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HomeMy WebLinkAboutR2019-148 2019-07-08 RESOLUTION NO. R2019-148 A Resolution of the City Council of the City of Pearland,Texas,awarding a bid to Reddico Construction Company, Inc., in the amount of$5,138,949.90, for construction of the McHard Road Trunk Sewer and the construction of the Waterline Phase 2 Project. BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS: Section 1. That the City obtained competitive bids for construction of the McHard Road Trunk Sewer and the construction of the Waterline Phase 2 Project. Section 2. That certain bid for construction of the McHard Road Trunk Sewer and Waterline Phase 2 Project is hereby awarded to Reddico Construction Company, Inc., in the amount of$5,138,949.90. • Section 3. That the City Manager or his designee is hereby authorized to execute and the City Secretary to attest a contract for construction of the McHard Road Trunk Sewer and the construction of the Waterline Phase 2 Project. PASSED, APPROVED and ADOPTED this the 8th day of July, A.D., 2019. ••: •• . TOM REID _� �cnr _ MAYOR :. • ATTEST: tiii'►‘‘`‘NN`` L4)'• ! , MARIA RODRIGUEZ I , INTERIM CITY SECRETARY APPROVED AS TO FORM: DARRIN M. COKER CITY ATTORNEY Resolution No. Project Manual R2019-148 for: McHard Road Trunk Sewer and Phase 2 Waterline Trunk Sewer — Cullen to Garden Phase 2 Waterline — Cullen to Mykawa N. PF9 Ca v TEX ' XAS FST. 18,E DOCUMENTS ISSUED FOR CONSTRUCTION 0 , These'Issued for Construction"Contract Documents have been prepared by revising the Bidding Documents to record references to addenda,field orders or change orders issued. The Bidding Documents may have been revised to incorporate these revisions directly into the"Issued for Construction"Contract Documents. Contractor is responsible for determining that these documents are consistent with their understanding of the Bidding Documents as modified per the appropriate provisions of the Contract Documents. The Bidding Documents,as modified per the appropriate provisions of the Contract Documents,take precedence over these "Issued for Construction"documents. Project No.: WW 1406/WA 1601 Bid No.: 0219-20 July, 2019 Prepared By: FREESE NICHOLS �— \ Freese and Nichols, Inc. LYTexas Registered Engineering Firm F-2144 11200 Broadway St, Suite 2330 Pearland, Texas 77584 Phone: 832-456-4700 Fax: 832-456-4701 Project Manual for: McHard Road Trunk Sewer and Phase 2 Waterline Trunk Sewer — Cullen to Garden Phase 2 Waterline — Cullen to Mykawa PE9 SDE ��9 V . 0 .� �. 1 .\\ TEXAS r• 1f a DOCUMENTS ISSUED FOR CONSTRUCTION These"Issued for Construction"Contract Documents have been prepared by revising the Bidding Documents to record references to addenda,field orders or change orders issued. The Bidding Documents may have been revised to incorporate these revisions directly into the"Issued for Construction" Contract Documents. Contractor is responsible for determining that these documents are consistent with their understanding of the Bidding Documents as modified per the appropriate provisions of the Contract Documents. The Bidding Documents, as modified per the appropriate provisions of the Contract Documents,take precedence over these "Issued for Construction"documents. Project No.: WW 1406/WA1601 Bid No.: 0219-20 July, 2019 Prepared By: ISFREESE ?NICHOLS Freese and Nichols, Inc. Texas Registered Engineering Firm F-2144 11200 Broadway St, Suite 2330 Pearland, Texas 77584 Phone: 832-456-4700 Fax: 832-456-4701 Project Manual for: Mc'Hard Road Trunk Sewer and Phase 2 Waterline Trunk Sewer —, Cullen to Garden Phase 2 Waterline — Cullen to Mykawa ••••••TF 1 *: %\ •*�I JARED BARBER - Grp S. 114173 447 . 1.9*. /CENSE G\44 7/10/19 O FREESE AND NICHOLS, INC. TEXAS REGISTERED ENGINEERING FIRM F-2144 ProJ•ect No. : WW1406/WA1 601 Bid No. 02,19-20 July, 2019 Prepared By: FREESE I :NICHOLS Freese and Nichols,Inc. Texas Registered Engineering Firm F-2144. 11200 Broadway.St, Suite 2330 Pearland, Texas 77584 Phone: 832-456-4700 Fax: 832-456-4701 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 Bid Proposal 00500 Standard Form of Agreement 00610 Performance Bond 00611 Payment Bond 00612 One-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 Addenda 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 01500 Temporary Facilities and Controls 01505 Mobilization 01550 Stabilized Construction Exits 01555 Traffic Control.and Regulation 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 00010- 1 of 3 CITY OF PEARLAND TABLE OF CONTENTS 01720 Field Surveying 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 023135 Utility Horizontal Directional Drilling 02316 Excavation and Backfill for Roadways 02318 Excavation and Backfill for Utilities 02330 Embankment 02335 Subgrade 02370 Geotextile 02415 Augering Pipe or Casing for Sewers 02417 Augering Pipe or Casing for Water Lines 02510 Water Mains 02514 Fire Hydrant Assembly 02520 Valve Boxes, Meter Boxes, and Meter Vaults 02530 Gravity Sanitary Sewers 02531 Sanitary Sewer Service Leads or Reconnections 02532W High Density Polyethylene (HDPE) Solid Wall Pipe for Water 02534 PVC Pipe 02540 Tapping Sleeves and Valves 02541 Water and Wastewater Line Valves 02542 Concrete Manholes and Accessories 02582 Thermoplastic Pavement Marking 02603 Frames, Gates, Rings, and Covers 02630 Storm Sewers 02631 Precast Inlets, Headwalls, and Wingwalls 02633 Adjusting Manholes, Inlets, and Valve Boxes 02634 Ductile Iron Pipe and Fittings 02635 Steel Pipe and Fittings 02636 Polyurethane Coating on Steel or Ductile Iron Pipe 02710. Base Course for Pavement 02741 Asphaltic Concrete Pavement 02742 Prime Coat 02743 Tack Coat 02744 Single Coarse Surface Treatment 02751 Concrete Pavement 02770 Curb, Curb & Gutter, and Headers 02771 Concrete Sidewalks 02775 Concrete Driveways 02811 Landscape Irrigation 00010 -2of3 CITY OF PEARLAND TABLE OF CONTENTS 02820 Wood Fences and Gates • 02821 Chain Link Fences and Gates 02910 Topsoil 02921 Hydromulch Seeding 02922 Sodding 02931 Landscape and Tree Planting 02980 Pavement Repair DIVISION 3—CONCRETE 03419S Precast Reinforced Concrete Valve Vault 03420S Valve Vault Hatches DIVISION 11 —EQUIPMENT 11280 Pressure Reducing Valves APPENDIX - A Geotechnical Report END OF SECTION 00010 -3 of 3 CITY OF PEARLAND INVITATION TO BID Section 00100 INVITATION TO BID CITY OF PEARLAND, TEXAS LOWEST RESPONSIBLE BIDDER Sealed Electronic Bids will be accepted for the following project, in the City's E-bid System. Electronic bids shall be submitted through the City's web site at: https://pearland.ionwave.net/Login.aspx. All interested Bidders are required to register as a "supplier" on the City's E-bid System at the above web address and clicking on "Supplier Registration". Registration provides automatic access to any changes to the Plans, Specifications or Bid time and date. However, submission of an E-bid 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 BIDDERS, Section 00200, included in the project bid documents viewable on the web site. Questions regarding electronic bidding should be directed to City Purchasing Officer at ebids(a),pearlandtx.gov. All Bids submitted electronically will remain confidential until the opening date and time when they will be opened and read into the public record. Bids, shall be submitted on the form 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 bids will be accepted until 2:00 p.m., Thursday, May 16 2019. All Bids shall reference the following project information in the appropriate locations in provided electronic format. All properly submitted bids shall be publicly "opened" and read aloud into the public record following the closing of the acceptance period for the construction of: McHard Road Trunk Sewer and Phase 2 Waterline Trunk Sewer- Cullen to Garden Waterline Phase 2 - Cullen to Mykawa City of Pearland, Texas COP PN: WW1406/WA1601 BID NO.: 0219-20 A mandatory pre-bid conference will be held at the City of Pearland City Hall Council Chambers at 3519 Liberty Drive, Pearland, Texas 77581 at 3:00 p.m. on May 02, 2019. 08-2018 00100- 1 of 4 CITY OF PEARLAND INVITATION TO BID The project will entail the installation of approximately 9,600 LF of 18-inch and 15-inch trunk sewer from Cullen Rd. to Garden Rd. The sewer line includes several driveway crossings, manholes, and trenchless construction at existing roadways. The project also includes Phase 2 of the McHard Rd water line which includes approximately 18,050 LF of 16-inch water line from Cullen Rd. to Mykawa Rd, including gate valves, air valves, and other appurtenances. The water line.includes a 16-inch pressure reducing valve (PRV) and vault as well as interconnections to the existing system where distribution lines are crossed. The water line will be constructed by open cut and trenchless methods where required. Clearing will be required as necessary for the installation of the proposed water and sewer lines. Upon award of a contract, the successful Bidder will be required to utilize the City's web based project management software, "Pro-Trak" 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 BIDDERS, Section 00200. Electronic Bid Documents: including Contract Documents, Plans and Technical Specifications are available for download on the City's Website at: https://pearland.ionwave.net/Login.aspx upon registration. The documents are NOT viewable without registration. These same documents may also available at the following locations. • Amtek Plan Room (281) 376-4577 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 No plan fees or deposits are required for plans and bid documents obtained through the City's E- bid System. BIDDERS MUST REGISTER AS A SUPPLIER ON THE CITY'S E-BID SYSTEM IN ORDER TO SUBMIT A BID EVEN IF BID DOCUMENTS ARE OBTAINED VIA ONE OF THE PLAN HOUSES. Bidders accept sole responsibility for downloading all of the required documents, plans, specifications bid forms and addenda required for bidding. 08-2018 00100-2 of 4 CITY OF PEARLAND INVITATION TO BID No bid may be withdrawn or terminated for a period of ninety (90) days subsequent to the bid 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 base bid price must accompany each proposal. Bidders submitting bids 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 bidders and delivered to the City's Purchasing Officer within 48 business hours of the Bid Opening. Bid Security shall be delivered to: Office of City Purchasing, Finance Department, City Hall Annex, 3523 Liberty Drive, Pearland, Texas 77581. The successful Bidder 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 contract price, such bonds 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 bidder 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. Equal Opportunity: All responsible bidders 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, Depaitment 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 is to be awarded on the basis of Lowest Responsible Bidder. In identifying this criteria the City will consider: 1) lowest total bid price for all work listed and 08-2018 00100-3 of 4 CITY OF PEARLAND INVITATION TO BID specifically requested, including but not limited to: Base Bid, Extra Work items and selected Alternates. The City of Pearland reserves the right to award a contract based on any combination of the above considered to be in its best interests or to reject any or all bids. A bid that has been"opened"may not be changed for the purposes of correcting an error in the bid price. Young Lorfing, TRMC City Secretary, City of Pearland First Publication date April 24, 2019 Second Publication date May 01, 2019 08-2018 00100-4 of 4 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS Section 00200 INSTRUCTIONS TO BIDDERS (LRB) 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". Both terms are synonymous and refer to the City of Pearland and may be used inter-changeably. 1.2 The term "Bidder" means one who submits a Bid Proposal directly to Owner, as distinct from a sub-bidder, who submits a bid to a Bidder. The term "Successful Bidder" means the Lowest Responsible Bidder to whom the Owner (on the basis of Owner's evaluation as hereinafter provided) makes an award. The term "Bid Documents" includes the Invitation to Bidders,Instructions to Bidders, the Bid Proposal, and the proposed Contract Documents (plans and specifications including all Addenda issued prior to bid opening). 1.3 The term "E-bid System" refers to the City's electronic bidding system. This is a web- based system (Ion Wave) that provides all Bid Documents electronically to interested parties (potential Bidders and forms the pathway for Bidders to submit bids in response to The Invitation to Bid. The term "e-bid" and/ or "electronic bid" means the Bidders' electronic response submitted on the electronic Bid Proposal with all required attachments 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 bid submittal process to submit a bid to the City in response to an Invitation to Bidders. 1.4 The term "Pro-Trak" means the City's web-based contract administration and construction records management software used by the contracting parties to administer the project. This system serves as the web accessed centralized project information hub for communications and document management, pay application processing and record retention for all project documentation. Operational instructions for accessing this system will be issued to the successful Bidder at the pre-Construction Meeting. 1.5 All other definitions set out in the Contract Documents are applicable to terms used in the Bidding 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 here inter-changeably are defined as an additive work item that may be selected or rejected by the Owner based on the Owner's sole 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 as specified, complete in place. When selected by the Owner, the costs for an Alternate work item shall be added to the Base Bid price and made a part of the Contract price. 2. Registration for E-bid System 2.1 The Owner's E-bid System is accessible via the City's web site at https://pearland.ionwave.net/Login.aspx. Bid 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. Interested Bidders MUST REGISTER as a "Supplier" by clicking on 08-2018 00200- 1 of 9 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 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 Bidder'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 future bid opportunities. Downloading any project bid data will automatically place the bidder's contact information on the list of plan holders and the E-bid System will automatically send any and all updates, addenda, changes or additional information associated with that project. 2.2 The electronic Bid Proposal can only be submitted through this system. The form can be printed for Bidder's use, but the Bid 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 a,pearlandtx.gov. 3. Copies of Bidding Documents 3.1 Complete sets of "electronic" Bidding Documents are available for download to registered Bidders at No Cost from the City's E-bid System at: https://pearland.ionwave.net/Login.aspx.Interested Bidders must register as a"Supplier"on this site in order to receive the Bid Documents, and all Addenda or other notifications of changes, including communications from the Owner or Engineer. All Bid Documents are available to download and print. 3.2 The Bidder 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 Bid Documents automatically ensures receipt of any and all subsequent communications,addenda or additional information from the City or its Engineer. 3.3 Copies of Bidding Documents are available or may be viewed at any of the Plan Houses listed in the Invitation to Bidders. It is recommended that all interested Bidders,whether bidding directly to the Owner or Sub-bidders/Vendors providing pricing to a Bidder, register as a Supplier and download all of the project Bid Documents. 3.4 Complete sets of Bidding Documents must be used in preparing Bid Proposals; neither Owner nor Engineer assumes any responsibility for errors or misinterpretations resulting from the use of incomplete sets of Bidding Documents including,but not limited to all Addenda issued prior to bid. 3.5 Owner and Engineer, in making copies of Bidding Documents available on the above terms, do so only for the purpose of obtaining Bid Proposals on the Work, and do not confer a license or grant for any other use. 08-2018 00200-2 of 9 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 4. Qualifications of Bidders 4.1 In determining to whom to award a contract, the City of Pearland may consider, in addition to the other selection criteria identified in section 16 of these Instructions to Bidders, the following Qualifications of Bidder, and each Bidder must be prepared to submit within two (2) days of Owner's request any or all of such Qualifications requested. Failure to provide this information within the specified time frame may be cause for rejection of the Bid. 1) A brief narrative of previous experience of the Bidder with projects of a similar nature and scope; specifically including a list of 5 representative projects completed by the Bidder of a similar nature and scope to the work covered by this proposed Contract..The references for the projects provided must include the cost of the project, Owner's name,Engineer or prime contact and telephone number; 2) A list, including owner name and project location, of on-going projects and contracts for construction of projects of the Bidder which are not yet substantially complete including total contract value and current percent complete by payment; 3) A list of proposed subcontractors and suppliers for the project being bid and the total value of work awarded to subcontractors as shown on the Subcontractors List Bid Form; 4) A list of names, address and telephone number of references for other projects completed by Bidder; and 5)A Financial Statement of Bidder,consisting of the balance sheet and annual income statement of Bidder for the Bidder's last fiscal year end preceding the submission of the Bid Proposal, which has been audited or examined by an independent certified public accountant. The Financial Statement of Bidder shall be used to determine a Bidder's net working capital, which is defined as current assets less current liabilities. A Bidder's net working capital shall be considered evidence of the Bidder's ability to provide sufficient financial management of the project being bid. The Bidder'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 Bidder. 5. Examination of Contract Documents and Site 5.1 It is the responsibility of each Bidder before submitting a Bid Proposal, to (a) examine the Bidding 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 Bidder'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"Pro-Trak" software to administer the construction process and perform the work of the project. 5.2 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 Bidders for review,but such reports are not part of the Contract Documents. Bidder 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. 08-2018 00200-3 of 9 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 5.3 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. 5.4 Before submitting a Bid Proposal, each Bidder will, at Bidder'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 Bidder deems necessary to determine its Bid 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. 5.5 On request in advance, Owner will provide each prospective Bidder access to the site to conduct such explorations and tests as each prospective Bidder deems necessary for submission of a Bid Proposal. Prospective Bidders shall fill all holes, clean up and restore'the site to its former condition upon completion of such explorations. 5.6 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 are to be obtained and paid for by Owner unless otherwise provided in the Contract Documents. 5.7 The submission of a Bid Proposal will constitute an incontrovertible representation by Bidder that Bidder has complied with every requirement of this Article 4,that without exception the Bid 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. 6. Interpretations and Addenda 6.1 All questions about the meaning or intent of the Contract Documents are to be directed to Engineer. 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 Bidders in the City's E-bid System. Questions received less than five (5) days prior to the date for opening of Bid 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. 6.2 Addenda may also be issued to modify the Bidding Documents as deemed advisable by Owner or Engineer. Addenda will automatically be made available to all registered Bidders that have downloaded Bid Documents from the City's E-bid System. 08-2018 00200-4 of 9 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 7. Bid Security 7.1 Each Bid Proposal must be accompanied by bid security made payable to Owner in an amount of five percent (5%) of the Bidder's maximum Bid Proposal price, in the form of a certified check, cashier's check or a Bid Bond("Bid Security"). 7.2 Bidders submitting bids through the E-bid System shall scan and up-load a copy of their Bid Security(sealed Bid Bond,Certified Check or Cashier's Check) as an attachment to their electronic bid. Original documents for Bid Security shall be requested by the City from the lowest two bidders and delivered to the City's Purchasing Officer within 48 business hours of the Bid Opening. Bid Security shall be delivered to: Office of City Purchasing, City Hall Annex, 3523 Liberty Drive, Pearland, Texas 77581. 7.3 The Bid Security of the Successful Bidder will be retained until such time as Bidder has executed the Standard Form of Agreement,and furnished the required Performance and Payment Bonds, whereupon the Bid Security of both bidders will be returned. If the Successful Bidder fails to execute and deliver the Standard Form of Agreement and furnish the required performance and payment bonds within ten (10) days after the Notice of Award, Owner may annul the Notice of Award and shall be entitled to make a claim against the Bid Security. The Bid Security of other Bidders will be retained until the Contract is awarded and the Standard Form of Agreement becomes effective, or all bids are rejected, whereupon Bid Security furnished by all such Bidders will be returned. 8. Contract Time 8.1 The number of days in which the Work is to be Substantially Completed, as set forth in the Bid 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 Documents ("Contract Time"). All references to "time" or"days" shall be interpreted as consecutive calendar days. 9. Liquidated Damages and Early Completion Bonus 9.1 Provisions for liquidated damages and early completion bonus, if any, are set forth in the Standard Form of Agreement. 10. Substitute or "Or-Equal" Items 10.1 The Contract, if awarded, will be on the basis of the specified materials and equipment described in the Plans and Specifications without consideration of possible substitute or "or- equal" items unless otherwise stated. Whenever it is indicated in the Plans or specified in the Specifications that a substitute or "or-equal" item of material or equipment may be furnished or used by the Contractor if acceptable to Engineer, application for such acceptance will not be considered by Engineer until after the Agreement becomes effective. All "or-equal" references shall be interpreted to mean "or Owner approved equal". Any substitution made by the Bidder upon which the bid is based shall be at the Bidder's sole risk. The procedure for submission of any such application by Contractor and consideration by Engineer is set forth in the Contract Documents. 08-2018 00200-5 of 9 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 11. Bid Form 11.1 The Bid Proposal form (Section 00300 — Bid Proposal) is included with the Bidding Documents when downloaded. This Document must be printed and signed, as required below, and then uploaded as an Attachment to the Bid. 11.2 All E-bids must be submitted on the City's official E-bid System Bid Proposal document. All blanks on the Bid Proposal form must be completed or filled in. The Bidder shall bid all Alternates, if any. Incomplete Bid Proposals may be cause for rejection. 11.3 Bid 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 Bid. 11.4 Bid 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 Bid. 11.5 The Bidder shall acknowledge receipt of all Addenda (the number of which must be filled in on the Bid Proposal form). Failure to do so could be cause for rejection of the Bid. 11.6 The address and telephone number for communications regarding the Bid Proposal must be shown on the Bid Proposal form. 12. Submission of Bid Proposals 12.1 The place, date and/or time designated for opening Bid Proposals may be changed in accordance with applicable laws, codes and ordinances. Any such changes to the Bid Schedule shall be made by Addenda. 12.2 Electronic Bids 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 Bidders utilizing this system MUST register as a potential supplier, (Bidder). E-Bids are submitted directly via the City's Web based system located at https://pearland.ionwave.net/Login.aspx. 12.3 Bid Proposals submitted after the bid date and time will be rejected. 13. Modification and Withdrawal of Bid Proposals 13.1 Prior to submission, E-bid Bid Proposals may be modified or withdrawn without prejudice. 13.2 Once submitted, Bid Proposals may only be modified by an appropriate document duly executed (in the manner that a Bid Proposal must be executed) and delivered to Office of City Purchasing, City Hall Annex, 3523 Liberty Drive, Pearland, Texas 77581 and submitted any time prior to the opening of Bid Proposals. • 08-2018 00200-6 of 9 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 13.3 A Bidder may not modify or withdraw its Bid Proposal by facsimile or verbal means. A withdrawn Bid Proposal may be resubmitted prior to the designated time for opening Bid Proposals. No bid may be withdrawn or terminated for a period of one hundred fifty(150) days subsequent to the bid opening date without the consent of the City of Pearland. 13.4 If,within twenty-four(24)hours after Bid Proposals are opened, any Bidder 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 Bid Proposal, that Bidder may request to withdraw its Bid Proposal and the bid security may be returned or, at the discretion of the Owner, Owner may make a claim against the bid security. Thereafter, that Bidder will be disqualified from further bidding on the Project to be provided under the Contract Documents. 13.5 Bid securities for unsuccessful Bidders will be returned to bidders once a successful Bidder has be identified and notified of the Owner's intent to award a contract 14. Opening of Bid Proposals 14.1 Bid Proposals will be opened and(unless obviously non-responsive)read aloud publicly. An abstract of the amounts of the base Bid Proposals and major alternates (if any)will be made available to Bidders after the opening of Bid Proposals through E-Bid. Bid 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 Bidder has expressly identified any specific information contained therein as being trade secrets or confidential information. 15. Bid Proposals to Remain Subject to Acceptance 15.1 All Bid Proposals will remain subject to acceptance for one hundred fifty (150) days after the day of the Bid Proposal opening,but Owner may, in its sole discretion,release any Bid Proposal and return the bid security prior to that date. 16. Award of Contract 16.1 Owner reserves the right to reject any and all Bid Proposals, to waive any and all informalities not involving price, time or changes in the Work and to negotiate contract terms with the Successful Bidder. Owner may reject a bid as non-responsive if: 1) Bidder fails to provide required Bid Security; 2) Bidder improperly or illegibly completes or fails to complete all information required by the Bidding Documents; 3) Bidder fails to sign the Bid Proposal or improperly signs the Bid Proposal; 4) Bidder qualifies its Bid Proposal; 5) Bidder tardily or otherwise improperly submits its Bid Proposal; 6) Bidder fails to submit the Qualifications of Bidder as required under section 4 of these Instructions to Bidders; or 7) Bid Proposal is otherwise non-responsive. Contracts are awarded on the basis of the Lowest Responsible Bidder. 16.2 The Bidder agrees to submit to the Owner the Qualifications of Bidder, including the Financial Statement of bidder, if requested to do so. As required by the Instructions to Bidders and as a condition of Bid acceptability, the Contractor hereby agrees: 08-2018 00200-7 of 9 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 1. That the City, as Owner and Contract Administrator, retains the right to review and approve the Contractor's and all Subcontractors' qualifications to perform the Work of the Contract and to reject any Subcontractor not meeting the City's standards, as outlined in the General Conditions, or TxDOT's and FHWA qualifications for performing the Work. 16.3 Lowest Responsible Bidder. In determining Lowest Responsible Bidder, Owner will consider: Lowest Total Bid price for all work including Base Bid, Extra Work, Add Alternates and Cash Allowances, if any, and any other cost criteria. Additional evaluation criteria may include: the Qualifications of the Bidders, whether or not the Bid Proposals comply with the prescribed requirements, and such alternates,unit prices and other data, as may be requested in the Bid Proposal form or prior to the Notice of Award. Discrepancies in the multiplication of units of Work and unit prices will be resolved in favor of the unit prices. Discrepancies between the indicated sum of any column of figures and the correct sum thereof will be resolved in favor of the correct sum. 16.4 A contract to be awarded to the Lowest Responsible Bidder may be let on either a lump sum basis or a unit cost basis dependent on the Bid Proposal format. 