the direction of expansion. 3.5.5. Camber. Complete cambering in accordance with S2.1 before any heat-curving. 3.5.6. Heat Curving. Heat-curve in accordance with S2.1. The methods in the AASHTO bridge construction specifications are recommended. Attach cover plates to rolled beams before heat-curving only if the total thickness of one flange and cover plate is less than 2-1/2 in. and the radius of curvature is greater than 1,000 ft. Attach cover plates for other rolled beams only after heat-curving is completed. Locate and attach connection plates, diaphragm stiffeners, and bearing stiffeners after curving, unless girder shrinkage is accounted for. 3.5.7. Bending of Quenched and Tempered Steels. The cold-bending radius limitations for HPS 70W in S2.1 apply to all Q&T steels. 3.6. Nonconformance Reports (NCRs). Submit an NCR to the Engineer for approval when the requirements of this Item are not met. Submit NCRs in accordance with the Construction Division’s NCR guidelines document. Have readily available access to the services of a licensed professional engineer experienced in steel structures design and fabrication. This licensed professional engineer may be responsible for reviewing potentially structurally deficient members in accordance with the NCR guidelines document. Receive Department approval before beginning repairs. Perform all repair work in strict compliance with the approved NCR and repair procedure. 3.7. Shop Assembly. 3.7.1. General Shop Assembly. Shop-assemble field connections of primary members of trusses, arches, continuous beam spans, bents, towers (each face), plate girders, field connections of floor beams and stringers (including for railroad structures), field-bolted diaphragms for curved plate girders and railroad underpasses, and rigid frames. Field-bolted cross-frames and rolled-section diaphragms do not require shop assembly. Complete fabrication, welding (except for shear studs), and field splice preparation before members are removed from shop assembly. Obtain approval for any deviation from this procedure. The Contractor is responsible for accurate geometry. Use a method and details of preassembly consistent with the erection procedure shown on the erection plans and camber diagrams. The sequence of assembly may start from any location in the structure and proceed in one or both directions. An approved method of sequential geometry control is required unless the full length of the structure is assembled. Verify by shop assembly the fit of all bolted and welded field connections between bent cap girders and plate girders or between plate girders and floor beams. Do not measure horizontal curvature and vertical camber for final acceptance until all welding and heating operations are completed and the steel has cooled to a uniform temperature. Check horizontal curvature and vertical camber in a no-load condition. 3.7.2. Bolted Field Connections. Each shop assembly, including camber, alignment, accuracy of holes, and fit of milled joints, must be approved before the assembly is dismantled. Assemble with milled ends of compression members in full bearing. Assemble non-bearing connections to the specified gap. Ream all subsize holes to the specified size while the connections are assembled, or drill Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 441 10 full size while the connections are assembled. Notify the Engineer before shipping if fill plates or shims are added. Adding or increasing the thickness of shims or fill plates in bearing connections requires approval. Use drift pins and snug-tight bolts during the drilling process to ensure all planes of the connection (webs and flanges) can be assembled simultaneously. Do not use tack welds to secure plates while drilling. Secure parts not completely bolted in the shop with temporary bolts to prevent damage in shipment and handling. Never use tack welds in place of temporary bolts. Match-mark connecting parts in field connections using low-stress stencils in accordance with the diagram in the erection drawings. 3.7.3. Welded Field Connections. Mill or grind bevels for groove welds. Do not cut into the web when cutting the flange bevel adjacent to the web. End preparation, backing, and tolerances for girder splices must be in accordance with Item 448, “Structural Field Welding.” Details for all other field-welds must conform to the applicable AWS code unless otherwise shown on the plans. In the shop, prepare ends of beams or girders to be field-welded taking into account their relative positions in the finished structure due to grade, camber, and curvature. Completely shop-assemble and check each splice. Match-mark the splice while it is assembled with low-stress stencils in accordance with the diagram in the erection drawings. 3.8. Finish and Painting. 3.8.1. Shop Painting. Perform shop painting of bridge members as required in DMS-8104, “Paint, Shop Application for Steel Bridge Members.” Grind corners on new steel items to be painted (except for the coatings on box and tub girder interiors) that are sharp or form essentially 90° angles to an approximately 1/16 in. flat surface before blast cleaning. (A corner is the intersection of 2 plane faces.) This requirement does not apply to punched or drilled holes. Do not omit shop paint to preserve original markings. Ensure painted faying surfaces meet the required slip and creep coefficients for bolted connections as outlined in DMS-8104, “Paint, Shop Application for Steel Bridge Members.” Use a Class A slip (minimum slip coefficient of 0.33) if no slip coefficient or corresponding surface condition is specified Perform all required testing at no expense to the Department. Surface preparation and painting the interiors of Tub Girders and Closed Boxes is in accordance with DMS-8104, “Paint, Shop Application for Steel Bridge Members.” 3.8.2. Weathering Steel. Provide an SSPC-SP 6 blast in the shop to all fascia surfaces of unpainted weathering steel beams. Fascia surfaces include: exterior sides of outermost webs and undersides of bottom flanges of plate girders and rolled beams, all outer surfaces of tub girders and box girders, all surfaces of truss members, webs and undersides of bottom flanges of plate diaphragms, bottom surfaces of floor beams, and any other surfaces designated as “fascia” on the plans. Do not mark fascia surfaces. Use one of the following methods as soon as possible to remove any markings or any other foreign material that adheres to the steel during fabrication and could inhibit the formation of oxide film: SSPC-SP 1, “Solvent Cleaning,” SSPC-SP 2, “Hand Tool Cleaning,” SSPC-SP 3, “Power Tool Cleaning,” and SSPC-SP 7, “Brush-off Blast Cleaning.” Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 441 11 Do not use acids to remove stains or scales. Feather out touched-up areas over several feet. 3.8.3. Machined Surfaces. Clean and coat machine-finished surfaces that are in sliding contact, particularly pins and pinholes, with a non-drying, water-repellent grease-type material containing rust-inhibitive compounds. Ensure the coating material contains no ingredients that might damage the steel. Protect machined surfaces from abrasive blasting. 3.9. Handling and Storage of Materials. Prevent damage when storing or handling girders or other materials. Remove or repair material damaged by handling devices or improper storage by acceptable means in accordance with ASTM A6 and the applicable AWS code. Place stored materials on skids or acceptable dunnage above the ground. Keep materials clean. Shore girders and beams to keep them upright and free of standing water. Place support skids close enough to prevent excessive deflection in long members such as columns. Do not stack completed girders or beams at the jobsite. Protect structural steel from salt water or other corrosive environments during storage and transit. 3.10. Marking and Shipping. Mark all structural members in accordance with the erection drawings. If a surface is painted, make the marks over the paint. Do not use impact-applied stencils to mark painted surfaces. Mark the weight directly on all members weighing more than 3 tons. Keep material clean and free from injury during loading, transportation, unloading, and storage. Pack bolts of each length and diameter, and loose nuts or washers of each size, separately and ship them in boxes, crates, kegs, or barrels. Plainly mark a list and description of the contents on the outside of each package. 3.11. Field Erection. Do not lift and place any steel member, including girders and diaphragms, over an open highway or other open travel way unless otherwise approved. Do not allow traffic to travel under erected members until sufficiently stable as shown on approved erection drawings. 3.11.1. Pre-Erection Conference. Schedule and attend a pre-erection conference with the Engineer at least 7 days before commencing steel erection operations. Do not install falsework or perform any erection operations before the meeting. 3.11.2. Methods and Equipment. Do not tack-weld parts instead of using erection bolts. Do not tack-weld parts to hold them in place for bolting. Provide falsework, tools, machinery, and appliances, including drift pins and erection bolts. Provide enough drift pins, 1/32 in. larger than the connection bolts, to fill at least 1/4 of the bolt holes for primary connections. Use erection bolts of the same diameter as the connection bolts. Securely tie, brace, or shore steel beams or girders immediately after erection as shown on the erection drawings. Maintain bracing or shoring until the diaphragms are in place and as specified in the erection drawings. Protect railroad, roadway, and marine traffic underneath previously erected girders or beams from falling objects associated with other construction activities. Only welders certified or working directly under the supervision of a foreman certified in accordance with Item 448, “Structural Field Welding,” may handle torches when applying heat to permanent structural steel members. 3.11.3. Falsework. Construct falsework in accordance with the erection plan. Construct foundations for shore towers as shown on erection drawings. Do not use timber mats with deteriorated timbers or soil to constr uct shore tower foundations. Notify the Engineer of completed falsework to obtain approval before opening roadway to traffic or starting girder erection activities. Ensure falsework is protected from potential vehicle impact. Inspect and maintain falsework daily. Use screw jacks or other approved methods to control vertical adjustment of falsework to minimize the use of shims. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 441 12 3.11.4. Handling and Assembly. Accurately assemble all parts as shown on the plans and the approved shop drawings. Verify match-marks. Handle parts carefully to prevent bending or other damage. Do not hammer if doing so damages or distorts members. Do not weld any member for transportation or erection unless noted on the plans or approved by the Engineer. 3.11.4.1. Welded Connections. Weld flange splices to 50% of their thickness and meet the minimum erection bracing and support requirements before releasing the erection cranes, as shown on the plans and on the approved erection plans. Field-weld in accordance with Item 448, “Structural Field Welding.” 3.11.4.2. Bolted Connections. Before releasing the erection cranes: install 50% of the bolts in the top and bottom flanges and the web with all nuts finger-tight, meet the minimum erection bracing and support requirements shown on the plans and on the approved erection plans, and install top lateral bracing across the connection for tub girders, and fully tension the bolts connecting the bracing to the top flanges. Install high-strength bolts, including erection bolts, in accordance with Item 447, “Structural Bolting.” Clean bearing and faying surfaces for bolted connections in accordance with Item 447, “Structural Bolting.” Clean the areas of the outside ply under washers, nuts, and bolt heads before bolt installation. Ensure the required faying surface condition is present at the time of bolting. 3.11.5. Misfits. Correct minor misfits. Ream no more than 10% of the holes in a plate connection (flange or web), and ensure no single hole is more than 1/8 in. larger than the nominal bolt diameter. Submit proposed correction methods for members with defects that exceed these limits or prevent the proper assembly of parts. Straighten structural members in accordance with S2.1. Make all corrections in the presence of the Engineer at no expense to the Department. Do not remove and reweld gusset plates without approval. 3.11.6. Bearing and Anchorage Devices. Place all bearing devices such as elastomeric pads, castings, bearing plates, or shoes on properly finished bearing areas with full and even bearing on the concrete. Place metallic bearing devices on 1/4 in.-thick preformed fabric pads manufactured in accordance with DMS-6160, “Water Stops, Nylon-Reinforced Neoprene Sheet, and Elastomeric Pads,” to the dimensions shown on the plans. Provide holes in the pad that are no more than 1/4 in. larger than the bolt diameter. Build the concrete bearing area up to the correct elevation once it has been placed below grade using mortar that meets Item 420, “Concrete Substructures,” and provide adequate curing. Use only mortar for build-ups between 1/8 in. and 3/8 in. thick. Use galvanized steel shims or other approved shim materials in conjunction with mortar if the bearing area must be raised more than 3/8 in. Provide at least 75% contact of flange to shoe with no separation greater than 1/32 in. for beams and girders. Make corrections using heat or pressure in accordance with S2.1, or with galvanized shims. Correct small irregularities by grinding. Provide at least 85% contact between the rocker plate and the base plate. Adjust the location of slotted holes in expansion bearings for the prevailing temperature. Adjust the nuts on the anchor bolts at the expansion ends of spans to permit free movement of the span. Provide lock nuts or burr the threads. Remove all foreign matter from sliding or machine-finished surfaces before placing them in the structure. Restore distorted bearing pads or expansion bearings to an equivalent 70°F position after completion of all welded or bolted splices, using an approved method of relieving the load on the bearing devices. 3.11.7. Erecting Forms. Do not erect forms until all welding or bolting is complete and the unit is positioned and properly set on the bearings unless otherwise noted on the plans. 3.11.8. Field Finish. Paint in accordance with Item 446, “Field Cleaning and Painting Steel.” Restore weathering steel that will remain unpainted to a uniform appearance by solvent cleaning, hand cleaning, power brush, or Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 441 13 blast cleaning after all welding and slab concrete placement has been completed. Remove from all unpainted weathering steel fascia surfaces (see Section 441.3.8.2., “Weathering Steel,”) any foreign material, including markings, that adheres to the steel and could inhibit formation of oxide film as soon as possible. Feather out touched-up areas over several feet. Do not use acids to remove stains or scales. 4. MEASUREMENT AND PAYMENT The work performed, materials furnished, equipment, labor, tools, and incidentals will not be measured or paid for directly but will be subsidiary to pertinent Items. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 442 1 Item 442 Metal for Structures 1. DESCRIPTION Provide structural steel, high-strength bolts, forgings, steel castings, iron castings, wrought iron, steel pipe and tubing, aluminum castings and tubing, or other metals used in structures, except reinforcing steel and metal culvert pipe. 2. MATERIALS Furnish mill test reports (MTRs), supplemental test documentation, and certifications required by this and other pertinent Items. 2.1. Structural Steel. The Engineer may sample and test steel in accordance with ASTM A370. 2.1.1. Bridge Structures. Provide the grade of ASTM A709 steel shown on the plans. Grade 50W, 50S, or HPS 50W may be substituted for Grade 50 at no additional cost to the Department. Use Zone 1 if no AASHTO temperature zone is shown on the plans. 2.1.2. Non-Bridge Structures. 2.1.2.1. Steel Classifications. Provide the types and grades of steel listed in this Section unless otherwise shown on the plans. 2.1.2.1.1. Carbon Steel. Meet ASTM A36. 2.1.2.1.2. Low-Alloy Steel. Meet the requirements of one of the following standards: ASTM A529 Grade 50; ASTM A572 Grade 50 or 55; ASTM A588; ASTM A709 Grade 50, 50S, 50W, or HPS 50W; or ASTM A992. Specify ASTM A6 supplemental requirement S18, “Maximum Tensile Strength,” for material used for sign, signal, and luminaire supports. 2.1.2.2. Impact Testing. Tension members and components of the following structure types, if more than 1/2 in. thick. Other members designated on the plans must meet the Charpy V-notch (CVN) requirements of Table 1: base plates for roadway illumination assemblies, traffic signal pole assemblies, high mast illumination poles, camera poles, and overhead sign supports; pole mounting plates, arm mounting plates, and clamp-on plates for traffic signal pole assemblies; arm stiffeners, pole gussets, and stiffeners for traffic signal pole long mast arm assemblies (50 ft. to 65 ft.); pole shafts, ground sleeves, and handhole frames for high mast illumination poles; W-columns, tower pipes, multiple-sided shafts, tower pipe and multiple-sided shaft connection plates, chord angles, chord splice plates or angles, and truss bearing angles for truss type overhead sign supports; and Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 442 2 pipe posts, pipe arms, post and arm flange plates, and handhole frames for monotube overhead sign supports. Table 1 CVN Requirements for Non-Bridge Steel Material Thickness Minimum CVN Toughness ASTM A36, A53, A242, A500, A501, A709 Gr. 36, any other steel with minimum specified yield point below 40 ksi up to 4" 15 ft.-lb. at 70°F ASTM A572,1 A588,1 A633,1 any other steel with minimum specified yield point between 40 and 65 ksi, inclusive up to 2" 15 ft.-lb. at 70°F over 2" to 4", mechanically fastened 15 ft.-lb. at 70°F over 2" to 4", welded 20 ft.-lb. at 70°F Any steel with minimum specified yield point over 65 ksi and under 90 ksi2 up to 2-1/2" 20 ft.-lb. at 50°F over 2-1/2" to 4", mechanically fastened 20 ft.-lb. at 50°F over 2-1/2" to 4", welded 25 ft.-lb. at 50°F 1. Reduce the testing temperature by 15°F for each 10-ksi increment or fraction thereof above 65 ksi if the yield point of the material given on the MTR exceeds 65 ksi. 2. Reduce the testing temperature by 15°F for each 10-ksi increment or fraction thereof above 85 ksi if the yield point of the material given on the MTR exceeds 85 ksi. Use the (H) frequency of testing for material with minimum specified yield point up to 50 ksi. Use the (P) frequency of testing for material with minimum specified yield point over 50 ksi. Ensure steel is sampled and tested in accordance with ASTM A673. 2.1.3. Other Components. 2.1.3.1. Miscellaneous Bridge Components. Provide steel that meets ASTM A36, A709 Grade 36, or A500 Grade B for members such as steel bearing components not bid under other Items, steel diaphragms for use with concrete bridges, and armor and finger joints, unless otherwise shown on the plans. 2.1.3.2. Shear Connectors and Anchors. Provide cold-drawn bars for stud shear connectors, slab anchors, and anchors on armor and finger joints that meet the requirements of ASTM A108, Grade 1010, 1015, 1018, or 1020, either semi-killed or killed, and have the tensile properties given in Table 2 after drawing or finishing. Determine tensile properties in accordance with ASTM A370. Table 2 Minimum Tensile Properties for Bar Stock Tensile strength 60 ksi Yield strength 50 ksi Elongation 20% (2") Reduction of area 50% Provide certification from the manufacturer that the studs or anchors as delivered have the required material properties. 2.1.3.3. Fasteners. Provide high-strength bolts that meet ASTM A325 or A490 as shown on the plans. The Department may sample high-strength bolts, nuts, and washers for structural connections in accordance with Tex-719-I. Follow the requirements of Item 447, “Structural Bolting,” for tests, test reports, and supplemental requirements for high-strength bolts, nuts, and washers. Use bolts that meet ASTM A307 and nuts that meet ASTM A563 when ASTM A325 or A490 bolts are not shown on the plans. 2.1.3.4. Slip-Resistant Deck Plates. Furnish steel for deck plates that meets ASTM A786 and one of A242, A588, or A709 Gr. 50W. State the type and trade name of material to be used on the shop drawings. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 442 3 2.1.3.5. Rail Posts. Provide material for rail posts that meets ASTM A36 or ASTM A709 Grade 36 unless otherwise shown on the plans. 2.2. Steel Forgings. Provide steel forgings for pins, rollers, trunnions, or other forged parts that meet ASTM A668, Class C, D, F, or G, as shown on the plans. For pins 4 in. or smaller in diameter for non-railroad structures, material that meets ASTM A108, Grades 1016 to 1030, with a minimum yield strength of 36 ksi, may be used instead. 2.3. Steel Castings. Provide steel castings that meet ASTM A27, Grade 70-36. 2.4. Iron Castings. Provide iron castings that are true to pattern in form and dimensions; free from pouring faults, sponginess, cracks, blow holes, and other defects in positions affecting their strength and value for the service intended; and meet the standards shown in Table 3. Table 3 Standards for Iron Castings Casting Material ASTM Standard Grade or Class Gray iron A48 35B Malleable iron A47 32510 Ductile iron A536 70-50-05 2.5. Steel Tubing. Provide steel tubing that meets ASTM A500, Grade B unless otherwise shown on the plans. Tubing that meets API Standard 5L, Grade X52 may be used if produced by a mill listed in the standard API specifications as authorized to produce pipe with the API monogram. Hydrostatic tests are not required for API 5L steel, and instead of an MTR, the manufacturer may furnish a certificate for each lot or shipment certifying the tubing meets the requirements of this Section. 2.6. Pipe Rail. “Pipe” includes special extruded and bent shapes. Provide pipe that is rolled, extruded, or cold- pressed from a round pipe or flat plate, and of the section shown on the plans. Ensure the design of the cold press and dies results in a pipe of uniform section-free from die marks. Cut the pipe to the lengths required once it has been formed to the required section. Make the end cuts and notches at the angles to the axis of the pipe required to produce vertical end faces and plumb posts when required by the plans. Provide a neat and workmanlike finish when cutting and notching pipe. 2.7. Aluminum. Provide aluminum materials that meet the standards shown in Table 4 unless otherwise shown on the plans. Table 4 Aluminum Standards Material ASTM Standard Alloy-Temper Castings B108 A444.0-T4 Extrusions B221 6061-T6 Sheet or plate B209 6061-T6 When testing is required, cut test specimens from castings from the lower 14 in. of the tension flange, but not at the junction of the rib or base. Flatten the curved surfaces before machining. Provide standard test specimens in conformance with ASTM E8. 3. CONSTRUCTION 3.1. Fabrication, Erection, and Painting. Fabricate, weld, and erect structural metal in accordance with Item 441, “Steel Structures,” Item 447, “Structural Bolting,” Item 448, “Structural Field Welding,” and the applicable AWS welding code. Paint in accordance with Item 446, “Field Cleaning and Painting Steel.” Aluminum or galvanized steel members do not require painting unless otherwise shown on the plans. 3.2. Galvanizing. Galvanize fabricated steel items, steel castings, bolts, nuts, screws, washers, and other miscellaneous hardware in accordance with Item 445, “Galvanizing.” Galvanizing is not required unless specified. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 442 4 4. MEASUREMENT This Item will be measured by the pound of structural metal furnished and placed in a complete structure not including the weight of erection bolts, paint, or weld metal. This is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2., “Plans Quantity Measurement.” Additional measurements or calculations will be made if adjustments of quantities are required. The maximum percent variance from the plans quantity will be as given in Table 5. Table 5 Percent Variance Quantity Variance Over 1,000,000 lb. 1/2% 100,000 through 1,000,000 lb. 1% Under 100,000 lb. 1-1/2% If the requests for increases in sizes or weights of members are approved, measurement will be made on the sizes or weights shown on the plans. Castings, bearing plates, anchor bolts, drains, deck plates, armor and finger joints, and other metal for which no separate measurement is specified will be included in the total quantity of structural steel. The weights of rolled materials (such as structural shapes and plate) will be computed on the basis of nominal weights and dimensions using measurements shown on the plans. Deductions will not be made for material that is removed for copes, clips, planing, or weld preparation. The weight of castings will be computed from the dimensions shown on the approved shop drawings. Shoes will be measured by the weights shown on the plans. Weight of high-strength fasteners will be based on Table 6. Weight of other metal will be based on Table 7. Splices will be measured as follows: No additional weight will be allowed for weld metal in a welded splice. Where a bolted splice is permitted as an alternate for a welded splice, measurement will be made on the basis of a welded splice. Where a bolted splice is required, the weight of the splice material, bolt heads, washers, and nuts will be measured with no deduction for holes. Table 6 Pay Weight for High-Strength Fasteners, Pounds per Hundred Units Diameter Item Bolt heads Nuts Washers 3/4" 15 19 4.8 7/8" 23 30 7.0 1" 32 43 9.4 1-1/8" 45 59 11 1-1/4" 64 79 14 Table 7 Pay Weight for Metals Material Weight (lb./cu. in.) Steel 0.2836 Cast iron 0.2604 Wrought iron 0.2777 Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 442 5 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Structural Steel” of the type (Rolled Beam, Plate Girder, Tub Girder, Box Girder, Railroad Through-Girder, Railroad Deck-Girder, Miscellaneous Bridge, Miscellaneous Non-Bridge) specified. This price is full compensation for materials, fabrication, transportation, erection, paint, painting, galvanizing, equipment, tools, labor, and incidentals. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 445 1 Item 445 Galvanizing 1. DESCRIPTION Galvanize or repair galvanizing on metal items. 2. MATERIALS Provide galvanized metal items that meet the standards in Table 1. Table 1 Galvanizing Standards Item Standard Fabricated items, rolled, pressed, or forged steel shapes, plates, pipes, tubular items, and bars ASTM A123 Steel or iron castings ASTM A153, Class A Bolts, nuts, screws, washers, and other miscellaneous hardware ASTM A153, Class C or D or ASTM B695, Class 50 Miscellaneous fasteners ASTM B633, Class Fe/Zn 8 Rail elements for metal beam guard fence or bridge railing AASHTO M 180 Permanent metal deck forms, supporting angles, and incidental items ASTM A653, Coating Designation G165 3. CONSTRUCTION 3.1. General. Provide for proper filling, venting, and draining during cleaning and galvanizing if fabricated members or assemblies are required to be hot-dip galvanized. Provide drain holes or slots as required, except where prohibited by the plans. Provide a surface finish on the thermal-cut drain holes or slots in accordance with AWS D1.1 requirements for base metal preparation. Drain to the small end of tapered sections that are assembled using slip-joint splices. Ensure cleaning and galvanizing does not produce hydrogen embrittlement. Remove weld flux, weld slag, and any other weld residue or impurities before galvanizing. Before galvanizing material 1/4 in. or greater in thickness: remove all sharp burrs, and chamfer to approximately 1/16 in. all edges. 3.2. Painting Galvanized Materials. Provide a paint system if painting is specified on galvanized materials in accordance with DMS-8102, “Paint Systems for Galvanized Steel.” Follow all manufacturer instructions for surface preparation and application including the following: 3.2.1. Surface Preparation. Do not water-quench or chromate-quench galvanized surfaces to be painted. Prepare the surface in accordance with ASTM D6386. Apply coating within 12 hr. of cleaning. Re-clean the surface if more than 12 hr. elapse before initial painting. 3.2.2. Coating Application. Ensure the coating is smooth, even, continuous, and free of drips, runs, sags, holidays, wrinkles, or other coating defects. Ensure the coating has a uniform appearance within all portions of the painted piece and all related pieces and components of a project. Ensure all repairs are smooth, even, and visually match the remainder of the coated piece by use of feathering and other appropriate techniques to avoid sharp transitions. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 445 2 3.3. Galvanizing Weldments. If problems develop during galvanizing of welded material, the Engineer may require a compatibility test of the combined galvanizing and welding procedures in accordance with Section 441.3.2.6., “Testing of Galvanized Weldments,” and may require modification of one or both of the galvanizing and welding procedures. 3.4. Workmanship. 3.4.1. Coverage. Bare spots no more than 1/8 in. across are acceptable unless numerous. Repair larger bare spots in accordance with Section 445.3.5., “Repairs.” Local runs or drips of zinc coating are acceptable unless they interfere with the intended use of the product. Carefully remove plainly visible excessive zinc accumulations. 3.4.2. Adhesion. Tap the coated area with a small hammer to test coating adhesion. The coating is acceptable if it is not brittle and does not scale or flake. 3.4.3. Appearance. 3.4.3.1. White Rust. A white powdery residue indicates moisture. Remove heavy layers of white rust that have caused the coating to pit. Light coatings may remain unless the Engineer requires chemical removal. Remove white rust from articles that will be in direct contact with soil. 3.4.3.2. Red Rust. Red rust on galvanized items indicates uncoated areas. See Section 445.3.4.1., “Coverage,” for acceptance criteria. 3.4.3.3. Alligator Cracking or Spider Webbing. The composition of the base metal may cause dark lines resembling alligator skin. See Section 445.3.4.2., “Adhesion,” to determine whether the coating is acceptable. 3.4.3.4. Dull Gray Coating. The composition of the base metal can cause a dull gray color. See Section 445.3.4.2., “Adhesion,” to determine whether the coating is acceptable. 3.4.4. Coating Thickness. Galvanize to the thickness specified. Use Tex-728-I to determine coating thickness. 3.5. Repairs. Use zinc-based solders, sprayed zinc, or zinc-rich paints for repairs in accordance with this Section. 3.5.1. Materials. 3.5.1.1. Zinc-Based Solders. Solders used in rod form or as powders: zinc-tin-lead alloys with liquidus temperatures in the range of 446°F to 500°F or zinc-cadmium alloys with liquidus temperatures in the range of 518°F to 527°F. 3.5.1.2. Sprayed Zinc (Metallizing). Zinc coating applied by spraying with droplets of molten metal using wire, ribbon, or powder processes. 3.5.1.3. Organic Zinc-Rich Paints. Zinc-rich paints based on organic binders that meet the requirements of DMS-8103, “Galvanizing Repair Paints.” The Department’s MPL has a list of approved repair paints for galvanized coatings. 3.5.2. Repair Processes. 3.5.2.1. Zinc-Based Solders. Remove moisture, oil, grease, dirt, corrosion products, and welding slag or flux from surfaces to be repaired. Clean surface to white metal by wire-brushing, light grinding, or mild blasting extending into the surrounding undamaged galvanized coating. Preheat cleaned areas to at least 600°F, but not more than 750°F. Wire-brush while heating and evenly distribute a layer of zinc solder. Flush the repaired area with water or wipe with a damp cloth to remove flux residue when repair is completed. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 445 3 3.5.2.2. Sprayed Zinc (Metallizing). Remove oil, grease, corrosion products, and any welding slag or flux from surfaces to be repaired, and ensure the surfaces are dry. Clean surface to white metal by wire-brushing, light grinding, or mild blasting extending into the surrounding undamaged galvanized coating. Apply coating by metal-spraying pistols fed with either zinc wire, ribbon, or powder. Provide a coating that is uniform and free of lumps, coarse areas, or loose particles. 3.5.2.3. Organic Zinc-Rich Paints. Remove oil, grease, corrosion products, and welding slag or flux from surfaces to be repaired, and ensure the surfaces are clean and dry. Clean surface to near -white metal by wire- brushing, light grinding, or mild blasting extending into the surrounding undamaged coating to provide a smooth repair. Spray or brush-apply the paint to the prepared area in accordance with the paint manufacturer’s instructions to attain the required dry-film thickness. Provide multiple passes when using spray application. 