16.5 Acceptance of any and all bids maybe conditioned on compliance with the requirement for attendance of the mandatory pre-bid meeting. 16.6 In either case, Owner may conduct such investigations as Owner deems necessary to assist in the evaluation of any Bid Proposal and to establish the responsibility,qualifications and financial ability of Bidders, 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. 16.7 Each Bidder agrees to waive any claim it has or may have against the Owner, the Professional/Engineer, and their respective employees, arising out of or in connection with the administration, evaluation, or recommendation of any bid. 17. Contract Security 17.1 When the Successful Bidder delivers the executed Standard Form of Agreement to Owner, it must be accompanied by the Performance, Payment, Maintenance and Surface Correction Bonds 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. 18. Signing of Agreement 18.1 When Owner gives a Notice of Award to the Successful Bidder, 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 Bidder until proper execution and attestation of the Standard Form of Agreement by authorized representatives of the Owner. 08-2018 00200-8 of 9 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 19. Pre-bid Conference 19.1 A pre-bid conference will be held as indicated in the Invitation to Bid. 20. Retainage 20.1 Provisions concerning retainage are set forth in the Contract Documents. END OF SECTION 08-2018 00200-9 of 9 CITY OF PEARLAND BID PROPOSAL Section 00300 BID PROPOSAL Lowest Responsible Bid Date: May 16, 2019 Bid of Reddico Construction Co., Inc. , an individual proprietorship/a corporation organized and existing under the laws of the State of Texas/a partnership consisting of , for the construction of: McHard Road Trunk Sewer and Phase 2 Waterline Trunk Sewer-Cullen to Garden Phase 2 Waterline - Cullen to Mykawa City of Pearland, Texas COP PN: WW1406/WA1601 BID NO.: 0219-20 (Submitted in Electronic format) To: The Honorable Mayor and City Council of Pearland City of Pearland 3519 Liberty Drive Pearland, Texas 77581 Pursuant to the published Invitation to Bidders, and Instructions to Bidders, the undersigned Bidder hereby proposes to perform all the work and furnish all necessary superintendence, labor, machinery, equipment, tools and materials, and whatever else may be necessary to complete all the work described in or reasonably inferable from the Contract Documents for the construction of the McHard Road Trunk Sewer and Phase 2 Waterline with all related appurtenances, complete, tested, and operational, in accordance with the Plans and Specifications prepared by Engineering Firm, Freese and Nichols, Inc., Jared Barber, P.E., 11200 Broadway Street, Suite 2320, Pearland, TX 77584, for the unit prices or applicable prices set forth in Exhibit "A,,, the electronic bid form as contained in the City's E-bid system, which, once fully executed and submitted shall constitute a legal and executable proposal from the Bidder. It is understood that, in the event any changes are ordered on any part of the Work, the applicable unit prices bid shall apply as additions to or deductions from the total prices for the parts of the Work so changed. The Bid Security required under the Instructions to Bidders is included and has been uploaded as an attachment within the E-bid system and, that a fully executed, signed and sealed hard copy has been delivered to the Office of City Purchasing, Finance Department, City Hall Annex 3523 Liberty Drive, Pearland, Texas 77581. The Bidder agrees to submit to the Owner the Qualifications of Bidder, including the Financial Statement of Bidder, as required by the Instructions to Bidders if requested to do so as a condition of the Bid process. The Bidder binds himself, upon acceptance of his proposal, to execute the Standard Form of Agreement and furnish an acceptable Performance and Payment Bond and Maintenance Bond, each in the amount of one hundred percent (100%) of the total Contract Price, according to the forms included in the Contract Documents, for performing and completing the said work within Bidder's Initial's: 10-2017 00300 CITY OF PEARLAND BID PROPOSAL the time stated and for the prices stated in Exhibit A of this proposal along with all required insurance in the required amounts. The undersigned Bidder agrees to commence work within 10 days of the date of a written Notice to Proceed. It is understood that the Work is to be Substantially Complete within from Cullen Rd to Stone Rd in 150 calendar days and the full project in 360 calendar days after the date of the Notice to Proceed. Time for Substantial Completion shall begin on the date established by the Notice to Proceed. The Contractor will pay liquidated damages in the amount(s) specified in Section 00500 — Standard Form of Agreement, in the event the Work is not Substantially Complete within the Contract Time. The undersigned agrees that the amounts bid in this Bid Proposal will not be withdrawn or modified for ninety (90) days following date of Bid Proposal opening, or such longer period as may be agreed to in writing by the City of Pearland and Bidder. It is understood that in the event the Successful Bidder fails to enter into the Standard Form of Agreement and/or to furnish an acceptable Performance and Payment Bond and Maintenance Bond, each in the amount of one hundred (100) percent of the Contract Price, along with all required insurance in the stated amounts within ten (10) days of the Notice of Award, the Successful Bidder will forfeit the Bid Security as provided in the Instructions to Bidders. Unless otherwise expressly provided herein, all references to "day(s)„ shall mean calendar day(s). The Bidder acknowledges that the following Addenda have been received. The modifications to the Bidding Documents noted therein have been considered and all costs thereto are included in the Bid Proposal prices. Addendum No.: 1 Date: 5/9/19 Addendum No.: Date: Addendum No.: Date: Addendum No.: Date: Bidder hereby represents that the only person or parties interested in this offer as principals are those named. Bidder has not directly or indirectly entered into any agreement, participated in any collusion, or otherwise taken any action in restraint of free competitive bidding. Firm Name: Reddico Construction Co., Inc. By: Title: J. Ryan Redd-President Address: 10083 Airport Road Phone No: (936) 441-9500 ATTEST: Terri Bock- Secretary (Seal, if Bidder is a Corporation) (Typed or Printed Name) Signature Date: May 16, 2019 Bidder's Initial's: / 10-2017 00300-2 of 3 CITY OF PEARLAND BID PROPOSAL END OF SECTION Bidder's Initial's: 10-2017 00300-3 of 3 CITY OFPEARLAND BID PROPOSAL MCHARD ROAD TRUNK SEWER AND PHASE 2 WATERLINE BID FORM Item No. Quantity Unit Description/Price in words Spec Reference Unit Price Total TASK A:TRUNK SEWER 1.01 1 L5 MOBILIZATION(MAX 3%OF TASK A) 01505 $53,000 $53,000.00 1.02 3,000 IF 18-INCH SANITARY SEWER PIPE(OPEN CUT)(>18'TO 20'DEEP) 02530 $86.00 $258,000.00 1.03 1,230 IF 18-INCH SANITARY SEWER PIPE(OPEN CUT)(>20'TO 22'DEEP) 02530 $129.00 $158,670.00 1.04 900 LF 18-INCH SANITARY SEWER PIPE(OPEN CUT)(>22'TO 24'DEEP) 02530 $ 141.00 $126,900.00 1.05 530 LF 18-INCH SANITARY SEWER PIPE(OPEN CUT)(>24'TO 26'DEEP) 02530 $188.00 $99,640.00 1.06 94 LF 18-INCH SANITARY SEWER PIPE(TRENCHLESS) 02313 $ 221.00 $20 774.00 1.07 1,870 LF 15-INCH SANITARY SEWER PIPE(OPEN CUT)(>10'TO 12'DEEP) 02530 $41.00• $76,670.00 1.08 1,180 LF 15-INCH SANITARY SEWER PIPE(OPEN CUT)(>12'T014'DEEP) 02530 $44.00 $51,920.00 1.09 430 LF 15-INCH SANITARY SEWER PIPE(OPEN CUT)(>14'T016'DEEP) 02530 $52.00• $22,360.00 1.10 260 IF 15-INCH SANITARY SEWER PIPE(OPEN CUT)(>16'TO 18'DEEP) 02530 $59.00 $15,340.00 1.11 141 LF 15-INCH SANITARY SEWER PIPE(TRENCHLESS) 02313 $163.00 $22,983.00 1.12 255 LF 12-INCH SANITARY SEWER PIPE(OPEN CUT)(>8'TO 10'DEEP) 02530 $54.00 $13,770.00 1.13 129 LF 12-INCH SANITARY SEWER PIPE(OPEN CUT)(>10'TO 12'DEEP) 02530 $55.00 $7,095.00 1.14 129 LF 12-INCH SANITARY SEWER PIPE(OPEN CUT)(>18'TO 20'DEEP) 02530 $ 124.00 $15,996.00 1.15 300 LF 8-INCH SANITARY SEWER PIPE(OPEN CUT)(>8'TO 10'DEEP) 02530 $44.00• $13,200.00 1.16 28 EA 5-FOOT DIAMETER SANITARY SEWER MANHOLE(LINED)(UP TO 8'DEEP) 1 02542 $5 500.00 $154,000.00 1.17 267 VF 5-FOOT DIAMETER SANITARY SEWER MANHOLE(LINED)(EXTRA DEPTH OVER 8') 02542 $440.00 $117,480.00 1.18 1 EA TIE NEW 18-INCH PIPE INTO EXISTING 5-FOOT DIA.SANITARY SEWER MANHOLE 02530 $ 564.00 $564.00 1.19 47 SY REMOVE AND REPLACE EXISTING GRAVEL DRIVEWAY 02220 $44.00 $2,068.00 1.20 1,590 SY REMOVE AND REPLACE EXISTING ASPHALT DRIVEWAY(INCL.BASE MATERIAL) 02220 $83.00 $131,970.00 1.21 10,353 LF TRENCH SAFETY SYSTEM(UTILITIES) 01570 $3.00 $31,059.00 1.22 10,353 LF CONTROL OF GROUND WATER(OPEN EXCAVATION)(WELL POINTING)AS AUTHORIZED BY 01564 THE ENGINEER $.10 $1,035.30 1.23 1 LS SITE PREPARATION(INCLUDING CLEARING AND GRUBBING) 02200 $367,000.04 367,000.00 1.24 9 AC SITE RESTORATION(HYDRO-MULCH SEEDING) 02921 $1,000.00 $9,000.00 TASK A SUBTOTAL: 5 1,770,494.30 08/2017 00300-A 1 CITY OF PEARLAND BID PROPOSAL TASK B:16-INCH WATER LINE 1.25 1 LS MOBILIZATION(MAX 3%OF TASK B) 01505 $ 69,000.00$ 68,000.00 126 1 LS TRAFFIC CONTROL&REGULATION INCL.FLAGGERS 01555 $110,000.00$110,000.00 1.27 1 LS SWPPP PREPARATION,IMPLEMENTATION&MAINTENANCE 01566 $ 86,000.00$86,000,00 1.28 15,472 LF 16-INCH WATER LINE(OPEN CUT) 02510 $55.00 $850,960.00 1.29 580 IF 16-INCH WATER UNE(TRENCHLESS IN 24-INCH STEEL CASING) 02417 $275.00 $159,500.00 1.30 2,011 LF 16-INCH WATER UNE(TRENCHLESS) 02510 $137.00 $275,507.00 1.31 75 LF 16-INCH WATER LINE(OPEN CUTIN 24-INCH STEEL CASING) 02510 $ 253.00 $18,975.00 1.32 31 LF 8-INCH WATER LINE(OPEN CUT) 02510 $45.00 $1,395.00 1.33 278 LF 8-INCH WATER LINE(OPEN CUT IN 16-INCH STEEL CASING) 02510 $ 105.00 $29 190.00 1.34 18 EA 16-INCH GATE VALVE 02541 $6,500.00 $117,000.00 1.35 4 EA 8-INCH GATE VALVE 02541 $ 1,200.00 $4 800.00 1.36 15 EA STANDARD FIRE HYDRANT ASSEMBLY,INCL.LEAD&6-INCH GATE VALVE 02514 $4,900.00 $73,500.00 1.37 3 EA ALTERNATE FIRE HYDRANT ASSEMBLY,INCL.LEAD&6-INCH GATE VALVE 02514 $ 5,500.00 $16,500.00 1.38 11 EA 2-INCH COMBINATION AIR RELEASE/VACUUM VALVE AND VAULT 02541 $3,700.00 $40,700.00 1.39 2 EA TIE NEW 16-INCH WATER UNE TO EXISTING 16-INCH WATER LINE 02510 $ 1,700.00 $3,400.00 1.40 4 EA TIE NEW 16-INCH WATER UNE TO EXISTING 12-INCH WATER LINE Z1 02510 $12,000.00 $48,000.00 1.41 1 LS 124NCH PRV,INCL.PRECAST CONCRETE VAULT,BYPASS PIPING,&VALVES 11280 $81,000.00$81,000.00 1.42 424 SY REMOVE AND REPLACE EXISTING ASPHALT DRIVEWAY(INCL.BASE MATERIAL) 02220 $84.00 $35,616.00 1.43 15,856 IF TRENCH SAFETY SYSTEM(UTILITIES) 01570 $2.00 $31,712.00 1.44 15,856 CONTROL Of GROUND WATER(OPEN EXCAVATION)(WELL POINTING)AS AUTHORIZED BY 01564 THE ENGINEER $.10 $1,585.60 1.45 1 LS SITE PREPARATION(INCLUDING CLEARING AND GRUBBING) 02200 $245,000.0%245 000.00 1.46 18 AC SITE RESTORATION(HYDRO-MULCH SEEDING) 02921 $1,000.00 $18,000.00 TASK B SUBTOTAL: $2,317,340.60 CASH ALLOWANCE BID ITEMS Q Item No. quantity Unit Description/Price In words Spec Reference Unit Price Total 2.01 1 LS BRACE OVERHEAD POWER POLES $10,000 $10,000 CASH ALLOWANCE BID SUBTOTAL $10,000 08/2017 00300-A2 CITY OFPEARLAND BID PROPOSAL SUPPLEMENTAL BID ITEMS Item No. Quantity Unit Description/Price In words Spec Reference Unit Price Total 3.01 300 MAN HR. EXTRA WORK-LABOR(UNSKILLED) 00700 $15.00• $4,500.00 3.02 300 MAN HR. EXTRA WORK-LABOR(SKILLED) 00700 $ 18.00 $5,400.00 3.03 500 CY EXTRA WORK-MACHINE EXCAVATION 00700 $4.00 $2,000.00 3.04 500 CY EXTRA WORK-CEMENT STABILIZED SAND 02252 $28.00 $14,000.00 3.05 3,500 SY EXTRA WORK-ASPHALT PAVEMENT REPAIR 02980 $18.00 563,000.00 3.06 50 EA EXTRA WORK-DUCTILE IRON FITTINGS,ALL CLASSES AND SIZES,IN PLACE 02634 $ 300.00 $15,000.00 3.07 300 LF EXTRA WORK-ADDITIONAL DITCH GRADING 02316 $4.00 $1,200.00 3.08 3 AC EXTRA WORK-SITE RESTORATION(HYDRO-MULCH SEEDING) 02921 $ 1,500.00 $4,500.00 3.09 500 CV EXTRA WORK-ADDITIONAL BASE MATERIAL COMPACTED IN PLACE 02255 $45.00 $22,500.00 3.10 1,000 LF EXTRA WORK-TEMPORARY FENCING 01500 $ 2.25 $2,250.00 3.11 4 EA PROJECT SIGNS ON SKIDS f� 01580 $1,200.00 $4,800.00 3.12 500 CY EXTRA WORK-CRUSHED CONCRETE OR CRUSHED STONE / \ 00700 $550.00 5 25,000.00 SUPPLEMENTAL BID SUBTOTAL $164,150.00 TOTAL AMOUNT BID: $4,261,984.90 ALTERNATE BID ITEMS Item No. Quantity Unit Description/PrIce In words Spec Reference Unit Price Total 4.01 855 LF ADD/DEDUCT FOR INSTALUNG 18-INCH SANITARY SEWER BY TRENCHLESS CONSTRUCTION, J��\02313 �-� TO BE ADDED TO/DEDUCTED FROM BID ITEM 1.02(STA 27+40 TO STA 35+95) Q$187.00 $159,885.00 4.02 1,230 LF ADD/DEDUCT FOR INSTALLING 18-INCH SANITARY SEWER BY TRENCHLESS CONSTRUCTION, 02313 1 216.00 TO BE ADDED TO/DEDUCTED FROM BID ITEM 1.03 $ $265,680.00 4.03 900 LF ADD/DEDUCT FOR INSTALLING 18-INCH SANITARY SEWER BY TRENCHLESS CONSTRUCTION, 02313266.00 239 400,00 TO BE ADDED TO/DEDUCTED FROM BID ITEM 1.04 $ $ , ADD/DEDUCT FOR INSTALLING 18-INCH SANITARY SEWER BY TRENCHLESS CONSTRUCTION, 4.04 530 LF 02313 TO BE ADDED TO/DEDUCTED FROM BID ITEM 1.05 1 $400.00 $212000.00 ALTERNATE BID SUBTOTAL $876,965.00 08/2017 00300-A3 CITY OF PEARLAND STANDARD FORM OF AGREEMENT Section 00500 STANDARD FORM OF AGREEMENT THIS AGREEMENT is by and between City of Pearland(hereinafter called OWNER or City) and Reddico Construction Company, Inc., (hereinafter called CONTRACTOR). OWNER and CONTRACTOR, in consideration of the mutual covenants hereinafter set forth, agree as follows: Article 1. WORK CONTRACTOR shall complete all work as specified or indicated in or reasonably inferable from the Contract Documents (hereinafter the "Work"). The Work is generally described as follows: McHard Road Trunk Sewer and Phase 2 Waterline Trunk Sewer-Cullen to Garden Phase 2 Waterline-Cullen to Mykawa City of Pearland,Texas COP PN: WW1406/WA1601 BID NO.: 0219-20 Article 2. ENGINEER The Work has been designed by Freese and Nichols, Inc., Jared Barber, P.E., 11200 Broadway Street, Suite 2320,Pearland,TX 77584 who is hereinafter called ENGINEER and who is to assume all duties and responsibilities and have the rights and authority assigned to ENGINEER in the Contract Documents in connection with completion of the Work in accordance with the Contract Documents. Article 3. CONTRACT TIME 3.1" The Work will be Substantially Complete (as defined in Article 1 of the General Conditions) within 360 calendar days (including weekends and holidays) from the date when the Contract Time commences to run as provided in paragraph 5.01 of the General Conditions (as revised in the Special Conditions if applicable), and completed and ready for Final Payment within 390 calendar days from the date when the Contract Time commences to run. No work will be allowed on Sundays. 32 Liquidated Damages. OWNER and CONTRACTOR recognize that time is of the essence of this Agreement and that OWNER will suffer financial loss if the Work is not completed within the times specified in paragraph 3.1 above,plus any extensions thereof allowed in accordance with Article 5 of the General Conditions. OWNER and CONTRACTOR also recognize the delays, expense, and difficulties involved in proving in a legal or arbitration preceding the actual loss suffered by OWNER if the Work is not completed on time. Accordingly, instead of requiring any such proof, OWNER and CONTRACTOR agree that as liquidated damages for delay (but not as a penalty) CONTRACTOR shall pay OWNER one thousand 4-2015 00500- 1 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT dollars $1,000.00 for each day that expires after the time specified in paragraph 3.1 for Substantial Completion until the Work is substantially complete. After Substantial Completion, if CONTRACTOR shall neglect, refuse or fail to complete the remaining Work within the time set out in the Certificate of Substantial Completion or any proper extension thereof granted by OWNER, CONTRACTOR shall pay OWNER one thousand dollars $1,000.00 for each day that expires after the time specified in the Certificate of Substantial Completion for completion and readiness for Final Payment. 33 Inspection Time. Working hours for the Pearland Inspection personnel are from 7:30 a.m. to 4:30 p.m., Monday through Friday, excluding City approved holidays. The Contractor shall notify the OWNER of any required inspection overtime work at least 48 hours in advance and shall pay the overtime wages for the required City inspections. Article 4. CONTRACT PRICE 4.1 OWNER shall pay CONTRACTOR for completion of the Work in strict accordance with the Contract Documents in current funds $5,138,949.90 (the "Contract Price"). The Contract Price includes the Base Bid $4,261,984.90 as shown in Document 00300 —Bid Proposal. Article 5. PAYMENT PROCEDURES CONTRACTOR shall submit Applications for Payment in accordance with Section 6.0 "Measurement and Payment" of the General Conditions. Application for Payment will be processed by ENGINEER as provided in the General Conditions. 5.1 Progress Payments. OWNER shall make progress payments on account of the Contract Price on the basis of CONTRACTOR's Application for Payment as recommended by ENGINEER as provided below. All progress payments will be on the basis of the progress of the Work and actual quantity of Work completed, in accordance with Article 6 "Measurement and Payment" of the General Conditions. 5.1.1 Prior to Substantial Completion, progress payments will be made in an amount equal to the percentage or actual quantity of Work complete, but, in each case, less the aggregate of payments previously made and less such amounts as ENGINEER shall determine, or OWNER may withhold, in accordance with the General Conditions. The OWNER shall make payment within 30 days of receipt of application for payment by the ENGINEER. 5.12 Each progress payment shall be less retainage as specified in Paragraph 6.06 of the General Conditions, and further less all previous payments and all further sums that may be retained by the OWNER under the terms of this Agreement. It is understood,however,that in case the whole work be near to completion and some unexpected and unusual delay occurs due to no fault or neglect on the part of the CONTRACTOR, the OWNER may upon 4-2015 00500-2 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT written recommendation of the ENGINEER pay a reasonable and equitable portion of the retained percentage to the CONTRACTOR, or the CONTRACTOR at the OWNER's option, may be relieved of the obligation to fully complete the Work and,thereupon,the CONTRACTOR shall receive payment of the balance due him under the contract subject only to the conditions stated under"Final Payment." 5.2 Final Payment. Upon final completion and acceptance of the Work in accordance with paragraph 6.09 of the General Conditions, OWNER shall pay the remainder of the Contract Price as recommended by ENGINEER as provided in said paragraph 6.09. Article 6. INTEREST Interest on any overdue payment from OWNER to CONTRACTOR shall be paid in accordance with the provisions of Chapter 2251.025 of the Texas Government Code, as amended. Article 7. CONTRACTOR'S REPRESENTATIONS In order to induce OWNER to enter into this Agreement CONTRACTOR makes the following representations: 7.1 CONTRACTOR has familiarized himself with the nature and extent of the Contract Documents, Work, site, locality, and all local conditions and Laws and Regulations that in any manner may affect cost,progress,performance,or furnishing of the Work. 72 CONTRACTOR has studied carefully all available surveys, assessments, reports of explorations, investigations, and tests of subsurface conditions and drawings of physical conditions of the site. Such technical reports and drawings are not Contract Documents, and Owner makes no representations or warranties as to the accuracy of such documents or information, or to whether or not they are complete, comprehensive, or all-inclusive. 73 CONTRACTOR has obtained and carefully studied (or assumes responsibility for obtaining and carefully studying)all such examinations,investigations,explorations, tests, reports, and studies (in addition to or to supplement those referred to in paragraphs 7.2 above) which pertain to the subsurface or physical conditions at or contiguous to the site or otherwise may affect the cost, progress, performance or furnishing of the Work, and CONTRACTOR assumes the risk of such subsurface and physical conditions, and shall furnish the Work at the Contract Price, within the Contract Time and in accordance with the other terms and conditions of the Contract Documents; and no additional examinations, investigations, explorations, tests, reports, and studies or similar information or data are or will be required by CONTRACTOR for such purposes. 7.4 CONTRACTOR has reviewed and checked all information and data shown or indicated on the Contract documents with respect to existing underground facilities 4-2015 00500-3 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT at or contiguous to the site and assumes responsibility for the accurate location of said underground facilities.No additional examinations,investigations,explorations, tests, reports, studies or similar information or data in respect of said underground facilities are or will be required by CONTRACTOR in order to perform and finish the Work at the Contract Price,within the Contract Time and in accordance with the other terms and conditions of the Contract Documents. 75 CONTRACTOR has correlated the results of all such observations, examinations, investigations, explorations, tests, reports, and studies with the terms and conditions of the Contract Documents. 7.6 CONTRACTOR has given ENGINEER written notice of all conflicts, errors or discrepancies in the Contract Documents of which Contractor knew or should have known, and CONTRACTOR shall perform the Work at the Contract Price, within the Contract Time and in accordance with the other terms and conditions of the Contract Documents, including any written resolution of any such conflict, error or discrepancy by ENGINEER. In the event of a conflict that was not brought to the OWNER's or ENGINEER's attention prior to the bid, the CONTRACTOR is assumed to have bid the most expensive alternative. Article 8. CONTRACT DOCUMENTS The Contract Documents, which comprise the entire agreement between OWNER and CONTRACTOR concerning the Work, consist of the following, each of which are incorporated herein by reference: 8.1 Standard Form of Agreement(Section 00500). 8.2 Performance, Payment, and/or Maintenance Bonds (Sections 00610, 00611, and 00612). 8.3 General Conditions of Agreement (Section 00700), including Attachment No. 1 Workers' Compensation Insurance Coverage,Attachment No.2 Agreement for Final Payment and Contractor's Sworn Release, and Attachment No. 3 Owner's Insurance Requirements of Contractor. 8.4 Special Conditions of Agreement(Section 00800). 8.5 Plans, consisting of sheets numbered 1 through 51 inclusive with attachments with each sheet bearing the following general title: McHard Road Trunk Sewer and Phase 2 Waterline. 8.6 Instructions to Bidders and CONTRACTOR's Bid Proposal, including any Addenda referenced therein. 8.7 Technical Specifications for the Work. 4-2015 00500-4 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT 8.8 The following, which may be delivered or issued after this Agreement becomes effective: Any Change Orders or other documents amending, modifying, or supplementing the Contract Documents in accordance with the General Conditions. There are no Contract Documents other than those listed above in this Article 8. The Contract Documents may only be amended, modified or supplemented as provided in the General Conditions. Article 9. MISCELLANEOUS 9.1 Terms used in this Agreement which are defined in Section 1, "Definitions and Interpretations" of the General Conditions will have the meanings indicated in the General Conditions. 92 No assignment by a party hereto of any rights under or interests in the Contract Documents will be binding on another party hereto without the written consent of the party sought to be bound; and specifically but without limitation moneys that may become due and moneys that are due may not be assigned without such consent(except to the extent that the effect of this restriction may be limited by law), and unless specifically stated to the contrary in any written consent to an assignment,no assignment will release or discharge the assignor from any duty or responsibility under the Contract Documents. 93 OWNER and CONTRACTOR each binds itself, its partners, successors,assigns and legal representative to the other party hereto, its partners, successors, assigns and legal representatives in respect of all covenants, agreements and obligations contained in the Contract Documents. 9.4 CONTRACTOR agrees to warranty the Work for a period of one (1) year from Substantial Completion against defects in materials and workmanship. CONTRACTOR agrees to repair or replace any defective work within this warranty period immediately unless such repairs require long lead time materials and equipment in which case CONTRACTOR shall provide an agreeable schedule for repairs at no additional cost to OWNER. 95 The Work will be completed according to the Contract Documents and in accordance with codes, ordinances, and construction standards of the City of Pearland, and all applicable laws, codes and regulations of governmental authorities. 9.6 In the event any notice period required under the Contract Documents is found to be shorter than any minimum period prescribed by applicable law, the notice period required shall be construed to be the minimum period prescribed by applicable law. 9.7 This Contract and the Contract Documents, insofar as they relate in any part or in any way to the Work undertaken therein, constitute the entire agreement between the parties hereto, and it is expressly understood and agreed that there are no agreements or promises by and between said parties, except as aforesaid, and that any additions thereto or changes shall be in writing. 4-2015 00500-5 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT 9.8 The provisions of this Contract shall be applied and interpreted in a manner consistent with each other so as to carry out the purposes and the intent of the parties, but if for any reason any provision is unenforceable or invalid, such provisions shall be deemed severed from this Contract and the remaining provisions shall be carried out with the same force and effect as if the severed provision had not been part of this Contract. 9.9 The headings of the paragraphs are included solely for the convenience of reference and if there is any conflict between the headings and the text of this Contract, the Contract text shall control. 9.10 The waiver of any breach hereof shall not constitute a waiver of any subsequent breach of the same or any other provision hereof. Failure by the OWNER in any instance to insist upon observance or performance by CONTRACTOR shall not be deemed a waiver by CONTRACTOR of any such observance or performance. No waiver will be binding upon OWNER unless in writing and then will be for the particular instance only. Payment of any sum by OWNER to CONTRACTOR with knowledge of any breach or default will not be deemed a waiver of such breach or default or any other breach or default. 9.11 The CONTRACTOR acknowledges that the OWNER(through its employee handbook)considers the following to be misconduct that is grounds for termination of an employee of the OWNER: Any fraud, forgery, misappropriation of funds, receiving payment for services not performed or for hours not worked,mishandling or untruthful reporting of money transactions, destruction of assets, embezzlement, accepting materials of value from vendors, or consultants, and/or collecting reimbursement of expenses made for the benefit of the OWNER. The CONTRACTOR agrees that it will not, directly or indirectly; cause an employee of the OWNER to engage in such misconduct. 9.12 The CONTRACTOR agrees to comply with Appendix A(attached) of the City of Pearland's Title VI Nondiscrimination Plan Assurances. 