3.6. Repair Coating Thickness. Measure thickness in the repaired area using Tex-728-I after completing repair and cooling or curing. The minimum thickness required is the same as that required for the specified galvanizing. However, if the repair uses zinc-rich paints, the minimum coating thickness is 50% higher than the specified galvanizing thickness but not greater than 4.0 mils. 4. MEASUREMENT AND PAYMENT The work performed, materials furnished, equipment, labor, tools, and incidentals will not be measured or paid for directly but will be considered subsidiary to pertinent Items. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 448 1 Item 448 Structural Field Welding 1. DESCRIPTION Field-weld metal members using the shielded metal arc or flux cored arc welding processes. 2. MATERIALS Provide electrodes for shielded metal arc welding (SMAW) conforming to the requirements of the latest edition of ANSI/AWS A5.1 or ANSI/AWS A5.5. Provide electrodes for flux cored arc welding (FCAW) conforming to the requirements of the latest edition of ANSI/AWS A5.20 or ANSI/AWS A5.29. Provide electrodes and flux-electrode combinations named on the Department’s MPL. To request that a product be added to this list or to renew an expired approval, the Contractor or the consumable manufacturer must submit certified reports of all tests required by the applicable AWS A5 specification according to the applicable welding code to the Construction Division. For most structural steel construction, the applicable welding code is AASHTO/AWS D1.5 or ANSI/AWS D1.1. For reinforcing steel, the applicable code is ANSI/AWS D1.4. Tests must be conducted on electrodes of the same class, size, and brand and manufactured by the same process and with the same materials as the electrodes to be furnished. Resubmit electrodes or flux-electrode combinations every 12 months for renewal. Table 1 shows the classes of electrodes required. Use electrodes with the type of current, with the polarity, and in the positions permitted by AWS A5.1 and A5.5 for SMAW. AWS A5.20 and A5.29 specifications govern for FCAW. Obtain approval for electrode use on steel not listed in Table 1. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 448 2 Table 1 Classification of Electrodes Permitted Type of Steel (ASTM Standards) Electrode Specification Process Filler Metal Requirements Steel piling Armor joints A500 A501 AWS A5.1 or A5.5 SMAW E60XX E70XX or E70XX-X AWS A5.20 or A5.29 FCAW E6XTX-X E7XTX-X (except -2, -3, -10, -GS) A36 A572 Gr. 50 A588 A242 A709 Gr. 36. 50, or 50S AWS A5.1 or A5.5 SMAW E7016 E7018 E7028 AWS A5.20 or A5.29 FCAW E7XT-1 E7XT-5 E7XT-6 E7XT-8 Weathering steel A588 A242 A709 Gr. 50W AWS A5.5 SMAW E8018-W E8016-C3 E8018-C3 E8016-C1 E8018-C1 E8016-C2 E8018-C2 AWS 5.29 FCAW E8XT1-W E8XTX-Ni1 E8XTX-Ni2 E8XTX-Ni3 A709 Gr. HPS 70W AWS A5.5 SMAW E9018-M-H8R Reinforcing steel Grade 40 AWS A5.1 or A5.5 SMAW E70XX Reinforcing steel Grade 60 AWS A5.5 SMAW E90XX Permanent metal deck forms AWS A5.1 or A5.5 SMAW E6010 E6011 E6013 E7018 Note—Low-hydrogen electrodes applicable to the lower strength base metal may be used in joints involving base metals of different yield points or strengths. E7010 and E8010 electrodes may be used when welding the root passes of beam and girder splices if the requirements of Section 448.4.3.5.1., “High-Cellulose Electrodes for Root Passes,” are met. Use electrodes meeting the diffusible hydrogen requirements for fracture-critical welding in AASHTO/AWS D1.5 when welding fracture-critical applications. Use gas or gas mixtures that are welding grade and have a dew point of −40°F or lower for gas-shielded FCAW. Furnish certification to the Engineer that the gas or gas mixture is suitable for the intended application and will meet the dew point requirements. 3. EQUIPMENT Provide electrode drying and storing ovens that can maintain the required temperatures specified in Section 448.4.3.1., “Electrode Condition.” Each oven must have a door that is sealed and can be latched. Each oven must have a small port that may be opened briefly to insert a thermometer or the oven must be equipped with a thermometer that allows for direct reading of temperature inside the oven without opening the oven. Provide equipment able to preheat and maintain the temperature of the base metal as required and as shown on the plans. Provide approved equipment (e.g., temperature indicator sticks or infrared thermometer) for checking preheat and interpass temperatures at all times while welding is in progress. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 448 3 Provide welding equipment meeting the requirements of the approved welding procedure specificat ions (WPS), if required, and capable of making consistent high-quality welds. 4. CONSTRUCTION 4.1. Procedure Qualification. Use the proper classification and size of electrode, arc length, voltage, and amperage for the thickness of the material, type of groove, welding positions, and other circumstances of the work. Submit WPSs for FCAW, qualified in accordance with AASHTO/AWS D1.5 for approval before any field welding on a project. 4.2. Welder Qualification. Provide Department certification papers for each welder and for each welding process to be used before welding, except for miscellaneous welds described in Section 448.4.2.1.1., “Miscellaneous Welding Applications.” Certification is issued by the Department as described in Section 448.4.2.2., “Certified Steel Structures Welder.” 4.2.1. Miscellaneous Welding. A qualified welder is an experienced welder who is capable of making welds of sound quality but does not have Department certification papers. The Engineer will check the welder’s ability by conducting a jobsite test in accordance with Section 448.4.2.1.2., “Miscellaneous Weld Qualification Test,” before welding begins. Furnish all materials and equipment necessary for this test. 4.2.1.1. Miscellaneous Welding Applications. A welder certified for structural or reinforcing steel or a qualified welder may make miscellaneous welds of the following types: splicing reinforcing steel to extend bars in the bottom of a drilled shaft; attaching chairs to the reinforcing steel cage of a drilled shaft; armor joints and their supports; screed rail and form hanger supports where permitted on steel units; reinforcing steel to R-bars for lateral stability between prestressed beams, spirals, or bands to reinforcing bars in drilled shaft cages; permanent metal deck forms; additional steel added in railing when slip-form construction is used; and other similar miscellaneous members that have no load-carrying capacity in the completed structure. 4.2.1.2. Miscellaneous Weld Qualification Test. A qualified welder must pass a jobsite Miscellaneous Weld Qualification Test before welding: Make a single-pass fillet weld of 1/4 in. maximum size in the vertical position approximately 2 in. long on 1/2-in. plate in the location shown in Figure 1. Use the same electrode proposed for the work. The Engineer will visually inspect the fillet weld for a reasonably uniform appearance and then rupture the weld as shown in Figure 2 with a force or by striking it with a hammer. The fractured surface of the weld will be inspected to ensure complete penetration into the root of the joint, complete fusion to the base metal, and no inclusion or porosity larger than 3/32 in. in its greatest dimension. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 448 4 Figure 1 Miscellaneous Qualification—Fillet Weld Break Specimen Figure 2 Miscellaneous Qualification—Method of Rupturing Specimen A welder who fails the Miscellaneous Weld Qualification Test may take a retest under the following conditions: The retest occurs immediately and consists of 2 test welds as described above with both test specimens meeting all of the requirements. The retest occurs after 30 days if the welder provides evidence of further training or practice. In this case the test consists of a single test weld. Qualification by the Miscellaneous Weld Qualification Test is effective immediately upon satisfactory completion of the test and remains in effect for the duration of a project. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 448 5 4.2.2. Certified Steel Structures Welder. Before making non-miscellaneous welds on structural steel, a welder must pass the AASHTO/AWS D1.5 qualification test for groove welds for plates of unlimited thickness in the vertical (3G) and overhead (4G) positions with the following additional requirements: Use metal for test plates that meets Item 442, “Metal for Structures,” with a minimum yield point of 36 ksi. The minimum width of test plate must be sufficient to accommodate the radiograph inspection of 5-1/4 continuous inches of the weld, not counting the ends of the weld. Use approved electrodes meeting the required class in accordance with Table 1 and, in the case of FCAW, in accordance with the approved WPS. Have a radiographic inspection performed on the weld on each test plate. Any porosity or fusion-type discontinuity with greatest dimension larger than 1/16 in. found in the weld will result in failure of the test. Discontinuities with greatest dimension less than 1/16 in. are acceptable provided the sum of their greatest dimensions does not exceed 3/8 in. in any inch of weld. Have 2 side-bend specimens prepared, tested, and inspected for each test plate. The test must be administered by an approved laboratory and welding observed by laboratory personnel. Submit 2 copies of the certification issued by the laboratory, all accompanying test papers, and the radiographic films to the Bridge Division for review. The Bridge Division issues Department certifi cation papers if the laboratory’s certification is approved. A welder must also demonstrate to the Engineer a thorough knowledge of the required welding procedures together with the ability and desire to follow them and make welds of sound quality and good appearance. The certification issued by an approved laboratory is accepted for 1 mo. from the time of certification, during which time the welder may work on Department projects if the work is satisfactory. Certification papers issued by the Department remain in effect as long as the welder performs acceptable work as determined by the Bridge Division. The certification may be cancelled at any time if the welder’s work is not acceptable. For SMAW, a welder certified using EXX18 electrodes is qualified to weld with all approved SMAW electrodes up to E90XX to join metals with a maximum specified yield strength of 65 ksi. 4.3. Welding Steel Structures. 4.3.1. Electrode Condition. 4.3.1.1. SMAW. For electrodes with low-hydrogen coverings in conformance with AWS A5.1, dry to the manufacturer’s written drying instructions or dry for at least 2 hours between 450°F and 500°F. For electrodes with low-hydrogen coverings conforming to AWS A5.5, dry for at least 1 hour between 700°F and 800°F or as specified by the electrode manufacturer. If using electrodes from a newly opened undamaged hermetically sealed container, drying is not required. Store electrodes in ovens held at a temperature of at least 250°F immediately after drying or removal from hermetically sealed container. Elapsed time p ermitted between removal of an electrode from the storage oven or hermetically sealed container and use of the electrode is given in Table 2. If the electrodes have the moisture resistance designator “R” and are being used on steel with minimum specified yield strength of 50 ksi or less, exposure time may be increased up to 9 hr. Table 2 SMAW Electrode Exposure Limits Electrode Type Exposure Time (hr.) E70 4 E80 2 E90 1 Leave electrodes in the holding oven for at least 4 hr. at 250°F before reusing if they are placed back in it before the times given in Table 2 have lapsed. The Engineer may reduce times allowed for use without re - drying in humid atmospheres. Do not redry electrodes more than once. Do not use electrodes with flux that has been wet, cracked, or otherwise damaged. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 448 6 4.3.1.2. FCAW. Protect or store welding wire coils removed from the original package to keep their characteristics or welding properties intact. Do not use coils or portions of coils that are rusty. 4.3.1.3. Special Applications. Dry electrodes for fracture-critical applications or when welding steel not shown in Table 1 in accordance with the manufacturer’s specifications and AASHTO/AWS D1.5. 4.3.2. Environmental Conditions. Do not weld when the air temperature is lower than 20°F; when surfaces are wet or exposed to rain, snow, or wind; or when operators are exposed to inclement conditions. Provide wind breaks to protect welding operations from winds greater than 5 mph. 4.3.3. Assembly and Fitup. Verify that ends of members to be welded are prepared in accordance with the welded joint detail specified. See Figures 3, 4, and 5 for proper end preparation and weld details of girder splices. Bring the parts to be joined by fillet welds into as close contact as possible, not separated more than 3/16 in. Increase the leg of the fillet weld by the amount of the separation if the separation is 1/16 in. or more. Keep the separation between faying surfaces of lap joints and of butt joints landing on backing strips to no more than1/16 in. Make suitable allowance for shrinkage, and never restrain the joint on both sides in any welding process. Use the following fitup procedure for groove welds for butt joints: Align splices of beams and girders joined by groove welds with the center of gravity of both cross-sections coinciding or each flange vertically offset equally. Fit beams and girders with offset webs with the webs aligned and the flanges offset laterally. Make the joint with a smooth transition between offset surfaces and with a slope of no more than1:4 when flanges are offset or abutting parts differ in thickness or width by more than 1/8 in. Space members to provide a 3/16-in. root opening at the nearest point. At other points of the joint when the spacing provides up to a 7/16-in. opening, correction may be made by buildup up to 1/8 in. on each bevel nose. Rebevel openings exceeding 7/16 in. and move the parts to be joined closer together to bring the joint within the maximum buildup limits. Allow buildups to cool to the maximum preheat and interpass temperatures before welding the joint. Bring all members into correct alignment and hold them in position by acceptable clamps while welding. Complete all butt splices before welding diaphragms or sway bracing in a particular section of a unit. Diaphragms and sway bracing may be welded in a unit behind the splice welding to provide stability except where such welding interferes with butt splice adjustments, such as at a drop-in segment of a continuous unit. Complete all splices before welding beams or girders to shoes. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 448 7 Figure 3 Girder Splice Details Figure 4 Girder Splice Details (Flange) Figure 5 Girder Splice Details (Web) 4.3.4. Preheat. Preheat ahead of welding both groove and fillet welds (including tack welding) to the temperatures shown in Table 3. Keep preheat and interpass temperatures high enough to prevent cracks. The preheat Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 448 8 temperatures shown in Table 3 are minimums, and higher preheats may be necessary in highly restrained welds. Preheat the base metal when it is below the required temperature so that parts being welded are not cooler than the specified temperature within 3 in. of the point of welding. Measure preheat temperature on the side opposite to which the heat is applied at points approximately 3 in. away from the joint. Completely weld a joint before allowing it to cool below the specified temperature. Always deposit enough weld to prevent cracking before allowing a joint to cool. Do not allow preheat and interpass temperatures to exceed 400°F for thickness up to 1-1/2 in. and 450°F for greater thicknesses. Table 3 Minimum Preheat and Interpass Temperature for Welding with Low-Hydrogen Electrodes Thickest Part at Point of Welding Temperature Up to 3/4 in., inclusive 50°F More than 3/4 in. up to 1-1/2 in., inclusive 70°F More than 1-1/2 in. up to 2-1/2 in., inclusive 150°F More than 2-1/2 in. 225°F Preheat the material in accordance with Table 4 when E7010 or E8010 electrodes are used for tacking or temporary root pass. Table 4 Minimum Preheat Temperature for Welding with E7010 or E8010 Electrodes Thickest Part at Point of Welding Temperature 1/2 in. and less 150°F 9/16 in. through 3/4 in. 200°F 13/16 in. through 1-1/2 in. 300°F More than 1-1/2 in. 400°F Use preheat and interpass temperatures for the thicker plate thickness when joining steels of differen t thickness. Preheat base metal to at least 70°F when the base metal temperature is below 32°F. and maintain this minimum temperature during welding. Preheat base metal to 200°F before starting to weld if it is moist. Preheat fracture-critical applications in accordance with AASHTO/AWS D1.5. 4.3.5. Welding Practice. Use an approved procedure to control shrinkage and distortion. Weld FCAW in accordance with an approved WPS. Weld as required by the Contract or erection drawings. Do not change the location or size of welds without approval. Do not make temporary welds for transportation, erection, or other purposes on main members except as shown on the plans or approved. Use a crayon, paint, or other approved method to mark each groove weld to identify the welder who performed the work. Use the stringer-bead technique where possible for groove welds. Progress upward in vertical welding passes using a back-step sequence keeping the end of the low-hydrogen electrode contained within the molten metal and shield of flux unless the electrode manufacturer’s specifications indicate otherwise. Begin and terminate groove welds at the ends of a joint on extension bars. Make edge preparation and thickness of extension bars the same as that of the member being welded but extending at least 2 in. beyond the joint. Remove extension bars with a cutting torch or arc-air gouging, and grind the flange edges smooth after the weld is completed and cooled. Clean any defects exposed by the grinding, fill them with weld metal, and regrind them to a uniform finish. Grind so that grind marks are parallel to the flange, and avoid excess grinding of the parent metal. Clean and fuse tack welds thoroughly with the final weld. Remove defective, cracked, or broken tack welds. Gouge, chip, or otherwise remove the root of the initial weld to sound metal for all groove welds, except those produced with the aid of backing or those on steel piling or armor joints, before welding is started on the second side. Clean the back side thoroughly before placing th e backup pass. Fuse the weld metal Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 448 9 thoroughly with the backing, and use backing that is continuous for the full length of the weld. Make a continuous length of backing by welding shorter sections together only under the following conditions: All splices in the backing are complete joint penetration (CJP) groove welds made with the same controls as similar CJP groove welds in the structure. The welds are radiographed and examined as described in Section 448.4.3.7., “Radiographic Inspection,” to ensure weld soundness. All welding and testing of the backing is complete before the backing is used to make the structural weld. 4.3.5.1. High-Cellulose Electrodes for Root Passes. E7010 and E8010 electrodes may be used when welding the root passes of beam and girder splices if the work is preheated in accordance with Table 4. Remove the E7010 or E8010 electrode pass completely by arc-air gouging, and replace it using a low-hydrogen electrode after the root passes are backed up. 4.3.5.2. Welding Sequence. Make beam and girder splices using the sequences shown in Figure 6. (Some members will require fewer or more passes than Figure 6 shows.) Alternate welds from flat to overhead to prevent heat buildup along bevel edge. Arrange the passes between the top and bottom flange to maintain balance and symmetry. Place passes 1, 2, and 3 in the top flange, followed by passes 4, 5, and 6 in the bottom flange (see Figure 6) for rolled I-beams and built-up girders. Gouge out and replace passes 1 and 4, which always are placed in the overhead position. Next, place passes 7, 8, and 9 in the top flange, followed by passes 10, 11, and 12 in the bottom flange. Continue with placing passes 13–17 in the top flange, followed by passes 18–22 in the bottom flange. Continue to alternate welding between top and bottom flange with a maximum of 5 passes per flange until the flange splices are complete. Tack weld web after aligning girder webs with short tacks as required to obtain proper alignment. Place pass 23 and pass 24 on the web. Gouge out and replace pass 23. Finish web splice with pass 25. Remove all slag for each layer, bead, and the crater area, and clean the weld and adjacent base metal before welding over previously deposited metal. Avoid arc strikes, and if they occur, grind resulting cracks and blemishes out to a smooth contour, checking them visually to ensure soundness. Figure 6 Welding Sequence for Splices for Material up to 50,000-psi Yield Strength. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 448 10 Deviation from the above sequence of weld passes requires approval. Obtain approval from the Bridge Division for welding procedures and sequences for special connections. 4.3.5.3. Electrode Size and Weld Layer Thickness. 4.3.5.3.1. SMAW. 4.3.5.3.1.1. Electrode Size. Use electrodes with the following maximum size: 1/4 in. for all welds made in the flat position except root passes, 1/4 in. for horizontal fillet welds, 1/4 in. for root passes of fillet welds made in the flat position and of groove welds made in the flat position with backing and with a root opening of 1/4 in. or more, 5/32 in. for welds made with low-hydrogen electrodes in the vertical and overhead positions, and 3/16 in. for all other welds. 4.3.5.3.1.2. Weld Size and Layer Thickness. Make the root pass large enough to prevent cracking. Make layers subsequent to the root pass in fillet welds and all layers in groove welds of the following maximum thickness: 1/4 in. for root passes of groove welds; 1/8 in. for subsequent layers of welds made in the flat position; and 3/16 in. for subsequent layers of welds made in the vertical, overhead, and horizontal positions. Make fillet welds passes using no larger than: 3/8 in. in the flat position, 5/16 in. in the horizontal or overhead positions, and 1/2 in. in the vertical position. 4.3.5.3.2. FCAW. 4.3.5.3.2.1. Electrode Size. Use electrodes with the following maximum size: 5/32 in. for the flat and horizontal positions, 3/32 in. for the vertical position, and 5/64 in. for the overhead position. 4.3.5.3.2.2. Weld Size and Layer Thickness. Make weld layers, except root and surface layers, no thicker than 1/4 in. Use a multiple-pass split-layer technique when the root opening of a groove weld is 1/2 in. or wider. Use the split-layer technique to make all multiple-pass welds when the width of the layer exceeds 5/8 in. Ensure each pass has complete fusion with adjacent base metal and weld metal and that there is no overlap, excessive porosity, or undercutting. Do not use FCAW with external gas shielding in a draft or wind. Furnish an approved shelter of material and shape to reduce wind velocity near the welding to a maximum of 5 mph. Make fillet weld passes using no larger than: 1/2 in. in the flat position, 3/8 in. in the horizontal or overhead positions, and 5/16 in. in the vertical position. 4.3.6. Weld Quality. Provide welds that are sound throughout with no cracks in the weld metal or weld pass. Completely fuse the weld metal and the base metal and each subsequent pass. Keep welds free from overlap, and keep the base metal free from undercut more than 1/100 in. deep when the direction of undercut is transverse to the primary stress in the part that is undercut. Fill all craters to the full cross-section of the welds. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 448 11 4.3.7. Radiographic Inspection. Conduct radiographic testing (RT) as required in the field at the expense of the Contractor by an agency or individual registered and licensed to perform industrial radiography. Follow all applicable rules and regulations for radiographic operations. Testing includes furnishing all materials, equipment, tools, labor, and incidentals necessary to perform the required testing. The Department may require further tests in accordance with Article 5.10., “Inspection,” and may perform additional testing, including other methods of inspection. Perform RT in accordance with AASHTO/AWS D1.5. The Engineer will examine and interpret the resulting radiographs in accordance with AASHTO/AWS D1.5. All radiographs become the property of the Department and remain with the Engineer. Radiographically inspect the full flange width of all flange splices and the top and bottom 1/6 of the web at each splice for field-welds of splices in beams or girders. Radiographically retest repaired welds. Make necessary repairs before any further work is done. Additional RT required because of unacceptable welding or poor radiograph quality is at the Contractor’s expense. RT of particular welds required by the plans is in addition to the RT required by this Item. Meet the requirements specified in Section 441.3.2.5.1., “Radiographic Testing,” for radiograph film quality. 4.3.8. Corrections. When welding is unsatisfactory or indicates inferior workmanship, the Engineer will require corrective measures and approve the subsequent corrections. Use oxygen gouging or arc-air gouging when required to remove part of the weld or base metal. Back-gouge splices in beams and girders or cut out defective welds using arc-air gouging by a welder qualified to make beam and girder splices. Slope the sides of the area to be welded enough to permit depositing new metal were corrections require depositing additional weld metal. Use a smaller electrode than that used for the original weld where corrections require depositing additional weld metal. Clean surfaces thoroughly before re-welding. Remove cracked welds completely and repair. Remove the weld metal for the length of the crack if crack length is less than half the length of the weld plus 2 in. beyond each end of the crack, and repair. Restore the original conditions where work performed after making a deficient weld has made the weld inaccessible or has caused new conditions making the correction of the deficiency dangerous or ineffectual by removing welds, members, or both before making the necessary corrections; otherwise, compensate for the deficiency by performing additional work according to a revised and approved design. Cut apart and re-weld improperly fitted or misaligned parts. Straighten members distorted by the heat of welding using mechanical means or the carefully supervised application of a limited amount of localized heat. Do not let heated areas exceed 1,200°F as measured by temperature-indicating crayons or other approved methods for steel up to 65,000-psi yield strength. Do not let heated areas exceed 1,100°F for higher-strength steels. Keep parts to be heat-straightened substantially free of stress from external forces except when mechanical means are used with the application of heat. Before straightening, submit a straightening procedure to the Engineer for approval. Correct defective or unsound welds either by removing and replacing the entire weld or as follows: 4.3.8.1. Excessive Convexity. Reduce to size by grinding off the excess weld metal, leaving a smooth profile. 4.3.8.2. Shrinkage Cracks, Cracks in Base Metal, Craters, and Excessive Porosity. Remove defective portions of base and weld metal down to sound metal, and replace with additional sound weld metal. 4.3.8.3. Undercut, Undersize, and Excessive Concavity. Clean and deposit additional weld metal. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 448 12 4.3.8.4. Overlap and Incomplete Fusion. Remove and replace the defective portion of weld. 4.3.8.5. Slag Inclusions. Remove the parts of the weld containing slag, and replace them with sound weld metal. 4.3.8.6. Removal of Base Metal during Welding. Clean and form full size by depositing additional weld metal using stringer beads. 4.4. Shear Stud Welding. Weld shear studs to steel surfaces and perform preproduction and production tests as required in AASHTO/AWS D1.5. 4.5. Welding Reinforcing Steel. Splice reinforcing steel by welding only at locations shown on the plans. 4.5.1. Base Metal. Provide weldable reinforcing steel in conformance with Item 440, “Reinforcement for Concrete.” 4.5.2. Preheat and Interpass Temperature. Minimum preheat and interpass temperatures are shown in Table 5. Preheat reinforcing steel when it is below the listed temperature for the size and carbon equivalency range of the bar being welded so that the cross-section of the bar is above the minimum temperature for at least 6 in. on each side of the joint. Allow bars to cool naturally to ambient temperature after welding is complete. Do not accelerate cooling. Table 5 Minimum Preheat and Interpass Temperature for Reinforcing Steel Carbon Equivalent Range (%) Size of Reinforcing Bar (no.) Temperature (°F) Up to and including 0.40 Up to 11 inclusive None 14 and 18 50 0.41 through 0.45 inclusive Up to 11 inclusive None 14 and 18 100 0.46 through 0.55 inclusive Up to 6 inclusive None 7 to 11 inclusive 50 14 and 18 200 Unknown Up to 18 inclusive 500 Base the preheat and interpass temperatures for widening projects on the existing reinforcing steel and the requirements of Table 5. 4.5.3. Joint Types. Use butt splices for all No. 7 and larger bars. Use lap splices for No. 6 and smaller bars. Make groove welds in lap splices at least 4 in. long, and weld them on each side of the lap joint as shown in Figure 7. For No. 5 and smaller bars, weld from one side of the lap when it is impractical to weld from both sides of the joint if approved by the Engineer, but in this case make the weld at least 6 in. long. Make all butt splices in the flat position. Make all welds for butt splices, except horizontal welds on vertical bars, as shown in Figures 8 and 9. The back-up strip is required when access to the splice is from the top only. When bars can be rotated or access to the splice is available from 2 sides, the double bevel splice may be used, and this type weld requires gouging out the root pass similar to a flange splice on structural steel. The root pass may be made using E7010 or E8010 electrodes for all double beveled splices. Preheat the steel to 400°F, if using E7010 or E8010 electrodes, and then completely remove the root pass before welding the opposite side. Make horizontal splices on vertical bars as shown in Figure 10. Provide alignment strips as shown in Figures 9 and 10 to hold bars during welding operation. Trim alignment strips after welding is complete. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 448 13 Figure 7 Direct Lap Joint with Bars in Contact Figure 8 Single Bevel V-Groove Weld in Horizontal Position Figure 9 Double Bevel V-Groove Weld in Horizontal Position Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 448 14 Figure 10 Double Bevel V-Groove Weld in Vertical Position 4.5.4. Radiographic Inspection. Radiograph welded butt splices at the expense of the Contractor when designated on the plans. Follow all applicable rules and regulations for radiographic operations. Ensure welds have no cracks and that the sum of the greatest dimensions of porosity and fusion-type defects do not exceed 1/10 of the nominal bar diameter. The Engineer will examine and interpret the resulting radiographs, which become the property of the Department and remain with the Engineer. 5. MEASUREMENT AND PAYMENT The work performed, materials furnished, equipment, labor, tools, and incidentals will not be measured or paid for directly but will be subsidiary to pertinent Items. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 449 1 Item 449 Anchor Bolts 1. DESCRIPTION Fabricate and install anchor bolts to be embedded in or attached to concrete. Anchor bolts are also referred as anchor rods. 2. MATERIALS 2.1. Bolts and Nuts. Provide bolts and nuts that meet the standards given in Table 1. Table 1 Bolt and Nut Standards Specified Anchor Bolt Category Bolt Standards Nut Standards Mild steel ASTM A307 Gr. A, F1554 Gr. 36, or A36 ASTM A563 Medium-strength, mild steel ASTM F1554 Gr. 55 with supplementary requirement S1 ASTM A194 Gr. 2 or A563 Gr. D or better High-strength steel ASTM A325 or A4491 ASTM A194 or A563, heavy hex Alloy steel ASTM A193 Gr. B7 or F1554 Gr. 105 ASTM A194 Gr. 2H or A563 Gr. DH, heavy hex 1. If headed bolts are specified, ASTM A449 bolts must be heavy hex head. Provide a mill test report or manufacturer’s certification indicating the material conforms to these requirements. For alloy steel anchor bolts, provide a test report or certification attesting to the heat -treating process if applicable. If no specific bolt category is indicated on the plans, provide mild steel anchor bolts and nuts that meet the standards given in Table 1. 