4-2015 00500-6 of 7 CITY 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: June 24 , 2019. OWNER: CONTRACTOR: CITY OF PEARLAND REDDICO CONSTRUCTION CO., INC. By: l� 11ti By: WA° 14 Name: e.IY4 rest5On Name: J. Ryan Redd Title: City fAKtri- Title: President Date: SJ,k.t VP Date: (Corporate Seal) ATTEST: ATTEST: i C�— Terri Bock, Secretary Address for giving notices 10083 Airport Road Conroe, Texas 77303 Phone: 936-539-6500 Fax: 936-760-3846 Agent for service of process: J. Ryan Redd END OF SECTION 4-2015 00500-7of7 CITY OF PEARLAND PERFORMANCE BOND Section 00610 PERFORMANCE BOND BOND NO. 70176415 STATE OF TEXAS § COUNTY OF BRAZORIA § KNOW ALL MEN BY THESE PRESENTS: That Reddico Construction Company, Inc., of the City of Conroe, County of Montgomery, and State of Texas, as principal, and The Guarantee Company of North * authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto City of Pearland as Obligee (Owner), in the penal sum of$5,138,949.90 for the payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors, and assigns, jointly and severally,by these presents: *America USA WHEREAS,the Principal has entered into a certain written contract with the Owner, effective as of the 24th day of June , 2019, (the "Contract") to commence and complete the construction of certain improvements described as follows: McHard Road Trunk Sewer and Phase 2 Waterline Trunk Sewer-Cullen to Garden Waterline Phase 2 -Cullen to Mykawa City of Pearland,Texas COP PN: WW1406/WA1601 BID NO.: 0219-20 which Contract,including the Contract Documents as defined therein,is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully perform said Contract Work and shall in all respects duly and faithfully observe and perform all and singular the covenants, conditions, and agreements in and by said Contract agreed and covenanted by the Principal to be observed and performed, and according to the true intent and meaning of said Contract and Contract Documents, then this obligation shall be void; otherwise to remain in full force and effect; PROVIDED,HOWEVER,that this bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Statute to the same extent as if it were copied at length herein. Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the Work performed thereunder, or the plans, specifications, or drawings accompanying the same, shall in any way affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the Contract, or to the Work to be performed thereunder. 12/2007 00610- 1 of 2 CITY OF PEARLAND PERFORMANCE BOND IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this 24th day of June , 2019. Principal: Surety: Reddico Construction Company, Inc. The Guarantee /.'any of North America USA By. , --41111M By: k:/I ; Name: 1. Ryan Redd Name: Steven W Berry Title: President Title: Attorney-In-Fact Address: Address: 10083 Airport Road One Towne Square, Suite 1470 Conroe, Texas 77303 Southfield, Michigan 48076 Telephone: 936-441-9500 Telephone: 936-372-2477 Fax: 936-760-3846 Fax: 936-372-2437 NOTICE: THE ADDRESS OF THE SURETY COMPANY TO WHICH ANY NOTICE OF CLAIM SHOULD BE SENT MAY BE OBTAINED FROM THE TEXAS DEPARTMENT OF INSURANCE BY CALLING ITS TOLL-FREE TELEPHONE NUMBER; 1-800-252-3439. END OF SECTION 12/2007 00610-2 of 2 THE The Guarantee Company of North America USA *GUARANTEE® Southfield, Michigan POWER OF ATTORNEY NOW ALL BY THESE PRESENTS:That THE GUARANTEE COMPANY OF NORTH AMERICA USA, a corporation organized and existing under the laws of the State of Michigan,having its principal office in Southfield,Michigan,does hereby constitute and appoint Richard D.Bright,Nancy T.Berry,Steven W Berry,Kimberly J.Smith,Marla Gentry INSURICA TX Insurance Services,Inc. its true and lawful attorney(s)-in-fact to execute, seal and deliver for and on its behalf as surety, any and all bonds and undertakings, contracts of indemnity and other writings obligatory in the nature thereof,which are or may be allowed,required or permitted by law,statute,rule,regulation,contract or otherwise. The execution of such instrument(s)in pursuance of these presents,shall be as binding upon THE GUARANTEE COMPANY OF NORTH AMERICA USA as fully and amply,to all intents and purposes,as if the same had been duly executed and acknowledged by its regularly elected officers at the principal office. The Power of Attorney is executed and may be certified so,and may be revoked,pursuant to and by authority of Article IX, Section 9.03 of the By-Laws adopted by the Board of Directors of THE GUARANTEE COMPANY OF NORTH AMERICA USA at a meeting held on the 31"day of December,2003. The President,or any Vice President,acting with any Secretary or Assistant Secretary,shall have power and authority: 1. To appoint Attorney(s)-in-fact,and to authorize them to execute on behalf of the Company,and attach the Seal of the Company thereto, bonds and undertakings,contracts of indemnity and other writings obligatory in the nature thereof;and 2. To revoke,at any time,any such Attorney-in-fact and revoke the authority given,except as provided below 3. In connection with obligations in favor of the Florida Department of Transportation only,it is agreed that the power and authority hereby given to the Attorney-in-Fact includes any and all consents for the release of retained percentages and/or final estimates on engineering and construction contracts required by the State of Florida Department of Transportation. It is fully understood that consenting to the State of Florida Department of Transportation making payment of the final estimate to the Contractor and/or its assignee,shall not relieve this surety company of any of its obligations under its bond. 4. In connection with obligations in favor of the Kentucky Department of Highways only, it is agreed that the power and authority hereby given to the Attorney-in-Fact cannot be modified or revoked unless prior written personal notice of such intent has been given to the Commissioner—Department of Highways of the Commonwealth of Kentucky at least thirty(30)days prior to the modification or revocation. Further,this Power of Attorney is signed and sealed by facsimile pursuant to resolution of the Board of Directors of the Company adopted at a meeting duly called and held on the 6th day of December 2011,of which the following is a true excerpt: RESOLVED that the signature of any authorized officer and the seal of the Company may be affixed by facsimile to any Power of Attorney or certification thereof authorizing the execution and delivery of any bond, undertaking, contracts of indemnity and other writings obligatory in the nature thereof, and such signature and seal when so used shall have the same force and effect as though manually affixed. IN WITNESS WHEREOF,THE GUARANTEE COMPANY OF NORTH AMERICA USA has caused this instrument to be signed and / ""°). )` its corporate seal to be affixed by its authorized officer,this 2nd day of October,2015. / THE GUARANTEE COMPANY OF NORTH AMERICA USA E" a/4 6%ar-Kui_ STATE OF MICHIGAN Stephen C.Ruschak,President&Chief Operating Officer Randall Musselman,Secretary County of Oakland On this 2nd day of October,2015 before me came the individuals who executed the preceding instrument,to me personally known,and being by me duly sworn, said that each is the herein described and authorized officer of The Guarantee Company of North America USA; that the seal affixed to said instrument is the Corporate Seal of said Company;that the Corporate Seal and each signature were duly affixed by order of the Board of Directors of said Company. Cynthia A. Takai IN WITNESS WHEREOF,I have hereunto set my hand at The Guarantee Notary Public, State of Michigan Company of North America USA offices the day and year above written. County of Oakland �1 My Commission Expires February 27,2024 /! t-r-cc/ a• T � Acting in Oakland County I,Randall Musselman,Secretary of THE GUARANTEE COMPANY OF NORTH AMERICA USA,do hereby certify that the above and foregoing is a true and correct copy of a Power of Attorney executed by THE GUARANTEE COMPANY OF NORTH AMERICA USA,which is still in full force and effect. ,roTie IN WITNESS WHEREOF, I have thereunto set my hand and attached the seal of said Company this 24th day of June 2019. 4fY Randall Musselman,Secretary CITY OF PEARLAND PAYMENT BOND Section 00611 PAYMENT BOND BOND NO. 70176415 STATE OF TEXAS § COUNTY OF BRAZORIA § KNOW ALL MEN BY THESE PRESENTS: That Reddico Construction Company, Inc., of the City of Conroe, County of Montgomery, and State of Texas, as principal, and The Guarantee Company of North * authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto City of Pearland as Obligee (Owner), in the penal sum of$5,138,949.90 for the payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors, and assigns, jointly and severally,by these presents: *America USA r. WHEREAS,the Principal has entered into a certain written contract with the Owner, effective as of the 24th day of June , 2019, (the "Contract") to commence and complete the construction of certain improvements described as follows: McHard Road Trunk Sewer and Phase 2 Waterline Trunk Sewer-Cullen to Garden Waterline Phase 2 -Cullen to Mykawa City of Pearland,Texas COP PN:WW1406/WA1601 BID NO.: 0219-20 which Contract,including the Contract Documents as defined therein,is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall pay all claimants supplying labor or material to him or a subcontractor in the prosecution of the Work provided for in said Contract,then,this obligation shall be void; otherwise to remain in full force and effect; PROVIDED,HOWEVER,that this bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Statute to the same extent as if it were copied at length herein. Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the Work performed thereunder, or the plans, specifications, or drawings accompanying the same, shall in any way affect its obligation on this • bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the Contract, or to the Work to be performed thereunder. 07/2006 00611 - 1 of 2 CITY OF PEARLAND PAYMENT BOND IN WITNESS WHEREOF,the said Principal and Surety have signed and sealed this instrument this 24th day of June , 2019. Principal: Surety: Reddico Construction Company, Inc. The Guaran - Company of Nor h America USA 1111ra- B ' ����A VZi Name: J. Ryan Redd Name: Steven W Berry Attorney-In-Fact Title: Pr,2sicif nt Title: Address: Address: 10083 Airport Road One Towne Square, Suite 1470 Conroe, Texas 77303 Southfield, Michigan 48076 Telephone: 936-441-9500 Telephone: 936-372-2477 Fax: 936-760-3846 Fax: 936-372-2437 NOTICE: THE ADDRESS OF THE SURETY COMPANY TO WHICH ANY NOTICE OF CLAIM SHOULD BE SENT MAY BE OBTAINED FROM THE TEXAS DEPARTMENT OF INSURANCE BY CALLING ITS TOLL-FREE TELEPHONE NUMBER; 1-800-252-3439. END OF SECTION 07/2006 00611 -2 of 2 111111 rt1Eo The Guarantee Company of North America USA GUARANTEE. Southfield, Michigan POWER OF ATTORNEY NOW ALL BY THESE PRESENTS: That THE GUARANTEE COMPANY OF NORTH AMERICA USA, a corporation organized and existing under the laws of the State of Michigan,having its principal office in Southfield,Michigan,does hereby constitute and appoint Richard D.Bright,Nancy T.Berry,Steven W Berry,Kimberly J.Smith,Marla Gentry INSURICA TX Insurance Services,Inc. its true and lawful attorney(s)-in-fact to execute, seal and deliver for and on its behalf as surety, any and all bonds and undertakings, contracts of indemnity and other writings obligatory in the nature thereof,which are or may be allowed,required or permitted by law,statute,rule,regulation,contract or otherwise. The execution of such instrument(s)in pursuance of these presents,shall be as binding upon THE GUARANTEE COMPANY OF NORTH AMERICA USA as fully and amply,to all intents and purposes,as if the same had been duly executed and acknowledged by its regularly elected officers at the principal office. The Power of Attorney is executed and may be certified so,and may be revoked,pursuant to and by authority of Article IX, Section 9.03 of the By-Laws adopted by the Board of Directors of THE GUARANTEE COMPANY OF NORTH AMERICA USA at a meeting held on the 31st day of December,2003. The President,or any Vice President,acting with any Secretary or Assistant Secretary,shall have power and authority: 1. To appoint Attorney(s)-in-fact,and to authorize them to execute on behalf of the Company,and attach the Seal of the Company thereto, bonds and undertakings,contracts of indemnity and other writings obligatory in the nature thereof;and 2. To revoke,at any time,any such Attorney-in-fact and revoke the authority given,except as provided below 3. In connection with obligations in favor of the Florida Department of Transportation only,it is agreed that the power and authority hereby given to the Attorney-in-Fact includes any and all consents for the release of retained percentages and/or final estimates on engineering and construction contracts required by the State of Florida Department of Transportation. It is fully understood that consenting to the State of Florida Department of Transportation making payment of the final estimate to the Contractor and/or its assignee,shall not relieve this surety company of any of its obligations under its bond. 4. In connection with obligations in favor of the Kentucky Department of Highways only, it is agreed that the power and authority hereby given to the Attorney-in-Fact cannot be modified or revoked unless prior written personal notice of such intent has been given to the Commissioner—Department of Highways of the Commonwealth of Kentucky at least thirty(30)days prior to the modification or revocation. Further,this Power of Attorney is signed and sealed by facsimile pursuant to resolution of the Board of Directors of the Company adopted at a meeting duly called and held on the 6th day of December 2011,of which the following is a true excerpt: RESOLVED that the signature of any authorized officer and the seal of the Company may be affixed by facsimile to any Power of Attorney or certification thereof authorizing the execution and delivery of any bond, undertaking, contracts of indemnity and other writings obligatory in the nature thereof, and such signature and seal when so used shall have the same force and effect as though manually affixed. IN WITNESS WHEREOF,THE GUARANTEE COMPANY OF NORTH AMERICA USA has caused this instrument to be signed and ce„r., t its corporate seal to be affixed by its authorized officer,this 2nd day of October,2015. I et\ THE GUARANTEE COMPANYJOF N/ORTH AMERICA USA mai STATE OF MICHIGAN Stephen C.Ruschak,PresidentVf &Chief Operating Officer Randall Musselman,Secretary County of Oakland On this 2nd day of October,2015 before me came the individuals who executed the preceding instrument,to me personally known,and being by me duly sworn, said that each is the herein described and authorized officer of The Guarantee Company of North America USA; that the seal affixed to said instrument is the Corporate Seal of said Company;that the Corporate Seal and each signature were duly affixed by order of the Board of Directors of said Company. Cynthia A. Takai IN WITNESS WHEREOF,I have hereunto set my hand at The Guarantee Notary Public, State of Michigan Company of North America USA offices the day and year above written. a- . County of Oakland /! �1 s My Commission Expires February 27,2024 y cam/ a• -u -v Acting in Oakland County I, Randall Musselman,Secretary of THE GUARANTEE COMPANY OF NORTH AMERICA USA,do hereby certify that the above and foregoing is a true and correct copy of a Power of Attorney executed by THE GUARANTEE COMPANY OF NORTH AMERICA USA,which is still in full force and effect. .M"'teot.j IN WITNESS WHEREOF,I have thereunto set my hand and attached the seal of said Company this 24111 day of June 2019. e 0 Randall Musselman,Secretary CITY OF PEARLAND ONE-YEAR MAINTENANCE BOND Section 00612 ONE-YEAR MAINTENANCE BOND BOND NO. 70176415 STATE OF TEXAS § COUNTY OF BRAZORIA § KNOW ALL MEN BY THESE PRESENTS: That Reddico Construction Company, Inc., of the City of Conroe, County of Montgomery, and State of Texas, as principal, and The Guarantee Company of North * authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto City of Pearland as Obligee (Owner), in the penal sum of$5,138,949.90 for the payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors, and assigns, jointly and severally,by these presents: *America USA WHEREAS,the Principal has entered into a certain written contract with the Owner, effective as of the 24th day of June , 2019, (the "Contract") to commence and complete the construction of certain improvements described as follows: McHard Road Trunk Sewer and Phase 2 Waterline Trunk Sewer- Cullen to Garden Waterline Phase 2 -Cullen to Mykawa City of Pearland,Texas COP PN: WW1406/WA1601 BID NO.: 0219-20 which Contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully correct all such work not in accordance with the Contract Documents discovered within the one-year period from the date of substantial completion, then this obligation shall be void; otherwise to remain in full force and effect; PROVIDED,HOWEVER,that this bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Statute to the same extent as if it were copied at length herein. Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the work performed thereunder, or the plans, specifications, or drawings accompanying the same, shall in any way affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the contract, or to the work to be performed thereunder. 07/2006 00612- 1 of 2 CITY OF PEARLAND ONE-YEAR MAINTENANCE BOND IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this 24th day of June , 2019. Principal: Surety: Reddico Construction Company, Inc. The Guarantee "ompany of North America USA By: By: Name: J. Ryan Redd Name: teven W Berry Title: President Title: Attorney-In-Fact Address: Address: 10083 Airport Road One Towne Square, Suite 1470 Conroe. Texas 77303 Southfield, Michigan 48076 Telephone: 936-441-9500 Telephone: 936-372-2477 Fax: 936-760-3846 Fax: 936-372-2437 NOTICE: THE ADDRESS OF THE SURETY COMPANY TO WHICH ANY NOTICE OF CLAIM SHOULD BE SENT MAY BE OBTAINED FROM THE TEXAS DEPARTMENT OF INSURANCE BY CALLING ITS TOLL-FREE TELEPHONE NUMBER; 1-800-252-3439. END OF SECTION 07/2006 00612 -2 of 2 %, THE The Guarantee Company of North America USA �t J,%;� GUARANTEE Southfield, Michigan POWER OF ATTORNEY NOW ALL BY THESE PRESENTS:That THE GUARANTEE COMPANY OF NORTH AMERICA USA, a corporation organized and existing under the laws of the State of Michigan,having its principal office in Southfield,Michigan,does hereby constitute and appoint Richard D.Bright,Nancy T.Berry,Steven W Berry,Kimberly J.Smith,Marla Gentry INSURICA TX Insurance Services,Inc. -its true and lawful attorney(s)-in-fact to execute, seal and deliver for and on its behalf as surety, any and all bonds and undertakings, contracts of indemnity and other writings obligatory in the nature thereof,which are or may be allowed,required or permitted by law,statute,rule,regulation,contract or otherwise. The execution of such instrument(s)in pursuance of these presents,shall be as binding upon THE GUARANTEE COMPANY OF NORTH AMERICA USA as fully and amply,to all intents and purposes,as if the same had been duly executed and acknowledged by its regularly elected officers at the principal office. The Power of Attorney is executed and may be certified so,and may be revoked,pursuant to and by authority of Article IX,Section 9.03 of the By-Laws adopted by the Board of Directors of THE GUARANTEE COMPANY OF NORTH AMERICA USA at a meeting held on the 31st day of December,2003. The President,or any Vice President,acting with any Secretary or Assistant Secretary,shall have power and authority: 1. To appoint Attorney(s)-in-fact,and to authorize them to execute on behalf of the Company,and attach the Seal of the Company thereto, bonds and undertakings,contracts of indemnity and other writings obligatory in the nature thereof;and 2. To revoke,at any time,any such Attorney-in-fact and revoke the authority given,except as provided below 3. In connection with obligations in favor of the Florida Department of Transportation only,it is agreed that the power and authority hereby given to the Attorney-in-Fact includes any and all consents for the release of retained percentages and/or final estimates on engineering and construction contracts required by the State of Florida Department of Transportation. It is fully understood that consenting to the State of Florida Department of Transportation making payment of the final estimate to the Contractor and/or its assignee,shall not relieve this surety company of any of its obligations under its bond. 4. In connection with obligations in favor of the Kentucky Department of Highways only, it is agreed that the power and authority hereby given to the Attorney-in-Fact cannot be modified or revoked unless prior written personal notice of such intent has been given to the Commissioner—Department of Highways of the Commonwealth of Kentucky at least thirty(30)days prior to the modification or revocation. Further,this Power of Attomey is signed and sealed by facsimile pursuant to resolution of the Board of Directors of the Company adopted at a meeting duly called and held on the 6th day of December 2011,of which the following is a true excerpt: RESOLVED that the signature of any authorized officer and the seal of the Company may be affixed by facsimile to any Power of Attorney or certification thereof authorizing the execution and delivery of any bond, undertaking, contracts of indemnity and other writings obligatory in the nature thereof, and such signature and seal when so used shall have the same force and effect as though manually affixed. IN WITNESS WHEREOF,THE GUARANTEE COMPANY OF NORTH AMERICA USA has caused this instrument to be signed and G,rar $4,TEecoits corporate seal to be affixed by its authorized officer,this 2nd day of October,2015. ? I:9 11 THE GUARANTEE COMPANY OF NORTH AMERICA USA STATE OF MICHIGAN Stephen C.Ruschak,President&Chief Operating Officer Randall Musselman,Secretary County of Oakland On this 2nd day of October,2015 before me came the individuals who executed the preceding instrument,to me personally known,and being by me duly sworn, said that each is the herein described and authorized officer of The Guarantee Company of North America USA; that the seal affixed to said instrument is the Corporate Seal of said Company;that the Corporate Seal and each signature were duly affixed by order of the Board of Directors of said Company. : �• .•^,4� Cynthia A. Takai IN WITNESS WHEREOF,I have hereunto set my hand at The Guarantee ;• ,;r; .. _ Notary Public,State of Michigan Company of North America USA offices the day and year above written. _;1.:1:10 ;=�„' County of Oakland /! • �1 4`..xv. :•:;--V My Commission Expires February 27,2024 �-�/ � a cc IrGu� "' Acting in Oakland County I,Randall Musselman,Secretary of THE GUARANTEE COMPANY OF NORTH AMERICA USA,do hereby_certify that the _above and foregoing is a true and correct copy of a Power of Attorney executed by THE GUARANTEE COMPANY OF NORTH AMERICA-USA,which is'still in full force and effect. oJra�'Tco�A IN WITNESS WHEREOF, I have thereunto set my hand and attached the seal of said Company this 24th day of June 2019. *il; y°gTpAM£s\Op ` , Randall Musselman,Secretary wr .THE The Guarantee Company of North America USA GUARANTEE One Towne Square, Suite 1470 Southfield, Michigan 48076 Phone: 248-281-0281 Fax: 248-750-0431 Texas Consumer Notice 1 IMPORTANT NOTICE AVISO IMPORTANTE To obtain information or make a complaint: Para obtener informacion o para someter una q ueja: 2 You may contact your agent at: Puede comunicarse con su agent al 3 You may call The Guarantee Company of North America Usted puede Ilamar al numero de telefono gratis de USA's toll-free telephone number for information or to make a The Guarantee Company of North America USA's complaint at: 1-866-328-0567 para informacion o para someter una queja al: 1-866-328-0567 4 You may also write to The Guarantee Company of North Usted tambien puede escribir a to The Guarantee America USA at: Company of North America USA: One Towne Square, Suite 1470 One Towne Square, Suite 1470 Southfield, Michigan 48076 Southfield, Michigan 48076 Web:www.gcna.com Web:www.gcna.com E-mail: Info@gcna.com E-mail: Info@gcna.com Fax: 248-750-0431 Fax: 248-750-0431 5 You may contact the Texas Department of Insurance to Puede comunicarse con el Departamento de obtain information on companies, coverages, rights or Seguros de Texas para obtener informacion acerca complaints at: 1-800-252-3439 de companias, coberturas, derechos o quejas al: 1 - 800-252-3439 • 6 You may write the Texas Department of Insurance: Puede escribir al Departamento de Seguros de P.O. Box 149104 Texas: Austin, TX 78714-91 04 P.O. Box 149104 Fax: (512)475-1771 Austin, TX 78714-91 04 Web: httq://www.tdi.state.tx.us Fax: (512)475-1771 E-mail: ConsumerProtection@tdi.state.tx. us Web: http://www.tdi.state.tx.us E-mail: ConsumerProtection@tdi.state.tx. us 7 PREMIUM OR CLAIM DISPUTES: DISPUTAS SOBRE PRIMAS 0 RECLAMOS: Should you have a dispute concerning your premium or about a Si tiene una disputa concerniente a su prima o a un claim you should contact the(agent) (company) (agent or the reclamo, debe comunicarse con el (agente) (la company)first. If the dispute is not resolved, you may contact compania) (agente o la compania) primero. Si no se the Texas Department of Insurance. resuelve la disputa, puede entonces comunicarse con el departamento(TD I). 8 ATTACH THIS NOTICE TO YOUR POLICY: UNA ESTE AVISO A SU POLIZA: Este aviso es solo This notice is for information only and does not become a part para proposito de informacion y no se convierte en or condition of the attached document. parte o condicion del documento adj unto. CS0083 Texas Consumer Notice 07/12/12 REDDCONO3C BMEYER AC-ORO" DATE(MMIDD/YYYY) CERTIFICATE OF LIABILITY INSURANCE 7/8/2019 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject'to the terms and conditions of the policy,certain policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER • NAME CT Brenda Meyer,CIC,CISR INSURICA TX Insurance Services,Inc. 19450 State Highway 249 Suite 550 (A/CNNo,Ext):(713)934-2013 jA/C,No):(866)652-9382 Houston,TX 77070 AIMDRESS:Brenda.Meyer@INSURICA.COM INSURER(S)AFFORDING COVERAGE NAIC B INSURER A:National Trust Insurance Company 20141 INSURED INSURER B:FCCI Insurance Company 10178 Reddico Construction Company,Inc. INSURER C:Texas Mutual Insurance Company 22945 10083 Airport Road INSURER D:Hanover Insurance Company 22292 Conroe,TX 77303 INSURER E:Westchester Fire Insurance Company 10030 INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE ADDL SUBR POLICY NUMBER POLICY EFF POLICY EXP LIMITS LTR INSD WVD (MMIDD/YYYYI (MM/DD/YYYY) A X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 CLAIMS-MADE X OCCUR CPP100030115-01 10/1/2018 10/1/2019 DAMAGE TO RENTED 100,000 PREMISES(Ea occurrence) $ X Contractual LiabilitMED EXP(Any one person) s 10'000 PERSONAL&ADV INJURY $ 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2,000,000 POLICY X jECT X LOC PRODUCTS-COMP/OPAGG $ 2,000,000 OTHER: $ AUTOMOBILE LIABILITY (Ea SINGLE LIMIT 1,000,000 (Ea accident) $ X ANY AUTO CA10000638202 10/1/2018 10/1/2019 BODILY INJURY(Per person) $ _ OWNED SCHEDULED AUTOS ONLY AUTOS BODILY INJURY(Per accident) $ HIRED NON-OWNED PROPERTY eOPE dentDAMAGE AUTOS ONLY AUTOS ONLY $ B X UMBRELLA UAB X OCCUR EACH OCCURRENCE _ $ 5,000,000 EXCESS UAB CLAIMS-MADE UMB100017648-02 10/1/2018 10/1/2019 AGGREGATE 5 5,000,000 DED X RETENTION$ 10,000 C WORKERS COMPENSATIONXOTH- AND EMPLOYERS'LIABILITY STATUTE ER 1,000,000 ANY PROPRIETOR/PARTNER/EXECUTIVE Y/N 0001276752 10/1/2018 10/1/2019 E.L.EACH ACCIDENT $ OFFICER/MEMBER EXCLUDED? N N/A (Mandatory in NH) E.L.DISEASE-EA EMPLOYEE $ 1,000,000 If yes,describe under 1,000,000 DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ D Equipment IHD A413275 04 10/1/2018 10/1/2019 Leased/Rented 300,000 E Pollution G7153876A 001 6/25/2019 10/1/2020 Occurrence 1,000,000 DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES (ACORD 101,Additional Remarks Schedule,may be attached if mores ce is required) Re: McHard Road Trunk Sewer and Phase 2 Waterline Cullen to Garden Phase 2 Waterline-Cyilen to Mykawas City of Pearland Texas Certificate Holders Include City of Pearland and Freese and Niholes,Inc 30 Day Notice of Cancellation is provided CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Cityof Pearland THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. 