2.2. Washers. Use washers that meet ASTM F436. 2.3. Threads. Provide anchor bolts with rolled or cut threads of UNC or 8UN series in accordance with ASME B1.1. Anchor bolts 1-3/4 in. in diameter and larger must have UNC series threads. If bolts have rolled threads, ensure the diameter of the unthreaded portion of bolts with rolled threads is neither less than the minimum pitch diameter nor more than the maximum major diameter of the threads. If bolts have cut threads, ensure the diameter of the unthreaded portion is not less than the minimum major diameter of the threads. Ensure all threads for bolts and nuts have Class 2 fit tolerances in accordance with ASME B1.1. 3. CONSTRUCTION 3.1. Fabrication. Welded splicing of anchor bolts is not permitted. Provide an anchorage device with each anchor bolt consisting of a standard bolt head, a threaded bolt with nuts, or, if shown on the plans, a 90° bend. Make the inside-bend diameter approximately 2 times the anchor bolt diameter, but at no point along the bend greater than 3 times the bolt diameter. Hot bending is permissible provided the temperature does not exceed 1,100°F. If the anchor bolts will be installed in a template embedded in concrete, tack weld the anchorage nuts to the template in the shop. Perform this welding with appropriate jigs to ensure the anchor bolt is perpendicular to the template. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 449 2 When embedded templates are not specified and nuts are welded to the end of anchor bolts for anchorage, weld only on the nut face at the unstressed end of the bolt. Ensure no welding, arc, or other potential notch - producing effects occur in the stressed portion of the bolt. Shipping of the anchor bolt cage in its assembled condition is not required. 3.2. Finish. Galvanize in accordance with Item 445, “Galvanizing.” 3.2.1. Anchor Bolts Embedded in Concrete. Galvanize the exposed end of the thread length plus a minimum of 6 in. unless otherwise shown on the plans. 3.2.2. Anchor Bolts Extending Through Concrete. Galvanize the complete length of the bolt. 3.2.3. Nuts. Galvanize exposed nuts. Galvanize the untapped blanks before cutting the threads. 3.2.4. Washers. Galvanize exposed washers. 3.3. Installation. Hold the anchor bolt and template assembly rigidly in position during concrete placement. Use wood templates or other positive means to ensure correct positioning of anchor bolts not requiring steel templates. Positioning devices may be tack welded to the steel templates but not to any portion of the anchor bolts. 3.3.1. Anchor Bolt Thread Lubricant Coating. Coat anchor bolt threads before installing nuts with an electrically conducting lubricant compound described in Section 449.3.3.2.1., “Definitions,” for traffic signal poles, roadway illumination poles, high mast illumination poles, and overhead sign support structures. Coat anchor bolt threads for other structures with pipe joint compound or beeswax. After installing nuts, repair galvanizing damage on bolts, nuts, and washers in accordance with Section 445.3.5., “Repairs.” 3.3.2. Anchor Bolt Tightening Procedure. Tighten anchor bolts for traffic signal poles, shoe base and concrete traffic barrier base roadway illumination poles, high mast illumination poles, and overhead sign support structures in accordance with this Section. This procedure covers the tightening of nuts on a double -nut anchor bolt system using anchor bolts with 55 ksi or 105 ksi minimum yield strength and UNC or 8UN thread series to secure structures to drilled shaft foundations. 3.3.2.1. Definitions. The following definitions apply to the anchor bolt tightening procedure: Double-Nut Anchor Bolt System. An anchor bolt with 2 nuts that sandwich the structure’s base plate. The bottom nut is positioned under the base plate to level, support, and provide the reaction for the force applied by tightening the top nut positioned above the base plate. Electrically Conducting Lubricant. A compound commonly used in the electrical industry to coat threads of field-cut rigid metal conduit and suitable for exposure to weather. Impact Tightening. The tightening of nuts with a box end “slug” or “knocker” wrench and a sledgehammer. The wrench, matching the size of the nut to be tightened, is driven with the sledgehammer to rotate the nut. Static Tightening. The tightening of nuts with a “spud” wrench and a pipe or extension handle. The wrench, matching the size of the nut to be tightened, may be turned with more than one worker to rotate the nut. Snug-Tight. The condition when the nut is in full contact with the base plate. It may be assumed the full effort of a worker on a 12-in. wrench results in a snug-tight condition. Turn-of-the-Nut Method. The tightening of top nuts to snug-tight condition then establishing reference positions by marking one flat on each nut with a corresponding reference mark on the base plate at each bolt. Each nut is then turned to the prescribed rotation from the referenced snug -tight position. 3.3.2.2. Anchor Bolt Tightening. Perform the following procedure: Coat the threads of the anchor bolts with electrically conducting lubricant. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 449 3 Install the bottom nuts on the bolts, 1 on each bolt. Level the top template (using it as a guide) by adjusting the bottom nuts so the template rests on each nut and the distance between the top of the concrete shaft and the bottom surface of the bottom nut is approximately 1/2 in. Remove the template. Coat the bearing surfaces of the bottom nuts and washers with electrically conducting lubricant. Install bottom washers on bolts, 1 on each bolt. Erect and plumb the structure as specified. Adjust the bottom nuts so each is bearing equally on the washer or base plate. The truss for cantilever overhead sign support structures and the mast arm for traffic signal poles must be removed during anchor bolt tightening. With the plumbed structure supported by a crane, coat the bearing surfaces of the top nuts and washers with electrically conducting lubricant. Install 1 washer and 1 top nut on each bolt. Turn the top nuts onto the bolts so each is hand-tight against the washer or base plate. Turn each bottom nut to a snug-tight condition using a wrench. Verify the structure is still plumb and still supported by the crane. Begin turn-of-the-nut method by turning each top nut down to the same snug-tight condition. Prevent rotation of the bottom leveling nut during all top nut tightening. Establish reference marks for turn-of-the-nut method once snug-tight condition is achieved, and then tighten the top nuts by turning each nut 1/12 turn (1/2 of a nut flat) past snug-tight using either static or impact tightening. Turn each top nut an additional 1/12 turn until each nut has been tightened 1/6 total turn past snug-tight. 4. MEASUREMENT AND PAYMENT Top or bottom templates, washers, lock washers, nuts, lock nuts, and other devices used for installing anchor bolts are considered part of the anchor bolt assembly. All work performed, materials furnished, equipment, labor, tools, and incidentals will not be measured or paid for directly but will be subsidiary to pertinent Items. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 465 1 Item 465 Junction Boxes, Manholes, and Inlets 1. DESCRIPTION Construct junction boxes, manholes, and inlets, complete in place or to the stage detailed, including furnishing and installing frames, grates, rings, and covers. 2. MATERIALS Furnish materials in accordance with the following: Item 420, “Concrete Substructures,” Item 421, “Hydraulic Cement Concrete,” Item 440, “Reinforcement for Concrete,” and Item 471, “Frames, Grates, Rings, and Covers.” Cast-in-place junction boxes, manholes, inlets, risers, and appurtenances are acceptable unless otherwise shown. Alternate designs for cast-in-place items must be acceptable to the Engineer and must conform to functional dimensions and design loading. Alternate designs must be designed and sealed by a licensed professional engineer. 2.1. Concrete. Furnish Class H concrete as referenced in Item 421 “Hydraulic Cement Concrete,” except that Mix Design Options 1–8 will be allowed for formed precast junction boxes, manholes, and inlets. Furnish concrete per DMS-7310, “Reinforced Concrete Pipe and Machine-Made Precast Concrete Box Culvert Fabrication and Plant Qualification,” for machine-made precast junctions boxes, manholes, and inlets. Furnish Class C concrete for cast-in-place manholes and inlets unless otherwise shown on the plans. 2.2. Mortar. Furnish mortar conforming to DMS-4675, “Cementitious Grouts and Mortars for Miscellaneous Applications.” 2.3. Timber. Provide sound timber that is a minimum of 3 in. nominal thickness and reasonably free of knots and warps for temporary covers when used with Stage I construction (see Article 465.3., “Construction”). 2.4. Other Materials. Use commercial-type hardware as approved. 3. CONSTRUCTION Construct all types of junction boxes, manholes, and inlets either complete or in 2 stages, described as Stage I and Stage II. Construct the Stage I portion of junction boxes, manholes, and inlets as shown on the plans or as specified in this Item. Furnish and install a temporary cover as approved. Furnish and install the storm drain pipe and a temporary plug for the exposed end of the storm drain pipe from the storm drain to a point below the top of curb indicated on the plans for Stage I construction of cast iron or steel inlet units. Construct Stage II after the pavement structure is substantially complete unless otherwise approved. Construct the remaining wall height and top of junction box, manhole, or inlet for Stage II, and furnish and install any frames, grates, rings and covers, curb beams, or collecting basins required. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 465 2 Construct cast-in-place junction boxes, manholes, and inlets in accordance with Item 420, “Concrete Substructures.” Forms will be required for all concrete walls. Outside wall forms for cast -in-place concrete may be omitted with approval if the surrounding material can be trimmed to a smooth vertical face. 3.1. Precast Junction Boxes, Manholes, and Inlets. Construct formed precast junction boxes, manholes, and inlets in accordance with Item 420, “Concrete Substructures,” except as otherwise noted in this Item. Construct machine-made precast junction boxes, manholes, and inlets in accordance with ASTM C478 except as otherwise noted in this Item. Mix and place concrete for machine-made junction boxes, manholes, and inlets per the requirements of DMS-7310, “Reinforced Concrete Pipe and Machine-Made Precast Concrete Box Culvert Fabrication and Plant Qualification.” Conform to the product permissible variations and rejection criteria stated in ASTM C478 for machine-made precast junction boxes, manholes, and inlets. Cure all precast units in accordance with Item 424, “Precast Concrete Structural Members (Fabrication).” Multi-project fabrication plants as defined in Item 424 “Precast Concrete Structural Members (Fabrication),” that produce manholes and inlets will be approved by the Construction Division in accordance with DMS-7340, “Qualification Procedure for Multi-Project Fabrication Plants of Precast Concrete Junction Boxes, Manholes and Inlets.” The Department’s MPL has a list of approved multi-project plants. 3.1.1. Lifting Holes. Provide no more than 4 lifting holes in each section for precast units. Lifting holes may be cast, cut into fresh concrete after form removal, or drilled. Provide lifting holes large enough for adequate lifting devices based on the size and weight of the section. The maximum hole diameter is 3 in. at the inside surface of the wall and 4 in. at the outside surface. Cut no more than 5 in. in any direction of reinforcement per layer for lifting holes. Repair spalled areas around lifting holes. 3.1.2. Marking. Clearly mark each precast junction box, manhole, and inlet unit with the following information: name or trademark of fabricator and plant location; product designation; ASTM designation (if applicable); date of manufacture; designated fabricator’s approval stamp; and designation “SR” for product meeting sulfate-resistant concrete plan requirements (when applicable). 3.1.3. Storage and Shipment. Store precast units on a level surface. Do not ship units until design strength requirements have been met. 3.2. Excavation, Shaping, Bedding, and Backfill. Excavate, shape, bed, and backfill in accordance with Item 400, “Excavation and Backfill for Structures.” Immediate backfilling is permitted for all junction box, manhole, and inlet structures where joints consist of rubber boots, rubber gaskets, or bulk or preformed joint sealant. Take precautions in placing and compacting the backfill to avoid any movement of junction boxes, manholes, and inlets. Remove and replace junction boxes, manholes, and inlets damaged by the Contractor at no expense to the Department. 3.3. Junction Boxes, Manholes, and Inlets for Precast Concrete Pipe Storm Drains. Construct junction boxes, manholes, and inlets for precast concrete pipe storm drains before completion of storm drain lines into or through the junction box, manhole, or inlet. Neatly cut all storm drains at the inside face of the walls of the junction box, manhole, or inlet. 3.4. Junction Boxes, Manholes, and Inlets for Box Storm Drains. Place bases or risers of junction boxes, manholes, and inlets for box storm drains before or in conjunction with placement of the storm drain. Backfill the junction box, manhole, or inlet and storm drain as a whole. 3.5. Inverts. Shape and route floor inverts passing out or through the junction box, manhole, or inlet as shown on the plans. Shape by adding and shaping mortar or concrete after the base is placed or by placing the required additional material with the base. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 465 3 3.6. Finishing Complete Junction Boxes, Manholes, and Inlets. Complete junction boxes, manholes, and inlets in accordance with the plans. Backfill to original ground elevation in accordance with Item 400, “Excavation and Backfill for Structures.” 3.7. Finishing Stage I Construction. Complete Stage I construction by constructing the walls to the elevations shown on the plans and backfilling to required elevations in accordance with Item 400, “Excavation and Backfill for Structures.” 3.8. Stage II Construction. Construct subgrade and base course or concrete pavement construction over Stage I junction box, manhole, or inlet construction unless otherwise approved. Excavate to expose the top of Stage I construction and complete the junction box, manhole or inlet in accordance with the plans and these Specifications, including backfill and cleaning of all debris from the bottom of the junction box, manhole, or inlet. 3.9. Inlet Units. Install cast iron or steel inlet units in conjunction with the construction of concrete curb and gutter. Set the inlet units securely in position before placing concrete for curb and gutter. Form openings for the inlets and recesses in curb and gutter as shown on the plans. Place and thoroughly consolidate concrete for curb and gutter adjacent to inlets and around the inlet castings and formed openings and recesses without displacing the inlet units. 4. MEASUREMENT All junction boxes, manholes, and inlets satisfactorily completed in accordance with the plans and specifications will be measured by each junction box, manhole, or inlet, complete, or by each junction box, manhole, or inlet completed to the stage of construction required by the plans. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for as follows: 5.1. Complete Manholes. Payment for complete manholes will be made at the unit price bid for “Manhole (Complete)” of the type specified. 5.2. Complete Inlets. Payment for inlets will be made at the unit price bid for “Inlet (Complete),” of the type specified. 5.3. Complete Junction Boxes. Payment for junction boxes will be made at the unit price bid for “Junction Box (Complete)” of the type specified. 5.4. Manholes Stage I. Payment for Manholes, Stage I, will be made at the unit price bid for each “Manhole (Stage I)” of the type specified. 5.5. Manholes Stage II. Payment for Manholes, Stage II, will be made at the unit price bid for each “Manhole (Stage II)” of the type specified. 5.6. Inlets Stage I. Payment for Inlets, Stage I, will be made at the unit price bid for each “Inlet (Stage I)” of the type specified. 5.7. Inlets Stage II. Payment for Inlets, Stage II, will be made at the unit price bid for each “Inlet (Stage II)” of the type specified. 5.8. Junction Boxes Stage I. Payment for Junction Boxes, Stage I, will be made at the unit price bid for each ”Junction Box (Stage I)” of the type specified. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 465 4 5.9. Junction Boxes Stage II. Payment for Junction Boxes, Stage II, will be made at the unit price bid for each “Junction Box (Stage II)” of the type specified. This price is full compensation for concrete, reinforcing steel, mortar, frames, grates, rings and covers, excavation, and backfill and for all other materials, tools, equipment, labor, and incidentals Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 471 1 Item 471 Frames, Grates, Rings, and Covers 1. DESCRIPTION Furnish and install frames, grates, rings, and covers for inlets, manholes, and other structures. 2. MATERIALS 2.1. Frame, Grate, Ring, and Cover Castings. Provide clean castings conforming to the shape and dimensions shown on the plans. Ensure all gray and ductile iron castings conform to the AASHTO Designation M 306. Cast or machine the bearing surfaces for traffic service castings between manhole rings and covers and between grates and frames with such precision as to prevent rocking. Provide gray iron castings in accordance with ASTM A48 Class 35B and AASHTO M 306 for traffic service applications unless otherwise specified. Provide gray iron castings in accordance with ASTM A48 Class 35B for sidewalk or pedestrian applications unless otherwise specified. Provide ductile iron castings in accordance with ASTM A536, Grade 70-50-05, unless otherwise specified. Provide steel castings in accordance with ASTM A27, Grade 70-36, unless otherwise specified. Ensure all traffic service castings and gratings meet or exceed the H20 proof-load requirements of AASHTO M 306. Load test results and material certifications must be made available upon request. Ensure all traffic service (heavy duty) rated castings and grating meet the proof-load testing requirements of AASHTO M 306. Ensure all load tests are conducted with a calibrated NIST certified load cell. Ensure materials are loaded with a 9 × 9-in. load block to an applied load of 40,000 lb. for one minute without deformation or failure. Load test results and material certifications must be made available upon request. Provide castings within ±1/16 in. per foot of plan dimensions, and within ±5% of plan weight. 2.2. Welded Steel Grates and Frames. Provide welded steel grates and frames as an assembly in accordance with the member size, dimensions, and details shown on the plans. Fabricate these assemblies in accordance with Item 441, “Steel Structures.” Use steel that meets ASTM A36 or equivalent. 2.3. Documentation. Furnish a manufacturer’s certification stating the casting meets the proof-load testing requirements of AASHTO M 306 for traffic service castings. 3. CONSTRUCTION Construct and install frames, grates, rings, and covers in accordance with the details shown on the plans. Weld in accordance with Item 448, “Structural Field Welding.” Tack weld grates and covers to the frame or ring when directed. Galvanize steel castings, welded steel grates, and frames in accordance with Item 445, “Galvanizing.” Galvanizing is not required for iron castings unless used in conjunction with structural steel shapes or shown on the plans. Provide galvanized bolts and nuts in accordance with Item 445, “Galvanizing.” 4. MEASUREMENT Frames, grates, rings, and covers, when a part of the complete manhole or inlet, will not be measured for payment but will be considered subsidiary to Item 465, “Junction Boxes, Manholes, and Inlets.” Frames, Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 471 2 grates, rings, and covers, when not a part of a Manhole (complete) or Inlet (complete), will be measured by the each. 5. PAYMENT When payment is required in accordance with “Measurement,” payment for frames, grates, rings, and covers will be made at the unit price bid for “Grate,” “Frame,” “Grate and Frame,” “Frame and Cover,” or “Ring and Cover” with the type and number of grates specified, if necessary. This price is full compensation for equipment, materials, labor, tools, and incidentals. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 476 1 Item 476 Jacking, Boring, or Tunneling Pipe or Box 1. DESCRIPTION Furnish and install pipe or box by jacking, boring, or tunneling. 2. MATERIALS Use the following types of pipe or box: corrugated metal pipe meeting Item 460, “Corrugated Metal Pipe,” of the size, type, design, and dimension shown on the plans; reinforced concrete pipe meeting the special requirements for jacking, boring, or tunneling of Item 464, “Reinforced Concrete Pipe,” of the size, strength, and dimension shown on the plans; reinforced concrete box meeting Item 462, “Concrete Box Culverts and Drains,” of the size and type shown on the plans; or other types specified by the plans. 3. CONSTRUCTION Excavate suitable shafts or trenches for conducting the jacking, boring, or tunneling operations a nd for placing end joints of the pipe or box if the grade at the jacking, boring, or tunneling end is below the ground surface. Maintain a 3:1 slope from edge of pavement on the shaft side of the road unless otherwise shown or directed. Provide a positive barrier when the shaft location is within the clear zone of the roadway. Protect excavations deeper than 5 ft. as specified in Item 402, “Trench Excavation Protection,” or Item 403, “Temporary Special Shoring.” Install pipe or box so there is no interference with the operation of street, highway, railroad, or other facility and no embankment or structure is weakened or damaged. Repair any pipe or box damaged in jacking, boring, or tunneling. Remove and replace any pipe or box damaged beyond repair at the Contractor’s expense. Backfill shafts or trenches excavated to facilitate jacking, boring, or tunneling immediately after installation of pipe or box. 3.1. Jacking. Provide jacks suitable for forcing the pipe or box through the embankment. Use even pressure to all jacks during operation. Provide a suitable jacking head and suitable bracing between the jacks and the jacking head to apply uniform pressure around the ring of the pipe or circumference of the box. Use joint cushioning of plywood or other approved material. For plywood cushioning material, use 1/2-in. minimum thickness for pipe diameter 30 in. or less, and use 3/4-in. minimum thickness for pipe diameter greater than 30 in. Use 3/4-in. minimum thickness for all boxes. Use cushioning rings of single or multiple pieces. Provide a suitable jacking frame or backstop. Set the pipe or box to be jacked on guides that support the section of the pipe or box, and direct it on the proper line and grade. Place the entire jacking assembly in line with the direction and grade of the pipe or box. In general, excavate the embankment material just ahead of the pipe or box, remove the material through the pipe or box, and force the pipe or box through the embankment with jacks into the space bored or tunneled. Furnish a plan showing the proposed method of jacking for approval. Include the design for the jacking head, jacking support or backstop (thrust block), arrangement and position of jacks, and guides in the plan. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 476 2 Ensure excavation for the underside of the pipe for at least 1/3 of the circumference of the pipe conforms to the contour and grade of the pipe. Ensure the excavation for the bottom slab of the box conforms to the grade of the box. Over-excavate, if desired, to provide no more than 2 in. of clearance for the upper portion and sides of the pipe or box. Taper this clearance to zero at the point where the excavation conforms to the contour of the pipe or box. Carry out jacking without interruption to prevent the pipe from becoming firmly set in the embankment. Monitor volume of soil excavated to avoid any appreciable over excavation. Pressure- grout any over excavation of more than 1 in. Pressure-grout between the carrier pipe and casing when shown on the plans. The distance the excavation extends beyond the end of the pipe or box must not exceed 2 ft. Decrease this distance as necessary to maintain stability of the material being excavated. Jack the pipe or box from the low or downstream end. The final position of the pipe or box must not vary from the line and grade shown on the plans by more than 1 in. in 10 ft. Variation must be regular and in one direction, and the final flow line must be in the direction shown on the plans. Use a shield or cutting edge of steel plate around the head end of the pipe or box extending a short distance beyond the end if desired. The minimum distance for parallel pipe or box jacking or tunneling is 3 ft. or 2 times the diameter of the pipe or width of box, whichever is greater, unless otherwise shown on the plans. 3.2. Boring or Tunneling. Bore from a shaft in an approved location provided for the boring equipment and workmen. Dispose of excavated material using an approved method. Use water or other appropriate drilling fluids in connection with the boring operation only as necessary to lubricate cuttings and pipe or box; do not use jetting. Use a gel-forming colloidal drilling fluid consisting of high-grade, carefully processed bentonite to consolidate cuttings of the bit in unconsolidated soil formations. Seal the walls of the bore hole and furnish lubrication for subsequent removal of cuttings and immediate installation of the pipe. Allowable variations from line and grade are specified in Section 476.3.1., “Jacking.” Pressure-grout any over excavation of more than 1 in. 3.2.1. Larger Diameter Boring Methods. Use the pilot hole or auger method for drainage and large utility borings. Pressure-grout any over excavation of more than 1 in. Pressure-grout between the carrier pipe and casing when shown on the plans. 3.2.1.1. Pilot Hole Method. Bore a 2-in. pilot hole the entire length of the crossing, and check it for line and grade during the boring or tunneling operation on the opposite end of the bore from the work shaft. This pilot hole will serve as centerline for the larger diameter hole to be bored. 3.2.1.2. Auger Method. Use a steel encasement pipe of the appropriate diameter equipped with a cutter head to mechanically perform the excavation. Use augers of large enough diameter to convey the excavated material to the work shaft. 3.2.2. Electrical and Communication Conduit Boring. Limit over excavation to the dimensions shown in Table 1 for electrical and communication conduit borings. Increased boring diameters will be allowed for outer diameters of casing and couplings. Pressure-grouting will not be required for electrical and communication conduit borings. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 476 3 Table 1 Allowable Bore Diameter for Electrical or Communication Conduit or Casing Single Conduit Bores Multiple Conduit Bores Conduit Size (in.) Maximum Allowable Bore (in.) Conduit Size (in.)1 Maximum Allowable Bore (in.) 2 4 4 6 3 6 5 8 4 6 6 10 6 10 7 12 8 12 1. The diameter of multiple conduits is the sum of the outside diameter of the 2 largest conduits for placement of up to 4 conduits in one bore. Submit boring diameters for the Engineer’s approval when more than 4 conduits are to be placed in a bore. 3.3. Tunneling. Use an approved tunneling method where the characteristics of the soil, the size of the proposed pipe, or the use of monolithic pipe would make the use of tunneling more satisfactory than jacking or boring, or when shown on the plans. Ensure the lining of the tunnel is strong enough to support the overburden when tunneling is permitted. Submit the proposed liner method for approval. Approval does not relieve the Contractor of the responsibility for the adequacy of the liner method. Pressure-grout the space between the liner plate and the limits of excavation. Pressure-grout between the carrier pipe and liner plate when shown on the plans. 3.4. Joints. Make joints by field bolting or connecting bands, whichever is feasible if corrugated metal pipe is used. Make the joints in accordance with Item 464, “Reinforced Concrete Pipe,” if reinforced concrete pipe is used. Make the joints in accordance with Item 462, “Concrete Box Culverts and Drains,” if reinforced concrete box is used. 4. MEASUREMENT This Item will be measured by the foot between the ends of the pipe or box along the flow line. This is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2., “Plans Quantity Measurement.” Additional measurements or calculations will be made if adjustments of quantities are required. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Jacking, Boring, or Tunneling Pipe” of the type, size, and class specified; or “Jacking, Boring, or Tunneling Pipe” of the type, size, and design specified; or “Jacking or Tunneling Box Culvert” of the size specified. This price is full compensation for excavation, grouting, backfilling, and disposal of surplus material; furnishing pipe, box, and pipe liner materials required for tunnel operations; preparation, hauling, and installing of pipe, box, and pipe liner materials; and materials, tools, equipment, labor, and incidentals. Protection methods for open excavations deeper than 5 ft. will be measured and paid for as required under Item 402, “Trench Excavation Protection,” or Item 403, “Temporary Special Shoring.” Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 529 1 Item 529 Concrete Curb, Gutter, and Combined Curb and Gutter 1. DESCRIPTION Construct hydraulic cement concrete curb, gutter, and combined curb and gutter. 2. MATERIALS Furnish materials conforming to: Item 360, “Concrete Pavement” Item 420, “Concrete Substructures” Item 421, “Hydraulic Cement Concrete” Item 440, “Reinforcement for Concrete” Use Class A concrete or material specified on the plans. Use Grade 8 coarse aggregate for extruded Class A concrete. Use other grades if approved. When approved, use fibers meeting the requirements of DMS-4550, “Fibers for Concrete,” to replace reinforcing steel in Class A concrete. Dose fibers in accordance with the Department’s MPL of pre-qualified fibers for concrete. 3. CONSTRUCTION Provide finished work with a well-compacted mass and a surface free from voids and honeycomb, in the required shape, line, and grade. Round exposed edges with an edging tool of the radius shown on the plans. Mix, place, and cure concrete in accordance with Item 420, “Concrete Substructures.” Construct joints at locations shown on the plans. Cure for at least 72 hr. Furnish and place reinforcing steel in accordance with Item 440, “Reinforcement for Concrete.” Set and maintain a guideline that conforms to alignment data shown on the plans, with an outline that conforms to the details shown on the plans. Ensure that changes in curb grade and alignment do not exceed 1/4 in. between any 2 contacts on a 10-ft. straightedge. 3.1. Conventionally Formed Concrete. Shape and compact subgrade, foundation, or pavement surface to the line, grade, and cross-section shown on the plans. Lightly sprinkle subgrade or foundation material immediately before concrete placement. Pour concrete into forms, and strike off with a template 1/4 to 3/8 in. less than the dimensions of the finished curb unless otherwise approved. After initial set, plaster surface with mortar consisting of 1 part hydraulic cement and 2 parts fine aggregate. Brush exposed surfaces to a uniform texture. Place curbs, gutters, and combined curb and gutters in 50-ft. maximum sections unless otherwise approved. 3.2. Extruded or Slipformed Concrete. Hand-tamp and sprinkle subgrade or foundation material before concrete placement. Provide clean surfaces for concrete placement. Coat cleaned surfaces, if required, with approved adhesive or coating at the rate of application shown on the plans or as directed. Place concrete with approved self-propelled equipment. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 529 2 The forming tube of the extrusion machine or the form of the slipform machine must be easily adjustable vertically during the forward motion of the machine to provide variable heights necessary to conform to the established gradeline. Attach a pointer or gauge to the machine so that a continual comparison can be made between the extruded or slipform work and the grade guideline. Other methods may be used when approved. Finish surfaces immediately after extrusion or slipforming. 4. MEASUREMENT This Item will be measured by the foot. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Concrete Curb,” “Concrete Curb (Mono),” or “Concrete Curb and Gutter” of the type specified. This price is full compensation for surface preparation of curb foundation, equipment, labor, materials, tools, and incidentals. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 531 1 Item 531 Sidewalks 1. DESCRIPTION Construct hydraulic cement concrete sidewalks. 2. MATERIALS Furnish materials conforming to the following: Item 360, “Concrete Pavement” Item 420, “Concrete Substructures” Item 421, “Hydraulic Cement Concrete” Item 440, “Reinforcement for Concrete” Use Class A concrete unless otherwise shown on the plans. Use Grade 8 course aggregate for extruded Class A concrete. Use other grades if approved. 3. CONSTRUCTION Shape and compact subgrade, foundation, or pavement surface to the line, grade, and cross -section shown on the plans. Lightly sprinkle subgrade or foundation material immediately before concrete placement. Hand- tamp and sprinkle foundation when placement is directly on subgrade or foundation materials. Remove and dispose of existing concrete in accordance with Item 104, “Removing Concrete.” Provide a clean surface for concrete placement directly on the surface material or pavement. Mix and place concrete in accordance with the pertinent Items. Hand-finishing is allowed for any method of construction. Finish exposed surfaces to a uniform transverse broom finish surface. Curb ramps must include a detectable warning surface and conform to details shown on the plans. Install joints as shown on the plans. Ensure that abrupt changes in sidewalk elevation do not exceed 1/4 in., sidewalk cross slope does not exceed 2%, curb ramp grade does not exceed 8.3%, and flares adjacent to the ramp do not exceed 10% slope. Ensure that the sidewalk depth and reinforcement are not less than the driveway cross-sectional details shown on the plans where a sidewalk crosses a concrete driveway. Provide finished work with a well-compacted mass, a surface free from voids and honeycomb, and the required true-to-line shape and grade. Cure for at least 72 hr. in accordance with Item 420, “Concrete Substructures.” 3.1. Conventionally Formed Concrete. Provide pre-molded or board expansion joints of the thickness shown on the plans for sidewalk section lengths greater than 8 ft. but less than 40 ft., unless otherwise directed. Terminate workday production at an expansion joint. 3.2. Extruded or Slipformed Concrete. Provide any additional surface finishing immediately after extrusion or slipforming as required on the plans. Construct joints at locations as shown on the plans or as directed. 4. MEASUREMENT Sidewalks will be measured by the square yard of surface area. Curb ramps will be measured by the square yard of surface area or by each. A curb ramp consists of the ramp, landing, adjacent flares or side curb, and detectable warning surface as shown on the plans. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 531 2 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Concrete Sidewalks” of the depth specified and “Curb Ramps” of the type specified. This price is full compensation for surface preparation of sidewalk foundation; materials; removal and disposal of existing concrete; excavation, hauling and disposal of excavated material; drilling and doweling into existing concrete curb, sidewalk, and pavement; repair of adjacent street or pavement structure damaged by these operations; and equipment, labor, materials, tools, and incidentals. Sidewalks that cross and connect to concrete driveways or turnouts will be measured and paid for in accordance with Item 530, “Intersections, Driveways, and Turnouts.” Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 618 1 Item 618 Conduit 1. DESCRIPTION Furnish and install conduit. 2. MATERIALS Provide new materials that comply with the details shown on the plans, the requirements of this Item, and the pertinent requirements of the following Items: Item 400, “Excavation and Backfill for Structures” Item 476, “Jacking, Boring, or Tunneling Pipe or Box” When specified on the plans, provide: rigid metal conduit (RMC); intermediate metal conduit (IMC); electrical metallic tubing (EMT); polyvinyl chloride (PVC) conduit; high density polyethylene (HDPE) conduit; liquidtight flexible metal conduit (LFMC); or liquidtight flexible nonmetallic conduit (LFNC). Furnish conduit from new materials in accordance with DMS-11030, “Conduit.” Provide prequalified conduit from the Department’s MPL. When required by the Engineer, notify the Department in writing of selected materials from the MPL intended for use on each project. Provide other types of conduit not on the MPL that comply with the details shown on the plans and the NEC. Fabricate fittings such as junction boxes and expansion joints from a material similar to the connecting conduit, unless otherwise shown on the plans. Use watertight f ittings. Do not use set screw and pressure-cast fittings. Steel compression fittings are permissible. When using HDPE conduit, provide fittings that are UL-listed as electrical conduit connectors or thermally fused using an electrically heated wound wire resistance welding method. Use red 3-in. 4-mil polyethylene underground warning tape that continuously states “Caution Buried Electrical Line Below.” 3. CONSTRUCTION Perform work in accordance with the details shown on the plans and the requirements of this Item . Use established industry and utility safety practices when installing conduit located near underground utilities. Consult with the appropriate utility company before beginning work. Install conduit a minimum of 18 in. deep below finished grade unless otherwise shown on the plans. Meet the requirements of the NEC when installing conduit. Secure and support conduit placed for concrete encasement in such a manner that the alignment will not be disturbed during placement of the concrete. Cap ends of conduit and close box openings before concrete is placed. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 618 2 Ream conduit to remove burrs and sharp edges. Use a standard conduit cutting die with a 3/4-in. taper per foot when conduit is threaded in the field. Fasten conduit placed on structures with conduit straps or hangers as shown on the plans or as directed. Fasten conduit within 3 ft. of each box or fitting and at other locations shown on the plans or as directed. Use metal conduit clamps that are galvanized malleable or stainless steel unless otherwise shown on the plans. Use 2-hole type clamps for 2-in. diameter or larger conduit. Fit PVC and HDPE conduit terminations with bushings or bell ends. Fit metal conduit terminations with a grounding type bushing, except conduit used for duct cable casing that does not terminate in a ground box and is not exposed at any point. Conduit terminating in threaded bossed fittings does not need a bushing. Before installation of conductors or final acceptance, pull a properly sized mandrel or piston through the conduit to ensure that it is free from obstruction. Cap or plug empty conduit placed for future use. Perform trench excavation and backfilling as shown on the plans or as directed, and in accordance with Item 400, “Excavation and Backfill for Structures.” Excavation and backfilling will be subsidiary to the installation of the conduit. Jack and bore as shown on the plans or as directed, and in accordance with Item 476, “Jacking, Boring, or Tunneling Pipe or Box.” Place warning tape approximately 10 in. above trenched conduit. Where existing surfacing is removed for placing conduit, repair by backfilling with material equal in composition and density to the surroundin g areas and by replacing any removed surfacing, such as asphalt pavement or concrete riprap, with like material to equivalent condition. Mark conduit locations as directed. 4. MEASUREMENT This Item will be measured by the foot of conduit. This is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2., “Plans Quantity Measurement.” Additional measurements or calculations will be made if adjustments of quantities are required. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Conduit” of the type and size specified and the installation method specified as applicable. This price is full compensation for furnishing and installing conduit; hanging, strapping, jacking, boring, tunneling, trenching, and furnishing and placing backfill; encasing in steel or concrete; replacing pavement structure, sod, riprap, curbs, or other surface; marking location of conduit (when required); furnishing and installing fittings, junction boxes, and expansion joints; and materials, equipment, labor, tools, and incidentals. Flexible conduit will not be paid for directly but will be subsidiary to pertinent Items. Unless otherwise shown on the plans, no payment will be allowed under this Item for conduit used on electrical services or in foundations. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 620 1 Item 620 Electrical Conductors 1. DESCRIPTION Furnish and install electrical conductors, except conductors specifically covered by other Items. 2. MATERIALS Provide new materials that comply with the details shown on the plans and the requirements of this Item. Use stranded insulated conductors that are rated for 600 volts; approved for wet locations; and marked in accordance with UL, NEC, and CSA requirements. Furnish electrical conductors in accordance with DMS-11040, “Electrical Conductors.” Provide prequalified electrical conductors from the Department’s MPL. When required by the Engineer, notify the Department in writing of selected materials from the MPL intended for use on each project. Ensure all grounding conductors size 8 AWG and larger are stranded, except for the grounding electrode conductor at the electrical service, which will be a solid conductor. Use white insulation for grounded (neutral) conductors, except grounded conductors size 4 AWG and larger may be black with white tape marking at every accessible location. Do not use white insulation or marking for any other conductor except control wiring specifically shown on the plans. Ensure insulated grounding conductors are green except insulated grounding conductors size 4 AWG and larger may be black with green tape marking at every accessible location. Do not use green insulation or marking for any other conductor except control wiring specifically shown on the plans. 3. CONSTRUCTION Perform work in accordance with the details shown on the plans and the requirements of this Item. Splice conductors only in junction boxes, ground boxes, and transformer bases, and in poles and structures at the handholes. Splice as shown on the plans. Do not exceed the manufacturer’s recommended pulling tension. Use lubricant as recommended by the manufacturer. Install conductors in accordance with the NEC. Make insulation resistance tests on the conductors before making final connections, and ensure each continuous run of insulated conductor has a minimum DC resistance of 5 megohms when tested at 1,000 volts DC. The Engineer may require verification testing of all or part of the conductor system. The Engineer will witness these verification tests. Replace conductors exhibiting an insulation resistance of less than 5 megohms at no additional cost to the Department. 4. MEASUREMENT This Item will be measured by the foot of each single conductor. This is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2., “Plans Quantity Measurement.” Additional measurements or calculations will be made if adjustments of quantities are required. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 620 2 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Electrical Conductors” of the types and sizes specified. This price is full compensation for furnishing, installing, and testing electrical conductors; furnishing and installing breakaway connectors; and for materials, equipment, labor, tools, and incidentals, except: conductors used in connecting the components of electrical services will be paid for under Item 628, “Electrical Services”; conductors inside roadway illumination assemblies will be paid for under Item 610, “Roadway Illumination Assemblies”; conductors inside of traffic signal pole assemblies will be paid for under this Item; and conductors used for internal wiring of equipment will not be paid for directly but will be subsidiary to pertinent Items. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 621 1 Item 621 Tray Cable 1. DESCRIPTION Furnish and install tray cable. 2. MATERIALS Provide new materials that comply with the details shown on the plans and meet the requirements of Item 620, “Electrical Conductors.” Furnish tray cable from new materials in accordance with DMS-11050, “Tray Cable.” Provide prequalified tray cable from the Department’s MPL. When required by the Engineer, notify the Department in writing of selected materials from the MPL intended for use on each project. 3. CONSTRUCTION Perform work in accordance with the details shown on the plans and the requirements of this Item. Provide an additional 5 ft. of cable coiled in each ground box when installing cable in underground conduit. Splice tray cable conductors only at locations shown on the plans. Obtain the Engineer’s written approval for each splice. Ensure allowed splices are watertight. Test the cable’s conductors after installation and before any connection. Remove and replace tray cable exhibiting a DC insulation resistance of less than 5 megohms at 1,000 volts DC at no additional cost to the Department. 4. MEASUREMENT This Item will be measured by the foot of tray cable. This is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2., “Plans Quantity Measurement.” Additional measurements or calculations will be made if adjustments of quantities are required. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Tray Cable” of the types and sizes specified. This price is full compensation for furnishing and installing materials and for equipment, labor, tools, and incidentals. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 624 1 Item 624 Ground Boxes 1. DESCRIPTION Installation. Construct, furnish, and install ground boxes complete with lids. Removal. Remove existing ground boxes. 2. MATERIALS Provide new materials that comply with the details shown on the plans, the requirements of this Item, and the pertinent requirements of the following items: Item 420, “Concrete Substructures” Item 421, “Hydraulic Cement Concrete” Item 432, “Riprap” Item 440, “Reinforcement for Concrete” Item 618, “Conduit” Item 620, “Electrical Conductors” Provide fabricated precast polymer concrete ground boxes in accordance with DMS-11070, “Ground Boxes.” Provide prequalified ground boxes from the Department’s MPL. When required by the Engineer, notify the Department in writing of selected materials from the MPL intended for use on each project. Provide other precast or cast-in-place ground boxes that comply with the details shown on the plans. 3. CONSTRUCTION Perform work in accordance with the details shown on the plans and the requirements of this Item. Use established industry and utility safety practices when installing or removing ground boxes located near underground utilities. Consult with the appropriate utility company before beginning work. 3.1. Installation. Fabricate and install ground boxes in accordance with the details, dimensions, and requirements shown on the plans. Install ground box to approved line and grade. Construct precast and cast-in-place concrete ground boxes in accordance with Item 420, “Concrete Substructures,” and Item 440, “Reinforcement for Concrete.” Construct concrete aprons as shown on the plans and in accordance with Item 432, “Riprap,” and Item 440, “Reinforcement for Concrete.” 3.2. Removal. Remove existing ground boxes and concrete aprons to at least 6 in. below the conduit level. Uncover conduit to a sufficient distance so that 90 degree bends can be removed and conduit reconnected. Clean the conduit in accordance with Item 618, “Conduit.” Replace conduit within 5 ft. of the ground box. Remove old conductors and install new conductors as shown on the plans. Backfill area with material equal in composition and density to the surrounding area. Replace surfacing material with similar material to an equivalent condition. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 624 2 4. MEASUREMENT This Item will be measured by each ground box installed complete in place or each ground box removed. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Ground Box” of the types and sizes specified and for “Remove Ground Box.” 5.1. Installation. This price is full compensation for excavating and backfilling; constructing, furnishing, and installing ground boxes and concrete aprons; and material, equipment, labor, tools, and incidentals. All wiring connections required inside the ground box will be considered subsidiary to this bid item. Conduit will be paid for under Item 618, “Conduit.” Electrical conductors will be paid for under Item 620, “Electrical Conductors.” 5.2. Removal. This price is full compensation for removing and disassembling ground boxes and concrete aprons; excavating, backfilling, and surface placement; removing old conductors; disposal of unsalvageable materials; and materials, equipment, labor, tools, and incidentals. Cleaning of conduit is subsidiary to this Item. Conduit replaced within 5 ft. of the ground box will be subsidiary to this Item. Additional conduit will be paid for under Item 618, “Conduit.” Installation of conductors will be paid for under Item 620, “Electrical Conductors.” Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 627 1 Item 627 Treated Timber Poles 1. DESCRIPTION Furnish and install treated timber poles. 2. MATERIALS Use new treated southern pine timber poles in accordance with ANSI O5.1, Specifications and Dimensions for Wood Poles, and the additional requirements of this Item. Use ANSI Class 5 treated timber poles for electrical services and ANSI Class 2 for all other applications, unless otherwise shown on the plans. Ensure poles are free from pith holes at the tops and butts. Do not use poles that have a trimmed scar with a depth greater than 2 in., if the diameter is 10 in. or less, or 1/5 the pole diameter at the scar location, if the diameter is more than 10 in. Provide poles that do not deviate from straightness by more than 1 in. for each 10 ft. of length. A pole may only have sweep in one plane and one direction (single sweep), provided a straight line joining the midpoint of the pole at the butt and the midpoint of the pole at the top does not at any intermediate point pass through the external surface of the pole. Timber poles with more than one complete twist of spiral grain are not acceptable. Butt slivering due to felling is permitted if the distance from the outside circumference is at least 1/4 of the butt diameter and the height is not more than 1 ft. Use preservative treatment in accordance with AWPA U1, Commodity Specification D. Furnish poles with a minimum net retention of preservative treatment in accordance with Table 1. Mark all poles by branding in accordance with Table 2. Table 1 Retention of Preservative Treatment Treatment Minimum Retention Creosote 9.0 lb./ft.3 Pentachlorophenol 0.45 lb./ft.3 CCA 0.6 lb./ft.3 Table 2 Timber Pole Markings Marking Description of Marking PTC Supplier’s code or trademark (for example, Pole Treating Company). F-01 Plant location and year of treatment (for example, Forestville, 2001). SPC Species and preservative code (for example, southern pine, creosote). 5-35 Class-length (for example, Class 5, 35-ft. pole). Place the bottom of the brand squarely on the face of the pole 10 ft. (plus or minus 2 in.) from the butt. Furnish a treatment certification with every shipment of treated timber poles that includes: name of treating company, location of treating plant, applicable product standard (AWPA U1), charge number, date of treatment, Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 627 2 contents of charge (poles), preservative treatment, and actual preservative retention values. 3. CONSTRUCTION Perform work in accordance with the details shown on the plans and the requirements of this Item. Use established industry and utility safety practices while installing poles located near overhead or underground utilities. Consult with the appropriate utility company before beginning work. Set the pole a minimum depth in accordance with Table 3, unless otherwise shown on the plans. Table 3 Pole Setting Depth Pole Length (ft.) Min Setting Depth (ft.) 25 or less 4.5 26–30 5.0 31–35 5.5 36–40 6.0 41–45 6.5 46–50 7.0 Locate timber poles as shown on the plans or as directed. Drill holes for setting poles a minimum of 1.5 diameters of the pole butt. Set the poles plumb, unless otherwise shown on the plans. Backfill the holes thoroughly by tamping in 6-in. lifts. After tamping to grade, place additional backfill material in a 6-in. high cone around the pole to allow for settling. Use material equal in composition and density to the surrounding area. Repair surface where existing surfacing material is removed, such as asphalt pavement or concrete riprap, with like material to equivalent condition. 4. MEASUREMENT This Item will be measured by each timber pole installed. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Treated Timber Pole” of the various lengths and classes specified. This price is full compensation for furnishing and installing timber poles; and for all hardware; and materials, equipment, labor, tools, and incidentals. This payment clause excludes payment for Treated Timber Poles when subsidiary to another Item. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 628 1 Item 628 Electrical Services 1. DESCRIPTION Installation. Furnish and install electrical services. Relocation. Relocate existing electrical services. Removal. Remove existing electrical services. 2. MATERIALS Provide materials that comply with the details shown on the plans, the requirements of this Item, and the pertinent requirements of the following Items: Item 441, “Steel Structures” Item 445, “Galvanizing” Item 449, “Anchor Bolts” Item 618, “Conduit” Item 620, “Electrical Conductors” Item 627, “Treated Timber Poles” Item 656, “Foundations for Traffic Control Devices” For the installation of electrical services, use new materials that meet the requirements of the NEC, UL, CSA, and NEMA, and are in accordance with DMS-11080, “Electrical Services.” Provide prequalified electrical services prequalified from the Department’s MPL. When required by the Engineer, notify the Department in writing of selected materials from the MPL intended for use on each project. 3. CONSTRUCTION Perform work in accordance with the details shown on the plans and the requirements of this Item. Use established industry and utility safety practices when installing, relocating, or removing electrical services located near overhead or underground utilities. Consult with the appropriate utility company before beginning work. 3.1. Installation. Furnish and install electrical service equipment. Ensure components of the electrical service meet the requirements of the Electrical Detail Standards. Follow NEC and local utility company requirements when installing the electrical equipment. Coordinate the utility companies’ work for providing service. 3.2. Relocation. Coordinate relocation with the appropriate utility company before beginning work. Remove existing electrical service according to “Removal” under this Item. Reinstall existing electrical service according to “Installation” of this Item. Replace or add circuit breakers as noted on the plans. 3.3. Removal. Coordinate removal with the appropriate utility company before beginning work. Before the removal of the electrical service, disconnect and isolate any existing electrical service equipment in accordance with the utility company’s requirements. Remove existing electrical service support a minimum of 2 ft. below finish grade unless otherwise shown on the plans. Repair the remaining hole by backfilling with material eq ual in composition and density to the Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 628 2 surrounding area. Replace any surfacing such as asphalt pavement or concrete riprap with like material to equivalent condition. Disconnect conductors and remove them from the conduit. Cut off all protruding conduit 6 in. below finished grade. Abandoned conduit need not be removed unless shown on the plans. Reconnect conductors and conduit to be reused when shown on the plans. Make all splices in ground boxes unless otherwise shown on the plans. Accept ownership of unsalvageable materials, and dispose of them in accordance with federal, state, and local regulations. 4. MEASUREMENT This Item will be measured by each electrical service installed, relocated, or removed. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Electrical Services” of the types specified, “Relocate Electrical Services,” or “Remove Electrical Services.” 5.1. Installation. This price is full compensation for paying all fees, permits, and other costs; making arrangements with the utility company for all work and materials provided by the utility company; furnishing, installing, and connecting all components including poles, service supports, foundations, anchor bolts, riprap, enclosures, switches, breakers, service conduit (from the service equipment including the elbow below ground), fittings, service conductors (from the service equipment including the elbow below ground), brackets, bolts, hangers, hardware; and materials, equipment, labor, tools, and incidentals. Costs for utility-owned power line extensions, connection charges, meter charges, consumption charges, and other charges will be paid for by the Department. The Department will reimburse the Contractor the amount billed by the utility plus an additional 5% of the invoice cost will be paid for labor, equipment, administrative costs, superintendence, and profit. 5.2. Relocation. This price is full compensation for disconnecting and isolating the existing electrical service; relocating the service supports; new service support foundation; backfilling holes; paying all fees, permits, and other costs; making arrangements with the utility company for all work and materials provided by the utility company; removing, disconnecting, installing, and connecting all components including poles, service supports, foundations, anchor bolts, riprap, enclosures, switches, breakers, service conduit (from the service equipment including the elbow below ground), fittings, service conductors (from the service equipment including the elbow below ground), brackets, bolts, hangers, hardware; and materials, equipment, labor, tools, and incidentals. Costs for utility-owned power line extensions, connection charges, meter charges, consumption charges, and other charges will be paid for by the Department. The Department will reimburse the Contractor the amount billed by the utility plus an additional 5% of the invoice cost will be paid for labor, equipment, administrative costs, superintendence, and profit. 5.3. Removal. This price is full compensation for coordinating with the utility company to disconnect and isolate the electrical service; removing the service supports; backfilling holes; and materials, equipment, labor, tools, and incidentals. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 636 1 Item 636 Signs 1. DESCRIPTION Installation. Furnish, fabricate, and erect aluminum signs. Sign supports are provided for under other Items. Replacement. Replace existing signs on existing sign supports. Refurbishing. Refurbish existing aluminum signs on existing sign supports. 2. MATERIALS 2.1. Sign Blanks. Furnish sign blank substrates in accordance with DMS-7110, “Aluminum Sign Blanks,” and in accordance with the types shown on the plans. Use single-piece sheet-aluminum substrates for Type A (small) signs and extruded aluminum substrates for Type G (ground-mounted) or Type O (overhead- mounted) signs. 2.2. Sign Face Retroreflectorization. Retroreflectorize the sign faces with flat surface reflective sheeting. Furnish sheeting that meets DMS-8300, “Sign Face Materials.” Use retroreflective sheeting from the same manufacturer for the entire sign face background. Ensure that sign legend, symbols, borders, and background exhibit uniform color, appearance, and retroreflectivity when viewed both day and night. 2.3. Sign Messages. Fabricate sign messages to the sizes, types, and colors shown on the plans. Use sign message material from the same manufacturer for the entire message of a sign. Use screen ink and background reflective sheeting that are from the same manufacturer when fabricating signs. Ensure that the screened messages have clean, sharp edges and exhibit uniform color and retroreflectivity. Prevent runs, sags, and voids. Furnish screen inks in accordance with DMS-8300, “Sign Face Materials.” Fabricate colored, transparent film legend, and retroreflectorized sheeting legend from materials that meet DMS-8300, “Sign Face Materials.” Fabricate non-reflective black film legend from materials meeting DMS-8300, “Sign Face Materials.” Furnish direct-applied route markers and other attachments within the parent sign face unless otherwise specified on the plans. 2.4. Hardware. Use galvanized steel, stainless steel, or dichromate-sealed aluminum for bolts, nuts, washers, lock washers, screws, and other sign assembly hardware. Use plastic or nylon washers to avoid tearing the reflective sheeting. Furnish steel or aluminum products in accordance with DMS-7120, “Sign Hardware.” When dissimilar metals are used, select or insulate metals to prevent corrosion. 3. CONSTRUCTION 3.1. Fabrication. Sign fabrication plants that produce permanent highway signs must be approved in accordance with DMS-7390, “Permanent Highway Sign Fabrication Plant Qualification.” Furnish signs from prequalified fabrication plants listed in the Department’s MPL. 3.1.1. Sign Blanks. Furnish sign blanks to the sizes and shapes shown on the plans and that are free of buckles, warps, burrs, dents, cockles, or other defects. Do not splice individual extruded aluminum panels. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 636 2 Complete the fabrication of sign blanks, including the cutting and drilling or punching of holes, before cleaning and degreasing. After cleaning and degreasing, ensure the substrate does not come into contact with grease, oils, or other contaminants before the application of the reflective sheeting. 3.1.2. Sheeting Application. Apply sheeting to sign blanks in conformance with the sheeting manufacturer’s recommended procedures. When using rotational sensitive white sheeting, fabricate signs by applying the sheeting for cut-out legend, symbols, borders, and route marker attachments within the parent sign face with the identification marks or other orientation features in the optimum rotation as identified by the sheeting manufacturer. Clean and prepare the outside surface of extruded aluminum flanges in the same manner as the sign panel face. Minimize the number of splices in the sheeting. Overlap the lap-splices by at least 1/4 in. for encapsulated glass bead sheeting unless otherwise recommended by the reflective sheeting manufacturer. Use butt splices for prismatic reflective sheeting. Provide a 1 ft. minimum dimension for any piece of sheeting. Do not splice sheeting for signs fabricated with transparent screen inks or colored transparent films. 3.1.3. Sign Assembly. Assemble extruded aluminum signs in accordance with the details shown on the plans. Sign face surface variation must not exceed 1/8 in. per foot. Surface misalignment between panels in multi- panel signs must not exceed 1/16 in. at any point. 3.1.4. Decals. Code and apply sign identification decals in accordance with Item 643, “Sign Identification Decals.” 3.2. Storage and Handling. Ship, handle, and store completed sign blanks and completed signs so that corners, edges, and faces are not damaged. Damage to the sign face that is not visible when viewed at a distance of 50 ft., night or day, will be acceptable. Replace unacceptable signs. Store all finished signs off the ground and in a vertical position until erected. Store finished sheet aluminum substrate signs in a weatherproof building. Extruded aluminum substrate signs may be stored outside. Stockpile salvageable materials at the location shown on the plans or as directed. Accept ownership of unsalvageable materials and dispose of them in accordance with federal, state, and local regulations. 3.3. Cleaning. Wash completed signs in the fabrication shop with a biodegradable cleaning solution acceptable to the manufacturers of the sheeting, colored transparent film, and screen ink to remove grease, oil, dirt, smears, streaks, finger marks, and other foreign material. Wash again before final inspection after erection. 3.4. Installation. Install signs as shown on the plans or as directed. 3.5. Replacement. Remove the existing signs from the existing supports and replace with new signs, including mounting hardware, as shown on the plans. 3.6. Refurbishing. Refurbish existing signs by providing and installing new messages and mounting hardware. Install new retroreflectorized legend and supplemental signs as shown on the plans. 3.7. Documentation. Provide the following documentation from the sign fabricator with each shipment of furnished signs: A notarized original of the Signing Material Statement (Form 2273) with the proper attachments for verification of compliance, and A notarized certification stating that the completed signs were fabricated in accordance with this Item and the plans. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 636 3 4. MEASUREMENT Signs installed or replaced will be measured by the square foot of the sign face. Signs refurbished will be measured by each sign. This is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2., “Plans Quantity Measurement.” Additional measurements or calculations will be made if adjustments of quantities are required. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Aluminum Signs,” “Replacing Existing Aluminum Signs,” or “Refurbishing Aluminum Signs,” of the type specified. 5.1. Installation. This price is full compensation for furnishing and installing new signs and hardware; fabrication of sign panels; treatment of sign panels required before application of the background materials; application of the background materials and messages to the sign panels; furnishing and fabricating frames, wind beams and stiffeners; furnishing bolts, rivets, screws, fasteners, clamps, brackets, and sign support connections; assembling and erecting the signs; preparing and cleaning the signs; and materials, equipment, labor, tools, and incidentals. 5.2. Replacement. This price is full compensation for furnishing and installing new aluminum signs and hardware; removal of existing signs; fabrication of sign panels; treatment of sign panels required before application of the background materials; application of the background materials and messages to the sign panels; furnishing and fabricating frames, wind beams and stiffeners; furnishing bolts, rivets, screws, fasteners, clamps, brackets, and sign support connections; assembling and erecting the signs; preparing and cleaning the signs; salvaging and disposing of unsalvageable materials; and materials, equipment, labor, tools, and incidentals. 5.3. Refurbishing. This price is full compensation for modifying existing sign messages; removing and replacing existing route markers, reflectorized legend, or supplemental signs attached to the parent sign; preparing and cleaning the signs; furnishing sheeting and hardware; salvaging and disposing of unsalvageable materials; and materials, equipment, labor, tools, and incidentals. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 643 1 Item 643 Sign Identification Decals 1. DESCRIPTION Furnish and install sign identification decals. 2. MATERIALS Furnish materials that meet the requirements of DMS-8315, “Sign Identification Decals.” Figure 1 shows the sign identification decal design. Table 1 describes the information required in each row of the decal. Texas Department of Transportation C Fabrication Date T 1 J F M A M J J A S O N D 2 201 202 203 204 205 3 0 1 2 3 4 5 6 7 8 9 4 Sheeting MFR - Substrate A B C D E F G H J K L M 5 Film MFR A B C D E F G H J K L M 6 Sheeting MFR - Legend A B C D E F G H J K L M 7 Installation Date 0 1 2 3 8 0 1 2 3 4 5 6 7 8 9 9 J F M A M J J A S O N D 10 201 202 203 204 205 11 0 1 2 3 4 5 6 7 8 9 12 Figure 1 Decal Design (Row numbers explained in Table 1.) Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 643 2 Table 1 Decal Description Row Explanation 1 – Sign Fabricator 2 – Month Fabricated 3 – First 3 Digits of Year Fabricated 4 – Last Digit of Year Fabricated 5 – Manufacturer of the Sheeting Applied to the Substrate 6 – Film (colored transparent or non-reflective black) Manufacturer 7 – Manufacturer of the Sheeting for the Legend 8 – Tens digit of Date Installed 9 – Ones Digit of Date Installed 10 – Month Installed 11 – First 3 Digits of Year Installed 12 – Last Digit of Year Installed 3. CONSTRUCTION 3.1. Sign Fabricator. Code the decal by punching out the following: “C” if fabricated by a commercial sign fabricator or “T” if fabricated by the Department or the Texas Department of Criminal Justice; month fabricated; first 3 digits of the year fabricated; fourth digit of the year fabricated; and sheeting, film, and ink manufacturers. (Codes for these manufacturers are located in the Department’s MPL.) Affix decal to lower left corner of the sign back in an upright position. 4. MEASUREMENT AND PAYMENT The work performed, materials furnished, equipment, labor, tools, and incidentals will not be measured or paid for directly but will be subsidiary to pertinent Items. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 644 1 Item 644 Small Roadside Sign Assemblies 1. DESCRIPTION Installation. Furnish, fabricate, and erect small roadside sign assemblies or bridge mounted clearance sign assemblies consisting of the signs, sign supports, foundations (when required), and associated mounting hardware. Relocation. Relocate existing small roadside sign assemblies or bridge mounted clearance sign assemblies, and furnish and fabricate material as required. Removal. Remove existing small roadside sign assemblies or bridge mounted clearance sign assemblies. 2. MATERIALS Furnish all materials unless otherwise shown on the plans. Furnish only new materials. Furnish and fabricate materials that comply with the following Items and details shown on the plans: Item 421, “Hydraulic Cement Concrete” Item 440, “Reinforcement for Concrete” Item 441, “Steel Structures” Item 442, “Metal for Structures” Item 445, “Galvanizing” Item 636, “Signs” Item 643, “Sign Identification Decals” Item 656, “Foundations for Traffic Control Devices” Use galvanized steel, stainless steel, dichromate sealed aluminum, or other materials shown on the plans for pipe, bolts, nuts, washers, lock washers, screws, and other sign assembly hardware. When dissimilar metals are used, select or insulate metals to prevent corrosion. 3. CONSTRUCTION Construct foundations in accordance with Item 656, “Foundations for Traffic Control Devices.” Plumb sign supports. Do not spring or rake posts to secure proper alignment. Use established safety practices when working near underground or overhead utilities. Consult the appropriate utility company before beginning work. 3.1. Fabrication. Fabricate sign supports in accordance with Item 441, “Steel Structures.” Ensure all components fit properly. Verify the length of each post for each sign before fabrication to meet field conditions and sign -mounting heights shown on the plans. Hot-dip galvanize fabricated parts in accordance with Item 445, “Galvanizing.” Punch or drill any holes in steel parts or members before galvanizing. Repair galvanizing for any steel part or member damaged during assembly, transit, erection; or for any steel part or member welded, when permitted, after galvanizing. Perform all galvanizing repairs in accordance with Section 445.3.5., “Repairs.” Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 644 2 3.2. Installation. Locate and install sign supports as shown on the plans, unless directed to shift the sign supports within design guidelines to secure a more desirable location or avoid conflict with utilities and underground appurtenances. Stake sign support locations for verification by the Engineer. Install stub posts of the type, spacing, orientation, and projection shown on the plans. Remove and replace posts damaged during installation at the Contractor’s expense. Connect the upper post sections to the stub post sections as shown on the plans. Torque connection bolts as shown on the plans. Attach signs to supports in accordance with the plans and pertinent Items. 3.3. Relocation. Reuse the existing signs as required unless otherwise shown on the plans. Furnish and install new stub posts in new foundations for relocated sign assemblies. Erect the new supports on the new stub posts, and attach the existing signs to the supports in accordance with the plans and pertinent Items. Remove existing foundations to be abandoned in accordance with Section 644.3.4., “Removal.” 3.4. Removal. Remove abandoned concrete foundations to 2 ft. below finish grade unless otherwise shown on the plans. Cut off and remove steel protruding from the remaining concrete. Backfill the remaining hole with material equal in composition and density to the surrounding area. Replace any surfacing with like material to equivalent condition. 3.5. Handling and Storage. Handle and store existing signs or portions of signs removed so they are not damaged. Prevent any damage to the various sign assembly components. Replace any portion of the sign damaged by the Contractor designated for reuse or salvage, including messages removed. Stockpile all removed sign components that will be reused or become the property of the Department at designated locations. Accept ownership of unsalvageable materials, and dispose of them in accordance with federal, state, and local regulations. 3.6. Cleaning. Wash the entire sign after installation with a biodegradable cleaning solution acceptable to the sign face materials manufacturer to remove dirt, grease, oil smears, streaks, finger marks, and other foreign materials. 4. MEASUREMENT This Item will be measured as each small roadside assembly or bridge mounted clearance sign assembly installed, removed, or relocated. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Install Small Roadside Sign Assemblies” of the type specified, “Install Bridge Mounted Clearance Sign Assemblies” of the type specified, “Relocate Small Roadside Sign Assemblies” of the type specified, “Relocate Bridge Mounted Clearance Sign Assemblies” of the type specified, “Remove Small Roadside Sign Assemblies,” or “Remove Bridge Mounted Clearance Sign Assemblies.” 5.1. Installation. This price is full compensation for furnishing, fabricating, galvanizing, and erecting the supports; constructing foundations including concrete (when required); furnishing complete signs including sign connections and all hardware; attaching the signs to the supports; preparing and cleaning the signs; and materials, equipment, labor, tools, and incidentals. 5.2. Relocation. This price is full compensation for removing existing sign assemblies and related materials; furnishing and installing new stub posts and new sign supports; constructing foundations including concrete Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 644 3 (when required); and new hardware; reinstallation of signs; preparing and cleaning the signs; salvaging; disposal of unsalvageable materials; removing existing foundations, backfilling, and surface placement; and materials, equipment, labor, tools, and incidentals. 5.3. Removal. This price is full compensation for removing existing sign assemblies and related materials; salvaging; disposal of unsalvageable materials; removing existing foundations, backfilling, and surface placement; and materials, equipment, labor, tools, and incidentals. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 656 1 Item 656 Foundations for Traffic Control Devices 1. DESCRIPTION Construct concrete foundations for small roadside signs, traffic signal controllers, pedestal poles, roadside flashing beacon assemblies, electrical services, and other small traffic control devices. 2. MATERIALS Ensure materials and construction methods conform to the requirements of this Item and the pertinent requirements of the following Items: Item 400, “Excavation and Backfill for Structures” Item 416, “Drilled Shaft Foundations” Item 420, “Concrete Substructures” Item 421, “Hydraulic Cement Concrete” Item 432, “Riprap” Item 440, “Reinforcement for Concrete” Item 441, “Steel Structures” Item 442, “Metal for Structures” Item 445, “Galvanizing” Item 447, “Structural Bolting” Item 449, “Anchor Bolts” Item 618, “Conduit” Use Class A concrete for non-reinforced drilled shafts. Use Class C concrete for reinforced drilled shafts. Use Class B concrete or polymer concrete composed of borosilicate glass fiber, catalyzed polyester resin, and aggregate for traffic signal controller foundations. Use drilled shaft or galvanized steel screw-in type foundations for roadside flashing beacon assemblies. Use reinforcing steel when required. 3. CONSTRUCTION Stake and install foundations as shown on the plans. The Engineer may shift the foundation locations within design guidelines where necessary to secure a more desirable location or avoid conflict with utilities. Use established industry and utility safety practices when working near underground or overhead utilities. Consult the appropriate utility before beginning work. Hold anchor bolts in place with templates during concrete placement. Hold embedded items such as conduit or other hardware in place during concrete placement with templates or other approved means. Cap conduits before placing concrete. Ream conduit to remove burrs and sharp edges. Install bell ends or bushings on the conduit. Carefully align foundation, posts, and anchor bolts. Do not spring or rake posts or anchor bolts. Remove the top template after concrete has achieved initial set. Keep forms and other bracing intact until the concrete has cured at least one curing day. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 656 2 Allow concrete for pedestal poles and roadside flashing beacon assemblies to cure at least 7 days before placing bases and poles on the foundation unless otherwise permitted in writing. Allow concrete for traffic signal controller foundations and small roadside signs to cure at least 4 days before placing cabinets and posts on the foundation unless otherwise permitted. Provide an ordinary surface finish to the concrete foundation extending above ground in accordance with Section 420.4.13., “Ordinary Surface Finish.” Place concrete riprap around the foundation in accordance with the plans. Backfill disturbed surface with material equal in composition and density to the surrounding area. Replace surfacing material with similar material to an equivalent condition. 4. MEASUREMENT AND PAYMENT The work performed, materials furnished, equipment, labor, tools, and incidentals will not be measured or paid for directly but will be subsidiary to pertinent Items. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 680 1 Item 680 Highway Traffic Signals 1. DESCRIPTION Installation. Install highway traffic signals. Removal. Remove, store, and salvage traffic signals. 2. MATERIALS Ensure electrical materials and construction methods conform to the current NEC and additional local utility requirements. Furnish new materials. Ensure all materials and construction methods conform to the details shown on the plans, the requirements of this Item, and the pertinent requirements of the following Items: Item 610, “Roadway Illumination Assemblies” Item 625, “Zinc-Coated Steel Wire Strand” Item 627, “Treated Timber Poles” Item 636, “Signs” Item 656, “Foundations for Traffic Control Devices” Provide controller assemblies that meet the requirements of DMS-11170, “Fully Actuated, Solid-State Traffic Signal Controller Assembly,” and the details shown on the plans. Provide prequalified controller assemblies from the Department’s MPL. Provide flasher assemblies that meet the requirements of DMS-11160, “Flasher Controller Assembly,” and the details shown on the plans. Provide prequalified flasher assemblies from the Department’s MPL. Sampling and testing of traffic signal controller assemblies will be done in accordance with Tex-1170-T. 3. CONSTRUCTION 3.1. Installation. Install traffic signal controller foundations in accordance with Item 656, “Foundations for Traffic Control Devices.” 3.1.1. Electrical Requirements. 3.1.1.1. Electrical Services. Make arrangements for electrical services and install and supply materials not provided by the utility company as shown on the plans. Install 120-volt, single-phase, 60-Hz AC electrical service unless otherwise shown on the plans. 3.1.1.2. Conduit. Install conduit and fittings of the sizes and types shown on the plans. Conduit of larger diameter size than that shown on the plans may be used with no additional compensation, providing the same diameter size is used for the entire length of the conduit run. Extend conduit in concrete foundations 2 to 3 in. above the concrete. Seal the ends of each conduit with silicone caulking, or other approved sealant, after all cables and conductors are installed. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 680 2 3.1.1.3. Wiring. Furnish stranded No. 12 AWG XHHW conductors. Install above-ground cables and conductors in rigid metal conduit, except for span wire suspended cables and conductors, drip loops, and electrical wiring inside signal poles unless otherwise shown on the plans. Make power entrances to ground-mounted controllers through underground conduit. Wire each signal installation to operate as shown on the plans. Attach ends of wires to properly sized self-insulated solderless terminals. Attach terminals to the wires with a ratchet-type compression crimping tool properly sized to the wire. Place pre-numbered identification tags of plastic or tape around each wire adjacent to wire ends in the controller and signal pole terminal blocks. Splices will not be permitted except as shown on the plans, unless each individual splice is approved in writing. Make all allowed splices watertight. 3.1.1.4. Grounding and Bonding. Ground and bond conductors in accordance with the NEC. Ensure the resistance from the grounded point of any equipment to the nearest ground rod is less than 1 ohm. Install a continuous bare or green insulated copper wire (equipment ground) throughout the electrical system that is the same size as the neutral conductor, but a minimum No. 8 AWG. Connect the equipment ground to all metal conduit, signal poles, controller housing, electrical service ground, ground rods, and all other metal enclosures and raceways. Provide copper wire bonding jumpers that are a minimum No. 8 AWG. 3.1.2. Controller Assemblies. Construct controller foundations in accordance with Item 656, “Foundations for Traffic Control Devices.” Immediately before mounting the controller assembly on the foundation, apply a bead of silicone caulk to seal the cabinet base. Seal any space between conduit entering the controller and the foundation with silicone caulk. Deliver the keys for the controller cabinets to the Engineer when the Contract is complete. Place the instruction manual and wiring diagrams for all equipment in the controller cabinet, inside the controller cabinet. 3.1.3. Timber Poles. Furnish ANSI Class 2 timber poles other than for electrical services in accordance with details shown on the plans. 3.1.4. Preservation of Sod, Shrubbery, and Trees. Replace sod, shrubbery, and trees damaged during the Contract. 3.1.5. Removal and Replacement of Curbs and Walks. Obtain approval before cutting into or removing walks or curbs not shown on the plans to be removed or replaced. Restore any curbs or walks removed equivalent to original condition after work is completed, to the satisfaction of the Engineer. 3.1.6. Intersection Illumination. Install luminaires on signal poles as shown on the plans. 3.1.7. Signal Timing Plan. The traffic signal timing plan will be provided by the Department or local entity. 3.1.8. Test Period. Operate completed traffic signal installations continuously for at least 30 days in a satisfactory manner. If any Contractor-furnished equipment fails during the 30-day test period, repair or replace that equipment. This repair or replacement, except lamp replacement, will start a new 30-day test period. Replace materials that are damaged or have failed before acceptance. Replace failed or damaged existing signal system components when caused by the Contractor. The Department will relieve the Contractor of maintenance responsibilities upon passing a 30-day performance test of the signal system and acceptance of the Contract. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 680 3 3.2. Removal. Remove existing electrical services, pedestal poles, strain poles, mast arm pole assemblies, luminaires, signal heads, vehicle detector equipment, controllers, cables, and other accessories. Remove materials so damage does not occur. Remove and store items designated for reuse or salvage at locations shown on the plans or as directed. Remove abandoned concrete foundations, including steel, to a point 2 ft. below final grade. Backfill holes with material equal in composition and density to the surrounding area. Replace surfacing material with similar material to an equivalent condition. Accept ownership and dispose of unsalvageable materials in accordance with federal, state, and local regulations. 4. MEASUREMENT This Item will be measured as each traffic signal installed or removed. A traffic signal is a signalized intersection controlled by a single traffic signal controller. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Installation of Highway Traffic Signals” of the type (isolated, system, or flashing beacon) specified, or “Removing Traffic Signals.” 5.1. Installation. This price is full compensation for furnishing, installing, and testing the completed installation, controller and associated equipment, controller foundations, luminaires, signs mounted on signal equipment, damping plates, timber poles, mounting hardware and steel wire strand; preservation and replacement of damaged sod, shrubbery and trees; removal and replacement of curbs and walks; and materials, equip ment, labor, tools, and incidentals. The Department will pay for electrical energy consumed by the traffic signal . New drilled shaft foundations for traffic signal poles will be paid for under Item 416, “Drilled Shaft Foundations.” New conduit will be paid for under Item 618, “Conduit.” New electrical conductors will be paid for under Item 620, “Electrical Conductors.” New ground boxes will be paid for under Item 624, “Ground Boxes.” New electrical services will be paid for under Item 628, “Electrical Services.” New vehicle and pedestrian signal heads will be paid for under Item 682, “Vehicle and Pedestrian Signal Heads.” New traffic signal cables will be paid for under Item 684, “Traffic Signal Cables.” New traffic signal pole assemblies will be paid for under Item 686, “Traffic Signal Pole Assemblies (Steel).” New traffic signal detectors will be paid for under Item 688, “Pedestrian Detectors and Vehicle Loop Detectors.” 5.2. Removal. This price is full compensation for removing the various traffic signal components; removing the foundations; disposal of unsalvageable materials; hauling; and materials, equipment, labor, tools, and incidentals. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 682 1 Item 682 Vehicle and Pedestrian Signal Heads 1. DESCRIPTION Furnish and install vehicle and pedestrian signal heads. 2. MATERIALS Furnish only new materials. 2.1. Definitions. Back Plate. A thin strip of material extending outward from all sides of a signal head. LED Optical Unit. The LED lens and associated supporting parts in a signal section. Louver. A device mounted to the visor restricting signal face visibility. Signal Section. One housing case, housing door, visor, and optical unit. Signal Face. One section or an assembly of 2 or more sections facing one direction. Signal Head. A unidirectional face or a multidirectional assembly of faces, including back plates and louvers when required, attached at a common location on a support. 2.2. General. Provide vehicle signal heads in accordance with DMS-11121, “Twelve-Inch LED Traffic Signal Lamp Unit.” Provide prequalified vehicle signal heads from the Department’s MPL. Provide pedestrian signal heads in accordance with DMS-11131, “Pedestrian LED Countdown Signal Modules.” Provide prequalified pedestrian signal heads from the Department’s MPL. Supply either aluminum or polycarbonate signal head components of the same material and manufacturer for any one project. Use galvanized steel, stainless steel, or dichromate sealed aluminum bolts, nuts, washers, lock washers, screws, and other assembly hardware. When dissimilar metals are used, ensure the metals are selected or insulated to prevent corrosion. Use closed-cell silicone or closed-cell neoprene gaskets. 3. CONSTRUCTION 3.1. Assembly. Assemble individual signal sections in multi-section faces in accordance with the manufacturer’s recommendations to form a rigid signal face. Assemble and mount signal heads as sho wn on the plans. Install louvers and back plates in accordance with the manufacturer’s recommendations. Close any openings in an assembled signal head with a plug of the same material and color as the head. Remove only the existing lens, reflector, and incandescent lamp when installing a retrofit replacement LED traffic signal or pedestrian signal lamp unit into an existing signal housing; fit the new unit securely in the housing door; and connect the new housing unit to the existing electrical wiring or terminal block by means of simple connectors. 3.2. Wiring. Wire each optical unit to the terminal block located in that signal section by means of solderless wire connectors or binding screws and spade lugs. Wire all sections of a multi-section signal face to the section Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 682 2 terminal blocks in which the traffic signal cable is terminated. Maintain the color coding on leads from the individual optical units throughout the signal head, except for the traffic signal cable. Use solderless wire connectors or binding screws and spade lugs for connections to terminal blocks. Use binding screws and spade lugs for field wiring. 4. MEASUREMENT This Item will be measured by each vehicle signal section, pedestrian signal section, back plate, or louver. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Pedestrian Signal Section,” “Vehicle Signal Section,” “Back Plate,” or “Louver,” of the types and sizes specified. This price is full compensation for furnishing, assembling, and installing the signal sections, back plates and louvers, and lenses and optics; mounting attachments; and materials, equipment, labor, tools, and incidentals. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 684 1 Item 684 Traffic Signal Cables 1. DESCRIPTION Furnish and install traffic signal cables. 2. MATERIALS Provide polyethylene-jacketed multi-conductor cables in accordance with details shown on the plans. Individual conductors must be copper with polyethylene insulation rated for 600 volts. Furnish new materials. Provide traffic signal cables in accordance with DMS-11110, “Traffic Signal Cable.” 2.1. Type A Cables. Use Type A cables meeting the requirements of IMSA 20-1 for underground conduit installation or aerial cable supported by a messenger. 2.2. Type B Cables. Use Type B cables meeting the requirements of IMSA 20-3 as the integral messenger cable for aerial installations. 2.3. Type C Cables. Use Type C cables meeting the requirements of IMSA 50-2 for loop detector lead-in installations consisting of 2 conductor shielded cable. 2.4. Types A and B Cable Materials. Provide the following materials for Type A and B cables: Use the size and number of conductors shown on the plans. Unless otherwise shown on the plans, use conductors consisting of 7 copper strands. Ensure color coding of conductors and sequence for cables are in compliance with Table 1. Base color is the insulation color. Tracer color is the colored stripe that is part of or firmly adhered to the insulation surface for the full length of the conductor. Ensure 2-conductor cable is of the round twisted type with fillers used where necessary to form a round cable. For cables with more than 2 conductors, ensure individual conductors are laid up symmetrically in layers with fillers used when necessary, to produce a uniform assembly of conductors with a firm, compact cylindrical core. Ensure fillers are a non-metallic, moisture-resistant, non-wicking material. Supply conductor assemblies covered with a wrapping of a moisture-resistant tape applied to overlap at least 10% of the tape width. Ensure the taped conductor assembly is covered with a tightly fitting black polyethylene jacket that is smooth and free from holes, splits, blisters, and any other imperfections. Supply cables that clearly show the name of the manufacturer and the IMSA specification number applied at approximate 2-ft. intervals to the outer surface of the jacket by indent printing. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 684 2 Table 1 Conductor Color and Sequence for Cables Conductor No. Base Color Tracer Color 1 Black 2 White 3 Red 4 Green 5 Orange 6 Blue 7 White Black 8 Red Black 9 Green Black 10 Orange Black 11 Blue Black 12 Black White 13 Red White 14 Green White 15 Blue White 16 Black Red 17 White Red 18 Orange Red 19 Blue Red 20 Red Green 21 Orange Green 2.5. Additional Requirements for Type B Cable Materials. Additional material requirements particular to Type B cable are as follows: Ensure cables consisting of 5 or more conductors have a 0.25-in. nominal diameter messenger. For the messenger, use Class A galvanized Extra High Strength Steel Strand with 3 or 7 wires. A solid strand messenger with 0.134-in. diameter may be used for cables with less than 5 conductors. To provide corrosion protection, ensure the messenger strand is coated and the interstices are flooded with a rubber asphalt compound or equivalent. Ensure the integral messenger and conductors are enclosed in the jacket forming a cross-section similar to a figure 8. 2.6. Type C Cable Materials. Use the following materials for Type C cables: Unless otherwise shown on the plans, use No. 14 AWG insulated conductors with concentric stranding with black insulation on 1 of the 2 conductors and clear insulation on the other conductor. Ensure conductors have a minimum of 2 twists per foot within the cable. Use cables that have 100% shield coverage using aluminum bonded to a Mylar film. Ensure the drain wire is stranded tinned copper, 2 AWG sizes less than the conductor, and in continuous contact with the aluminum side of the shield material. Ensure the jacket is black polyethylene. Use cables that legibly show the name of the manufacturer and the IMSA specification number applied at approximate 2-ft. intervals on a tape under the outer jacket. 2.7. Sampling. The Engineer may take samples from each roll of each size of cable for establishing conformity to IMSA. The samples will be at least 3 ft. long. Replace any cable failing to meet IMSA requirements. 3. CONSTRUCTION For each cable run in underground conduit, coil an extra 5 ft. of cable in each ground box. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 684 3 Splices are not permitted in Type A and B cables unless shown on the plans, or approved in writing. Ensure splices are watertight. Make splices between Type C cable and loop detector wires only in the ground box near the loop the cable is servicing. Use non-corrosive solder for splices. Ground the drain wire of Type C cable to earth ground only at the controller or detector cabinet. Ensure the resistance from the drain wire to the gr ound rod is less than 1 ohm. Test the cables after installation and before any connection to the cables. Cables testing less than 50 megohms insulation resistance at 500 volts will be rejected. 4. MEASUREMENT This Item will be measured by the foot of traffic signal cables. This is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2., “Plans Quantity Measurement.” Additional measurements or calculations will be made if adjustments of quantities are required. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Traffic Signal Cables” of the types and sizes specified. This price is full compensation for furnishing and installing materials, and for equipment, labor, tools, and incidentals, except as shown below. Cables inside traffic signal pole assemblies will be paid for under this Item. Cables used for inside signal heads and controllers or coils in ground boxes, pole bases, and on span wires will not be paid for directly but will be subsidiary to pertinent Items. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 688 1 Item 688 Pedestrian Detectors and Vehicle Loop Detectors 1. DESCRIPTION Furnish and install traffic signal detectors. 2. MATERIALS Provide new materials that comply with the details shown on the plans, the requirements of this Item, and the pertinent requirments of the following Items: Item 618, “Conduit” Item 624, “Ground Boxes” Item 682, “Vehicle and Pedestrian Signal Heads” Item 684, “Traffic Signal Cables” 2.1. Pedestrian Detectors. Supply housing or an adapter (saddle) that conforms to the pole shape, fitting flush to ensure a rigid installation. Supply adapters of the same material and construction as the housing. Supply push-button switches that have single-pole, single-throw contacts and screw-type terminals and have a design life of at least 1 million operations. Ensure the internal components provide a push-button with normal open contacts, and include all electrical and mechanical parts required for operation. Ensure the push-button assembly is weather-tight and tamperproof, is designed to prevent an electrical shock under any weather condition, and has provisions for grounding in accordance with the NEC. 2.1.1. Standard Pedestrian Detectors. Provide a 2-piece cast aluminum housing unit consisting of a base housing and a removable cover. Provide threaded holes for 0.5-in conduit in the housing for any necessary conduit attachment. Ensure the manufacturer’s name or trademark is located on the housing. 