3519 Liberty Dr Pearland,TX 77581 -I AUTHORIZED REPRESENTATIVE ACORD 25(2016/03) ©1988-2015 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD AGENCY CUSTOMER ID:REDDCONO3C BMEYER �."11 LOC#: 1 ACORD ADDITIONAL REMARKS SCHEDULE Page 1 of 1 3ENCY NAMED INSURED INSURICA TX Insurance Services,Inc. Reddico Construction Company,Inc. 10083 Airport Road POLICY NUMBER Conroe,TX 77303 SEE PAGE 1 CARRIER NAIC CODE SEE PAGE 1 SEE P 1 EFFECTIVE DATE:SEE PAGE 1 ADDITIONAL REMARKS THIS ADDITIONAL REMARKS FORM IS A SCHEDULE TO ACORD FORM, FORM NUMBER: ACORD 25 FORM TITLE: Certificate of Liability Insurance Page 2 of 2 GENERAL LIABILITY: Additional Insured—Owners,Lessees or Contractors-Automatic Status when required by contract or agreement-Ongoing Operations and Products-Completed Operations in favor of Any Person or Organization which is required in a written agreement per form CGL121 0413 and CG2037 0413,Additional Insured Primary/Non-Contributory Coverage When Required By Contract CG2001 0413,Blanket Waiver of Subrogation when required by contract per form CGL088 1015. AUTO: Blanket Waiver of Subrogation in favor of Any Person or Organization required in a written agreement per CAU058 0115 and Blanket Additional Insured as required by written contract per form CAU 042 0115. WC:Blanket Waiver of Subrogation per form WC 420304B. Umbrella Follows form. Pollution: Additional Insured and primary non-contributory when required by written contract per forms ENV3226 ed 10/08 and ENV3225 ed 10/08.,ENV3100 ed 04/04 and ENV3101 ed 08/04 Waiver of Subrogation when required by written contract per forms ENV3143 ed 03/05 $1,000,000 Occurrence ,$2,000,000 Aggregate ACORD 101 (2008/01) ©2008 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD IL 060 (07 13) THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. BLANKET NOTIFICATION TO OTHERS OF CANCELLATION This endorsement modifies insurance provided under the following: BUSINESS AUTO COVERAGE FORM BUSINESS AUTO PHYSICAL DAMAGE COVERAGE FORM BUSINESSOWNERS COVERAGE FORM COMMERCIAL CRIME COVERAGE FORM COMMERCIAL GENERAL LIABILITY COVERAGE PART COMMERCIAL INLAND MARINE COVERAGE PART COMMERCIAL LIABILITY UMBRELLA COVERAGE FORM COMMERCIAL OUTPUT POLICY COMMERCIAL PROPERTY COVERAGE PART FARM COVERAGE PART FARM UMBRELLA COVERAGE FORM GARAGE COVERAGE FORM LIQUOR LIABILITY COVERAGE PART PRODUCT WITHDRAWAL COVERAGE PART PRODUCTS/COMPLETED OPERATIONS LIABILITY COVERAGE PART If we cancel this policy for any statutorily permitted reason other than nonpayment of premium we will mail notice of cancellation to any person or organization to whom you have agreed in a written contract that notice of cancellation of this policy will be given, but only if: 1. You send us a written request to provide such notice, including the name and address of such person or organization, after the first Named Insured shown in the Declarations receives notice from us of the cancellation of this policy; and, 2. We receive such written request at least 45 days before the effective date of cancellation. We will mail such notice at least 30 days before the effective date of the cancellation. Irrespective of any of the provisions above, nothing herein is intended to vest any right in the person or organization to be given notice, and said person or organization shall have no rights under this policy if he/it does not receive notice per this endorsement. IL 060(07 13) Copyright 2013 FOCI Insurance Group. Page 1 of 1 Insured Copy POLICY NUMBER:CPP100030115-01 COMMERCIAL GENERAL LIABILITY CGL 121 (0413) THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. ADDITIONAL INSURED OWNERS, LESSEES OR CONTRACTORS - AUTOMATIC STATUS WHEN REQUIRED IN CONTRACT OR AGREEMENT ONGOING OPERATIONS AND PRODUCTS-COMPLETED OPERATIONS (TEXAS LIMITED SOLE NEGLIGENCE) This endorsement modifies Insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE.FORM SCHEDULE(OPTIONAL) Name of Additional Insured Persons or Organizations • (As required by written contract or agreement per Paragraph A.below.) Locations of Covered Operations (As per the written contract or agreement,provided the location is Within the"coverage territory".) (Information required to complete this Schedule, if not shown above,will be shown in the Declarations.) A. Section II—Who Is An Insured Is amended to indlude as an additional insured: 1. Any person or organization for whom you are performing operations when you and such person or organization have agreed In writing in a contract or agreement in effect during the term of this policy that such per-son of-organization be added as an additional insimed On your policy;and 2. Any other person or organization you are required to add as an additional insured under the contract or agreement described in Paragraph 1.above;and 3. The particular person or organization,If any, scheduled above. CGL 121 (04 13)Includes copyrighted Materiel of the Insurance Services Office;Inc.,with its permission. Page 1 of 3 Copyright 2013 FCCI Insdrance Group. Moored Copy II • Such person(s)or organization(s)is an additional insured only with respect to liability for"bodily injury", ,,' "property damage"or"personal and advertising Injury"occurring after the execution of the contract or agreement described In Paragraph 1.above and caused,in whole or in part, by: a. Your acts or omissions;or b. The acts or omissions of those acting on-your behalf; In the performance of your ongoing operations for the additional Insured;or - c. "Your.work"performed for the additional insured and Included in,the"products-completed operations hazard"If such coverage is specifically required'in the written contract or agreement. With respect to liability of the additional Insured.for"bodily Injury"Of ah employee or agent of a named Insured or the employee of a named insured's subcontractor,coverage shall apply for the partial or sole negligence of the additional insured,but only if such coverage is specifically required in the written contract or agreement. However,the insurance afforded to such additional Insured(s)described.above: a. Only applies to the extent permitted by law; • b. Will not be broader-than that which you are required by the contract or agreement to provide for such additional insured; c. Will not be broader than that which is afforded to you under this policy;and d. Nothing herein shall extend the term of this policy. B. The Insurance provided to the additional insured does not apply to"bodily injury",."property damage"or "personal and advertising Injury'arising out of the rendering of, orthe failure to render,any professional • architectural, engineering or surveying services,including: 1. The preparing,,approving,orfalling,to prepare or approve, maps,shop drawings,opinions,reports; surveys,field orders,change orders or drawings and specifications;or 2. .Supervisory,'inspection architectural or engineering activities. This insurance is excess over any other valid and collectible Insurance available to the additional insured whether on a primary,excess,contingent or any other basis;unless the written contract or agreement requires that.this insurance be primary and non-contributory,.In which case this insurance will be primary and non-contributory relative to Insurance on which the additional insured Is a Named insured. D. With respect to the insurance afforded to these additional insureds,the following is added to Section III— Limits of Insurance: The most we will pay on behalf of the additional insured Is the amount Of insurance: 1. Required by the contract or agreement described in Paragraph A.1:;or 2. Available under the applicable Limits of Insurance shown In the Declarations; whichever Is less. This endorsement shall not increase the applicable Limits of insurance_shown in the Declarations. .E. Section IV-Commercial General Liability Conditions Is amended as follows: The Duties in'The Event of Occurrence,Offense,Claim or Suit condition is amended to add the following additional conditions applicable to the additional insured: CGL,•121 (04 13) Includes copyrighted material of the Insurance SeNices Office,Inc.,with Its permission. Page 2 of 3 Copyright 2013 FCCI Insurande'Group, Insured Copy • An additional insured under this endorsement mustas soon as.practicable: 1. Give us written notice of an"occurrence"or an offense which may result in a claim or"suit"under this 1 insurance, and of any claim or"suit"that does result; 2. Send us copies of all legal papers received Inconnection with the claim or"suit",cooperate with us in the Investigation or settlement Of the claim or defense against the"suit",and otherwise comply with all policy conditions;and 3. Tender the defense and indemnity of any claim.or"suit"to eny provider of other Insurance which would. :cover the additional insured for a loss we cover under this endorsement and agree to make available all. such other Insurance. However,this condition doesnot affect Paragraph C.above. We have no duty to defend or indemnify an additional insured under this endorsement until we receive from. the additional Insured written notice of a claim or"suit". F. This endorsement does not apply to any additional Insured or protect that Is specifically Identified in any other additional Insured endorsement attached to the Commercial General Liability Coverage Form. CGL 121(04 13) Includes Copyrighted material of the.Insurance Services Office;inc.,with Its permisslon. Page 3 of 3 Copyright 2013 FCC Insurance.Group. j lnourod Copy POLICY NUMBER: CPP100030115-01 COMMERCIAL AUTOMOBILE CAU 042(01 15) it THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY, ADDITIONAL INSURED DESIGNATED PERSON OR ORGANIZATION PRIMARY/NON-CONTRIBUTORY COVERAGE This endorsement modifies insurance provided under the following: BUSINESS AUTO COVERAGE FORM This endorsement Is subject to the terms;conditions,exclusions and any other provisions of the BUSINESS AUTO COVERAGE FORM or any endorsement attached thereto unless changes or additions are Indicated below. For the purpose of this endorsement,Section II.A. 1.Who Is An insured is amended by adding the following: 1. Any person or organization designated In the schedule below is an"insured"for Liability Coverage but only to the extent that person or organization qualifies as an"Insured"under the Who is An Insured Provision,contained In Section II of the Coverage Form. 2. This Insurance Is primary and non-contributory to other coverages of the person or organization shown In the Schedule when so required In a written contract or agreement that is executed prior to'the loss for which coverage Is sought. SCHEDULE Name of Person or Organization: 1 CAU042(01 15) Includes copyrighted material of the Insurance Services Office,Inc.,with Its permission. Page 1 of Copyright 2013 FCCI Insurance Group. 1 • • B. With respect to:the Insurance afforded,to these 1. Required by the contractor agreement,or additional insureds; the following. Is added to • 2. Available .under .the.. applicable Limits of Section III-Limits Of Insurance: Insurance shown In the Declarations; If coverage provided to the additional.Insured Is whichever:is Tess; • required by.a contract or agreement,the most we This endorsement shall not increase the applicable , will pay on behalf of the additional Insured Is the Limits of Insurance shown in the Declarations. amount of.Insurance: • • • • • • • • • 1 � Page 2 of 2 AP150 Properties, Inc.; 200.4 CO 20 37 0413 CI Insured Copy �II k,-- • Policy Number:;CPP100030115-01 . COMMERCIAL GENERAL LIABILITY CG 200104/3 THIS ENDORSEMENT.CHANGES THE POLICY PLEASE } READ IT CAREFULLY. . :PRI MARY AND NONCONTRIBUTORY . OTHER INSURANCE CONDITION This endorsement.modifies Insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART PRODUCTS/COMPLETED.OPERATIONS LIABILITY COVERAGE PART The following,;is added: to• the Other Insurance (2) You have agreed In writing in.a contract or Condition and supersedes any provision to the • agreement that this Insurance would be contrary primary and would not seek contribution Primary And Noncontributory Insurance from any other insurance available to, the additional insured. This insurance is primary to and will not seek contribution from any other Insurance available, to an •additional insured under your .policy provided that: (1) The additional Insured is a Named Insured -under such other insurance;and • • • • •CG 20 0104.13 ©Insurance Services.Office, Inc.,2012, Page 1 of:1 Insured Copy COMMERCIAL GENERAL LIABILITY Policy Number: CPP100030115-01 CGL 088(01 15) THIS ENDORSEMENT CHANGES THE POLICY.PLEASE READ IT CAREFULLY. FIRST CHOICE CONTRACTORS LIABILITY ENDORSEMENT This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE FORM, NOTE:The following are additions,replacements and amendments to the Commercial General Liability Coverage Form,and will apply unless excluded by separate endorsements)to the Commercial General Liability Coverage Form. The COMMERCIAL GENERAL LIABILITY COVERAGE FORM is amended as follows: SECTION I-COVERAGES,COVERAGE A.BODILY INJURY AND PROPERTY DAMAGE Is amended as follows: 1. Extended"Property Damage" Exclusion 2:a.,Expected or Intended Injury,is replaced with the following: a. "Bodily injury"or"property damage"expected or intended from the standpoint of the Insured.This exclusion does not apply to"bodily Injury'or"property damage"resulting from the use of reasonable force to protect persons or property. 2: Non-owned Watercraft Exclusion 2.g. (2)(a)is replaced with the follovving: (a) Less than 51 feet long;and 3. Property Damage Liability—Borrowed Equipment The following Is added to Exclusion 2.J.(4): Paragraph(4)of this exclusion does not apply to"property damage"to borrowed,.equipment while at a jobsite and not being used to perform operations.The most we will pay for"property damage"to any one borrowed equipment item under this coverage is$25,000 per"occurrence":The Insurance afforded under this provision is excess over any other valid and collectible property insurance(Inciuding deductible) available to the insured;whether primary,excess,contingent or on any other basis. 4: Limited Electronic Data Liability Exclusion 2.p.is replaced with the following: p. Electronic Data Damages arising,out of the loss of,loss of use of,damage to,corruption of,inability to access,or Inability to Manipulate"electronic data"that does not result from physical Injury to tangible property. The most we will pay under Coverage A for"property damage"because of all loss of"electronic data" arising out of any one"occurrence"is$10,000. We have no duty toinvestigate or defend claims or"suits"covered by;this Limited Electronic Data Liability coverage. The following definition Is added to SECTION V-DEFINITIONS,of the Coverage Form: "Electronic data"means information,facts or programs stored as or on,created or used on,or transmitted to or from computer software(including systems and applications software), hard or floppy disks,CD- ) ROMS, tapes,drives,cells,data processing devices or any other media which are used with electronically controlled equipment. ,CGL 085(01 15) Includes copyrighted material of the insurance Services Office,Inc.,with Its permission. Page 1 of 14. Copyright 2015 FCCI Insurance Group_ Insured Copy COMMERCIAL GENERAL LIABILITY CGL 088(01 15) j • For purposes of this Limited Electronic Data Liability coverage,the definition of"Property Damage"in SECTION V—DEFINITIONS of the Coverage Form is replaced by the following: 17."Property damage"means: a. Physical injury to tangible property,including all resulting loss of use of that property. All such loss of use shall be deemed to occur at the time Of the physical injury that caused It; b. Loss of use of tangible property that is not physically injured., All such loss of use shall be deemed to occur at the time of the"occurrence"that caused it; c. Loss of,loss of use of,damage to,corruption of; inability to access,or inability to properly manipulate"electronic data",resulting from physical injury to tangible property. All such loss of "electronic data"shall be deemed to occur at the time of the"occurrence"that caused It. For purposes of this'insurance,"electronic data"Is not tangible property. SECTION I-COVERAGES,COVERAGE B.PERSONAL AND ADVERTISING INJURY LIABILITY Is amended as follows: Paragraph 2.e.Exclusions—the Contractual Liability Exclusion is deleted. SECTION I—COVERAGES,the following coverages are added: COVERAGE D.VOLUNTARY PROPERTY DAMAGE. 1. Insuring Agreement We will pay,at your request,for"property damage"caused by an"occurrence",to property of others caused by you,'or while in your possession,arising out of your business operations.The-amount we will pay kir damages is described in SECTION III LIMITS OF INSURANCE. 2. Exclusions -• This Insurance does not applyto;• "Property Damage"to: a. Property at premises owned, rented,leased or occupied by you;. b. Property while In transit; c. Property owned by,rented to,leased to,loaned to, borrowed by,or used by you; d: Premises Ott sell,give away,or abandon,if the"property damage"arises out of any part of those. premises; e. Property caused by or arising out of the"products-completed'operations hazard'; f. Motor vehicles; g. "Your product"arising out of it or any part of it;or h. "Your work"arising out of it or any part of it. 3.. Deductible We will not pay for ions in any one occurrence until the amount of loss,exceeds$250.We will then pay the:amount.of loss in excess of$250 up to the applicable limit of insurance: 4. Cost Factor • In the event of a covered loss,you shall,if requested by us, replace the damaged property or furnish the labor and materials necessary for repairs thereto at your actual cost;e xcludin_g profit or overhead • charges. CGL 088.(01 15) Includes copyrighted material of.the Insurance Services Office,Inc„with Its permission; Page 2 of 14 Copyright 2015 FCCI:Insurance Group Insured Copy 1 • COMMERCIAL GENERAL LIABILITY CGL 008(01 16) The Insurance afforded under COVERAGE 13 is excess over any other valid and collectible property or-Inland marine insurance(Including the deductIble applicable to the property or inland marine coverage)available to you whether primary,excess,contingent or any other basis. Coverag e D covers unintentional damage or destruction,but does not cover disappearance,theft,or loss of use. The insurance under COVERAGE D does not apply if a loss is paid under COVERAGE E. COVERAGE E.CARE,CUSTODY OR CONTROL 1: Insuring Agreement We will pay those sums that the Insured becomes legally obligated to pay-as damages because of "property damage"caused by an"occurrence",:to property of others while.in your care,custody,or control or property of others as to which you are exercising physical control If the"property damage"arises out of your business operations;The amount we will pay for damages is described In SECTION III LIMITS OF INSURANCE, 2. Exclusions This Insurance does not apply to: "Property Damage"to: • a. Property at premises owned,rented,leased or occupied by-you; b. Property while in transit; c. Premises you sell,give away, or abandon,If the"property damage"arises out of any part of those premises; d. Property caused by or arising out of the"products-completed operations hazard", e. Motor vehicles; • f "Your product"arising out of it or any part of it;or .g. "Your work"arising:out of it or any part of it. 3. Deductible • We:will not pay for loss In any one"occurrence"until the amount of:loss exceeds$250.We will then pay the amount Of loss in excess of$250 up to the-applIcable limit of insurance. • 4. Cost Factor In the event of a covered_loss,you shall,If requested by us,replace ,the damaged property or furnish the labor and materials necessary•for repairs thereto at your actual cost,excluding profit or overhead charges: • The Insurance afforded under COVERAGE E.is excess over any other valid and.collectible property or Inland marine insurance(including the-deductible applicable to.the property or Inland marine coverage)available to you whether primary,excess,contingent or any other basis. The insurance under COVERAGE E does not apply If a loss Is paid under COVERAGE D. COVERAGE F. LIMITED PRODUCT WITHDRAWAL EXPENSE 1, Insuring Agreement .a. If you are a"seller",we will reimburse you for"product withdrawal expenses"associated with"your product°incurred because of a"product withdrawal"to which this Insurance applies. 1 i The amount,of suchreimbursement Is limited as described in SECTION III-.LIMITS OF INSURANCE.No other-obligation or liability to pay sums or perform acts orservices Is covered. • CGL 088(01 15) Includes copyrighted material Of the Insurance Services:Office;Inc.,with its permission.. page 3 of 14 Copyright 2015 FCCI Insurance Group. jInsured Copy • • • COMMERCIAL GENERAL LIABILITY CGL 088(01 15) • • • a: This Insurance applies to a"product withdrawal"only if the "product withdrawal"is Initiated in the "coverage territory"during the policy period because: (1)•You determine that the"product withdrawal"is necessary;or (2) An authorized government entity has ordered you to conduct a"product withdrawal". c. We will reimburse only those"product withdrawal expenses"which are Incurred and reported to us �. within one year of the date the."product withdrawal"was Initiated. d. The initiation of a"product withdrawal"will be deemed to have been made only at the earliest of the. following times: (1) When you have announced,In any manner,to the general public,your vendors or to your employees(other than those employees directly involved in making the determination)your • decision to conduct a"product withdrawal"This applies regardless of whether the determination to conduct a"product withdrawal"is made by you or is requested by a third party; (2) When you received,either orally or in writing;notification of an order from an authorized government entity to conduct a"product withdrawal;or • (3) When a third party has initiated a"product withdrawal"and you communicate agreement with the "product withdrawal",or you announce to the general public,your vendors or to your employees (other than those employees directly involved in making the determination)your decision to participate in the"product withdrawal",whichever comes first. e. "Product withdrawal expenses"incurred to withdraw"your products"which contain: (1) The same-"defect"will be deemed to have arisen out of the same"product Withdrawal";or (2) A different"defect"will be deemed to have arisen out die separate"product withdrawal"if newly determined or Ordered In accordance with paragraph 1.b of this coverage. • 2. Exclusions This.Insurance does not apply to"product withdrawal"expenses"arising out of: a. Any"product withdrawal"Initiated due to: (1) The failure of"your products"to accomplish their intended purpose,including any breach of warranty of fitness,whether written or implied.This exclusion does not apply If such failure has caused or is reasonably expected to cause"bodily injury"or physical damage to tangible • property. (2) Copyright,patent,trade,secret or trademark infringements; (3) Transformation of a chemical nature, deterioration or decomposition of"your product", except if it is caused by (a) An error.in manufacturing,design, processing or transportation of"your product';or (b) "Product tampering". (4) Expiration of the designated shelf life of"your product". b. A"product withdrawal",Initiated because of a"defect"in "your product"known to exist by the Named Insured or the Named Insured's"executive officers",prior to the Inception date of this Coverage Part or prior to the time"your product"leaves your control or possession. c. Recall_of any specific products for which"bodily injury"or"property damage"is excluded under Coverage A-Bodily Injury And Property Damage Liability by endorsement. I d. Recall of"your products"which have been banned from the market by an authorized government entity prior to the polloy period; ; .e. The defense of a claim Or"suit"against you for"product withdrawal expenses", CGL 088(01 15) includes copyrighted material of the Insurance Services Office,Inc.,with Its permission. Page 4 of 14 Copyright 2015.FCCI Insurance Group Insurod Copy 1 COMMERCIAL GENERAL LIABILITY CGL 088(01 15) 3. For the purposes of the Insurance afforded under COVERAGE F,the following is added to 2.Duties In The Event Of Occurrence,Offense, Claim Or Suit Condition under SECTION IV-COMMERCIAL GENERAL LIABILITY CONDITIONS: e. Duties In The Event Of A"Defect"Or A"Product Withdrawal" (1) You must see to it that we are notified as soon as practicable of any actual,suspected or threatened"defect'In"your products";or any governmental investigation,that may result in'a "product withdrawal".To the extent possible,notice should include: (a) How,when and where the"defect"was discovered; • (b) The names and addresses of any injured persons and witnesses;and (c) The nature,location and circumstances_ Of any Injury or damage arising out of use or consumption of"your product". (2) If a"product Withdrawal"is initiated,you must: (a) Immediately record the specifics of the"product withdrawal"and the date it was initiated; (b) Send us written notice of the."product withdrawal":as soon as practicable;and (a) Not release,consign,ship or distribute by any other method,any product,or like or similar products,with an actual,suspected or threatened defect. (3) You_ and any other Involved insured must: (a) immediately send us copies'of pertinent correspondence received in connection with the "product withdrawal"; (b) Authorize us to obtain records and other information;and (c) Cooperate with us in our investigation of the"produot withdrawal". 4. For the'purposes of this Coverage F,the following definitions are added to the Definitions Section: a. "Defect"means a defect,deficiency or Inadequacy that creates a dangerous condition. b. "Product tampering"is an act of intentional alteration of"your product"which may cause or has caused"bodily injury"or physical injury to tangible property. When"product tampering"Is known,suspected or threatened,a"product withdrawal"will not be limited to those batches of"your product"which are known or suspected to have been tampered with. c. "Product withdrawal"means the recall or withdrawal of"your products",or products which contain "your products",from the market or from use,by any other person or organization,because of a known or suspected"defect"in'"your product";.or a known or suspected"product tampering",which has caused or is reasonably expected to cause"bodily injury"or physical Injury to tangible property. d. "Product withdrawal expenses"means those reasonable and necessary extra expenses,listed below paid and directly related to a"product withdrawal"; (1) Costs of notification; (2) Costs of stationery,envelopes,production of announcementsand postage or facsimiles; (3) Costs of overtime paid to your regular non-salaried employees and costs incurred by your employees,Including costs of transportation and accommodations; (4) Costs of computer time; (5) Costs of hiring independent contractors and other temporary employees; I (6) Costs of transportation,shipping or packaging; (7) Costs of warehouse or storage space; or CGL 088(01 15) Includes copyrighted material of the Insurance Services Office,Inc.,with its permission. Page 5 of 14 Copyright 2015 FOCI Insurance Group Insured Copy • COMMERCIAL GENERAL LIABILITY CGL 088(01 16) • (8) Costs of proper dispbsal of"your products",or products that contain"your products",that cannot be reused,not exceeding your purchase price or your cost to produce the products;but"product withdrawal expenses"does not Include costs of the replacement,repair or redesign of"your product", or the costs of regaining your market share,goodwill,revenue or.profit. e. "Seller"means a person or organization that manufactures,sells or distributes,goods or products. "Seller"does not include a"contractor'as defined elsewhere In this endorsement. f- The Insurance under COVERAGE F does not apply if a loss is paid under COVERAGE G. COVERAGE G.CONTRACTORS ERRORS AND OMISSIONS 1. Insuring Agreement if you are a"contractor",we will pay those sums that you become legally obligated to pay as damages because of"property damage"to"your product","your work"or"impaired property",due to faulty workmanship,material or design,or products including consequential loss,to which this insurance applies.The damages must have resulted from your negligent act,error or omission while acting in your business capacity as a contractor or subcontractor or from a defect in material ora product sold or installed by you while acting in this capacity.The amount we will pay for damages is described in SECTION ill LIMITS OF INSURANCE. We have no duty to Investigate pr defend claims or"suits"covered by this Contractors Errors or Omissions coverage. This coverage applies only if the"property damage"occurs in the"coverage territory"during the policy period. This coverage does not apply to additional insureds,if any. Supplementary Payments—Coverage A and B do not apply to Coverage G.Contractors Errors and Omissions. 2. Exclusions • This Insurance does not apply to: .a. "Bodily injury"or"personal and advertising Injury". b. Liability or penalties arising from a delay or failure to complete a contract or project,or to complete a contract or project on times o. Liability.because of an error or omission: (1) .In the preparation of estimates or Job costs; • (2) Where cost estimates are exceeded; . (3) in the preparation of estimates of profit or return on capital; (4) In advising or failure to advise on financing of the work or project;or (5) In advising Or failing to advise on any legal work,title checks,form of insurance or suretyship. d. Any liability which arises out of any actual or alleged infringement of copyright or trademark or trade dress or"patent,unfair competition or piracy,or theft or wrongful taking of concepts or intellectual property. e. Any liability for damages: • (1) From the intentional dishonest,fraudulent,malicious or criminal acts of the Named Insured,or by • any partner,member of a limited liability company,or executive officer,or at the direction of any of them;or • (2) Which,is in fact expected or Intended by the insured, even if the injury or damage is of a different degree or type than actually expected or intended. 'J CGL 088.(01 15) Includes copyrighted material Of the insurance Services Office,Inc.,with its permission. Page 6 of 14 Copyright 2015 FCCI Insurance Group Insurod Copy COMMERCIAL GENERAL LIABILITY CGL 088(01 15) f. Any liability arising out of manufacturer's warranties or guarantees whether express or Implied. g. Any liability arising from"property damage"to property owned by,rented or leased to the insured, h. Any liability incurred or"property damage"which,occurs, in whole-or In part, before you have completed"your work." "Your work"will be deemed completed at the earliest of the following times: (1) When all of the Work called for in your contract or work order has been completed; (2) When all the work to be done at the Job site has been completed if your contract calls for work at more than one Job site;or (3) When that part of the work done at a Job site has,been put to Its intended use by any person or organization other than another contractor or subcontractor working on the same project. Work that may need service or maintenance, correction,repair or replacement,but which is otherwise complete,will be treated as complete. i. Any liability arising from"property damage"to products that are still in your physical possession, j. Any ilabllity'arising out of the rendering of or failure to render any professional services by you or On your behalf,but only with respect to either Or both of the following operations: (1) Providing engineering,architectural or surveying services to Others;and (2) Providing or hiring Independent.professionals to provide engineering,architectural or surveying services in connection with construction work you perform. Professional services include the preparing,,approving or failing to prepare.or approve,maps,shop drawings,opinions,reports;surveys,field orders, change orders,or drawings and specifications.. Professional services also include supervisory or inspection activities performed as part of any related architectural or engineering activities. But,professional services do.not include services within construction means;methods,techniques, sequences and procedures employed by you in connection with construction work you perforin. k. Your loss of profit or expected profit and any liabllily arising therefrom. I. "Property damage"-to property:other than"your product,""your work"or"impaired property." m. Any liability arising from claims or"suits"where the right of action against the insured has been relinquished Or waived, n. Any liability for"property damage"to,"your work"if the damaged work or•the work out of which the damage arises was performed on your behalf bye subcontractor. o. Any liabllity,arising from the substitution of a material or product for one specified.on blueprints,work orders,contracts or engineering specifications unless there has been written authorization,or unless the blueprints,work orders, contracts or engineering specifications were written by you,and you have authorized the changes. p. Liability of others assumed by the Insured under any contract or agreement,.whether oral or in writing. 'This exclusion does not apply tenability for damages that the Insured would have in the absence of the contract or agreement. 3: For the purposes of Coverage G,the following definition is added to the Definitions section: a. "Contractor".means a person or organization engaged In'abtivities'of building,clearing,filing, excavating or improvement in the size,use or appearance of any structure or land. "Contractor"does not Include a"seller'as defined elsewhere in this endorsement. .4. Deductible j We will not pay for loss in any one"occurrence"until the amount of loss exceeds$250.The limits of insurance will not be:reduced by the application of the deductible amount. :CGL 088(01 15) Includes copyrighted materia!of the Insurance Services Office;Inc:,with Its permission. Page 7 of 14 Copyright 2015 FOCI Insurance Group Insured Copy COMMERCIAL GENERAL LIABILITY CGL 088(01 15) We may pay any part or all Of the deductible amount to effect settlement of any claim or"suit",and upon notification of the action:taken,you shall promptly reimburse us for such part of the deductible amount as has been paid by us. 5. Cost Factor In the event Of a covered loss;you shall,if requested by us,replace the damaged property or furnish the labor and materials necessary for repairs thereto at your actual cost,:excluding profit or overhead charges. The insurance under COVERAGE G does not apply if a loss Is paid under COVERAGE R COVERAGE H.LOST KEY COVERAGE 1. Insuring Agreement We will pay those sums,subject to the limits of liability described In SECTION III LIMITS OF INSURANCE In this endorsement and the deductible shown below,that you become legally obligated to pay as damages caused by an"occurrence"and due to the loss or mysterious disappearance of keys entrusted to or In the care,custody or control of you or your"employees"or anyone acting on your behalf.The damages covered by this endorsement are limited to the: a. Actual cost of the keys; b. Cost to adjust locks to accept new keys;or. C. Cost of new locks,If required,Including the cost of installation. 2. Exclusions This insurance does not apply to: P. Keys owned by any insured,employees of any insured,or anyone acting on behalf of any insured; 1 :b. Any resulting loss of Use;or c. Any of the following acts by any Insured,employees of any insured,or anyone acting on behalf of any insured: 1) Misappropriation; 2) Concealment; • 3) Conversion; 4) Fraud;or 5) Dishonesty: 3. Deductible • We will not pay for loss in any one"occurrence"until the amount of loss exceeds$1,000..The limits of insurance will not be reduced by the application of the deductible amount. We may pay any part.or all of the deductible amount to effect settlement of any claim or"suit"and,upon notification of the action taken,you shall promptly reimburse us for such part of the deductible amount as has been paid by us. EXPANDED COVERAGE FOR TENANT'S PROPERTYAND PREMISES RENTED TO YOU The first paragraph after subparagraph(6)in Exclusion J., Damage to Property Is amended to read as follows: Paragraphs(1),:(3)and(4)of this exclusion do not apply to"property damage"(Other than damage by fire) to premises,including the contents of such premises, rented to you. A separate limit:of insurance applies to Damage To Premises Rented To You as described In Section ill—Limits Of Insurance: J I CGL 088(01 15) Includes copyrighted material of the Insurance Services Office,Inc.,with its permission. Page 8 of 14 Copyright2015 FCCI Insurance Group Insured Copy • COMMERCIAL GENERAL LIABILITY CGL 088(01 16) SECTION 1-COVERAGES,SUPPLEMENTARY PAYMENTS—COVERAGE A and B is amended as follows: All references to SUPPLEMENTARY PAYMENTS—COVERAGES A and 13 are amended to SUPPLEMENTARY PAYMENTS—COVERAGES A,B,D,E,G,and H. .1:• Cost of Bail Bonds. Paragraph 1.b,is replaced With the following; b. Up to$2,500 for cost of bail bonds required because of accidents or traffic law violations arising out of the use of any vehicle to which the Bodily Injury Liability Coverage applies.We do not have to furnish these bonds. 2. Loss of Earnings • Paragraph 1.d.is replaced with the.following: d. All reasonable expenses incurred by the Insured at-our request to assist us in the Investigation or defense of the claim or"suit',including actual loss of earnings up to$500 a day because of time off from work. SECTION II—WHO IS AN INSURED is amended as follows: 4. Incidental Malpractice Paragraph 2.a.(1)(d)is replaced with the following: (d) Arising'out of his or her providing or failing to provide professional health care services..However,this . exclusion does not apply to a'nurse,emergency medical technician or paramedic employed by you to provide medical services,unless: • (t) You are engaged In the occupation or business of providing Or offering Medical,surgical,dental,x-ray or nursing services,treatment,advice or instruction;or (ii) The"employee"has another Insurance that would also cover claims arising under this provision, whether the other Insurance is primary,excess,'contingent or on any other basis. 2. _Broadened Who Is An Insured The following are added to Paragraph Subsidiaries • e. Your subsidiaries if: (1) 'They are legally incorporated entities;and (2) You own more than 50%of the voting stock in such subsidiaries as of the effective date of this policy. If such subsidiaries are not shown in the Declarations,you must report them to us within 180 days of the inception'of your original policy. • Additional insureds • • f.• Any person or organization described In paragraphs g.through k.below whom you are required to add as an additional insured on this_policy under a written contract or agreement in effect during the term of this policy,provided the written contract or agreement was executed prior to the"bodily injury","property damage"or"personal and advertising injury"for which the additional.Insured seeks coverage; • However;the insurance afforded to such additional insured(s): (1) Oniy applies to the extent permitted by law; .(2) Will not be broader than that which yqu.are required by the contract or agreement to provide for such additional Insured; (3) Will not be broader than that which Is afforded to you under this policy; I (4) Is subject to the conditions described in paragraphs g.through k.below;and (5) Nothing herein shall extend the term of this policy. • :CGL 088(01 15) Includes copyrlghted.materlai of the Insurance Services Office,Inc.,with Its permission. 'Page 9 of 14 Copyright 2015 FCCI Insurance Group Insured Copy • • COMMERCIAL GENERAL.LIABILITY CGL 088(01 15) g, Owner,Lessor or Manager of Premises • if the additional insured Is an owner, lessor or manager of premises,such person or organization shall be covered only with respect to liability arising out of the ownership,maintenance or use of that part of:any premises leased to you and subject to the following.additional exclusions: (1) Any"occurrence"that takes place after you cease to occupy those premises;or (2) Structural alterations,new construction or demolition operations performed by.or on behalf of such ' person or organization. h. State orGovernmental Agency or Subdivision or Political Subdivision-Permits or Authorizations If the additional insured Is the state.or any political subdivision,the state or political subdivision shall be covered only with respect to operations performed by you or on your behalf for which the state or political subdivision has issued a,permit or authorization. This insurance does not apply to: (1) "Bodily injury","property damage",or "personal and advertising.injury'arising out of operations performed for the federal government;state or municipality;or (2) "Bodily injury"or"property damage"included within the"products-completed operations hazard", 1: Lessor of Leased Equipment If the additional insured•is a lessor of leased'equipment,such lessor shall be covered only with respect to liability for"bodily injury",'"property damage"or"personal and'advertising injury"caused,in whole or in part,by yourmalntenance,operation or use of equipment leased to you by such person(s)or . organization(s). With respect to the insurance afforded to these additional Insureds,fills Insurance does not apply to any"occurrence"which takes place after the equipment lease expires. J. Mortgagee,Assignee,or Receiver If the additional Insured is a mortgagee,assignee,or receiverof premises,'such mortgagee,assignee or receiver of premises is an additional insured only with respect to their liability as mortgagee,assignee,or receiver and arising out of the ownership,maintenance,or use of the premises'by you.. This insurance does not apply to structural'alterations, new construction and demolition operations performed by or for that person or organization. k. Vendor. If the additional insured is a vendor,such vendor is an additional insured only with respect to"bodily lnJury".or"property damage"caused by!your products"which are distributed or sold_in the regular course of the vendor's business,subject to the following additional exclusions: (1) The insurance afforded to the vendor does not apply to: '(a) "Bodily injury"or"property damage"for which the vendor is obligated to pay damages by reason of the assumption of liability in a contract or agreement. This exclusion does not apply to liability for damages that the vendor would have in absence of the contract or.agreement. (b) Any express warranty unauthorized by you; (o) Any physical or chemical change in"your product"made intentionally by the vendor; (d) Repackaging, unless unpacked solely for the purpose of inspection,demonstration,testing,or the substitution of parts under Instructions from the manufacturer,and then repackaged in the original container; (e) Any failure to make such'inspections,adjustments,tests or servicing as.the vendorhas agreed to make or normally undertakes to make in the usual course of business, in connection with the distribution or sale of the products; (f) Demonstration,installation,servicing or repair operations,except such operations performed'at I the vendor's premises.in connection with the sale of the product; • 'CGL.088.(01 95) Includes copyrighted material of.the Insurance Servlces.Office,Inc.,with Its permission. ••Page 10 of 14 Copyright 2045'FCCI Insurance Group insured Copy COMMERCIAL GENERAL LIABILITY 1 CGL 088(01 16) (g) Products which,after distribution or sale by you, have been labeled or relabeled or used as a container, part or Ingredient of any other thing or substance by or for the vendor;or (h) "Bodily Injury or"property damage"arising out of the sole negligence of the vendor for its own acts or omissions or those of its own acts or omissions or those of its employees or anyone else acting on its behalf. However,this exclusion does not apply to: I. The exceptions contained In Subparagraphs d.or f.;or II. Such Inspections,adjustments,tests or servicing as the vendor has agreed to make or normally undertakesto make In the usual course of business,in connection with the distribution or sale of the products. (2) This Insurance does not apply to any insured person or organization,from whom you have acquired such products,or any ingredient,part or container,entering into,accompanying Or containing such products. 3. Newly Formed or Acquired Organizations Paragraph 3.is amended:as follows: a. Coverage under-this provision is afforded until the end of the policy period. d. Coverage A does not apply to product recall expense arising out of any withdrawal or recallthat occurred before you acquired or formed the organization. ` SECTION IiI-LIMITS OF INSURANCE is amended as follows: 1. Paragraph 2.isreplaced with the following: Z The General Aggregate Limit is the most We will pay for the sum of: ) a. Medical expenses under"Coverage C; L Damages under Coverage A,except damages because of"bodily injury"or"property damage" included in the"products-completed operations hazard"; c. Damages under Coverage B; d. Voluntary"property damage"payments under Coverage D; e. Care,Custody or Control damages under.Coverage.E.;and f. Lost Key Coverage under Coverage H. 2. Paragraph 5.Is replaced with the following: 5. Subject to Paragraph 2.or 3.above,whichever applies,the Each Occurrence.Limit is themost we will pay for the sum Of: , a. Damages under Coverage A; b. Medical expenses under Coverage C; c. Voluntary"property damage"payments under Coverage D; d. Care,Custody or Control damages under Coverage E; e. Limited Product Withdrawal Expense under Coverage F; f. Contractors Errors and Omissions under Coverage G.;and; g: Lost Key Coverage under Coverage H. because of all"bodily injury"and"property damage"arising out of any one"occurrence". 3. Paragraph 6.Is replaced with the following: —! 6. Subject to Paragraph 5.above the Damage To Premises Rented To You Limit is the most we will pay under Coverage A for damages because of"property damage"to any one premises,while rented to you, CGL 088(01 15) Includes copyrighted material of the Insurance Services Office,Inc.,with Its permission. Page 11 of 14 Copyright 2015 FOCI Insurance Group Insured Copy 1 COMMERCIAL GENERAL LIABILITY CGL 088(01 15) or In the case of damage by fire or explosion,while rented to you or temporarily occupied by you with permission of the owner. The Damage to Premises Rented to You Limit Is the higher of the Each Occurrence Limit shown In the Declarations or the amount shown In the Declarations as Damage To Premises Rented To You Limit. 4. Paragraph7. is replaced with the following: 7. Subject to Paragraph 5.above,the higher of$10,000 or the Medical Expense Limit shown in the Declarations is the most we will pay under Coverage C for all medical expenses because of"bodily injury" sustained by any one person. 5. Paragraph 8. Is added as follows: 8. Subject to Paragraph 5.above,the most we will pay under Coverage D.Voluntary Property Damage for loss arising out of any one"occurrence"Is$1,500.The most we will pay in any one-policy period, regardless of the number of claims made or sults brought,is$3,000. 6. Paragraph 9.Is addedasfollows: 9. Subject to Paragraph 5.above,the most we will pay under Coverage E.Care,Custody or Control for "property damage"arising out of any one"occurrence"Is$1,000.The most.we will pay in any one-policy period,regardless of the number of claims made or suits.brought,Is$5,000. 7. Paragraph 10.1s added as follows: 10. Subject to Paragraph 5.above,the most we will pay under Coverage F.Limited Product Withdrawal Expense for"product withdrawal expenses"in any one-policy period,regardless of the number of insureds,"product withdrawals"Initiated or number of"your products"withdrawn is$10,000. 8. Paragraph 11.Is added as follows: 11. Subject to Paragraph 5.above,the most we will pay Under Coverage G.Contractors Errors and Omissions for damage in any one-policy period,regardless of the number of insureds,claims or"suits" brought,or persons or organizations making claim or bringing"suits"is$10,000. For errors In contract or job specifications or in recommendations of products or materials to be used,this policy will not pay for additional costs of products and materials to be used that would not have been incurred had the correct recommendations or specifications been made. 9. Paragraph 12.1s added as follows: 12. Subject to Paragraph 5.above,the most we will pay under Coverage H.,Lost Key Coverage for damages arising out of any one occurrence is$50,000. 10: Paragraph 13.1s added as follows: 13. The General Aggregate Limit applies separately to: a. Each of your projects away from premises owned by or rented to you;or b. Each "location"owned by or rented to you. "Location"as used in this paragraph means premises involving the same or connecting lots,or premises whose connection is Interrupted Only by a street,roadway,waterway or right-of-way of a railroad. 11. Paragraph 14.is added as follows: 14. With respect to the insurance afforded to any additional Insured provided coverage under this endorsement: If coverage provided to the additional insured is required by a contract or agreement,the most we.will pay On behalf of the additional insured Is the amount of insurance: I a. Required by the contract or agreement;or CGL 088(01 15) Includes copyrighted material of the.Insurance Services Ofiice,Inc.,with Its permission. Page 12 of 14 Copyright 2015 FOCI Insurance Group • Insured Copy . COMMERCIAL GENERAL LIABILITY CGL 088(01 15) b. Available under the applicable Limits of Insurance shown in the Declarations; whichever is less. This endorsement shall not Increase the applicable Limits of Insurance shown in the Declarations. SECTION IV—COMMERCIAL GENERAL LIABILITY CONDITIONS is amended as follows: 1. Subparagraph 2.a.of Duties in The Event Of Occurrence,Offense,Claim,or Suit Is replaced with the following: a. You must see to it that we are hotifled as soon as practicable of.an"occurrence"or an offense which may result ina claim.This requirement applies only when the"occurrence"or offense is known to the following: (1) An individual who is the sole owner; (2) A partner,if you are a partnership or joint venture; (3) An"executive officer"or Insurance manager,if you ate a corporation; (4) A manager,,if you are a limited liability company; (5) A person or organization having proper temporary custody of your property if you die; (6) The legal representative of:you if you die;or (7) A person(other than an"employee")or an organization while acting as your real estate manager. To the extent possible,notice should Include: (1) How,when and where the"occurrence"or offense took place; s,\ (2) The names,and addresses of any injured persons and witnesses;and :(3) The.nature and location Of any injury or damage arising out of the"occurrence"or offense. 2. The'following Is-added to Subparagraph 2.b.of Duties In The Event Of Occurrence,Offense,.Claim,or Suit: The requirement In 2.b.applies only when the"occurrence"oroffense is known to the following: (1) An individual who is the sole owner; (2);A partner or insurance manager,if you are a partnership or.joint venture; (3) An"executive officer"or insurance manager, if,you are a corporation; (4).A.manager or insurance.manager,if you are Oh—tilted liability company; (5)'Your officials,trustees,board members or insurance manager,if you are a.not-for-profit organization; (6) A.person or organization having.proper temporary custody of your property if you die; (7) The legal representative of you if you die;or (8) A person(other than an"employee")or an organization while acting as your real-estate manager. 3. The following Is added to.paragraph 2.of Duties in the Event Of Occurrence,Offense,Claim or Suit: e. If you report an"occurrence"to your workers compensation carrier that develops Into a liability claim for which coverage is provided by the Coverage Form,failure to report such an"occurrence"to us at.the time of the"occurrence"shall not be deemed a violation of paragraphs a.;b.,and c.above. However,you shall give written notice of.this"occurrence"to us as soon as you become aware that this"occurrence" maybe a liability claim rather than a workers compensation claim. 4. Paragraph 6.is replaced with the following: I6. Representations CGL 088(01 15) Includes copyrighted material of the Insurance Services Office,Inc.,with its'permission. Page 13 of 14 j Copyright.2015 FOCI Insurance Group Insured Copy • COMMERCIAL GENERAL LIABILITY CGL 088(01 15) By accepting this policy;you agree: a. The statements In the Declarations are accurate and complete; b. Those statements are based upon representations you made to us;and ' c. We have issued this policy In reliance upon your representations: • Any error or omission In the description of,or.failure to completely describe or disclose any premises, operations or products Intended to be covered by the Coverage Form will not invalidate or affect coverage for those premises, operations or products,provided such error or omission or failure to completely describe or disclose premises,operations or products was not intentional. You must report such error or omission to us as soon as practicable after Its discovery. However,this provision does not affect our right to collect additional premium charges or exercise outright of cancellation or nonrenewal. 5. The following Is added to paragraph 8.Transfer Of Rights Of Recovery Against Others To Us: However,we waive any right of recovery we may have because of payments we make for injury or damage arising out of your ongoing operations or"your work"included In.the"products-completed operations hazard"under the following conditions: a) Only when you have agreed In writing to waive such rights of recovery in a contract or agreement; b) Only as to the person/entity as to whom you are required by the contract to waive rights of recovery; and c) Only if the contract or agreement is in effect during the term of this policy, and was executed by you prior to the loss. - 6. Paragraph 10.is added as follows:. 10.Liberalization if we revise this Coverage Form to provide more coverage without additional premium charge,your policy will automatically provide the additional coverage as.of the day the revisioniis effective In the applicable state(s). • I � CGL 088(01 15) includes copyrighted material of the Insurance Services Office,Inc.,with Its permission. Page 14 of 14 Copyright 2015 FOCI insurance Group Insured Copy Policy Number: CA10000638202 AUTO FIRST CHOICE COVERAGE ENDORSEMENT TABLE OF CONTENTS DESCRIPTION PAGE Airbag Coverage3 Auto Loan/Lease Gap Coverage •• 3 Broad Form Insured - Concealment, Misrepresentation or Fraud • • • 4 Deductible 3 Duties In the Event of Accident,Clain'',Suit or Loss 4 Fellow Employee 2 Fire Department Service Charge -2 Other Insurance for Hired Auto Physical Damage.Coverage • 4 Loss of Earnings • - • '.2 Loss of Use Expenses • - 2 • `S.pplementary Payments• - • • • - -• • • - • • -2 Transfer of Rights of Recovery against Others to Us •: - • • • 4 �,. Transportation Expenses 2 • . • Insured Copy ff I • Policy Number: CA10000638202 THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. AUTO FIRST CHOICE COVERAGE ENDORSEMENT This endorsement modifies Insurance provided under the following: BUSINESS AUTO COVERAGE FORM NOTE: The following are additions; replacements and amendments to the Business Auto Coverage Form, and will apply unless excluded by separate endorsements)to the Business AutO Coverage Form. With respect to coverages provided by this endorsement, the.provisions of the Business Auto Coverage Form apply unless modified by this endorsement. • The Business Auto Coverage Form is amended as follows: SECTION II—COVERED AUTOS LIABILITY COVERAGE is amended as follows: A. Paragraph 1.Who Is An Insured in section A.Coverage is amended by the addition of the following: d. Any legally incorporated subsidiary of yours in which you own more than 50%of the voting stock on the effective date of this'coverage form. However, "insured" does not include any subsidiary that is an "insured" under any other liability policy or would be an "insured" under such a policy but for its termination or the exhaustion Of its limits of insurance. In order for such subsidiaries to be considered insured underthis policy,you must notify us of such subsidiaries within 60 days of policy effective date. e. Any organization you newly acquire or form during the policy period, other than a partnership or Joint venture, and over which you maintain sole ownership or a majority Interest. However; coverage under this provision: '(1) Does not apply if the organization you acquire or form Is an"insured" under another liability policy • or would be an"Insured"under such'a policy but for its termination or the exhaustion of its limits of insurance; (2) Does not apply to"bodily injury" or"property.damage"that occurred before you acquired or formed the organization;and (3) Is afforded only for the first 90 days after you acquire or form-the organization or until the end of the policy period,whichever comes first. f. Any person or organization who is required under a written contract or agreement between you and that person or organization, that is signed and executed by you before the "bodily Injury" or "property damage"occurs and that is in effect during the policy period,to be named as an additional insured is an."insured"for Liability Coverage, but only for damages to which this Insurance applies and only to the extent that person or organization qualifies as an "insured" under the Who Is•An Insured provision contained in Section Ii. • g. Any"employee"of yours using: (1) a covered "auto"you do not own, hire or borrow, or a covered"auto" not owned by an "employee" or a member of his or her household, while performing duties related to -the conduct of your business or your personal affairs;or (2) an "auto" hired or rented under a contract or agreement In that "employee's" name, with your permission, while performing duties related to the conduct of your business. However, your "employee" does not qualify as an insured under this paragraph (2) while using a covered "auto"' rented from you or from any member of the"employee's"household h. Your members,'if you are a limited liability company,while using a covered"auto".you do not own, hire . or borrow,while performing duties related to the conduct of your business or your personal affairs. B. Paragraphs(2) and (4) under section 2. Coverage Extensions, a. Supplementary Payments are deleted and replaced by the following: CAU 058(01 15) Includes copyrighted material of the insurance Services Office,Inc.,with its permission. Page 1 of 4 Copyright 2015 FCCI Insurance Group..