2.1.2. Accessible Pedestrian Signals (APS). Provide accessible pedestrian detectors in accordance with DMS-11132, “Accessible Pedestrian Signals (APS).” 2.2. Vehicle Loop Detectors. Use stranded copper No. 14 AWG XHHW cross-linked-thermosetting- polyethylene-insulated conductor rated for 600 volts AC for vehicle detector loop wire unless otherwise shown on the plans. Ensure each length of wire shows the name or trademark of the manufacturer, insulation voltage rating, wire gauge, and insulation type at approximate 2-ft. intervals on the insulation surface. When shown on the plans, use flexible vinyl or polyethylene tubing with 0.184 in. minimum inside diameter, 0.031 in. minimum wall thickness, 0.26 in. maximum outside diameter, and a smooth bore. Use tubing that does not adhere to the loop wire in any way and is capable of resisting deterioration from oils, solvents, and temperatures up to 212°F. Use tubing that is abrasion-resistant and remains flexible from –22°F to 212°F. Use orange or red tubing unless otherwise shown on the plans. Use sealant for the vehicle detector loops in accordance with DMS-6340, “Vehicle Loop Wire Sealant.” Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 688 2 3. CONSTRUCTION 3.1. Pedestrian Detectors. 3.1.1. Push-Button Unit. Meet the requirements of the TMUTCD when installing push-buttons. Wire the push- button according to manufacturer’s installation instructions. Close unused housing openings with a weather- tight closure painted to match the housing. Verify that each button is communicating and fully functional. Do not use terminal connections or splice wire leads except at approved locations. All allowed splices must be watertight. Attach wires to terminal posts with solderless terminals unless otherwise advised by manufacturer’s recommendations. Attach terminals to the wires with a ratchet-type compression crimping tool properly sized to the wire. Mount a pedestrian push button sign near each push button as shown on the plans. For installations where APS buttons are placed less than 10 ft. apart from one another, program the appropriate speech walk message (include the name of the appropriate street in the message) for these buttons. When 2 APS buttons are installed on the same pole ensure that the APS buttons are insulated to eliminate vibrations from traveling to the other button. 3.1.2. Controller Unit. If a controller unit is required by the plans, integrate the pedestrian controller unit into the traffic signal controller cabinet assembly. 3.2. Vehicle Loop Detectors. Provide the loop location, configuration, wire color, and number of turns shown on the plans. Loops may be adjusted by the Engineer to fit field conditions. 3.2.1. Saw-Cuts. Cut the pavement with a concrete saw to form neat lines. Do not exceed 1 in. depth on concrete bridge slab saw-cuts. Cut all other saw-cuts deep enough to provide a minimum of 1 in. depth of sealant over the wire. Make a separate saw-cut from each loop to the edge of the pavement unless otherwise shown on the plans. Ensure the cut is clean and dry when the wire and sealant are placed. 3.2.2. Conduit. Place conduit between the pavement and ground box as shown on the plans. 3.2.3. Loop Wire Color. Use the following color code unless otherwise shown on the plans. Use white for the first loop on the right followed by black, orange, green, brown, and blue. Use the same color for all loops in the same lane. Loops installed in multi-lanes will have the same color code in the order the loops are installed. When facing the same direction that traffic flows, the color code will read from right to left for all lanes carrying traffic in that direction. If traffic moves in 2 directions, the color code will be repeated for the other direction of traffic. 3.2.4. Loop Wire Installation. When shown on the plans, place the loop wire in a flexible vinyl or polyethyle ne tubing in accordance with Article 688.2., “Materials.” The loop wire color requirements do not apply to wires in tubing. Twist the wire from the loop to the ground box a minimum of 5 turns per foot. When only one pair of wires is in a saw-cut, it need not be twisted while in the saw-cut. Do not splice loop wire in the loop or in the run to the ground box. Hold the loop wire in place every 2 ft. with strips of rubber, neoprene flexible tubing, or polyethylene foam sealant approximately 1 in. long. Leave these strips in place and fill the slot with loop sealant. Splice the loop lead-in cable and loop detector wires only in the ground box near the loop it is serving. Use non-corrosive solder for splices and ensure the splice is watertight. Ground the drain wire of the loop lead-in Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 688 3 cable to earth ground only at the controller or detector cabinet. Ensure the resistance from the drain wire to the ground rod is less than 1 ohm. 4. MEASUREMENT This Item will be measured by the foot of saw-cut containing loop wire and each pedestrian push-button and controller unit. This is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2., “Plans Quantity Measurement.” Additional measurements or calculations will be made if adjustments of quantities are required. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Vehicle Loop Detectors” of the type specified, “Pedestrian Detector Push-button Units” of the type specified or “Pedestrian Detector Controller Unit.” This price is full compensation for furnishing, installing, and testing the detectors, detector controller units, including detector configuration devices or software (when applicable); saw-cutting, excavation, backfill, sealant, and sealant placement; pavement repair associated with saw-cutting; and materials, equipment, labor, tools, and incidentals, except as follows. The conduit and loop wire from the edge of pavement to the ground box used for the vehicle loop detectors will not be measured or paid for directly but will be subsidiary to this Item. New ground boxes will be paid for under Item 624, “Ground Boxes.” New loop lead-in cable will be paid for under Item 684, “Traffic Signal Cables.” Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6004 1 - 5 02-16 Statewide Special Specification 6004 Networking Intelligent Transportation System (ITS) Communications Cable 1. DESCRIPTION Furnish, install, and test twisted-pair cable for networking and telecommunication uses in the field environment. 2. MATERIALS 2.1. General Requirements. Provide new cable and connectors that are in conformance with the details shown on the plans and in the specifications. The cable must be free of deformations, holes, splits and splices. ITS networking copper cables must be constructed for installation in an outdoor underground conduit environment. All cable provided for underground installation must contain the Outside Plant designation for outdoor usage and must be rated Non-Plenum. Provide cable in compliance with the most current version of the following industry standards: NFPA National Electric Code (NEC), Rural Electrification Administration (REA) -PE-22 (7 CFR 1755.403), PE-39 (7 CFR 1755.390), ANSI /TIA-568-C, EIA/TIA-568-B.2-2001 (Category 5E Cable), EIA-232, EIA-422, EIA-485, TSB-36, and Underwriters Laboratory (UL). Included in this Item are the ITS cable types listed in Table 1. Table 1 Common Networking ITS Communication Cable Types Cable Type Nominal AWG Gauge Application Category 5e Ethernet Cable #24 AWG Standard 100Base-Tx, Gigabit Ethernet, up to 100 MHz bandwidth performance Category 6 Ethernet Cable #24 AWG Gigabit Ethernet; up to 250MHz bandwidth performance Category 7 Ethernet Cable #24 AWG 10-Gigabit Ethernet, up to 600 MHz bandwidth performance. Category 7 cable is not typically utilized for ITS device applications. Category 7 cable applications include high bandwidth performance at network layer switches with 10 Gigabit connections. Serial Communications Cable (RS-232, RS-422, RS-485) #22, #24 AWG Serial port applications, low bandwidth and small data rate transmission (<100 kb/s) Shielded Twisted Pair Cable #18-24 AWG Telephone communications, below 16 MHz bandwidth performance Unshielded Twisted Pair (UTP) Cable #18-24 AWG Included in this Item are all terminating connectors and associated equipment required for installation and testing in a field environment. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6004 2 - 5 02-16 Statewide Provide cable conforming to the gauge, type, and length shown on the plans. Ensure the cable gauge supplied meets the bandwidth requirements specific to the cable application and run length. Provide signal amplification or repeater locations for communications cable runs as shown on the plans and in the specifications. When selecting serial communications cable for longer cable runs, verify the conductor gauge to be provided will meet signal loss requirements for cable application. Refer to Table 2 for typical cable distance limitations for ITS serial communications cable. Table 2 Typical Network Communications Cable Distance Limitations Cable Type Recommended Maximum Cable Run1 RS-232 50 ft. RS-422 (4 wire system) 500 ft. RS-485 (2 wire system) 500 ft. Category 5e 300 ft. Category 6 300 ft. 1. Cable distance limitation to be verified according to manufacturer for the cable application. All cable provided must be manufactured with permanent markings at approximate 2 ft. intervals on the outer jacket according to manufacturer name, serial number, type, UL list and classification for identification purposes. All pairs must be color coded using standard North American communication industry colors to uniquely identify each pair in the cable. 2.2. Physical Requirements. Provide networking communications cable meeting the following physical requirements. 2.2.1. Conductor. All networking cable must be constructed of solid bare copper conductor. 2.2.2. Insulation. All networking cable must be of foamed, cellular dielectric construction. Dielectric material must adhere to and support the center cable conductor. 2.2.2.1. Insulation Material. Serial communications cable insulation must be high-density polyethylene (HDPE) or equivalent. Ethernet networking cable insulation must be polyolefin or HDPE. UTP cable insulation must be polyethylene, polyolefin, polypropylene , or fluorinated ethylene propylene. 2.2.3. Shielding. Serial communications cable shielding must contain combination foil-polyester and copper braid shield to reduce EMI interference. Ethernet networking cable must contain a combination foil-polyester shield. 2.2.3.1. Coverage. Serial communications cable must be constructed of 100% effective foil coverage, minimum 65% braided coverage. Ethernet networking cable (Category 5e, 6, 7) must contain 100% effective foil cover. 2.2.4. Outer Jacket. Outer jacket must be rated for heavy duty ultraviolet (UV) exposure, sunlight, oil, and weather resistance necessary for outdoor installation. 2.2.4.1. Jacket Material. All networking cable outer jackets must be of PVC or polyethylene construction. 2.2.5. Connectors. Connectors must be matching, weather resistant, water and moisture proof, and outdoor-rated hardware that meet cable operating voltage, temperature, and impedance characteristics. Connectors must prevent the entry and collection of moisture to the cable and electrical connection point. Provide cable sealant during installation to seal connections from moisture and corrosion. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6004 3 - 5 02-16 Statewide 2.3. Electrical and Mechanical Requirements. Ethernet networking cable as shown on the plans must conform to the TIA/EIA-568-C standard, and according to performance characteristics defined in TIA/EIA-568-C.4-1. All Ethernet networking cable provided must meet IEEE 802.3af and IEEE 802.3at for Power over Ethernet (PoE) applications. Serial communications cable and UTP must conform to the following requirements: 2.3.1. Capacitance. Serial communications cable capacitance must not exceed 35 picofarads (pF) per foot of cable. UTP cable capacitance must not exceed 15 pF per foot of cable. 2.3.2. Inductance. Serial communications cable inductance must not exceed 0.30 microhenry’s (H) per foot of cable. 2.3.3. Impedance. Provide 100 ohm nominal impedance for UTP cables and according to the manufacturer recommendation for cable application. 2.3.4. Attenuation. Attenuation of the cable must be compliant with requirements of the proposed application. 2.3.5. Resistance. The DC resistance of the serial communications cable inner conductor must not exceed 20 ohms per 1000 ft. 2.4. Environmental Design Requirements. 2.4.1. Installation Temperature Rating. Cable must be rated for an outside ambient temperature range of -20°F to 165°F. 2.4.2. Storage Temperature Rating. Cable must be rated for a storage temperature range of -40°F to 165°F. 3. CONSTRUCTION METHODS 3.1. General. Cable must be installed in accordance with the following industry procedures: ANSI/TIA -568-C, BICSI Telecommunications Distribution Methods Manual (TDMM) and Information Transport Systems Installation (ITSIM), NFPA National Electric Code (NEC), USDA Construction of Direct Buried Plant, and ICEA Standard for Aerial Service Wire - ANSI/ICEA 5-89-648. 3.1.1. Cable Storage. All uninstalled cable must be stored according to manufacturer recommended bend radius and cable reel requirements. 3.1.2. Cable Labeling. All cable must be labeled using pre-laminated labels with UV protection according to usage at all terminations. Provide weatherproof labels rated for outdoor use. 3.1.3. Installation Procedure. All cable must be inspected and tested for continuity when received, with results compared with factory pre-shipping tests. Inspect the cable nomenclature to make certain that the correct product has been received. Notify the supplier (or manufacturer) of all discrepancies for immediate correction. Install the network cable routed as shown on the plans and follow the manufacturer recommendations for installation. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6004 4 - 5 02-16 Statewide Ensure that all exposed cable ends are covered and protected against moisture and dust penetration at all times during installation. Protect cable ends during storage, cable pulls, and post-installation. 3.1.4. Conduit Fill Requirements. Install cable as shown on the plans and ensure that NEC and TIA/EIA fill requirements must be met for all cable runs. 3.1.5. Cable Slack Requirements. Provide 25 ft. cable slack maximum in pull boxes and per manufacturer requirements. 3.1.6. Spacing Requirements. Provide minimum 12 in. spacing between electrical power cable and communications cable types as described for underground installations within NEC Sections 840.44 and 840.47. 3.2. Testing. Procedures for the tests noted below are to be in accordance with industry standard practice and recorded in accordance with ANSI/TIA/EIA rules for documentation for the cable type. Perform tests in accordance with testing requirements in this Item. For all tests, provide test forms to be used that compare measured results with threshold values. The following tests must be performed, recorded, and submitted to verify the cable performance and installation: 3.2.1. Cable Continuity. Perform cable continuity test for center conductor and shield continuity and record results. The test must be performed on received cable reels to identify any discrepancies and upon final installed cable interconnections. Test continuity of each pair to show a resistance of not more than 8 ohms per 1000 ft. of conductor. Use meter with a minimum input resistance measurement to comply with RUS 7 CFR 1755.403 Copper Cable Telecommunications Plant Measurements. . 3.2.2. Time Domain Reflectometry (TDR). Perform TDR test for impedance continuity per manufacturer recommendations in coaxial cable interconnections and record results. 3.2.3. Ground Resistance. Use a Megohmmeter to perform ground resistance testing of all conductors including the shield, and conductor-to-conductor, including all individual conductors to the shield. Ensure that all conductor tests, including the shield, read infinity to ground, and from conductor to conductor and all individual conductors to the shield, read infinity. Replace cable not meeting the infinity test result at no expense to the department, whether one or multiple readings per cable are defective. 3.2.4. Visual Inspection. Where cable installation is visible, perform visual inspection (with a Department representative) to verify any evidence of the following: cable damage (cracks, shield damage, kinks, knots, jacket damage, crushed cable), bend radius violations (at conduit fittings, cabinet locations), and cable crimping method—use of manufacturers specified cable crimp tool only (use of pliers not permitted). 3.3. Documentation. Submit 3 copies of the following materials for each cable type provided for approval prior item supply: manufacturer cutsheets and complete specifications (physical, electrical, mechanical, and environmental), manufacturer warranty information, independent test lab certification, and blank test forms. Submit 3 copies of the following materials for each cable run provided for approval post installation: test results, completed test forms, Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6004 5 - 5 02-16 Statewide cable continuity test, TDR test, “as-built” documentation for cable path as shown on the plans, complete maintenance and trouble-shooting procedures, and furnish additional information as shown on the plans. 3.4. Warranty. Warrant all cable against defects or failure in design, materials, and workmanship in accordance with the manufacturer’s standard warranty. Supply cable with no less than 95% of the manufacturer’s warranty remaining on the date that equipment invoices are submitted for final payment. Any material with less than 95% warranty remaining will be rejected. Warrant all cable furnished and installed to perform according to the manufacturer published specifications for a period of 1 year after final acceptance of the project by the Department. Provide for “on-site” repair or replacement within 2 working days and at no cost to the Department. Repair or replace any defective cable, at the manufacturer’s option, at no cost to the Department. 4. MEASUREMENT This Item will be measured by the linear foot of cable. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “ITS Communications Cable (Ethernet)” and “ITS Communication Cable (Serial).” For twisted pair communications cable runs, 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 “ITS Communications Cable” of the type, size, and number of pairs specified. The price is full compensation for furnishing, installing, splicing and testing cable and connectors, as well as for installation equipment, materials, tools, and incidentals. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6010 1 - 17 03-15 Statewide Special Specification 6010 Closed Circuit Television (CCTV) Field Equipment 1. DESCRIPTION Furnish, install, relocate, or remove closed circuit television (CCTV) field equipment at locations shown on the plans, or as directed. 2. MATERIALS 2.1. General Requirements. Fabricate, provide, assemble, and install materials that are new, corrosion resistant and in strict accordance with the details shown on the plans and in the specifications. Provide CCTV field equipment that is compatible with software currently in operation in order to interface with the existing equipment and software located in the Department’s Traffic Management Control (TMC) Centers across the state. CCTV field equipment to include the following: color video camera units, camera lenses, filters, control circuits and accessories, camera housing, medium duty pan and tilt units with click and drag position control, camera control receivers, local field control unit (if required for operation), video and camera control and power cable connectors and assemblies, video, data, and power surge suppression, and built-in ID generator. 2.2. Functional Requirements for Analog CCTV. Provide color video cameras that are solid state design and that meet the following functional requirements: 2.2.1. General. 2.2.1.1. Digital Signal Processing (DSP): digital zoom with manual override functionality, auto and manual iris control, auto and manual exposure control with built in frame buffer, auto and manual focus control, and built-in ID generator, with white letters on black outline minimum or approved equivalent. 2.2.1.2. Image Pickup Device. Single chip interline transfer solid state color matrix charge-coupled device (CCD) or complementary metal-oxide semiconductor (CMOS) sensor. Provide a sensor having a minimum of 752 (H) X 480 (V) effective pixels. 2.2.1.3. Resolution. Greater than 350 lines vertical and greater than 460 lines horizontal, interlaced 2:1, measured per EIA-170A Standard. No discernible interlace jitter or line pairing on the viewing monitor. System limiting resolution that conforms to FCC regulations for broadcast signals. 2.2.1.4. Frame Rate. Adjustable frame rate frequency up to 30 frames per second. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6010 2 - 17 03-15 Statewide 2.2.1.5. Encoded NTSC Video Signal Format. Conformance to the National Television Standards Committee (NTSC) specification and produce NTSC compatible video in accordance with EIA-170A Standard, governed by the Electronic Components Association (ECA), for video output 1 V p-p composite also known as 140 IRE units per Institute of Radio Engineers (IRE). Provide up to 16 dB automatic gain control (AGC). 2.2.1.6. Output Impedance. 75 ohms ± 5%. 2.2.1.7. Aspect Ratio. Width to height aspect ratio of 4:3. 2.2.1.8. Image Quality. Ability to produce clear, free from distortion, usable video images of the areas, vehicles, objects, and other subjects visible from a roadside CCTV site. Ensure that video produced by the camera is true, accurate, distortion free, and free from transfer smear, oversaturation, and any other image defect that negatively impacts image quality under all lighting and weather conditions in both color and monochromatic modes. 2.2.1.9. Over Exposure Protection. Minimize glare and incur no permanent damage to the camera when pointed directly at strong light sources, including the sun, for brief periods of time. 2.2.1.10. Geometric Distortion. Zero. 2.2.1.11. Signal to Noise Ratio (AGC Off). 50 dB Minimum (weighted at 4.5 MHz). 2.2.1.12. Electronic Shutter Speed. Automatic shutter that is user selectable down to at least 1/10,000 sec. 2.2.1.13. Electronic Image Stabilization. User selectable on or off electronic image stabilization at 5 Hz and 10 Hz minimum. 2.2.1.14. Day (Color) and Night (Mono). Auto and manual switchover and iris control with user selectable modes for auto and manual control capabilities. 2.2.1.15. Auto White Balance. Color quality that is maintained by a continuous through the lens automatic white balance for color temperatures from 2850 K to greater than 5100 K with less than 10 IRE units unbalance. 2.2.1.16. Inverted Operation. Automatic or manual activation image inversion or “flip” operation when rotating through 0° or 180° vertical tilt positions. 2.2.1.17. Mean Time Before Failure. A minimum of 43,800 hr. or 5 yr. without mechanical malfunction or failure. Act of God failures are exempt. 2.2.2. Lens. Provide an integral lens assembly for each camera with the following features: an f/1.6 or better glass multi-coated zoom lens with variable focal lengths with a minimum 30X zoom range, 10X auto and manual digital zoom minimum, and automatic and manual focus and iris control. Provide lenses with capabilities for remote control of the zoom, focus, and iris operations. Mechanical or electrical means provided to protect the motors from overrunning in extreme positions. Lens and controller system capable of both auto iris and remote manual iris operation. Capabilities of lens for auto and manual zoom and focus control. Motorized iris as opposed to auto iris type, for system control capability. 2.2.3. Network Interface Requirements. Provide equipment that is compatible with the Department’s Lonestar™ software and can be integrated into the Department’s TMC CCTV control sub-systems through NTCIP 1205 Version 1.08 or latest Department approved version, Open Network Video Interface Forum (ONVIF), or approved equal. Support Cohu, Pelco D, Pelco P protocols, or approved equal for control. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6010 3 - 17 03-15 Statewide Provide equipment that is compatible with other devices using Telecommunications Industry Association/Electronic Industries Alliance (TIA/EIA)-232 or EIA-422/485 at a rate of 9600 bps. Provide camera equipment that supports local and remote configuration and management. Configuration and management functions must include access to all user-programmed features, including but not limited to, network configuration, video settings, device monitoring, control setting, and security functions. Configuration and management is achieved through serial login, telnet login, web-based interface, or manufacturer software. Provide manufacturer software with camera for local configuration, system maintenance and management control. 2.3. Functional Requirements for Digital CCTV. Provide color video cameras that produce digital video in standard definition or high definition that meet the following functional requirements: 2.3.1. General. 2.3.1.1. Digital Signal Processing (DSP): digital zoom, auto and manual iris control, auto and manual exposure control with built in frame buffer, auto and manual focus control, and built-in ID generator, with white letters on black outline minimum or approved equivalent. 2.3.1.2. Image Pickup Device. 1.2 megapixel (1,200,000 pixels), or better, progressive scan digital CCD or CMOS sensor. 2.3.1.3. Resolution. Support the following resolutions: 720p (1280 x 720 pixel array), D1 (720 x 480 pixel array), CIF (352 x 240 pixel array), and VGA (640 x 480 pixel array) at a minimum dependent on video stream configuration. 2.3.1.4. Frame Rate. Allow user selectable frame rates at 30, 15, 7, 4, 2, and 1 frames per second. 2.3.1.5. Data Rate. Scalable from 64 kbps to 8 Mbps 2.3.1.6. Video Stream Format. Allow simultaneous encoding and transmission, of a minimum, two configurable digital video streams in conformance with the Moving Picture Experts Group’s MPEG-4 part 10 (H.264) and Motion JPEG (MJPEG) video compression technology in accordance with the ISO and IEC requirements detailed in the ISO/IEC 14496-10 standard or most current version. Support configuration of the following at a minimum: H.264, MJPEG, H.264 + H.264, and H.264 + MJPEG. 2.3.1.7. Video Stream. Support both uni-cast (one-to-one) and multi-cast (one-to-many). 2.3.1.8. Aspect Ratio. Support width to height aspect ratio of 4:3 or 16:9 dependent on TMC monitor video format functionality. 2.3.1.9. Image Quality. Ensure that video produced by the camera is true, accurate, distortion free, and free from transfer smear, oversaturation, and any other image defect that negatively impacts image quality under all lighting and weather conditions in both color and monochromatic modes. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6010 4 - 17 03-15 Statewide 2.3.1.10. Wide Dynamic Range (WDR). Operation with manual override option. 2.3.1.11. Over Exposure Protection. Minimize glare and incur no permanent damage to the camera when pointed directly at strong light sources, including the sun, for brief periods of time. 2.3.1.12. Geometric Distortion. Zero. 2.3.1.13. Signal to Noise Ratio (AGC Off). 50 dB minimum (weighted at 4.5 MHz). 2.3.1.14. Electronic Shutter Speed. Automatic shutter that is user selectable down to at least 1/10,000 sec. 2.3.1.15. Electronic Image Stabilization. User selectable on or off electronic image stabilization at 5 Hz and 10 Hz minimum. 2.3.1.16. Day (Color) and Night (Mono). Auto and manual switchover and iris control with user selectable modes for auto and manual control capabilities. 2.3.1.17. Auto White Balance. Color quality that is maintained by a continuous through the lens automatic white balance for color temperatures from 2850 K to greater than 5100 K with less than 10 IRE units unbalance. 2.3.1.18. Inverted Operation. Automatic image inversion or “flip” when rotating through 0° or 180° vertical tilt positions when not an integrated unit. 2.3.1.19. Mean Time Before Failure. A minimum of 43,800 hr. or 5 yr. without mechanical malfunction or failure. Act of God failures are exempt. 2.3.2. Lens. Provide an integral lens assembly for each camera with the following features: an f/1.6 or better glass multi-coated zoom lens with variable focal lengths with a minimum 18X zoom range, 10X auto and manual digital zoom minimum, and automatic and manual focus and iris control. Provide lenses with capabilities for remote control of the zoom, focus, and iris operations. Mechanical or electrical means provided to protect the motors from overrunning in extreme positions. Lens and controller system capable of both auto iris and remote manual iris operation. Capabilities of lens for auto and manual zoom and focus control. Motorized iris as opposed to auto iris type, for system control capability. 2.3.3. Network Interface Requirements. Provide CCTV field equipment that can integrate with the Department’s Lonestar™ software and can be integrated into the Department’s TMC CCTV control sub-systems through NTCIP 1205 Version 1.08 or higher, Open Network Video Interface Forum (ONVIF), or approved equal. Support Cohu, Pelco D or Pelco P protocols, or approved equal for control. Provide camera equipment with a Local Area Network (LAN) connection that supports the requirements detailed in the IEEE 802.3 Standard for 10/100 Ethernet connections for half-duplex or full-duplex and provide auto negotiation. Provide equipment with a minimum of 1 Ethernet port, which has a 10/100 Base-TX connection. Provide connectors that conform to EIA and TIA requirements. Support, at a minimum, RTP, RTSP, UDP/IP, TCP/IP, IPv4, HTTP, IGMPv2, DHCP, NTP, IEEE 802.1x, Ethernet 802.3u, and Telnet. Provide camera equipment that supports local and remote configuration and management. Configuration and management functions must include access to all user-programmed features, including but not limited to, network configuration, video settings, device monitoring, control setting, and security functions. Con figuration Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6010 5 - 17 03-15 Statewide and management is achieved through serial login, telnet login, web-based interface, or manufacturer software. Provide manufacturer software with camera for local configuration, system maintenance and management control. 2.4. Cable Assembly. Provide camera power and communication cable assembly equipped with cables used for video feed, camera control including PTZ function, communications signaling, and power supply. Camera power and communication cable can be configured as a composite cable or se ries of isolated cables. The following cable functions may be required depending on the data and video communication interface requirements, as shown on the plans. 2.4.1. Serial. Provide shielded twisted pair serial based communication cable rated for outdoor use in conformance to EIA RS-232/422/485 Standards, governed by the Electronic Components Association (ECA). Provide serial based conversion hardware, if necessary, to achieve this function. 2.4.2. Video. Provide coaxial cable, rated for outdoor use, between the camera and the communications equipment interface that is a mid-range RG-59/U type with a solid center conductor with 100% shield coverage, with a cellular polyethylene dielectric, or a cable as recommended by the manufacturer of the CCTV field equipment. 2.4.3. Ethernet. Provide a shielded twisted pair (STP) Category 5E (or equivalent) at a minimum rated for outdoor use in conformance to TIA/EIA 568B Standard. Cable must not exceed an attenuation of 30 dB per 300 ft. of cable at 100 MHz. 2.4.4. Power. Provide 3-wire, insulated for 300 V minimum, 115 VAC or 24 VAC power cabling between the camera and the power supply. If 24 VAC power is required, provide needed power supply conversion equipment. Power may be achieved through Power over Ethernet (PoE) through a power supply or mid-span PoE injector, to be subsidiary to the camera unit, and must conform to the IEEE 802.3af or IEEE 802.3at standard or latest revision. Provide power and communication cable assembly the entire length of the camera support structure from the camera to the cabinet with an additional 25 ft. of slack in the cabinet. Determine the appropriate length required for each site. The cable assembly is subsidiary to the camera unit. Provide any necessary data, video, or power conversion hardware necessary to successfully integrate the camera unit into the field equipment cabinet hardware components and onto the communications backbone. 2.5. Video Encoding Interoperability. Digital video encoders and decoders are necessary to convert the analog signal to digital, transport digital packets via UDP/IP over fiber optic, copper Ethernet, wireless, or leased line networks and convert the digital packets back to an analog signal for viewing on a display monitor. Video encoding and decoding equipment may be achieved through software or hardware means. Ensure camera’s encoded video is interoperable with hardware and software decoders from other manufacturers. Ensure the camera’s encoded video can be decoded by a minimum of two other manufacturer’s software or hardware decoders that are currently in use by the Department. Contact the Department for decoders supported prior to procurement of camera unit. 2.6. Camera Housing. Provide camera housing assembly and hardware material that reflects sunlight. Provide camera housing with a sunshield to reduce the solar heating of the camera. The total weight of the camera (including housing, sunshield, and all internal components) must not exceed 35 lb. Construct viewing window in such a way that unrestricted camera views can be obtained at all camera and lens positions. Provide gaskets at cable entry point to the camera housing to prevent moisture or dust entry. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6010 6 - 17 03-15 Statewide When shown on the plans or identified in the general notes, provide heating or cooling functionality with temperature sensors to maintain internal temperatures within the manufacturer required operating temperature range. 2.7. Pan-Tilt Unit. Furnish and install a medium duty anodized aluminum weatherproof pan-tilt-unit at each camera site, conforming to National Electrical Manufacturer’s Association (NEMA) 4X and IP-66 rating or better, when not integral to the camera unit and housing. Provide mounting adapter and required attachment hardware to install the pan-tilt-unit to the pole or mounting bracket. Identify the type of mounting bracket and bolt pattern on shop drawings. Provide a unit capable of a minimum of 180° vertical range of movement and horizontal movement of 360°, full, continuous rotation movement. Provide a unit that has a pan and tilt speed of 20° per second minimum and is user adjustable through the full speed range. Unit must be capable of simultaneous pan-tilt movements with variable pan-tilt positioning control allowing variable speeds that are proportional through the zoom range. Provide pan-tilt unit with a drive accuracy and drive repeatability of less than 1° and has an automatic pre- position speed of 120° per second minimum to a user defined preset position that is user adjustable. Provide a pan-tilt unit, when not integral to the camera housing, capable of maintaining static position and does not move by more than 1.0° in any direction in speeds greater than 35 mph. Ensure that the pan-tilt unit has seals and gaskets to protect the motors, gears, and cables and that the seals and gaskets are resistant to ozone, ultraviolet radiation, and other pollutants inherent to all local environmental conditions. When shown on the plans or identified in the general notes, provide pan-tilt unit with heater that conforms to NEMA 4X standard when not integral to the camera unit and housing. 2.8. Preset Functions. Provide a camera unit capable of storing a minimum 62 presets for pan, tilt, zoom, and focus settings. Provide a camera unit capable of user programmable tours with a minimum of 4 tours of up to 32 presets per tour. Any tours may be programmed for panning tours. Provide a camera unit capable of user programmable sector zones with a minimum of 8 zones allowing right and left pan limitations. Provide a camera unit capable of user programmable privacy zones with a minimum of 8 zones. Capable of click and drag position control through software. 2.9. Control Receivers. Provide a camera unit with an integrated camera control receiver, unless otherwise directed, that will execute all camera and lens functions as well as forward communication of commands for the pan-tilt functions to the pan-tilt control receiver. Mount the pan-tilt control receiver inside the pan-tilt unit. The control receiver receives the data from the camera controller, it decodes the digital command data signals transmitted through the communication transmission interface, checks for errors, and acts on valid data to drive the pan-tilt unit and the camera controls. Local field control is achieved through compatible control software on a laptop or through local control unit hardware located inside the field cabinet that can be EIA 19 in. rack or shelf mountable. Document that the camera control receiver and pan-tilt control receiver will execute all camera, lens, and pan-tilt functions through a laptop interface or through use of the local control unit hardware. Provide local control unit hardware only when shown on the plans or identified in the general notes. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6010 7 - 17 03-15 Statewide 2.10. Connectors. Provide and install connectors that are compatible with the communications equipment interfaces identified in Article 2.3.3 and Article 2.4. Supply all mating connectors. Provide all connector pins and mating connectors that are plated to achieve good electrical connection and resistance to corrosion. 2.11. Source ID Generator. Use a built-in ID Generator to insert camera ID over each of the camera-generated videos. Provide a minimum of 2 lines of alpha numeric, case specific, text supporting a minimum of 20 ASCII characters per line, with a minimum character height of 20 pixels, that is user programmable for displaying any combination of ID information consisting of camera, preset, privacy mask, low pressure warning, compass, and time and date at a minimum. Allow user selectable location of text to be displayed on the video image at the extreme top or bottom. Text display on the side of the image display prohibited . Automatically display the programmed ID with its associated video signal that can be turned on or off by user command. In the event of loss of signal or video signal failure, ID Generator automatically passes through failure message to display over video. Submit list of available text displays to the Department as part of documentation requirements. 2.12. Cabinet Installation. Install video communication equipment in a pole mounted equipment cabinet or in a ground mounted equipment cabinet as shown on the plans. Meet the following criteria: Contains all the lightning protection devices for data and video. Grounded to earth ground. Provide connectors for all inputs and outputs for data and video and additional ports for testing video and communications. Use the external connectors for testing and for connections to communication devices. 2.13. Surge Protection. Provide surge protection for the camera meeting the following requirements: mounting adapter – Electrically bonded to mounting structure, pan-tilt mechanism – Electrically bonded to mounting adapter, camera housing – Electrically bonded to pan-tilt mechanism, and power and control cable surge protector – Integrated into cabinet surge protection system. 2.14. Power Requirements. Provide CCTV field equipment meeting all of its specified requirements when the input power is 115 VAC ± 20%, 60 Hz ± 3 Hz, and that maximum power required does not exceed 200 W including optional equipment. Provide appropriate voltage conversion, power injectors, or other power supply hardware if the camera equipment or any camera-related ancillary devices requires operating voltages other than 115 VAC ± 20%, such as 24 VAC, 12 VDC from solar power systems, or rely on PoE. Appropriate voltage converters or injectors must accept an input voltage of 115 VAC or 12 VDC from solar power systems as shown on the plans. 2.15. Primary Input Power Interruption. Provide CCTV field equipment that meets all the requirements in Section 2.1.4., “Power Interruption” of the NEMA Standard TS2 for Traffic Control System, or most current version. 2.16. Power Service Transients. Provide CCTV Field Equipment that meets the requirements for Section 2.1.6., “Transients, Power Service” of the NEMA Standard TS2, or most current version. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6010 8 - 17 03-15 Statewide 2.17. Power Service Protection. Provide equipment that contains readily accessible, manually resettable or replaceable circuit protection devices (such as circuit breakers or fuses) for equipment and power source protection. Provide circuit breakers or fuses sized appropriately such that no wire, component, connector, PC board or assembly is subjected to current loads in excess of their respective design limits upon failure of any single circuit element or wiring. 2.18. Modular Design. Provide CCTV field equipment hardware installed inside the cabinet that is modular in design that can be either shelf mountable or EIA 19 in. rack mountable. Clearly identify modules and assemblies with name, model number, serial number and any other pertinent information required to facilitate equipment maintenance. 2.19. Connectors and Harnesses. Make all external connections by means of connectors that are uniquely keyed to preclude improper hookups. Color-code and appropriately label with UV resistant material all wires to and from the connectors. Provide connecting harnesses of appropriate length and terminated with matching connectors for interconnection with the communications system equipment. Provide plated pins and mating connectors to improve conductivity and are corrosion resistant. All connectors utilizing solder type connections must have each soldered connection covered by a piece of heat shrink tubing securely shrunk to protect the connection for short circuiting. Provide a wiring diagram detailing wire function and connector pin-out. 2.20. Environmental Design Requirements. Provide equipment that conforms to NEMA TS2-2003 (R2008), International Electrotechnical Commission (IEC) 60529, and NEMA 250-2008, or most current version, for the following categories: 2.20.1. Temperature. Provide equipment that conforms to NEMA TS2 Section 2.1.5.1, or latest revision, and meets all the specified requirements during and after being subjected to any combination of the following conditions: ambient temperature range of -30 to 165°F, temperature shock not exceeding 30°F per hour, relative humidity of 0 to 100%, moisture condensation on all exterior surfaces caused by temperature changes, and provisions for a heater and blower function will be required to maintain internal temperatures within the manufacturer’s operating temperatures for temperature ranges internal to the camera unit not conforming to NEMA TS2 Standard 2.1.5.1. 2.20.2. Vibration. Provide equipment that conforms to NEMA TS2 Section 2.1.9 and Section 2.2.3, or most current version, and meets all the specified requirements during and after being subjected to a vibration of 5 to 30 Hz up to 0.5 g applied in each of three mutually perpendicular planes for 30 min. 2.20.3. Shock. Provide equipment that conforms to NEMA TS2 Section 2.1.10 and Section 2.2.4, or most current version, and does not yield permanent mechanical deformation or any damage that renders the unit inoperable when subjected to a shock of 10 g applied in each of three mutually perpendicular planes for 30 min. 2.20.4. Environmental Contaminants. Provide equipment that conforms to IEC 60529 Section 14.2.6, ormost current version, for IP 66 or greater rating when providing a pressurized unit. Provide equipment that conforms to IEC 60529 Section 14.2.7, ormost current version, for IP 67 or greater rating when providing a non-pressurized unit. 2.20.5. External Icing. Provide equipment that is tested to conform to NEMA 250-2003 Section 5.6, or latest revision. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6010 9 - 17 03-15 Statewide 2.20.6. Corrosion. Provide equipment that is tested to conform to NEMA 250-2003 Section 5.10, or latest revision, when located in coastal Districts. Coastal Districts are Beaumont (BMT), Corpus Christi (CRP), Houston (HOU), Pharr (PHR), and Yoakum (YKM). 2.20.7. Wind Rating. Operational in adverse weather conditions and able to withstand wind loads in accordance with Department’s basic wind velocity zone map standard as shown on the plans without permanent damage to mechanical and electrical equipment. 3. CONSTRUCTION 3.1. General. Maximize standardization and consistency by utilizing industry standard techniques in equipment design and construction, with the minimum number of parts, subassemblies, circuits, cards, and modules. Design equipment for ease of maintenance. Provide mounting bracket assemblies or apparatus to mount equipment on the following structures as detailed in the plans or on the ITS standards: ITS Pole, overhead sign bridge or cantilever overhead sign structure , retaining wall, and concrete column or parapet. Provide mounting bracket design with documentation submittal for approval prior to fabrication. Include all mounting plates, screws, bolts, nuts, washers, and ancillary hardware needed to fabricate the entire mounting bracket. 3.2. Mechanical Components. Provide stainless steel external screws, nuts and locking washers. Self-tapping screws are not acceptable. Provide parts that are made of corrosion resistant material; examples include: plastic, stainless steel, anodized aluminum, or brass. Protect all materials used in construction from fungus growth and deterioration due to sustained moisture. Separate dissimilar metals by an inert dielectric material. 3.3. Wiring. Provide wiring that meets the requirements of the National Electrical Code (NEC) most current version. Provide wires that are cut to proper length before assembly. It is not acceptable to “double-back” wires to take up slack inside the cabinet. Lace wires neatly with nylon lacing or plastic straps. Organize cables neatly inside the cabinet and secure cables with clamps. Provide service loops at connection points when connecting to hardware inside the cabinet. No splicing of cables or exposed wiring is allowed. Clearly label all wiring. 3.4. Relocation of CCTV Field Equipment. Perform the relocation in strict conformance with the requirements herein and as shown on the plans. Completion of the work will present a neat, workmanlike, and finished appearance. Maintain safe construction practices during relocation. Inspect the existing CCTV field equipment, with a representative from the Department, and document any evidence of damage prior to removal. Conduct a pre-removal test in accordance with the testing requirements contained in this Item to document operational functionality. Remove and d eliver to the Department, existing CCTV field equipment that fail inspection. Prior to removal of existing CCTV field equipment, disconnect and isolate the power cables from the electric power supply and disconnect all communication cabling from the equipment located inside the cabinet. Coil and store power and communication cabling inside the cabinet until such time that it can be relocated. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6010 10 - 17 03-15 Statewide Remove existing CCTV field equipment as shown on the plans only at such time as authorized by the Engineer. Use care to prevent damage to any support structures. Any portion of CCTV field equipment or camera pole structure damaged or lost will be replaced by the Contractor at his expense. Contractor to document and report to the Department any existing damage to equipment prior to removal. Make all arrangements for connection to the power supply and communication source including any permits required for the work to be done under the Contract. Provide wire for the power connection at least the minimum size indicated on the plans and insulated for 600 V. Meet the requirements of the NEC most current version. 3.5. Removal of CCTV Field Equipment. Disconnect and isolate any existing electrical power supply prior to removal of existing CCTV field equipment, Perform removal in strict conformance with the requirements of this Specification, and the lines, grades, details and dimensions shown on the plans. Completion of the work will present a neat, workmanlike, and finished appearance. Any portion of the CCTV field equipment or cabinet internal components damaged or lost will be replaced by the Contractor (with items requiring the approval of the Engineer) at no cost to the Department. All materials not designated for reuse or retention by the Department will become the property of the Contractor and be removed from the project site at the Contractor's expense. Deliver items to be retained by the Department to a location shown on the plans or general notes. The Contractor is fully responsible for any removed equipment until released by the Engineer. 3.6. Contractor Experience Requirements. Contractor or designated subcontractor must meet the following experience requirements: 3.6.1. Minimum Experience. Three years of continuous existence offering services in the installation of CCTV camera systems. 3.6.2. Completed Projects. Three completed projects consisting of a minimum of 5 cameras in each project where the personnel installed, tested and integrated CCTV cameras on outdoor, permanently mounted structure(s) and related camera control and transmission equipment. The completed CCTV camera system installations must have been in continuous satisfactory operation for a minimum of 1 yr. 3.6.3. Equipment Experience. Three projects (may be the three in the preceding paragraph) in which the personnel worked in cooperation with technical representatives of equipment suppliers to perform specific stages of work. The Contractor will not be required to furnish equipment on this project from the supplier who furnished documentation demonstrating this experience. Submit the names, addresses and telephone numbers of the references that can be contacted to verify the experience requirements given above. 3.7. Documentation Requirements. Provide a minimum of 2 complete sets of operation and maintenance manuals in bound hard copy format, as well as an electronic copy in Adobe PDF format on a CD/DVD or removable flash drive that include the following: complete and accurate wiring schematic diagrams, complete installation procedures, compliance matrix documenting conformance to this specification, complete performance specifications (Functional, electrical, mechanical and environmental) on the unit, complete parts list including names of vendors for parts not identified by universal part number such as JEDEC, RETMA, or EIA, Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6010 11 - 17 03-15 Statewide pictorial of component layout on circuit board, ID Generator list of text display options, complete maintenance and trouble-shooting procedures, complete stage-by-stage explanation of circuit theory and operation, testing procedures and blank test forms, recovery procedures for malfunction, instructions for gathering maintenance assistance from manufacturer, and provide the Department with certification documentation verifying conformance with environmental and testing requirements contained in the special specification. Certifications may be provided by the manufacturer or through independent labs. Identify material which is copyrighted or proprietary in nature as part of the documentation submittal. The Department will comply with sensitive material and secure submittal documentation and not distribute without written approval. 3.8. Testing. 3.8.1. New Installations. Unless otherwise shown on the plans, perform the following tests on the applicable equipment or systems. 3.8.1.1. Test Procedures Documentation. Provide 5 copies of the test procedures to include tests identified in Article 5.1.2 through Article 5.1.7 inclusive and blank data forms to the Engineer for review and comment as part of material documentation requirements for each test required on this project. Include the sequence of the tests in the procedures. The Engineer will comment, approve, or reject test procedures within 30 days after Contractor submittal of test procedures. Contractor to resubmit if necessary rejected test procedures for final approval within 10 days. Review time is calendar days. Conduct all tests in accordance with the approved test procedures. Record test data on the data forms, as well as quantitative results. No bid item measurement or payment will be made until the Engineer has verified the test results meet the minimum requirements of the specification. The data forms for all tests, except design approval tests, must be signed by an authorized representative of the Contractor. Provide written notice to the Engineer within 48 hr. of discovery of any testing discrepancy identified during testing by the Contractor. Furnish data forms containing the acceptable range of expected results as well as the measured values. 3.8.1.2. Design Approval Test. Conduct a design approval test on one randomly selected unit from the prototype design manufacturing run. If only 1 design prototype is manufactured, perform this test on that unit. If supplying multiple types of the equipment, provide and test a sample of each type. Certification from an independent testing laboratory of a successfully completed design approval test is acceptable. Ensure that the testing by this laboratory is performed in accordance with the requirements of this specification. Failure of independent tests to comply with the requirements of this specification will be grounds for rejection of any certification. Provide a copy of the certification to the District in which this contract is executed. The data forms for the design approval tests must be signed by an authorized representative (company official) of the equipment manufacturer or by an authorized representative of an independent testing facility. Notify the Engineer 10 working days before conducting this testing. The Department may witness all the tests. Perform the following tests: Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6010 12 - 17 03-15 Statewide 3.8.1.2.1. Power Service Transients. Provide equipment that meets the performance requirements, specified in this Item, when subjected to the power service transients as specified in Section 2.2.7.2, “Transient Tests (Power Service)” of the NEMA TS2 standard, most current version. 3.8.1.2.2. Temperature and Condensation. Provide equipment that meets the performance requirements, specified in this Item, when subjected to the following conditions in the order specified below: stabilize the equipment at -30°F and test as specified in Sections 2.2.7.3, “Low-Temperature Low- Voltage Tests” and 2.2.7.4, “Low-Temperature High-Voltage Tests” of the NEMA TS2 standard, most current version allow the equipment to warm up to room temperature in an atmosphere having relative humidity of at least 40%. Operate the equipment for 2 hr., while wet, without degradation or failure, and stabilize the equipment at 165°F and test as specified in Sections 2.2.7.5, “High-Temperature High Voltage Tests” and 2.2.7.6, “High-Temperature Low-Voltage Tests” of the NEMA TS2 standard, most current version. 3.8.1.2.3. Relative Humidity. Provide equipment that meets the performance requirements, specified in this Item, within 30 min. of being subjected to a temperature of 165°F and a relative humidity of 18% for 48 hr. 3.8.1.2.4. Vibration. Provide equipment that shows no degradation of mechanical structure, soldered components, or plug-in components and operates in accordance with the manufacturer's equipment specifications after being subjected to the vibration tests as described in Section 2.2.8, “Vibration Test” of the NEMA TS2 standard, most current version. 3.8.1.2.5. Power Interruption. Provide equipment that meets the performance requirements, specified in this Item, when subjected to nominal input voltage variations as specified in Section 2.2.10 “Power Interruption Test” of the NEMA TS2 standard, most current version. 3.8.1.3. Demonstration Test. Conduct a demonstration test on applicable equipment at an approved Contractor facility. The Contractor may submit procedures and results from previous contracts in the same District as this Contract provided the materials and equipment are identical, provided results are less than 5 yr. old. Notify the Engineer 10 working days before conducting this testing. The Department may witness all the tests. Perform the following tests: 3.8.1.3.1. Examination of Product. Examine each unit carefully and document that the materials, design, construction, markings and workmanship comply with the require ments of this Item. 3.8.1.3.2. Continuity Tests. Check the wiring to determine conformance with the requirements of the appropriate paragraphs in this Item. 3.8.1.3.3. Operational Test. Operate each unit for at least 15 min. to permit equipment temperature stabilization and an adequate number of performance characteristics to ensure compliance with the requirements of this Item. 3.8.1.4. Field Acceptance (Stand-Alone) Test. Conduct a field acceptance test for each unit after installation as required by the Engineer in order to demonstrate compliance with the functional requirements with this Item. Exercise all stand-alone (non-network) functional operations. Notify the Engineer 5 working days before conducting this test. The field acceptance test may consist of the following: 3.8.1.4.1. Physical Construction. Document physical construction is completed in accordance with the plans and specification. 3.8.1.4.2. Electrical and Communication. Document that all connectors for grounding, surge suppression, and electrical distribution are tightened correctly. Document all power supplies and circuits are operating under the proper voltages. Document all power and communications cables are terminated correctly, secured inside the cabinet, and fitted with appropriate connectors. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6010 13 - 17 03-15 Statewide 3.8.1.4.3. Video Signal. For analog signal format, conduct an impedance test, through a short 75 ohm coaxial cable, to an oscilloscope waveform monitor to ensure 75 ohm output impedance to conform with NTSC standards. Through use of a digital, hand-held, battery operated meter, conduct a test and measure the following video signal characteristics, if applicable: 3.8.1.4.3.1. Sync. Document the amplitude of the video synchronizing pulse and check for correct video level, coaxial cable continuity, and correct termination level is 40 IRE. 3.8.1.4.3.2. Luminance. Document the white level and correct brightness setting is 100 IRE. 3.8.1.4.3.3. Composite. Document the overall amplitude of the video signal is at 140 IRE or 1 V peak to peak. 3.8.1.4.3.4. Color Burst. Document color burst amplitude at 40 IRE. 3.8.1.4.3.5. Ground-loop. Document that no ground loop exists in the video picture. Ground loop voltages in the video signal causes bars to be present on the video picture. Document video image is present and free from over-saturation and any other image defect in both color and monochrome modes. Document video support of unicast and multicast video transmission modes. Document the video signal from the camera is present and of consistent quality at all connection points between the camera, the cabinet, and any video conversion hardware. 3.8.1.4.4. Communication. For digital camera models, document network connection to the camera through ping or telnet session from a remote PC. For analog camera models, document serial data transmission to execute control through serial ports. 3.8.1.4.5. Pan-Tilt Mechanism. Exercise pan, tilt, zoom, and focus in all directions and execute a minimum of 3 other unique programming commands, specified by the Department, to ensure that the communication link between the cabinet and the camera is functioning properly. 3.8.1.5. System Integration Test. Conduct a system integration test on the complete functional system. Demonstrate all control and monitor functions for each system component for 72 hr. Notify the Engineer 10 working days before conducting this testing. The Department may witness all the tests. Provide systems integration test procedures for proper adjustment and calibration of subsystem components. Proper adjustment and calibration involves documenting settings used to meet functional requirements while providing a margin for adjustment when future conditions change. Utilize the Department control software (when available) to perform subsystem testing. At a minimum, utilize this software to verify commands and confirms, as well as, detector actuations and occupancy dwell time. The Contractor is responsible for being familiar with any existing Department equipment and software. The failure of any one component material or equipment item in a system integration test is justification for rejecting the entire subsystem. Each subsystem component must function as a complet e integrated subsystem for a minimal continuous 72 hr. period during the system integration test. 3.8.1.6. Final Acceptance Test. Following completion of the demonstration test, standalone test, and system integration test for all subsystems, provide completed data forms containing all of the data taken, including quantitative results for all tests, a set of “as built” working drawings, and a written request to begin a data communication and final acceptance test. Provide “as built” working drawings indicating the actual material, equipment, and construction of the various subsystem components, including established and calculated XY coordinates based on project control points provided by the Engineer, when shown on the plans. Perform field surveying and calculations under the supervision of and sealed by a licensed land surveyor. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6010 14 - 17 03-15 Statewide Within 10 calendar days of the request, execute a data communications test using a Department supplied software program or Contractor supplied software approved by the Department. The data communications test may be executed by the Engineer or the Contractor with the prior approval of the Engineer. The purpose of this test is to verify that the communications plant will operate with application software provided by the State. Perform the data communications test for a period of 72 hr. If a message error or component failure occurs anywhere in the network, resume the test once repairs are completed. All components of the communications network must operate as an integral system for the duration of the test. A message error is defined as the occurrence of a parity error, framing error, or data error in any component of the message. The error free message rate is defined as the ratio of the number of messages in which no message error occurs to the number of messages transmitted. The error free message rate must exceed 99.99% for acceptable transmission quality, both for the system as a whole, and for each component of the network. Provide all additional test results to the Engineer for review once a successful data communications test has been completed. If all the requirements of this specification have been satisfied, contract time will stop and all subsystems will be placed into operation and operate as a complete system for a period of 90 days. Notify the Engineer of any defects suspected in integration or function of material or equipment. Investigate any suspected defects and correct if necessary. Provide a report of finding within 2 calendar days of notice of any suspected defects. Describe the nature of the any defects reported and any corrective action taken in the report. The integrated subsystems must operate defect free as a single complete system for a minimum of 72 continuous hours during a 30 calendar day review period. If the number of defects or frequency of failures prevents any subsystems from operating as described above, the Engineer may reject the entire subsystem(s) integration test results and resume contract time. Provide any necessary corrections and resubmit subsystem(s) integration test results and a request to begin a final acceptance test which may include “as built” plans and a data communications test. The CCTV field equipment under this Item will not be accepted until the system, inclusive of all subsystems, has operated satisfactorily for a period of 90 days and in full compliance with the plans and specifications after approval of all submitted test results and reports. 3.8.1.7. Consequences of Test Failure. If a unit fails a test, submit a report describing the nature of the failure and the actions taken to remedy the situation prior to modification or replacement of the unit. If a unit requires modification, correct the fault and then repeat the test until successfully completed. Correct minor discrepancies within 30 days of written notice to the Engineer. If a unit requires replacement, provide a new unit and then repeat the test until successfully completed. Major discrepancies that will substantially delay receipt and acceptance of the unit will be sufficient cause for rejection of the unit. Failure to satisfy the requirements of any test is considered a defect and the equipment is subject to rejection by the Engineer. The rejected equipment may be offered again for retest provided all noncompliance has been corrected. If a failure pattern develops in similar units within the system, implement corrective measures, including modification or replacement of units, to all similar units within the system as directed. Perform the corrective measures without additional cost or extension of the contract period. 