• Insured Copy • COMMERCIAL AUTO CAU 058(01 15) (2) Up to$3,000 for cost of ball bonds(including,bonds for related traffic violations)required because of an "accident"we cover.We do not have to furnish these bonds. (4) All reasonable_expenses incurred by the "insured" solely at our request, Including actual loss of • earnings up to$500 a day because•of time off from work. • C. Paragraph 5.under section B.Exclusions Is deleted and replaced by the following: 5. Fellow•Employee • 'Bodily injury"to: . a. Any fellow "employee" of the "insured" arising out of and in the course of a fellow"erhployee:s" employment or-while performing duties related to the conduct of your business. However, this exclusion does not apply to your "employees" that are officers or.managers If the "bodily injury" results from the use of a covered"auto"you'own, hire or borrow. CoVerage r excess over any other collectible insurance;or b. The spouse, child, parent, brother or sister of that fellow"employee"as a consequence of Paragraph a.'above. SECTION III--PHYSICAL DAMAGE COVERAGE Is amended as follows: A. Paragraph 4,Coverage Extensions under section A:Coverage is deleted and replaced by the following: 4. Coverage Extensions a. Transportation Expenses We will pay up to$75 per day-to a total maximum of$2,000 for temporary transportation expense incurred by.you due to covered loss to any covered auto. We will pay only for those covered"autos"for which you carry either. Comprehensive or Specified Causes Of Loss Coverage. We will pay for temporary transportation expenses Incurred during the period beginning 24 hours after a loss and ending, regardless of the policy's expiration,when the covered"auto"is returned to use or we pay for its"loss",• b. Loss of Use Expenses For Hired Auto Physical Damage; we will pay expenses for .which an "insured" becomes legally responsible to pay for loss of use of a vehicle rented or hired without a driver under a written rental contract or agreement.We will pay for loss of use expenses if caused by; • (.1) Other than collision only if the Declarations indicate that Comprehensive Coverage is provided for hired"autos"; (2) Specified Causes of Loss only If the Declarations Indicate that Specified Causes of Loss Coverage is provided for hired"autos";or :(3) Collision only If the.Declarations indicate that Collision Coverage is provided for hired"autos". However,the most we will pay for any expenses for loss Of use to any one vehicle Is$75 per day,to a total maximum of$2,000., B. The following Is added to paragraph 4.Coverage Extensions under section A.Coverage: • c. Fire Department•Service Charge When a fire department Is called to save or protect a covered"auto", its equipment, Its contents, or occupants from a covered cause of loss,we wiIl pay up,to$1,000 for your Liability for fire department service charges assumed by contractor or agreement prior to loss. No deductible applies to.th.is.additlonal coverage: d. Auto LoanlLease Gap Coverage • • The following provisions apply: (1) If a long term leased."auto", under an original lease agreement, is a covered "auto" under this coverage form and the lessor of the covered "auto"is named as an additional Insured under this policy,in the event of-a total loss to the.leased covered "auto", we will pay any unpaid amount due on the lease, less the amount paid under the Physical Damage Coverage Section of the policy;and less any: (a) Overdue lease or-loan payments including penalties,interest, or other charges resulting from CAU 058(01 15) Includes'copyrighted material of lila Insurance Services Office,Inc.,with Its'permisslpn.. Page 2 of 4 Copyright 2015 FOCI Insurance Group.. Ineurod Copy COMMERCIAL AUTO CAU 058(01 15) overdue payments at the time of the"loss"; (b) Financial penalties imposed under a lease for excessive use, abnormal wear and tear or high mileage; (c) Security deposits not refunded by the lessor; (d) Costs for extended warranties, Credit Life Insurance, Health Accident or Disability Insurance purchased with the loan or lease;and (e) Carry-over balances from previous loans or lease_s., (2) If an owned auto is a covered "auto" under this coverage form and the loss payee of the covered"auto"is named a loss payee underthis policy,in the event of a total loss to the covered • "auto", we will pay any unpaid amount due on the loan, less the amount paid under the Physical Damage Coverage Section of the policy; and less any; (a) Overdue loan payments at the time of the"loss"; (b) Costs for extended warranties, Credit Life Insurance, Health Accident or Disability Insurance purchased with the loan;and (c) Carry-over balances from previous loans. C: Paragraph 3,under section B.Exclusions is deleted and replaced by the following: 3. We will not pay for"loss"due and confirmed to: _ a. Wear and tear,freezing,mechanical or electrical breakdown b. Blowouts,punctures or other road damage to tires This exclusion does not apply to such"loss"resulting from the total theft of a covered"auto". However, this exclusion does not Include the discharge of an airbag in a covered "auto" you own that inflates due to a cause other than a cause of"loss"setforth in Paragraphs A.1.b and A.1.c.but only: a. If that"auto"ls a covered"auto"for Comprehensive Coverage under this policy; 'b. The airbags are not covered under any warranty;and c. The airbags were not intentionally inflated We will pay up to a maximum of$1,000 for any one"loss". D. Section D.Deductible Is deleted and replaced by the following: D. Deductible For each covered "auto', our obligation to pay for, repair, return or replace damaged or stolen property will be'reduced by the applicable deductible-shown in the Declarations subject to the following: Any Comprehensive Coverage deductible shown in the Declarations does.not apply to: - (1) "Loss"caused by fire orlightning;and (2) "Loss"arising out of theft of your vehicle if your vehicle is equipped with an active GPS tracking system. (3) Glass damage to the side or rear windows If the.glass Is repaired rather than replaced. However, no deductible shall apply to damage to the windshield of any covered"auto"or to safety glass. SEC_TION IV—.BUSINESS AUTO CONDITIONS is amended as follows: A. The following is added to paragraph a. under section A. Loss Conditions, 2. Duties In the Event of Accident,Claim,Suit or Loss: This duty applies when the"accident", claim,"suit"or"loss"Is first known to: (a) You;if you are an individual; (b) A partner,if you are a partnership; (c) An executive'officer or Insurance manager,If you are a corporation; or CAU 058(01 15) Includes copyrighted material of the Insurance Services°Mee,Inc.,with Its permission. Page 3 of 4 Copyright 2015 FCCI Insurance Group. Insured Copy Ii COMMERCIAL AUTO CAU 058(01 15) (d) A memberor manager, If you are a limited liability company. • . B. Condition 5. Transfer of Rights of Recovery against Others to Us under section A. Loss Conditions Is } deleted and replaced by the following: 5. Transfer of Rights of Recovery against Others to Us If a person or organization to or for whom we make payment under this coverage form has rights to recover damages from another, those rights are transferred to us. That person or organization must do everything necessary to secure our rights and must do nothing after"accident" or"loss" to Impair them: However, if the'insured has waived rights to recover through a written contract, or if your work was commenced under a letter of intent or work order, subject to a subsequent reduction in writing of such a waiver with customers whose customary contracts require a waiver, we waive any right of recovery we may have under this coverage form. C. The following is added to Condition 2. Concealment;Misrepresentation.or Fraud under section B:General Con ditions: However, if you unintentionally fall to disclose any hazards at the inception of your policy,we will not deny coverage under this coverage form because of'such failure. This provision does not affect our right to collect additional premium or exercise our right of cancellation or non-renewal. D: Paragraph b.Of Condition 5. Other Insurance:under section B.General Conditions is deletedand replaced by the following: b. For Hired Auto Physical Damage Coverage, the following are deemed to be covered"autos"you own; (1) Any covered"auto"you lease,hire;rent or borrow;and (2) Any covered "auto hired or rented by your "employee" under a contract in that individual "employee's' name, with your permission,,while performing duties,related to the conduct of your business. However, any "auto" that is leased, hired, rented or borrowed with a driver is not a covered."auto", nor is any "auto"you hire from any of your"employees", partners (if you are a j partnership),members(if you are a limited liability company),or members of their households. CAU 058(01 15) Includes copyrighted material of the Insurance Services Office,Inc.,with its permission. Page 4 of 4 Copyright 2015 FCCI insurance Group: • Insured Copy POLICY NUMBER: CA10000638202 COMMERCIAL AUTOMOBILE CAU 042(01 15) • THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. ADDITIONAL. INSURED DESIGNATED PERSON OR ORGANIZATiON PRIMARY/NON=CONTRIBUTORY COVERAGE (l This endorsement modifies insurance provided under the following: BUSINESS AUTO COVERAGE FORM This endorsement is subject to the terms,conditions,exclusions and any other provisions of the BUSINESS AUTO COVERAGE FORM or any endorsement attached thereto unless changes or additions are Indicated below: For the purpose of this endorsement,Section II.A. 1.Who Is An Insured is amended by adding the following: 1. Any person or organization designated in the schedule below is an"insured"for Liability Coverage but only to the extent that person or`organization qualifies as an"Insured"under the Who Is An Insured Provision contained in Section II of the Coverage Form. 2. This insurance Is primary and non-contributory to other coverages of the person or organization shown in the Schedule when so required in a written contract or agreement that is executed prior to the loss for which coverage Is sought. SCHEDULE Name of Person or Organization: CAU042(01 15) Includes copyrighted material of the Insurance Services Office,Inc.,with its permission. Page 1 of 1 Copyright 2013 FCCI Insurance Group. .. 1 XasM t u a . 'i WORKERS'COMPENSATION INSURANCE WORKERS'COMPENSATION AND INC 42 03 04 B EMPLOYERS LIABILITY POLICY Insured copy TEXAS WAIVER OF OUR RIGHT TO RECOVER FROM OTHERS ENDORSEMENT Thisendorsement applies only to the.Insurance provided by the policy.because Texas is shown in Item 3.A.Of the Information Page. We have the right to recover our payments from anyone liable for an injury covered by this policy.We will not enforce our right against the person or organization named in the Schedule,but this waiver applies only with respect to bodily injury arising out of the operations described in the schedule where you are required by a written contract to obtain this waiver from us. This endorsement shall not Operate directly or indirectly to benefit anyone not named in the Schedule. The premium for this endorsement is shown in the Schedule. Schedule ,j () Specific Waiver • Name Of person or organization (X)Blenket Waiver Any person or organization for whom the Named Insured has agreed by written contract to furnish this waiver. 2: Operations: All Texas operations 3: Premium: The premium charge for this endorsement shall be 2.00 percent of the premium developed on payroll in connection with work performed for the above person(s)or organization(s)prising out of the operations described. 4. Advance Premium; Included,see Information Page 1 This endorsement changes the policy to which it Is attached effective on the Inception date of the:policy unless a different date is indicated below. (The following"attaching clause"need be completed only when this endorsement Is Issued subsequent to preparation of the policy.) This endorsement,effective on 1011!18 at 12;01 a.m.standard time,forms a part of: Polley no.0001276752 of Texas Mutual Insurance Company effective on 1011/18 Issued to: REDDICO CONSTRUCTION CO INC J� I _ I This isnot a bill Authorized representative NCCI Carrier Code: 29939 9121118 PO Box 12058,Austin,TX 78711-2058 1.of 1 texasmutual.com 1(800)859-59951 Fax(800)359-0650 WC 42 03 04 B CITY OF PEARLAND PARTIAL WAIVER OF LIEN 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 � r 5-12-12 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 r 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 � J 2.02 Right of Entry 2.03 Ownership of Plans 10-2012 00700-i CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 10-2012 00700-ii CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 10-2012 00700-iii CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 10-2012 00700-iv CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 BI ATTACHMENT NO. 3: OWNER'S INSURANCE REQUIREMENTS OF CONTRACTOR Cl l � 10-2012 00700-v CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT Section 00700 GENERAL CONDITIONS OF AGREEMENT 1.0 DEFINITIONS AND INTERPRETATIONS 1.01 OWNER, CONTRACTOR AND ENGINEER. The OWNER, the CONTRACTOR and the ENGINEER are those persons or organizations identified as such in the Agreement. The term ENGINEER as used in these General Conditions shall refer to the Engineer or Architect identified in the Agreement, as applicable, and means a person authorized to act as a representative of the entity designated by the OWNER to provide professional services required in connection with the preparation of plans and specifications of this Contract. The term CONSTRUCTION MANAGER as used in these General Conditions shall refer to the Construction Manager identified in the Agreement, as applicable, and means a person authorized to act as representative of the entity designated by the OWNER to provide professional services required in connection with the performance of the work of this Contract. The Owner's representative on the project site shall be the CONSTRUCTION MANAGER or ENGINEER as designated. 1.02 CONTRACT DOCUMENTS. The Contract Documents shall consist of all of the documents identified in Article 8 of the Standard Form of Agreement, which documents, excluding such documents as may be delivered or issued after the Effective Date of the Agreement, as referenced in Article 8, shall be bound together in a Project Manual for the Work. All references to the "Contract" or the "Agreement" in these General Conditions of Agreement shall include the Contract Documents. The Contract Documents are complementary, and what is required by one shall be binding as if required by all. In the event of any conflict among the Contract Documents, the Contract Documents shall govern in the following order: (1) Modifications in writing and signed by both parties, including any Change Orders; (2) Standard Form of Agreement; (3) Special Conditions of Agreement; (4) General Conditions of Agreement, including Attachment No. 1 — Workers' Compensation Insurance Coverage, Attachment No. 2 — Agreement for, Final Payment and CONTRACTOR'S Sworn Release, and Attachment No. 3 — Owner's Insurance Requirements of Contractor; (5) Addenda, if any; (6) Plans and Specifications referenced or included in the Project Manual; (7) Instructions to Bidders; (8) Bid Proposal; and 08-2018 00700- 1 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT (9) Exhibits: The following Exhibits, if any, attached hereto, are incorporated herein, and are a part of this Contract: In the event a conflict or inconsistency remains between or within the Contract Documents, or the Contract Documents and applicable standards, codes and ordinances, CONTRACTOR shall provide the greater quantity or better quality, or CONTRACTOR shall comply with the more stringent requirements, as determined by ENGINEER. Terms or phrases used in the Contract Documents with a well-known technical or construction industry meaning shall have such recognized meanings. References to standards, specifications, manuals or codes of any technical society, organization or association, or to the laws or regulations of any governmental authority, shall mean the latest in effect on the effective date of the Contract,unless otherwise stated in the Contract Documents. 1 .03 SUBCONTRACTOR. The term "subcontractor", as employed herein, includes those entities having a contract with the CONTRACTOR or a subcontractor for performance of work on the Project. OWNER shall have no responsibility to any subcontractor for performance of work on the Project contemplated by these Contract Documents, and any such subcontractor shall look exclusively to CONTRACTOR for any payments due subcontractor. 1.04 WRITTEN NOTICE. Written Notice shall be deemed to have been duly served if delivered in person or by electronic means through the Pro-Trak to the individual or to a partner of the partnership or joint venture, or to an officer of the corporation or company for whom it is intended, or if delivered at or sent by Certified Mail, Return Receipt Requested, to the last known business address or registered office of such individual, partnership,joint venture or corporation or company, or to the address for giving notices listed in the Standard Form of Agreement. 1.05 WORK. Unless otherwise stipulated, the CONTRACTOR shall provide and pay for all materials, supplies, machinery, equipment, tools, superintendence, labor, services, insurance, and all water, light, power, fuel, transportation and all other facilities or services of any • nature whatsoever necessary for the execution and completion of the Work described in the Standard Form of Agreement. Unless otherwise specified, all materials shall be new, and both workmanship and materials shall be of good quality. The CONTRACTOR shall, if required by the ENGINEER as representative of the OWNER, furnish satisfactory evidence as to the kind and quality of materials. Materials or work described in words which so applied have well-known, technical or trade meaning shall be held to refer to such recognized standards. All work shall be done and all materials shall be furnished in strict conformity with the Contract Documents. 1.06 EXTRA WORK. The term "Extra Work", as used in this Contract, shall be understood to mean and include all work that may be required by the ENGINEER as representative of the OWNER, to be performed by the CONTRACTOR to accomplish any change, alteration or addition to the work shown in the plans. Extra work shall be authorized in writing by the ENGINEER prior to commencement. Extra Work items are paid for on an as needed, as authorized basis only. 1.07 WORK DAY: As used herein, a "Work Day" is defined as any Monday through Friday, not a legal holiday, and any Saturday or Sunday specifically approved by the OWNER, in which the CONTRACTOR can perform six or more hours of work per the current construction schedule. CONTRACTOR agrees to request specific approval from the Construction Manager or 08-2018 00700-2 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT Owner, in advance, to perform work on Saturdays or Sundays and in so doing agrees to pay all . charges and costs for Inspection and or Construction Management services required during the performance of any such approved work. Refer to paragraph 7.04 for procedure to determine cost for Construction Management and Inspection Services for work on non-work days. 1.07-1 RAIN DAY: As used herein, is defined as any WORK DAY during which weather related conditions prevent the CONTRACTOR from performing four (4) or more consecutive hours of work on critical path items as identified in the current construction schedule. CONTRACTOR shall record Rain Days on the Pay Application each month for the review and possible approval by the OWNER. The approved Rain Day is then added to the Contract Time. (See 1.12 Contract Time below) 1.07-2 IMPACT DAY: As used herein, is a day that is added to the CONTRACT TIME by the OWNER by Change Order to extend the Contract Time by one full Work Day. (See 1.12 Contract Time below) Impact Days, once approved by the OWNER, shall extend the Contract Time on a one-to-one basis to replace a Work Day lost to conditions that prevented the CONTRACTOR from performing four (4) or more consecutive hours of work on critical path items. Impact Days are added to the Contract Time by Change Order only at the end of the work and then only if, in the opinion of the OWNER, a time extension is warranted due to delays beyond the control of the Contractor and required to complete the work within the Contract Time. 1.08 CALENDAR DAY. A "calendar day" is any day of the week, month or year no days being excepted. Unless otherwise expressly provided, all references to "day(s)" shall mean calendar day(s). 1 .09 SUBSTANTIALLY COMPLETED: The terms "Substantially Completed", or "Substantially Complete" or "Substantial Completion" as used in this Contract, shall mean that all major process components of the facility or work have been made suitable for use or occupancy, including appropriate documentation from the equipment suppliers that all of the individual components have been installed in accordance with the specifications and manufacturer's recommendations, the installations have been approved by the ENGINEER and the items have met the start-up and testing requirements of the contract documents.or is deemed to be in a condition to serve its intended purpose or requires only minor miscellaneous work and adjustment to achieve Final Completion and Acceptance as determined by the ENGINEER. Upon compliance with the above referenced criteria, ENGINEER shall issue a Certificate of Substantial Completion. PARTIAL SUBSTANTIAL COMPLETION: designation will be given on components of the Work that must be placed into service prior to the completion of the entire Work. The contractor's One Year Warranty period for these items shall begin on the date of Partial Substantial Completion as designated by the ENGINEER. The ENGINEER shall determine and make all such designations. 1.10 INTERPRETATION OF WORDS AND PHRASES. Whenever the words "directed", "permitted", "designated", "required", "ordered", "considered necessary", "prescribed" or words of like import are used, it shall be understood that the direction, requirement,permission, order, opinion designation or prescription of the ENGINEER as the OWNER's representative is intended. Similarly, the words "approved", "acceptable", "satisfactory" or words of like import shall mean that no exception is taken by ENGINEER, but does not relieve CONTRACTOR of responsibility for compliance with the Contract Documents. 08-2018 00700-3 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT Whenever in the Specifications or Plans of the Contract Documents, the terms of description of various qualities relative to finish, workmanship or other qualities of similar kind which cannot, from their nature, be specifically and clearly described and specified, but are necessarily described in general terms, the fulfillment of which must depend on individual judgment, then, in all such cases, any question of the fulfillment of said Specifications shall be decided by the ENGINEER as the OWNER's representative, and said work shall be done in accordance with his interpretations of the meaning of the words, terms or clauses defining the character of the work. 1.11 REFERENCED STANDARDS. No provision of any referenced standard specification, or manual shall be effective to change the duties and responsibilities of the Owner, Engineer, Contractor, or their consultants, employees, or representatives from those set forth in the Contract Documents, nor shall it be effective to assign to the Engineer or its consultants, employees, or representatives any duty or authority to supervise or direct the furnishing or performance of the Work or any duty or authority to undertake responsibilities contrary to provisions of the Contract Documents. 1.12 CONTRACT TIME The term Contract Time as used herein, refers to the number of Calendar days provided to complete the work or the date, stated in the Agreement: (i) to achieve Substantial Completion, and (ii) to complete the Work so that it is ready for final payment as evidenced by ENGINEER's written recommendation of final payment in accordance with Paragraph 6.09 and as modified as a result of any authorized Extensions. The established Contract Time includes 40 Rain Days per year, based on the average number of rain days per year for the period of June 1898 to December 1996 as recorded by the Alvin Weather Center Record. The Contract Time shall only be extended by (a) the addition of Rain Days equal to the number of actual Rain Days in excess of 40 days per year and (b) the number of Impact Days granted for delays, in the opinion of the Owner, beyond the control of the Contractor. The extension of the Contract Time shall be the CONTRACTOR's sole and exclusive remedy for delays. 1.13 CONSTRUCTION INSPECTOR The term "Construction Inspector" here in includes those professionals engaged by the OWNER to ensure CONTRACT work's compliance with the specifications and any applicable statutory requirements. 1.14 BALANCING CHANGE ORDER is a change order executed during the close-out process that may add/remove pay items, or adjust quantities of existing items or remove unused pay items or quantities Balancing Change Orders are used to reconcile the unit cost of the work performed or installed by the Contractor. 2.0 RIGHTS AND RESPONSIBILITIES OF THE OWNER 2.01 NO WARRANTY OF DESIGN. It is understood that the OWNER MAKES NO WARRANTY OF THE ADEQUACY, ACCURACY OR SUFFICIENCY OF THE PLANS AND SPECIFICATIONS OR ANY OTHER DESIGN DOCUMENTS, AND OWNER HEREBY EXPRESSLY DISCLAIMS ANY SUCH WARRANTY, EXPRESSED OR IMPLIED. Prior to commencing each portion of the Work, CONTRACTOR shall carefully study and compare the relevant Contract Documents, shall observe conditions at the site affecting the Work, and shall take field measurements of existing conditions related to the Work. Any errors, omissions or 08-2018 00700-4 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT inconsistencies in the Contract Documents noted by the CONTRACTOR, and/or any variance between the Contract Documents and applicable codes, standards or ordinances, shall be promptly reported by CONTRACTOR to ENGINEER in writing as a Request for Information. Work performed prior to a Request for Information shall be at the Contractor's risk. If CONTRACTOR fails to perform its obligations under this paragraph, CONTRACTOR shall pay such costs and damages to OWNER as would have been avoided if CONTRACTOR had reported any errors, omissions, inconsistencies or variances in the Contract Documents noted by CONTRACTOR or which should have been noted by a careful study of the Contract Documents. CONTRACTOR shall comply with the Contract Documents, all approved modifications thereof and additions and alterations thereto approved in writing by the OWNER. The burden of proof of such compliance shall be upon the CONTRACTOR to show that he has complied with the requirements of the Contract Documents and approved modifications thereof and all approved additions and alterations, thereto, as the same shall have been interpreted by the ENGINEER. 2.02 RIGHT OF ENTRY. The OWNER reserves the right to enter the property or location on which the work herein contracted for is to be performed, constructed or installed, for itself or such agent or agents as it may select, for the purpose of inspecting the work, or for the purpose of performing, constructing or installing such collateral work as the OWNER may desire. The OWNER shall have the right to make inspections at all reasonable times, and the CONTRACTOR hereby waives any claims for extension of time and/or compensation for any loss or damage if his work shall be delayed by reason of such inspection, performance, construction or installation of collateral work. 2.03 OWNERSHIP OF PLANS. All plans, specifications and copies thereof furnished by the OWNER shall not be reused on other work and, with the exception of the sets forming the part of the signed Contract Documents, are to be returned to the OWNER on request at the completion of the Work. All plans and models are the property of the OWNER. 2.04 CHANGES AND ALTERATIONS. The CONTRACTOR further agrees that the Owner may make such changes and alterations, additions and deletions as the OWNER may see fit, in the Work, including but not limited to changes in line, grade, form, dimensions, plans or specifications for the Work herein contemplated, or any part thereof, either before or after the beginning of construction, without affecting the validity of this Contract and the corresponding Performance and Payment Bonds. If such changes or alterations or deletions diminish the quantity or the value of the Work to be done, they shall not constitute the basis for a claim for compensation or damages, including lost or anticipated profits on the Work that may be affected. If the amount of Work is increased and the work can fairly be classified under the specifications, such increase shall be paid for according to the quantity actually done and at the unit price, if any, established for such work under this Contract, otherwise, such additional work shall be paid for as provided under Article 7 hereof for Extra Work. In case the OWNER shall make such changes or alterations as shall make useless any Work already done or material already furnished or used in said Work, then the OWNER shall compensate the CONTRACTOR for any material or labor so used and for any actual loss occasioned by such change due to actual expenses incurred in preparation for the Work as originally planned. 