3.8.1.7.1. Consequences of Design Approval Test Failure. If the equipment fails the design approval test, correct the fault within 30 days and then repeat the design approval test until successfully completed. 3.8.1.7.2. Consequences of Demonstration Test Failure. If the equipment fails the demonstration test, correct the fault within 30 days and then repeat the demonstration test until successfully completed. 3.8.1.7.3. Consequences of Field Acceptance (Stand-Alone) Test Failure. If the equipment fails the stand-alone test, correct the fault within 30 days and then repeat the stand-alone test until successfully completed. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6010 15 - 17 03-15 Statewide 3.8.1.7.4. Consequence of System Integration Test Failure. If the equipment fails the system integration test, correct the fault within 30 days and then repeat the systems integration test until successfully completed. 3.8.1.7.5. Consequences of Final Acceptance Test Failure. If a defect within the system is detected during the final acceptance test, document and correct the source of failure. Once corrective measures are taken, monitor the point of failure until a 30 consecutive day period free of defects is achieved. If after completion of the initial test period, the system downtime exceeds 72 hr. or individual points of failure have not operated for 30 consecutive days free of defects, extend the test period by an amount of time equal to the greater of the downtime in excess of 72 hr. or the number of days required to complete the performance requirement of the individual point of failure. 3.8.2. Relocation and Removal. 3.8.2.1. Pre-Test. Provide 5 copies of the test procedures to include tests of the basic functionality of the unit and blank data forms to the Engineer for review and comment as part of material documentation requirements. Functionality tests may include, but are not limited to, physical inspection of the unit and cable assemblies, lens iris and zoom control, video signal, and pan-tilt mechanism. Include the sequence of the tests in the procedures along with acceptance thresholds. The Engineer will comment, approve, or reject test procedures within 30 days after Contractor submittal of test procedures. Contractor to resubmit if necessary rejected test procedures for final approval within 10 days. Review time is calendar days. Conduct all tests in accordance with the approved test procedures. Conduct basic functionality testing prior to removal of CCTV field equipment. Test all functional operations of the equipment in the presence of representatives of the Contractor and the Department. Ensure that both representatives sign the test report indicating that the equipment has passed or failed each function. Once removed, the equipment becomes the responsibility of the Contractor until accepted by the Department. Compare test data prior to removal and test data after installation. The performance test results after relocation must be equal to or better than the test results prior to removal. Repair or replace those components within the system which failed after relocation but which passed prior to removal. 3.8.2.2. Post Test. Testing of the CCTV field equipment is for the purpose of relieving the Contractor of maintenance of the system. The Contractor will be relieved of the responsibility for m aintenance of the system in accordance with Item 7, “Legal Relations and Responsibilities”, after a successful test period. The Contractor will not be required to pay for electrical energy consumed by the system. After all existing CCTV field equipment has been installed, conduct approved continuity, stand alone, and equipment system tests. Furnish test data forms containing the sequence of tests including all of the data taken as well as quantitative results for all tests. Submit the test data forms to the Engineer at least 30 days prior to the day the tests are to begin. Obtain Engineer’s approval of test procedures prior to submission of equipment for tests. Send at least 1 copy of the data forms to the Engineer. Conduct an approved stand-alone test of the equipment installation at the field site(s). At a minimum, exercise all stand-alone (non-network) functional operations of the field equipment with all of the equipment installed per the plans as directed by the Engineer. Complete the approved data forms with test results and turn over to the Engineer for review and either acceptance or rejection of equipment. Give at least 30 working days notice prior to all tests to permit the Engineer or his representative to observe each test. The Department will conduct approved CCTV field equipment system tests on the field equipment with the central equipment. The tests will, as a minimum, exercise all remote control functions and display the return status codes from the controller. If any unit fails to pass a test, prepare a report and deliver it to the Engineer. Describe in the report the nature of the failure and the corrective action needed. If the failure is the result of improper installation or damage during reinstallation, reinstall or replace the unit and repeat the test until the unit passes successfully, at no additional cost to the Department or extension of the Contract period. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6010 16 - 17 03-15 Statewide 3.9. Warranty. Warrant the equipment against defects or failure in design, materials, and workmanship for a minimum of 3 yr. or in accordance with the manufacturer’s standard warranty if that warranty period is greater. The start date of the manufacturer’s standard warranty will begin after the equipment has successfully passed all tests contained in the final acceptance test plan. Any CCTV field equipment with less than 90% of its warranty remaining after the final acceptance test is completed will not be accepted by the Department. Guarantee that equipment furnished and installed for this project performs according to the manufacturer’s published specifications. Assign, to the Department, all manufacturer’s normal warranties or guarantees on all electronic, electrical, and mechanical equipment, materials, technical data, and products furnished for and installed on the project. CCTV field equipment will be repaired or replaced at the Contractor’s expense prior to completion of the final acceptance test plan in the event of a malfunction or failure. Furnish replacement parts for all equipment within 10 days of notification of failure by the Department. 3.10. Training. Conduct a training class for a minimum of 24 hr., unless otherwise directed, for up to 10 representatives designated by the Department on procedures of installation, operations, programming hardware settings, IP programming, port settings, testing, maintenance, troubleshooting, and repair of all equipment specified within this specification. Submit to the Engineer for approval, 10 copies of the training material at least 30 days before the training begins. Conduct training within the local area unless otherwise authorized by the Engineer. Consider operations through Department’s Lonestar software when developing training modules. 4. MEASUREMENT This Item will be measured by each CCTV field equipment unit and mounting apparatus furnished, installed, relocated, or removed, of the types specified as shown on the plans, or as directed. 5. PAYMENT 5.1. Furnish and Install. The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit bid price for “CCTV Field Equipment (Analog)”, “CCTV Field Equipment (Digital)”, and “CCTV Field Controller”. This price is full compensation for making fully operational CCTV field equipment including any voltage converters or injectors, cables and connectors as shown on the plans; and all documentation, testing, training, software, equipment, labor, materials, tools, and incidentals. The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” for CCTV field equipment mounting assemblies will be paid for at the unit bid price for “CCTV Mount (Pole)”, “CCTV Mount (Post)”, “CCTV Mount (Wall)”, “CCTV Mount (Parapet)”, “CCTV Mount (Pendant)”, and “CCTV Mount (Mast)”. This price is full compensation for furnishing and installing mounting bracket assemblies, mounting bracket hardware; and all equipment, labor, materials, tools, equipment, and incidentals necessary to mount CCTV field equipment to mounting structures as shown on the plans. 5.2. Install Only. The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit bid price for “CCTV Field Equipment (Analog) (Install Only)” and “CCTV Field Equipment (Digital) (Install Only).” This price is full compensation for making fully operational CCTV field equipment including any voltage converters or injectors, furnishing and installing additional cables and connectors as shown on the plans; and all documentation, testing, training, software, equipment, labor, materials, tools, and incidentals. 5.3. Relocate. The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” for relocation of CCTV field equipment will be paid for at the unit bid price for “Relocate CCTV Field Equipment.” This price is full compensation for relocating and making fully operational existing CCTV field equipment as shown on the plans; furnishing and installing additional cables or connectors as shown on the plans; for testing, delivery and storage of components designated for salvage or reuse; and all testing, training, software, equipment, labor, materials, tools, and incidentals. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6010 17 - 17 03-15 Statewide 5.4. Remove. The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” for removal of CCTV field equipment will be paid for at the unit bid price for “Remove CCTV Field Equipment.” This price is full compensation for removing existing CCTV field equipment as shown on the plans; removal of cables and connectors; for testing, delivery and storage of components designated for salvage; and all testing training, software, equipment, labor, materials, tools, and incidentals. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6058 1 - 7 12-14 Statewide Special Specification 6058 Battery Back-Up System for Signal Cabinets 1. DESCRIPTION Install a Battery Back-Up System (BBU System) for traffic signals that will provide reliable emergency power in the event of utility power failure or interruption. The system will also function as a power conditioner and/or voltage regulation device. A BBU System consists of inverter/charger, manual bypass switch, power transfer switch or automatic bypass switch, batteries, battery monitoring device, wiring, external cabinet or stand-alone cabinet, concrete pad, all necessary hardware and software, and all associated equipment required to operate in a field environment. The BBU System shall be capable of operating an “LED only” signalized intersection (700W load) for 4 hours of full runtime when utility power is disabled and under ambient temperatures of 25oC. The BBU System shall switch the intersection to flash mode of operation when approximately 40% of battery charge is remaining, via relay contact connection points on the front panel of the unit. The BBU system shall operate the intersection in the flash mode of operation (300W load) for an additional 2 hours. BBU system components shall be rated for a minimum 1400W load capacity. The BBU shall be designed for outdoor applications in accordance with NEMA TS2-2003, Section 2. All components of the BBU system shall be rated to operate under temperature extremes of -34oC to +74oC. 2. DEFINITIONS 2.1. Automatic Bypass Switch. A unit connected between the utility power supply and the inverter/charger which can automatically switch power to the controller cabinet service panel from inverter output power to utility line power. 2.2. Battery Back-Up System (BBU System). The battery back-us system includes, but is not limited to, a manual bypass switch, automatic bypass switch or power transfer switch, inverter/charger, batteries, battery monitoring device, wiring, external cabinet and all necessary hardware for system operation. 2.3. Battery Back-Up System Software. All software associated with operation, programming and functional requirements of the BBU system. 2.4. Battery Monitoring Device. The device which monitors battery temperatures and charge rate of the batteries used in the BBU system. 2.5. Batteries. Standard 12V batteries wired in series to create a 36VDC to 96VDC voltage storage. 2.6. Boost. When enabled, the BBU inverter/charger shall automatically switch into this mode to raise the utility line voltage when it drops below a preset limit. The limit may be user defined or use manufacturer default settings (typically 100V AC). 2.7. Buck. When enabled, the unit shall automatically switch into this mode to reduce the utility line voltage when it rises above a preset limit. The limit may be user defined or use manufacturer default settings (typically 135V AC). 2.8. External or Stand-Alone Cabinet. The structure which houses the system components and/or batteries for the BBU System. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6058 2 - 7 12-14 Statewide 2.9. Inverter/Charger. The unit which converts the DC voltage input into 120 VAC output for the traffic signal cabinet to operate. As a minimum the inverter/charger shall be rated for 1400 watts. 2.10. Inverter Line Voltage. The power supplied from the BBU system to the traffic signal cabinet from the BBU System inverter. 2.11. Manual Bypass. Manual switch that allows user to bypass BBU power to service system equipment. Manual bypass switch switches utility line power directly to cabinet. 2.12. Power Transfer Switch. A unit connected between the utility power supply and the inverter/charger which can automatically switch from utility line power to inverter output power. The power transfer relay may be a separate unit or combined with the manual bypass switch. In the event of battery voltage loss, the power transfer switch will automatically return to utility line power. 2.13. Signal Operation Mode. A signalized intersection generating a 700W load when running in normal operation. 2.14. Signal Flash Mode. A signalized intersection generating a 300W load when running in the flash mode of operation. 2.15. Utility Line Voltage. The 120V AC power supplied to the BBU system. 3. EQUIPMENT Ensure electrical materials and construction methods conform to the current NEC and additional local utility requirements. Furnish battery back-up systems prequalified by the Department. The Traffic Operations Division maintains a Material Producer List (MPL) of prequalified battery back-up systems. Ensure all materials and construction methods conform to the details shown on the plans, the requirements of this Ite m, and the pertinent requirements of the following Items: Item 420, “Concrete Substructures” Item 620, “Electrical Conductors” Provide and install a BBU system that is able to fulfill the following requirements: 3.1. Method of Operation. The BBU system shall operate using one or more of the following methods: 3.1.1. Buck and Boost Method. When the buck and boost functions are enabled they shall set the upper and lower control limit allowable for the utility line voltage. If the utility line voltage fluctuates above or below the buck and boost values, the BBU system shall raise or lower the voltage by approximately 10-15% of the utility line voltage in an attempt to bring the voltage back into the upper and lower control limits. Buck and boost shall have preset manufacturer defaults. If the utility line voltage falls above or below the functional capabilities of buck and boost, then the BBU system will transfer power from the utility line voltage to the inverter line voltage. 3.1.2. Stand-by Method. The stand-by method shall set upper and lower control limits for the utility line power. If the utility line voltage falls above or below the upper or lower control limits, then the BBU system will transfer power from the utility line voltage to the inverter line voltage. 3.1.3. Continuous Operating Mode, Double Conversion Method. The continuous method supplies the cabinet with inverter line voltage at all times. This method requires the disabling of buck and boost functions. 3.2. System Capabilities. The BBU system shall be capable of providing 1400W peak load, with a minimum of 80% inverter efficiency, for at least 10 seconds. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6058 3 - 7 12-14 Statewide The BBU system shall be capable of providing 700W signal operation load for a minimum of 4 hours, and then switching to and providing 300W signal flash load for an additional 2 hours minimum, when batteries are fully charged. When the BBU system is running on battery power, the inverter/charger shall be capable of allowing the voltage at which the transition from normal operating load to flash mode occurs (usually 47.5V) to be selected by a user, via relay contacts and connection points on the front panel of the inverter/charger. The transfer time allowed, from disruption of normal utility line voltage to stabilized inverter line voltage fr om batteries, shall be less than 65 milliseconds. The same allowable transfer time shall also apply when switching from inverter line voltage to utility line voltage. The BBU system shall bypass utility line voltage whenever the utility line voltage is outside of the manufacturer’s default, or a user-programmed voltage range, ±2VAC. When the utility line power has been restored to a normal operating voltage for more than a user defined setting (default 30 seconds), the BBU system shall transfer from inverter line voltage to utility line voltage. The BBU system shall be equipped to prevent a malfunction feedback to the cabinet or from feeding back to the utility service. The BBU system shall be compatible with TS1, TS2 and Model 170/2070 controllers and cab inet components for full run-time operation. Unless the plans indicate otherwise, provide a BBU in an external battery cabinet. When indicated by the plans, provide a BBU system that can be shelf-mounted in NEMA TS-1 and TS-2 cabinets, or rack-mounted for Model 170/2070 332 cabinets. Provide a manual bypass that is capable of shelf mounting or that can be attached to the side of the signal cabinet. Provide interconnect cables that are no less than 10 ft. in length. Relay contact wiring for each set of NO/NC relay contact closure terminals shall be no less than 6 feet long and #18 AWG wire. Use manufacturer recommendations for size of wire for any cables lengths greater than 10 feet. The BBU system shall have lightning surge protection compliant with IEEE/ANSI C.62.41 latest edition and meeting all current UL1449 standards. Lightning surge protection shall be provided to the utility line voltage coming into the inverter/charger. The surge protection device shall be easily accessible and mounted externally from the inverter/charger. The BBU system, including batteries and hardware, shall be easily replaceable and shall not require any special tools for installation. The BBU system shall operate in automatic “fail-safe” mode. Should a breaker trip on the inverter/charger and/or the power transfer switch, the system will automatically operate from utility line power and bypass the BBU system. As stated above, in addition to the inverter/charger, the BBU shall be provided with both an external manual bypass switch and either an external automatic transfer switch or external automatic bypass switch. The BBU system shall be capable of logging up to 100 events. Events shall date - and time-stamp faults with utility line voltage and battery voltages. At the minimum, the BBU system shall log an event when: the utility line voltage falls above or below the upper or lower control limits, the BBU system automatically switches to battery power, and when self-monitoring BBU system components fail. 3.3. Displays, Controls, Diagnostics and Maintenance. The BBU system shall include a front panel display. All applicable programmable functions of the operational methods described in this specification shall be viewable from the front panel display. All events described in Section 3.2, “System Capabilities” shall be viewable from the front panel display. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6058 4 - 7 12-14 Statewide The BBU system software shall be programmable from the front panel of the inverter/charger by means of a keyboard or momentary buttons allowing user to step through menu driven software. A 10/100 Ethernet port shall be provided on the front panel of the inverter/charger. A RS232 port shall be provided on the front panel of the inverter/charger. The BBU system software shall be provided for the operational needs of the BBU system. The user/operator shall be able to access all system software via the Ethernet and RS232 ports on the front panel of the inverter/charger. The user shall be able to read logged events and change programmable parameters from the keyboard, laptop or local area network via the Ethernet port. System software shall be upgradeable via the RS232 port on the front panel of the inverter/charger. 3.4. Inverter/Charger. The inverter/charger is the unit that provides the voltage regulation; power conditioning of utility line power; convert the DC voltage input into 120 VAC output for the traffic signal cabinet to operate; provides emergency backup power upon loss of utility power and provides for temperature compensated battery charging. As a minimum the inverter/charger shall be rated for 1400 watts. Provide a minimum of 6 sets of normally open (NO) and normally closed (NC) single-pole double-throw dry contact relay closures on the front face of the inverter/charger and labeled so as to identify each contact. The relay closures shall consist a set of NO/NC contact closures that shall be energized whenever the unit switches to battery power (contact shall be labeled or marked as “On Battery” or equivalent) and a second set of NO/NC contact closures shall be energized whenever the battery approaches 40% remaining capacity (contact shall be labeled or marked as “Low battery” or equivalent”), which will determine when the unit will switch from normal operation to flash. A third set of NO/NC contact closures shall be energized after a user settable time after the unit switches to battery power. The contact may be labeled “Timer. The remaining relays shall be user definable. Operating temperature range for both the inverter/charger and power transfer relay shall be -34°C to +74°C. When battery power is used, the BBU system output voltage shall be between 110VAC and 125VAC, pure sine wave output, ≤ 3% THD, 60Hz ± 3Hz. 3.5. Manual Bypass Switch. The manual bypass switch shall be provided as a separate unit external to the inverter/charger unit. The manual bypass switch shall consist of housing, two position switch, terminal blocks, internal wiring, service outlet, circuit breakers and mounting hardware. All components shall be rated at a minimum of 240VAC / 30 amp. Provide the manual bypass switch with # 8 terminal blocks. The manual bypass switch shall be 2 position and allow the user to switch utility line power directly to the cabinet service panel. The switch positions will provide the following functions. In the “Bypass” position the inverter is bypassed, utility power is removed from the BBU and passed directly to the signal power panel. In the “UPS” position the inverter / switch is powered and the signal circuits are supplied by the output of the inverter. When the manual bypass switch is in the “Bypass” position the user may replace the automatic bypass switch (or transfer switch) and the inverter/charger without interrupting power to the intersection. Provide the manual bypass switch with over current protection (20 Amp circuit breaker). 3.6. Power Transfer Switch. These requirements are for BBU systems provided with a power transfer switch. The power transfer switch will operate such that the inverter/charger input and cabinet power panel are supplied with power from the utility line, in the event that the utility line power is lost or requires conditioning (buck or boost) the power transfer switch will automatically connect the inverter/charger output to the cabinet power panel such that the inverter/charger output provides the power. In the event of inverter/charger failure, battery failure, or complete battery discharge, the power transfer shall revert to the NC (de -energized) state, where utility line power is connected to the cabinet service panel. All wire to the power transfer switch from the manual bypass switch, to and from the inverter/ charger and from the manual bypass switch to utility power service shall be sized accordingly with system requirements. 3.7. Automatic Bypass Switch. These requirements are for BBU systems provided with an automatic bypass switch. The automatic bypass switch will operate such that the inverter/charger input is supplied with power Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6058 5 - 7 12-14 Statewide from the utility line and the cabinet power panel is supplied with power from the output of the inverter/charger. In the event of inverter/charger failure, battery failure, or complete battery discharge, or other loss of power from the output of the inverter/charger, the automatic bypass switch shall revert to the NC (de-energized) state, where utility line power is connected to the cabinet service panel. 3.8. Batteries. Provide batteries from the same manufacturer/vendor of the BBU system. Individual batteries shall be 12V type, and shall be easily replaceable and commonly available for purchase by common off-the-shelf equivalent. Batteries shall be sized and rated to operate a 700W load for 4 hours (normal operation) followed by a 300W load for 2 hours (flash operation) for a total of 6 hours. Battery configuration shall consist of 12V batteries arranged for total voltages of 36V, 48V, 60V, 72V, 84V or 96V. Batteries shall be deep-discharge, sealed prismatic lead-calcium based, valve-regulated maintenance-free batteries. Batteries shall operate over a temperature range of -34°C to +74°C. Batteries shall indicate maximum recharge data and recharging cycles, and manufacturer defaults on the inverter/charger shall not allow the recharging process to exceed the batteries maximum values. Battery interconnect wiring shall connect to the inverter unit via modular harness with red and black cabling that terminates into a typical power pole style connector. Harness shall be equipped with mating power flag style connectors for batteries and a single insulated plug-in style connection to inverter/charger unit. Harness shall allow batteries to be quickly and easily connected in any order and shall be keyed to ensure proper polarity and circuit configuration. A fusible link or device sized accordingly with system requirements and to protect against currents exceeding each battery current rating shall be provided within 3 inches of the negative and positive leads of each battery. Fusible links shall be insulated stranded wire. Insulated covers shall be provided at the connection points (post) as to prevent accidental shorting. Battery cables provided to connect battery to battery harness main cable shall be a minimum of 18 in. or long enough to accommodate the battery covers provided with the battery ground box, whichever is longer. Battery harness shall be sized accordingly with system requirements. 3.9. Battery Monitoring System. The BBU system shall use a temperature-compensated battery charging system. The charging system shall compensate over a range of 2.5 – 4.0 mV/°C per cell. The temperature sensor shall be used to monitor the temperature and regulate the charge rate of the batteries. Unless required otherwise by the plans the temperature sensor wire shall be as follows: 8 feet long if external side-mounted cabinet is attached to existing controller cabinet. 8 feet long if batteries are housed in traffic signal base used for cabinet foundation and batteries are stored on shelf within base. 8 feet long if stand-alone cabinet is used. Should the temperature sensor fail, the inverter/charger shall not allow the BBU system to overch arge the batteries. The BBU system shall provide an alarm should the temperature sensor fail. Recharge time for the batteries to obtain 80% or more of full battery charge capacity shall not exceed 20 hours at 21°C (70°F). Batteries shall not be charged when battery temperature exceeds 50°C. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6058 6 - 7 12-14 Statewide The BBU system shall monitor battery strings within a system and set a fault indicator if battery voltage falls below normal operating voltage. 3.10. Battery Housing. Unless plans require otherwise, project an external battery cabinet or stand-alone BBU/battery cabinet as specified below. 3.10.1. External Battery Cabinet. The external cabinet shall be NEMA type 3R all-aluminum with stainless-steel hardware, or approved equivalent. The external cabinet shall be designed to attach on the side of a TS2 size 6 base-mount cabinet. The batteries, inverter, transfer switches, manual bypass and all associated hardware shall be housed in the external cabinet. The external cabinet shall be equipped with proper ventilation, electric fan, and air filter in accordance with TS2 standards. External cabinets will be equipped with a door opening to the entire cabinet. The door shall be attached to the cabinet with a full length stainless steel piano hinge or four, two-bolts per leaf, hinges. The door shall be provided with the same latch and lock mechanism as required for standard traffic signal cabinet. In addition, a padlock clasp will be provided. When using battery ground boxes, an external cabinet is required for the non-battery components. . 3.10.2. Stand-Alone BBU/Battery Cabinet. When required for installation by the plans a stand-alone cabinet in accordance with the following shall be provided. The stand-alone cabinet shall conform to all the specifications of the External BBU/Battery Cabinet, except that it will not mount to the controller cabinet. The stand-alone cabinet shall be designed to attach to a concrete pad. 3.11. Concrete Pad. Provide a Class B concrete pad as a foundation for stand-alone cabinets of the size shown in the plans. For external cabinets, extend the controller foundation to provide a class B concrete pad under the external cabinet of the size shown in the plans. 3.12. Documentation. Operation and maintenance manuals shall be provided. The operation manual shall include a block diagram schematic of all system hardware components. The manual shall include instructions for programming and viewing software features. The manual shall include all uploading/downloading (communications protocol) requirements via RS232 or Ethernet por t. Board level schematics shall be provided when requested. Battery documentation and replacement information shall be provided. 3.13. Testing. The Department reserves the right to do testing on BBU systems to ensure Quality Assurance on unit before installation and random sampling of units being provided to the State. BBU systems that fail will be taken off the Qualified Products List (QPL). Department QPL testing procedures will check compliance with all the criteria of this specification including the following: Event logging for fault/alarm conditions Demonstrated use of one or more of the operating methods described in Section 3.1., “Method of Operation.” Testing of ability to power a 700W load for 4 hours, transfer to flash mode and power a 300W load for 2 additional hours, at an ambient temperature of +25°C. Testing of all components in environmental chamber (temperature ranges from -30°C to +74°C) following NEMA TS2 2003 standards, Section 2. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455 6058 7 - 7 12-14 Statewide 3.14. Warranty, Maintenance and Support. Provide a BBU containing a warranty that requires the manufacturer to replace failed BBUs when non-operable due to defect in material or workmanship within five years of date of purchase from manufacturer. Supply a BBU with no less than 95% of the manufacturer’s warranty remaining on the date that the BBU is installed and begins operating. The replacement BBU must meet requirements of this specification. The Contractor will handle all warranty issues until the date of final acceptance. Batteries shall be warranted for full replacement for 5 years. Batteries shall be defined as bad if they are not able to deliver 80% of battery rating. 4. MEASUREMENT This Item will be measured by each BBU system installed. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement" will be paid for at the unit price bid for "BBU System" of the type (type of BBU cabinet) specified. This price is full compensation for furnishing, installing, and testing the completed installation, BBU system and associated equipment, mounting hardware, class B concrete pad, software, conduit, conductors; and equipment, labor, tools; and incidentals. Docusign Envelope ID: 8EFE0C5D-67A8-4F2D-9834-B8B084F43455