2.05 DAMAGES. In the event the OWNER is damaged in the course of the work by the act, negligence, omission, mistake or default of the CONTRACTOR, or should the 08-2018 00700-5 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT CONTRACTOR unreasonably delay the progress of the work being done by others on the job so as to cause loss for which the OWNER becomes liable, then the CONTRACTOR shall reimburse the OWNER for such loss. 3.0 RIGHTS AND RESPONSIBILITIES OF THE ENGINEER 3.01 OWNER-ENGINEER RELATIONSHIP. The ENGINEER shall serve as the OWNER'S representative during construction. The duties, responsibilities and limitations on the authority of the ENGINEER as the OWNER's representative during construction are set forth in the Contract Documents; and the ENGINEER shall not have authority to extend the OWNER's liability or to bind the OWNER for any additional liability of any nature whatsoever without the written consent of the OWNER. Any communications by the OWNER to the CONTRACTOR regarding the Work shall be issued through the ENGINEER. It is the intent of this Agreement that there shall be no delay in the execution of the Work; therefore, written decisions or directions rendered by the ENGINEER as the OWNER's representative shall be promptly carried out, and any claim arising therefrom shall be resolved as provided in Article 7. Unless otherwise specified, it is mutually agreed between the parties to this Agreement that the OWNER'S representative shall have the authority to issue written stop work orders whenever such stoppage may be necessary to insure the performance of the Work in accordance with the Contract Documents. 3.02 KEEPING OF PLANS AND SPECIFICATIONS ACCESSIBLE. The ENGINEER shall furnish the CONTRACTOR with four (4) copies of all Plans and Specifications without expense to the CONTRACTOR, and the CONTRACTOR shall keep one full size copy of the same constantly accessible on the job site, with the latest revisions noted thereon. The CONTRACTOR shall be responsible for preserving the Plans and Specifications, timely and accurately updated, for reference and review by the OWNER or the ENGINEER and submittal of redlines during closeout. 3.03 PRELIMINARY APPROVAL. The ENGINEER shall not have the power to waive the obligations imposed under this Contract for the furnishing by the CONTRACTOR of new material of good quality, and for good and workmanlike performance of the Work as herein described, and in full accordance with the Contract Documents, without alteration, deletion or change. No failure or omission of the OWNER'S representative to discover, object to or condemn any non-conforming or defective work or material, or to stop work, shall release the CONTRACTOR from the obligation to fully and properly perform the Contract, including without limitation, the obligation to at once remove and properly replace any defective work or material at any time prior to final acceptance, upon discovery of such non-conforming or defective work or material. Any questioned Work may be ordered taken up or removed for inspection by the ENGINEER prior to final acceptance, and if found not to be in accordance with the Contract Documents, all expense of removing, inspection and repair or replacement shall be borne by the CONTRACTOR; otherwise the expense thus incurred shall be allowed as Extra Work and shall be paid for by the OWNER, provided that where inspection or approval is specifically required by the Specifications prior to performance of certain work, should the CONTRACTOR proceed with such work without requesting prior inspection or approval, he shall bear all expense of taking up, removing and replacing this work if so directed by the ENGINEER. 08-2018 00700-6 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 3.04 INSPECTION BY ENGINEER. The ENGINEER will make periodic visits to the site to observe the progress and quality of the executed Work and to determine if such Work generally meets the essential performance and design features and the technical, functional /or engineering requirements of the Contract Documents, and is in all other respects being performed in compliance with the Contract Documents. However, the ENGINEER shall not be responsible for making any detailed, exhaustive, comprehensive or continuous on-site inspections to check the quality and/or quantity of the work, nor shall the ENGINEER be in any way responsible, directly or indirectly, for the construction means, methods, techniques, sequences, quality, procedures, programs, safety precautions or lack of same incident to the Work being performed or any part thereof The ENGINEER shall use reasonable care to prevent deviation from the intent and substance of the Contract Documents by the CONTRACTOR in the performance of the Work and any part thereof and, on the basis of such on-site observations, will keep the OWNER informed of the progress of the work and will endeavor to guard the OWNER against defects and deficiencies in the Work of the CONTRACTOR. Notwithstanding any other provision of this Agreement or any other Contract Document, the ENGINEER shall not be in any way responsible or liable for any acts, errors, omissions or negligence of the CONTRACTOR, any subcontractors, agents, servants or employees or any other person, firm or corporation performing or attempting to perform any of the Work. • 3.05 DETERMINATION OF QUESTIONS AND DISPUTES. In order to prevent delays and disputes and to discourage litigation, it is agreed that the ENGINEER shall, in all cases, determine the quantities and qualities of the several kinds of Work, which are to be paid for under this Contract. The ENGINEER shall address all questions in relation to said Work and the construction thereof, as well as all claims, disputes and other matters in question between the CONTRACTOR and the OWNER relating to the execution or progress of the Work or the interpretation of the Contract Documents. In the event the ENGINEER shall become aware of or shall receive information that there is a dispute or a possible dispute as to the reasonable interpretation of the terms and conditions of the Contract Documents, or any other dispute or question, the ENGINEER shall, within a reasonable time, provide a written interpretation of the Contract Documents or a written decision on all questions arising relative to the execution of the Work, copies of which shall be delivered to all parties to the Contract. If the CONTRACTOR or OWNER desires to take exception to any directions, order, interpretation or instructions of the ENGINEER, CONTRACTOR or OWNER shall present any such claim to the ENGINEER in accordance with the provisions of Section 7.07. 3.06 RECOMMENDATION OF PAYMENT. The ENGINEER shall review the CONTRACTOR's application for payment and supporting documents, shall determine the amount owed to the CONTRACTOR and shall provide written recommendation to the OWNER for payment to the CONTRACTOR in such amount. Such recommendation of payment to CONTRACTOR shall constitute a representation to the OWNER of the ENGINEER's judgment that the work has progressed to the point indicated, to the best of his knowledge, information and belief; however, such recommendation of an application for payment to CONTRACTOR shall not be deemed an acceptance of any defective or non-conforming Work. Any recommendation of payment by the ENGINEER shall be subject to OWNER's rights to withhold payment under Section 6.12 and as otherwise provided in the Contract. 08-2018 00700-7 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.0 RIGHTS AND RESPONSIBILITIES OF THE CONTRACTOR 4.01 INDEPENDENT CONTRACTOR. CONTRACTOR is, and shall remain, an independent contractor, solely responsible for the manner and method of completing the Work under this Contract, with full and exclusive power and authority to direct, supervise and control his own employees and to determine the means, method and manner of performing such Work, so long as such methods comply with the requirements of the Contract Documents, and do not adversely affect the completed improvements or any other property abutting or adjoining the Work area, the OWNER and ENGINEER being interested only in the result obtained and conformity of such completed improvements to the Plans, Specifications and Contract Documents. The fact that the OWNER or ENGINEER as the Owner's representative shall have the right to observe CONTRACTOR's work during his performance and to carry out the other prerogatives which are expressly reserved to and vested in the OWNER and the ENGINEER hereunder, is not intended to and shall not at any time change or affect the status of the CONTRACTOR as an independent contractor with respect to either the OWNER or the ENGINEER as the OWNER's representative or to the CONTRACTOR's own employees or to any other person, firm or corporation. 4.02 CONTRACTOR'S UNDERSTANDING. It is understood and agreed that the CONTRACTOR has, by careful examination, satisfied himself as to the nature and location of the Work, the conformation of the ground, the character, quality and quantity of the materials to be encountered, the character of equipment and facilities needed preliminary to and during the prosecution of the Work, the general and local conditions, including but not limited to weather, access, lay down and storage areas, and all other matters which in any way affect the Work under this Contract. It is further understood that the CONTRACTOR has satisfied himself as to the terms, meaning, intent and requirements of all of the Contract Documents, and applicable laws, codes, regulations and ordinances. CONTRACTOR hereby warrants and represents that it has taken into consideration all of the foregoing factors, and CONTRACTOR shall perform the Work for the Contract Price and within the Contract Time. No verbal agreement or conversation with any officer, agent or employee of the OWNER or the ENGINEER, either before or after the execution of this Contract, shall affect or modify any of the terms or obligations herein contained. 4.03 LAWS AND ORDINANCES. The CONTRACTOR shall at all times observe and comply with all federal, state or local laws, codes, ordinances, permits and regulations, regardless of whether the same are adopted before or after the execution of this Contract, which in any manner affect th6 Contract or the work, and shall indemnify, save and hold harmless the OWNER and the ENGINEER against any claim arising out of the violation of any such laws, ordinances and regulations, whether by the CONTRACTOR or his agents, employees, subcontractors or vendors. If the CONTRACTOR observes that the Plans and Specifications are at variance with federal or state laws or codes or the ordinances or regulations of the City, he shall promptly notify the ENGINEER in writing, and any necessary changes shall be made as provided in the Contract for changes in the work. If the CONTRACTOR performs any work knowing it to be contrary to such laws, codes, ordinances, rules or regulations, or if CONTRACTOR reasonably should have known of any such violation, and without such notice to the ENGINEER, CONTRACTOR shall bear all costs arising therefrom. The OWNER is a Political Subdivision of the State of Texas, and the law from which it derives its powers, insofar as the same regulates the objects for which, or the manner in which, or the conditions under which the OWNER may enter into contracts, shall be controlling and shall be considered as part of this Contract to the same effect as though embodied herein. Neither the act 08-2018 00700-8 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT of OWNER entering into this Contract, nor OWNER's performance hereunder, shall constitute a waiver of any immunity from suit enjoyed by OWNER under applicable law, all such rights and defenses being hereby expressly reserved, notwithstanding any term or provision herein to the contrary. The Code of Ordinances and other applicable regulations of the OWNER shall be deemed to be embodied in this Contract. The prevailing wage rates applicable to this Project shall be either Document 00811 —Wage Scale for Engineering Construction, or Document 00813 —Wage Scale for Building Construction, or both, as set out in the Project Manual. 4.04 ASSIGNMENT AND SUBLETTING. The CONTRACTOR further agrees that he will retain personal control and will give his personal attention to the fulfillment of this Contract and that he will not assign, by power of attorney or otherwise, or sublet said Contract, or any rights, duties or obligations arising thereunder, in whole or in part, without the prior written consent of the OWNER, and that no part or feature of the Work will be sublet to anyone objectionable to the ENGINEER or the OWNER. In addition, the OWNER reserves the right to disapprove the subletting of this Contract or any portion hereof on any basis whatsoever. The CONTRACTOR further agrees that the subletting of any portion or feature of the Work or materials required in the performance of this Contract shall not relieve the CONTRACTOR from his obligations to the OWNER, as provided for by this Agreement. 4.05 PERFORMANCE, PAYMENT AND MAINTENANCE BONDS. In the event the Contract Price shall be in excess of $25,000.00, the CONTRACTOR shall execute separate Performance, Payment and Maintenance Bonds, each in the sum of one hundred percent(100%) of the Contract Price, and each in accordance with the provisions of Chapter 2253 of the Texas Government Code. If the Contract Price does not exceed $25,000.00, the statutory bonds will not be required. All required Bonds shall be payable to OWNER and on forms approved by the OWNER, and shall be executed by a corporate surety in accordance with Article 7.19-1 of the Texas Insurance Code. It is agreed that the Contract shall not be in effect until such original Performance, Payment and Maintenance Bonds are delivered to and approved by the OWNER. The cost of the premium for the Performance, Payment and Maintenance Bonds, should Maintenance Bonds be required, shall be included in the CONTRACTOR's Bid Proposal. All bonds shall be issued by Texas Department of Insurance approved surety companies. 4.06 INSURANCE. The CONTRACTOR, at his own expense, shall procure, maintain and keep in force throughout the duration of the Work, and throughout the Guarantee Period, insurance as specified in Attachment No. 1 hereto with regard to Workers' Compensation Insurance, and as specified in Attachment No. 3 hereto with regard to all other Insurance. Such insurance shall be carried with an insurance company licensed to transact business in the State of Texas and shall cover all operations in connection with this Contract, whether performed by the CONTRACTOR or a subcontractor, or others for whom CONTRACTOR is responsible. 4.07 PERMITS AND FEES. Unless otherwise provided in the Contract Documents,the Contractor shall secure and pay for all permits, licenses, and inspections necessary for proper execution and completion of the Work, and which are legally required at the time bids are received. Permits required by the City of Pearland will be issued as a NO FEE permit. 4.08 TEXAS STATE SALES TAX. Materials incorporated into this project are exempt from State Sales according to provisions of the Texas Tax Code, Chapter 151, Subsection H. 08-2018 00700-9 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT The Contractor must obtain a limited sales, excise and use tax permit or exemption certificate which shall enable him to buy the materials to be incorporated into the Work without paying tax at due time of purchase. 4.09 CONTRACTOR'S DUTY AND SUPERINTENDENCE. The CONTRACTOR shall give adequate attention to the faithful prosecution and completion of this Contract and shall keep on the work, during its progress, a competent superintendent and any necessary assistants, all satisfactory to the ENGINEER as the OWNER'S representative. The superintendent shall represent the CONTRACTOR in his absence and shall act as the agent of the CONTRACTOR, and all directions given to him shall be binding as if given to the CONTRACTOR. Adequate supervision by competent and reasonable representatives of the CONTRACTOR is essential to the proper performance of the Work, and lack of such supervision shall be an act of default, and grounds for suspending operations of the CONTRACTOR. The Superintendent cannot be removed from the project without the consent of the Owner; the Superintendent must speak and understand the English language; the Superintendent must be on site when any work on the project is being done, even when a subcontractor is performing the work. The Work, from its commencement to completion, shall be under the exclusive charge and control of the CONTRACTOR, and all risk in connection therewith shall be borne by the CONTRACTOR. Neither the OWNER nor the ENGINEER as the OWNER's representative will be responsible for the acts or omissions of the CONTRACTOR, its subcontractors or any of its agents or employees, or any other persons performing any of the Work. 4.10 CHARACTER OF WORKERS. The CONTRACTOR agrees to employ only orderly and competent workers, skillful in the performance of the type of work required under this Contract, to do the Work, and agrees that whenever the ENGINEER shall inform him in writing that any worker or workers on the Work are, in his opinion, incompetent, unfaithful or disorderly, or in the ENGINEER's opinion, are not using their best efforts for the progress of the Work, such worker or workers shall be discharged from the Work and shall not again be employed on the Work without the ENGINEER's written consent. OWNER reserves the right to bar any person, subcontractor, or supplier found to be incompetent, unfaithful, disorderly, or not using their best efforts to progress work or considered to be a threat to the health, safety and welfare to the project or workforce. 4.11 LABOR, EQUIPMENT, MATERIALS, CONSTRUCTION PLANT, AND BUILDINGS. The CONTRACTOR shall provide all labor, services, tools, equipment, machinery, supplies, facilities, utilities and materials necessary in the prosecution and completion of this Contract where it is not otherwise specifically provided that the OWNER shall furnish same; and further, the CONTRACTOR shall be responsible for the care, preservation, conservation and protection of all materials, supplies, machinery, equipment, tools, apparatus, accessories, facilities, all means of construction and any and all parts of the Work, whether the CONTRACTOR has been paid, partially paid or not paid for such Work, until the entire Work is completed and accepted. The building or placement of structures for housing workers or offices, or the erection of tents or other forms of protection, will be permitted only with the ENGINEER's written permission, and at 08-2018 00700- 10 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT such places as the ENGINEER shall direct, and the sanitary conditions of the grounds in or about such structures shall at all times be maintained in a manner satisfactory to the ENGINEER. Any structures of any nature constructed, placed or erected by the CONTRACTOR for the purposes herein set out, shall be the sole,responsibility of the CONTRACTOR as to the proper erection, placement or construction thereof; and the CONTRACTOR agrees to indemnify and hold the ENGINEER or OWNER harmless from any claims of any nature whatsoever brought against either of them for damages allegedly sustained by anyone by reason of the erection, placement, construction or maintenance of CONTRACTOR's buildings or structures. 4.12 SANITATION. Necessary sanitary conveniences for the use of laborers and others on the Work site, properly secluded from public observation, shall be constructed and maintained by the CONTRACTOR in such manner and at such points as shall be approved by the ENGINEER, and their use shall be strictly enforced. Any structures of any nature constructed or erected by the CONTRACTOR for the purposes herein set out, shall be the sole responsibility of the CONTRACTOR as to the proper erection or construction thereof, and the CONTRACTOR agrees to indemnify and hold the ENGINEER and OWNER harmless from any claims of any nature whatsoever brought against either of them for damages allegedly sustained by anyone by reason of the erection, construction or maintenance of CONTRACTOR's buildings. 4.13 CLEANING AND MAINTENANCE. The CONTRACTOR shall at all times keep and maintain the premises free- from accumulation of debris, trash and waste. The CONTRACTOR shall remove waste, debris and trash at the end of each work day. CONTRACTOR shall remove all such debris, trash and waste, tools, scaffolding and surplus materials, and shall leave the Work broom-clean or its equivalent, upon completion of the Work. The Work shall be left in good order and condition. In case of dispute, the OWNER may remove the debris, trash, waste and surplus materials, and charge the cost to the CONTRACTOR. 4.14 PERFORMANCE OF WORK. It is further agreed that it is the intent of this Contract that all Work must be done and all material must be furnished in accordance with the generally accepted practice for such materials furnished or work completed, unless otherwise provided in the Contract Documents. 4.15 RIGHT OF OWNER TO ACCELERATE THE WORK. If at any time the methods or equipment used by the CONTRACTOR, or the work force supplied are found to be inadequate to achieve the progress required to Substantially Complete the Work within the Contract Time, the OWNER or the ENGINEER as the OWNER's representative, may order the CONTRACTOR in writing to supplement its forces and/or equipment, or work shifts or overtime, or otherwise improve its efficiency and rate of progress to achieve Substantial Completion of the Work within the Contract Time, and the CONTRACTOR shall comply with such order, at its own cost and expense. 4.16 LAYOUT OF WORK. Except as specifically provided herein, the CONTRACTOR shall be responsible for laying out work by means of construction surveying and shall accomplish this work in a manner acceptable to the ENGINEER and in conformance with the Contract Documents. 4.17 SHOP DRAWINGS. The CONTRACTOR shall submit to the ENGINEER, with such promptness as to cause no delay in his own Work or in that of any other contractor, six (6) checked copies, unless otherwise•specified, of all shop and/or setting drawings and schedules 08-2018 00700- 11 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT required for the work of the various trades. Contractor will check and approve shop drawings for compliance with requirements of Contract Documents and will so certify by stamp on each drawing prior to submittal to ENGINEER. Any drawings submitted without Contractor's stamp of approval will not be considered and will be returned to him for proper submission. The ENGINEER shall pass upon them with reasonable promptness, indicating desired corrections. The CONTRACTOR shall make any corrections required by the ENGINEER, file with him two (2) corrected copies and furnish such other copies as may be needed. The ENGINEER's approval of such drawings or schedules shall not relieve the CONTRACTOR from responsibility for deviations from the Contract Documents, unless he has, in writing, called the ENGINEER's attention to such deviations at the time of the submission, and the ENGINEER has acknowledged and accepted such deviations in writing, nor shall it relieve him from responsibility for errors of any sort in shop drawings or schedules. It shall be the CONTRACTOR's responsibility to fully and completely review all shop drawings to ascertain their effect on his ability to perform the required Contract Work in accordance with the Contract Documents, and within the Contract Time. Such review by the ENGINEER shall be for the sole purpose of determining the apparent sufficiency of said drawings or schedules to result in finished improvements in conformity with the Contract Documents, and shall not relieve the CONTRACTOR of his duty as an independent contractor as previously set forth, it being expressly understood and agreed that the ENGINEER does not assume any duty to pass upon the propriety or adequacy of such drawings or schedules, or any means or methods reflected thereby, in relation to the safety of either person or property during CONTRACTOR's performance hereunder, and any action taken by the ENGINEER shall not relieve the CONTRACTOR of his responsibility and liability to comply with the Contract Documents. OWNER, CONSTRUCTION MANAGER, ENGINEER, and CONTRACTOR shall make all submittals, review comments, notes, corrections, schedules and updates, testing results, payment applications, instructions and other communications by means of the OWNER'S Pro-Trak. The OWNER, ENGINEER and CONTRACTOR shall each retain such hard copies form this system as are required for their specific record keeping requirements. No documents shall be removed from this system or destroyed except those being replaced by the systems protocols as a latest version document. All requirements for written communications, submittals, comments, instructions or other documents processed by means of this system shall have the same legal or time sensitive status as if they had been hand delivered in hard copy to their intended addressee. 4.18 ENGINEER-CONTRACTOR RELATIONSHIP; OBSERVATIONS. It is agreed by the CONTRACTOR that the ENGINEER, as the OWNER's representative, shall be and is hereby authorized to appoint such subordinate engineers, representatives or observers as the said ENGINEER may from time to time deem proper to observe the materials furnished and the Work done under this Agreement. The CONTRACTOR shall furnish all reasonable aid and assistance required by the subordinate engineers, representatives or observers for the proper observation and examination of the work. The CONTRACTOR shall regard and obey the directions and instructions of any subordinate engineers, representatives or observers so appointed, when such directions and instructions are consistent with the obligations of this Agreement and the Contract Documents, provided, however, should the CONTRACTOR object to any orders by any 08-2018 00700- 12 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT subordinate engineer, representative or observer, the CONTRACTOR may, within three (3) days, make written appeal to the ENGINEER for his decision. 4.19 OBSERVATION AND TESTING. The OWNER or the ENGINEER as the OWNER's representative shall have the right at all reasonable times to observe, inspect and test the Work. The CONTRACTOR shall make all necessary arrangements and provide proper facilities and access for such observation, inspection and testing at any location wherever Work is in preparation or progress. The CONTRACTOR shall ascertain the scope of any observation, inspection or testing which may be contemplated by the OWNER or the ENGINEER and shall give ample notice as to the time each part of the Work will be ready for such observation, inspection or testing. The OWNER or the ENGINEER may reject any Work found to be defective or not in accordance with the Contract Documents, regardless of the stage of its completion or the time or place of discovery of such deficiencies, and regardless of whether the ENGINEER has previously accepted the Work through oversight or otherwise. If any Work is covered without approval or consent of the OWNER, it must, if requested by the OWNER or the ENGINEER, be uncovered for examination, at the sole expense of the CONTRACTOR. In the event that any part of the Work is being fabricated or manufactured at a location where it is not convenient for the OWNER or the ENGINEER to make observations of such Work or require testing of said Work, then in such event, the OWNER or the ENGINEER may require the CONTRACTOR to furnish the OWNER or the ENGINEER with certificates of inspection, testing or approval made by independent persons competent to perform such tasks at the location where that part of the work is being manufactured or fabricated. All such tests will be in accordance with the methods prescribed by the American Society for Testing and Materials or such other applicable organization as may be required by law or the Contract Documents. If any Work, which is required to be inspected, tested or approved, is covered up without written approval or consent of the OWNER or the ENGINEER, it must, if requested by the OWNER or the ENGINEER, be uncovered for observation and testing, at the sole 'expense of the CONTRACTOR. The cost of all such inspections, tests and approvals shall be borne by the CONTRACTOR unless otherwise provided herein. Any Work which fails to meet the requirements of such tests, inspections or approval, and any Work which meets the requirements of any such tests or approval but does not meet the requirements of the Contract Documents shall be considered defective. Such defective Work and any other work affected thereby shall be corrected at the CONTRACTOR'S expense. Neither observations by the OWNER or by the ENGINEER, nor inspections, certifications, tests or approvals made by the OWNER, the ENGINEER or other persons authorized under this Agreement to make such inspections, tests or approvals, shall relieve the CONTRACTOR from his obligation to perform the Work in accordance with the requirements of the Contract Documents. 4.20 DEFECTS AND THEIR REMEDIES. It is further agreed that if the Work or any part thereof or any material brought on the site of the Work for use in the Work or selected for the same, shall be deemed by the ENGINEER as unsuitable or not in conformity with the Contract Documents, the CONTRACTOR shall, after receipt of written notice thereof from the ENGINEER, forthwith remove such material and rebuild or otherwise remedy such Work so that it shall be in full accordance with this Contract, It is further agreed that any such remedial action contemplated herein shall be at CONTRACTOR's expense. 08-2018 00700- 13 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.21 LIABILITY FOR PROPER PERFORMANCE. Engineering construction drawings and specifications, as well as any additional instructions and information concerning the Work to be performed, passing from or through the ENGINEER, shall not be interpreted as requiring or allowing the CONTRACTOR to deviate from the Contract Documents, the intent of such drawings, specifications and any other such instructions being to define with particularity the agreement of the parties as to Work the CONTRACTOR is to perform. CONTRACTOR shall be fully and completely liable and contractually bound, at his own expense, for design, construction, installation and use or non-use of all items and methods incident to the performance of the Contract, including, without limitation, the adequacy of all temporary supports, shoring, bracing, scaffolding, machinery or equipment, safety precautions or devices, similar items or devices used by him during construction, and work performed either directly or incident to construction, and for all loss, damage or injury incident thereto, either to person or property, whether such damage be suffered by the ENGINEER, the OWNER or any other person not a party to this Contract. Any review of Work in progress or any visit or observation during construction, or any, clarification of Contract Documents by the ENGINEER or OWNER, or any agent, employee or representative of either of them, whether through personal observation on the Project site or by means of approval of shop drawings for construction or construction processes, or by other means or methods, is agreed by the CONTRACTOR to be for the purpose of observing the extent and nature of Work completed or being performed, as measured against the Contract Documents, or for the purpose of enabling the CONTRACTOR to more fully understand the Contract Documents so that the completed construction Work will conform thereto, and shall in no way relieve the CONTRACTOR from full and complete responsibility for proper performance of his Work on the Project, including, without limitation, the propriety of means and methods of the CONTRACTOR in performing said Contract, and the adequacy of any designs, plans or other facilities for accomplishing such performance. Any action by the ENGINEER or the OWNER in visiting or observing during construction, or any clarification of Contract Documents shall not constitute a waiver of CONTRACTOR'S liability for damages as herein set out. Deviation by the CONTRACTOR from Contract Documents, whether called to the CONTRACTOR's attention or not, shall in no way relieve CONTRACTOR from his responsibility to complete all work in accordance with said Contract Documents, and further shall not relieve CONTRACTOR of his liability for loss, damage or injury as herein set out. 4.22 PROTECTION AGAINST ACCIDENT TO EMPLOYEES AND THE PUBLIC. The CONTRACTOR shall be solely responsible for the safety of himself, his employees and persons entering the project site, as well as for the protection of the improvements being erected and the property of himself or any other person, as a result of his operations hereunder. The CONTRACTOR shall take out and procure a policy or policies of Workers' Compensation Insurance with an insurance company licensed to transact business in the State of Texas, which policy shall comply with the Workers' Compensation laws of the State of Texas. The CONTRACTOR shall at all times exercise reasonable precautions for the safety of employees and others on or near the Work and shall comply with all applicable provisions of federal, state and municipal laws and building and construction codes. All machinery and equipment and other physical hazards shall be guarded, as a minimum, in accordance with the "Manual of Accident Prevention in Construction" of the Associated General Contractors of America, except where incompatible with federal, state or municipal laws or regulations. The CONTRACTOR shall provide all necessary machinery guards, safe walkways, ladders, bridges, gangplanks, barricades, fences,traffic control,warning signs and other safety devices. 08-2018 00700- 14 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT No alcoholic beverages, non-prescription drugs, or unsafe practices shall be allowed on the Work r site. CONTRACTOR shall dismiss anyone participating in any of the above from the Work site for the duration of the Project. Only prescription drug uses with a doctor's authorization to perform construction activities shall be allowed on the Work site. Violation of this provision is a default under the Contract. The use, possession, sale, transfer, purchase or being under the influence of alcohol, drugs or any other illegal or unlawful substance by CONTRACTOR or CONTRACTOR's employees, or CONTRACTOR's subcontractors and employees at any time at the Work site or while on company business is prohibited. CONTRACTOR shall institute and enforce appropriate drug testing guidelines and program. All accidents or injuries to CONTRACTOR's employees working on the job site must be reported verbally and in writing to the ENGINEER immediately, and within no more than eight(8) hours. The safety precautions actually taken and their adequacy shall be the sole responsibility of the CONTRACTOR, in his sole discretion as an independent contractor. Inclusion of this paragraph in the Agreement, as well as any notice which may be given by the OWNER or the ENGINEER as the OWNER's representative concerning omissions under thus paragraph as the Work progresses, are intended as reminders to the CONTRACTOR of his duty and shall not be construed as any assumption of duty by ENGINEER, or OWNER's representative to supervise safety precautions by either the CONTRACTOR or any of his subcontractors. 4.23 PROTECTION OF ADJOINING PROPERTY. The CONTRACTOR shall employ proper means to protect the adjacent or adjoining property or properties in any way encountered, which might be injured or seriously affected by any process of construction to be undertaken under this Agreement, from any damage or injury by reason of said process of construction; and he shall be liable for any and all claims for such damage on account of his failure to fully protect all adjacent or adjoining property. THE CONTRACTOR AGREES TO INDEMNIFY, DEFEND, SAVE AND HOLD HARMLESS THE CONSTRUCTION MANAGER, OWNER AND ENGINEER AGAINST ANY CLAIM OR CLAIMS FOR DAMAGES, LOSS, COSTS OR EXPENSES, INCLUDING BUT NOT LIMITED TO ATTORNEY'S FEES, DUE TO ANY INJURY TO ANY ADJACENT OR ADJOINING PROPERTY, ARISING OR GROWING OUT OF THE PERFORMANCE OF THE CONTRACT, REGARDLESS OF WHETHER OR NOT SUCH DAMAGE, LOSS, COST OR EXPENSE IS CAUSED IN PART BY THE NEGLIGENCE, GROSS NEGLIGENCE OR STRICT LIABILITY OF OWNER AND/OR ENGINEER. 4.24 PROTECTION AGAINST CLAIMS OF SUBCONTRACTORS, LABORERS, MATERIALMEN AND FURNISHERS OF MACHINERY, EQUIPMENT AND SUPPLIES. THE CONTRACTOR AGREES THAT HE WILL PROMPTLY PAY WHEN DUE, AND WILL INDEMNIFY, SAVE AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ALL CLAIMS GROWING OUT OF THE DEMANDS OF SUBCONTRACTORS, LABORERS, WORKERS, MECHANICS, MATERIALMEN AND FURNISHERS OF MACHINERY AND PARTS THEREOF, EQUIPMENT, POWER TOOLS AND ALL SUPPLIES, INCLUDING COMMISSARY, INCURRED IN THE FURTHERANCE OF THE PERFORMANCE OF THIS CONTRACT. When so desired by the OWNER, the CONTRACTOR shall furnish satisfactory - evidence that all obligations of the nature hereinabove designated have been paid, discharged or waived. If the CONTRACTOR fails to do so, then the OWNER may, at the option of the OWNER, either pay directly any unpaid bills of which the OWNER has written notice, or withhold from the CONTRACTOR's unpaid compensation a sum of money deemed reasonably 08-2018 00700- 15 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT sufficient to liquidate any and all such claims until satisfactory evidence is furnished that all liabilities have been fully discharged, whereupon payments to the CONTRACTOR shall be resumed in full, in accordance with the terms of this Contract. Any and all communications between• any parties under this paragraph shall be in writing. Nothing contained in this paragraph or this Agreement shall create, establish or impose any relationship, contractual or otherwise,between OWNER and any subcontractor, laborer or supplier of CONTRACTOR, nor shall it create, establish or impose any duty upon OWNER to pay or to see to the payment of any subcontractor, laborer or supplier of CONTRACTOR. 4.25 PROTECTION AGAINST ROYALTIES OR PATENTED INVENTION. The CONTRACTOR shall pay all royalties and license fees and shall provide for the use of any design, device, material or process covered by letters patent or copyright, by suitable legal agreement with the patentee or owner thereof THE CONTRACTOR SHALL DEFEND ALL SUITS OR CLAIMS FOR INFRINGEMENT OF ANY PATENT OR COPYRIGHT AND SHALL INDEMNIFY, SAVE AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ANY LOSS OR LIABILITY ON ACCOUNT THEREOF, EXCEPT SUCH SUITS AND CLAIMS ARISING OUT OF A PARTICULAR DESIGN, DEVICE, MATERIAL OR PROCESS OR THE PRODUCT OF A PARTICULAR MANUFACTURER OR MANUFACTURERS SPECIFIED OR REQUIRED BY THE, OWNER; PROVIDED, HOWEVER, IF CHOICE,OF ALTERNATE DESIGN, DEVICE, MATERIAL OR PROCESS IS ALLOWED TO THE CONTRACTOR, OR IF CONTRACTOR KNEW OR SHOULD HAVE KNOWN OF THE PATENT OR COPYRIGHT AND FAILED TO PROMPTLY NOTIFY OWNER IN WRITING, THEN THE CONTRACTOR SHALL INDEMNIFY, DEFEND, SAVE AND HOLD THE OWNER HARMLESS FROM ANY LOSS OR LIABILITY ON ACCOUNT THEREOF. 4.26 INDEMNIFICATION. THE CONTRACTOR AGREES TO DEFEND, INDEMNIFY AND HOLD THE ENGINEER AND THE OWNER HARMLESS FROM ANY CLAIMS OR DEMANDS OF ANY NATURE WHATSOEVER MADE BY ANY EMPLOYEE, EMPLOYEES, AGENTS OR SUBCONTRACTORS OF CONTRACTOR, OR BY ANY UNION, TRADE ASSOCIATION, WORKER'S ASSOCIATION OR OTHER GROUPS, ASSOCIATIONS OR INDIVIDUALS, ALLEGEDLY REPRESENTING EMPLOYEES OF THE CONTRACTOR, IN ANY DISPUTE BETWEEN THE CONTRACTOR AND HIS • EMPLOYEES, DIRECTLY OR INDIRECTLY INVOLVING, GROWING OUT OF OR ARISING FROM CLAIMS BY SUCH EMPLOYEES FOR WAGES, SALARY, COMPENSATION, BENEFITS, WORKING CONDITIONS OR ANY OTHER SIMILAR COMPLAINT OR CLAIM WHICH MAY BE MADE. THE CONTRACTOR, HIS SURETIES AND INSURANCE CARRIERS SHALL DEFEND, INDEMNIFY AND HOLD HARMLESS THE OWNER AND THE ENGINEER AND THEIR RESPECTIVE OFFICERS, REPRESENTATIVES, AGENTS AND EMPLOYEES FROM AND AGAINST ALL DAMAGES, CLAIMS, LOSSES, DEMANDS, SUITS, LIABILITIES, JUDGMENTS AND COSTS OF ANY CHARACTER WHATSOEVER, INCLUDING REASONABLE ATTORNEY'S FEES AND EXPENSES, AND SHALL BE REQUIRED TO PAY ANY JUDGMENT THEREFOR, WITH COSTS, WHICH MAY BE OBTAINED AGAINST THE OWNER AND/OR THE ENGINEER OR ANY OF THEIR OFFICERS, REPRESENTATIVES, AGENTS OR EMPLOYEES, ARISING OUT OF OR RESULTING FROM OR ALLEGEDLY ARISING OUT OF OR RESULTING FROM THE PERFORMANCE 08-2018 - 00700- 16 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT OF THE WORK, PROVIDED THAT ANY SUCH DAMAGES, CLAIM, LOSS, DEMAND, SUIT, LIABILITY, JUDGMENT, COST OR EXPENSE: (A) ARISES OUT OF OR RESULTS FROM IN WHOLE OR IN PART, OR ALLEGEDLY ARISES OUT OF OR RESULTS FROM IN WHOLE OR IN PART, ANY BREACH. OF THIS AGREEMENT OR BREACH OF WARRANTY BY CONTRACTOR; OR (B) IS ATTRIBUTABLE. TO BODILY INJURY, SICKNESS, DISEASE OR DEATH OR INJURY TO OR DESTRUCTION OF TANGIBLE PROPERTY, INCLUDING THE LOSS OF USE RESULTING THEREFROM; AND IS CAUSED IN WHOLE OR IN PART OR IS ALLEGEDLY CAUSED IN WHOLE OR IN PART BY ANY NEGLIGENT ACT OR OMISSION OF THE CONTRACTOR, ANY SUBCONTRACTOR, THEIR AGENTS OR EMPLOYEES OR ANYONE DIRECTLY OR INDIRECTLY EMPLOYED BY ANY ONE OF THEM OR ANYONE FOR WHOSE ACTS ANY OF THEM MAY BE LIABLE, REGARDLESS OF WHETHER OR NOT IT IS CAUSED IN PART OR ALLEGEDLY CAUSED IN PART BY THE NEGLIGENCE, GROSS NEGLIGENCE OR STRICT LIABILITY, OF OWNER, ENGINEER AND/OR A PARTY INDEMNIFIED HEREUNDER. Notwithstanding the foregoing or anything in the Agreement to the contrary, in accordance with the provisions of Section' 130.002 of the Texas Civil Practice and Remedies Code, CONTRACTOR shall not be obligated to indemnify or hold harmless the ENGINEER, his agents, servants or employees, from liability for damage that is caused by or results from defects in plans, designs or specifications prepared, approved or used by the ENGINEER, or negligence of the ENGINEER in the rendition or conduct of professional duties called for or arising out of any construction contract and the plans, designs or specifications that are a part of the construction contract, and arises from personal injury or death, property injury, or any other expense that arises from personal injury, death, or property injury. This indemnity agreement is a continuing obligation, and shall survive notwithstanding completion of the Work, Final Payment, expiration of the warranty period, termination of the Contract, and abandonment or takeover of the Work. CONTRACTOR's indemnification obligations hereunder shall not be limited by a limitation on amount or type of damages, compensation or benefits payable by or for the CONTRACTOR or a subcontractor under workers' compensation acts, disability benefit acts or other employee benefit acts, and shall not be limited by any limitation on amounts or coverage of insurance provided or to be provided under this Contract. 4.27 LOSSES FROM NATURAL CAUSES. All loss, cost, expense or damage to the CONTRACTOR arising out of the nature of the Work to be done or from any unforeseen circumstances in the prosecution of the same, or from the action of the elements, or from unusual obstructions or difficulties which may be encountered in the prosecution of the Work, shall be sustained and borne by the CONTRACTOR at his own cost and expense. 08-2018 00700- 17 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.28 GUARANTEE. The CONTRACTOR hereby guarantees all the Work under the Contract to be free from defects or deficiencies in material in every particular and free from i defects or deficiencies in workmanship; and against unusual damage from proper and usual use; and agrees to replace or to re-execute without cost to the OWNER such Work as may be found to be defective, deficient or otherwise not in conformance with the Contract Documents, and to make good all damages caused to other work or material, due to such defective Work or due to its required replacement or re-execution. This guarantee shall cover a period of one year from the date of Substantial Completion or Partial Substantial Completion of Work under the Contract, as evidenced by the Certificate of Substantial Completion. Neither the Certificate of Substantial Completion, Final Payment, nor any provision in the Contract Documents shall relieve the CONTRACTOR of the responsibility for defective, deficient or non-conforming material or workmanship during the period covered by the guarantee. The one-year period of guarantee will not limit the OWNER'S other rights under common law with respect to any defects, deficiencies or non-conforming Work discovered after one year. If this one-year guarantee conflicts with other warranties or guarantees, the longer period of warranty or guarantee will govern. 5.0 PROSECUTION AND PROGRESS 5.01 TIME AND ORDER OF COMPLETION. It is the meaning and intent of this Contract, unless otherwise herein specifically provided, that the CONTRACTOR shall be allowed to prosecute his Work at such times and seasons, in such order of precedence, and in such manner as shall be most conducive to economy of construction; provided, however, that the order and the time of prosecution shall be such that the Work shall be Substantially Completed as a whole and in part, in accordance with this Contract and the Contract Time; provided, also, that when the OWNER is having other work done, either by contract or by his own forces, the ENGINEER may direct the time and manner of constructing the Work done under this Contract, so that conflict will be avoided and the construction of the various works being done for the OWNER shall be harmonized, and the CONTRACTOR shall fully cooperate and coordinate its Work with OWNER or such other contractors. The CONTRACTOR shall submit, an updated schedule with every pay estimate for review by the ENGINEER, schedules which shall show the order in which the CONTRACTOR proposes- to carry on the Work, with dates on which the CONTRACTOR will start the several parts of the work, and estimated dates of completion of the several parts. Such schedules shall show completion of the Work within the Contract Time, and/or shall show such recovery efforts as CONTRACTOR intends to undertake in the event Substantial Completion of the Work is delayed. 5.02 EXTENSION OF TIME. The CONTRACTOR agrees that he has submitted his Bid Proposal in full recognition of the time required for the completion of this Project, taking into consideration the average climatic range and industrial conditions prevailing in this locality, and has considered the liquidated damage provisions as hereinafter set forth, and that he shall not be entitled to, nor will he request, an extension of time on this Contract, except when Substantial Completion of the Work has been delayed solely by strikes, lockouts, fires, Acts of God, or by any other cause which the ENGINEER shall decide justifies the delay. The CONTRACTOR shall give the ENGINEER prompt notice, in writing and within three (3) days of the start of any such delay, of the cause of any such delay, and its estimated effect on the Work and the schedule for i completion of the Work. Upon receipt of a written request for an extension of the Contract Time from the CONTRACTOR, supported by relevant and all requested documentation, the ENGINEER shall submit such written request, together with his written recommendation, to the 08-2018 00700- 18 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT OWNER for consideration. If the delay is not attributable in whole or in part to any act or omission of CONTRACTOR, its subcontractors or suppliers, and if the OWNER determines that CONTRACTOR is entitled to an extension of time under`the terms of the Contract, the OWNER shall grant an extension of time for Substantial Completion of the Work, sufficient to compensate for the delay, and such extension of time shall be CONTRACTOR's sole and exclusive remedy, except as may be otherwise provided herein. No extensions of Contract Time shall be made for delays occurring prior to the Contractor's mobilization as defined in Section 01505 MOBILIZATION. The Contract Time as defined in the Bid Proposal and other sections herein incorporates 40 Rain Days per calendar year or an average of 3.33 days per calendar month. The CONTRACTOR is required to keep record of all weather related delays and to submit the monthly count on each Pay Application. The Owner's Representative shall review and sign off on this record as a part of the Pay Application approval process every month. If, during preparation of the Balancing Change Order, the status of the work progress requires an extension of the Contract Time, Impact Days shall be added to the Completion Date equal to the total number of Weather or Impact Days approved less the original 40 days resident in the original Contract Time. The Addition of Weather or Impact Days will only alter the Contract Time when added by Change Order. If the Work is completed prior to the Completion Date, No Days will be added. The addition of Weather or Impact Days shall be the CONTRACTOR's sole remedy for delays to the completion of the Work and their addition to the Contract Time shall not affect the Contract Price through any "per diem" adjustment to the General Conditions costs, Temporary Facilities costs or any other costs associated with the extension of the Contract Time. 5.03 HINDRANCES AND DELAYS. In executing the Contract, the CONTRACTOR agrees that in undertaking to complete the Work within the time herein fixed, he has taken into consideration and made allowances for all interference, disruption, hindrances and delays incident to such Work, whether growing out of delays in securing material, workmen or otherwise. No claim shall be made by the CONTRACTOR for damages, loss, costs or expense resulting from interference,disruption, hindrances or delays from any cause during the progress of any portion of the Work embraced in this Contract, except where the Work is stopped or suspended by order of the OWNER's representative and such stoppage or suspension is not attributable to any act or omission of CONTRACTOR. 5.04 SUSPENSION OF WORK. OWNER may, without cause, order the CONTRACTOR in writing to suspend the Work, in whole or in part, for such period of time as OWNER may request. The Contract Price and/or Contract Time shall be adjusted for any increase in the cost of or the time required for performance of the Work caused by such suspension. No adjustment shall be made to the extent performance was or would have been suspended by a cause for which CONTRACTOR is responsible, or to the extent an adjustment is made or denied under another provision of the Contract Documents. 5.05 LIQUIDATED DAMAGES FOR DELAY: It is understood and agreed that time is of the essence, and that the CONTRACTOR will commence the Work on the date specified herein or in any Notice to Proceed, and will Substantially Complete the Work within the Contract Time. It is expressly understood and agreed, by and between the CONTRACTOR and the OWNER, that the time for the Substantial Completion of the Work described herein is reasonable time for the completion of the same, taking into consideration the average climatic range and conditions and usual industrial conditions prevailing in this locality. The CONTRACTOR further agrees that a failure to complete on time will cause damage to the OWNER,and that such damages 08-2018 00700- 19 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT cannot be accurately measured or that ascertainment will be difficult. Therefore, the parties agree that for each and every calendar day the Work or any portion thereof shall remain uncompleted after the expiration of the Contract Time, the CONTRACTOR shall pay, as liquidated damages and as a reasonable estimate of OWNER's damages, and not as a penalty, the amount set out in the Standard Form of Agreement. However, the foregoing agreement as to liquidated damages constitutes only an agreement by the OWNER and the CONTRACTOR as to the amount of damages which the OWNER will sustain by reason of the CONTRACTOR'S failure to complete the work within the Contract Time. Should the OWNER suffer damage by reason of any other breach by CONTRACTOR, the OWNER may recover such actual damages in addition to any liquidated damages due. The OWNER shall have the right to deduct and withhold the amount of any and all such damages whether it be the minimum amount stipulated above or otherwise, from any monies owing by it to said CONTRACTOR, or the OWNER may recover such amount from the CONTRACTOR and the sureties of his bond; all of such remedies shall be cumulative and the OWNER shall not be required to elect any one nor be deemed to have made an election by proceeding to enforce any one remedy. 5.06 CHANGE OF CONTRACT TIME: The Contract Time may only be changed by a Change Order. Any claim for an adjustment of Contract Time shall be based on written notice delivered by the party making such claim to the other party and to the ENGINEER promptly, but in no event later than ten (10) days after the event-giving rise to the claim. Notice of the extent of the claim, along with supporting data, shall be delivered within thirty (30) days of the occurrence and shall be accompanied by the claimant's written representation that the adjustment claimed is the entire adjustment to which the claimant has reason to believe it is entitled as a result of the occurrence of said event. All claims for adjustment in Contract Time shall be determined by the ENGINEER in accordance with the requirements of this paragraph. Contractor shall submit, as a minimum, the following data: • A. Information showing that the time requested is not included in the existing Contract and in addition to the Contract. B. Information documenting that the number of days requested is accurate for the event. C. Revised, current construction schedule showing that the time requested affects the project's critical path. 5.07 DELAYS BEYOND OWNER'S AND CONTRACTOR'S CONTROL: Where CONTRACTOR is prevented from completing any part of the Work within the Contract Time due to delays beyond the control of the OWNER and the CONTRACTOR, including, but not limited to, interference by utility owners or other contractors performing other work, Contractor shall be entitled to an extension of the Contract Time in an amount equal to the time lost. CONTRACTOR shall not be entitled to any increase in Contract Price as a result of such delays. IN NO EVENT SHALL OWNER BE LIABLE TO CONTRACTOR FOR DAMAGES ARISING OUT OF OR RESULTING FROM (i) Delays caused by, or within the control of, the CONTRACTOR, or (ii) Delays beyond the control of both parties including, but not limited to, interference by utility owners or other contractors performing other work, fires, floods, epidemics, abnormal weather conditions, acts of God, even if such delays are due in part to the negligence, other fault, breach of contract or warranty, violation of the Texas Deceptive Trade Act, or strict liability without regard 08-2018 00700-20 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT to fault of OWNER. An extension of Contract time shall be CONTRACTOR's sole and exclusive remedy for any such delays. Delays attributed to, and within the control of, a Subcontractor or Supplier shall be deemed to be delays within the control of the CONTRACTOR. 6.0 MEASUREMENT AND PAYMENT 6.01 DISCREPANCIES AND OMISSIONS. If the CONTRACTOR knows or reasonably should have known of any discrepancies or omissions in the Contract Documents, he shall notify the ENGINEER and obtain a clarification by Addendum before the bids are received, and if no such request is received by the ENGINEER prior to the opening of bids, then it shall be considered that the CONTRACTOR fully understands the Work to be performed and has provided sufficient sums in his Bid Proposal to complete the Work in accordance with the Contract Documents. It is further understood that any request for clarification must be submitted no later than five (5) days prior to the opening of bids. 6.02 QUANTITIES AND MEASUREMENTS. No extra or customary measurements of any kind will be allowed, but the actual measured and/or computed length, area, volume, number and weight only shall be considered,unless otherwise specifically provided. 6.03 ESTIMATED QUANTITIES. This Agreement, including the Contract Documents, and including any estimates contained therein, is intended to convey all Work to be done and material to be furnished hereunder. Where the estimated quantities are shown for the various classes of Work to be done and material to be furnished under this Contract, they are approximate and are to be used only as a basis for estimating the probable cost of the Work and for comparing the Bid Proposals offered for the Work. It is understood and agreed that the actual amount of Work to be done and the materials to be furnished under this Contract may differ from the estimates and that the items listed or estimated quantities stated, and/or any difference between estimated and actual Work, shall not give rise to a claim by the CONTRACTOR against the OWNER for loss, cost, expense, damages,unit price adjustment, quantity differences,unrecovered overhead or lost or anticipated profits, or other compensation. 6.04 PRICE OF WORK. It is agreed that it is the intent of this Contract that all Work described in the Bid Proposal, and Contract Documents, is to be done for the prices bid by the CONTRACTOR and that such prices shall include all appurtenances necessary to complete the Work in accordance with the intent of these Contract Documents as interpreted by the ENGINEER, and all costs, expenses, bond and insurance premiums, taxes, overhead, and profit. In consideration of the furnishing of all the necessary labor, equipment and material and the completion of all Work by the CONTRACTOR, and upon the completion of all Work and the delivery of all materials embraced in this Contract in full conformity with the Contract - Documents, the OWNER agrees to pay to the CONTRACTOR the prices set forth in the Standard Form of Agreement, OWNER and CONTRACTOR agree that the Contract is a unit cost agreement, unless stated otherwise, and that the final Contract amount is equal to the unit cost multiplied by the number of units authorized, installed and approved by the Owner. The OWNER does not assume any obligation to pay for any services or material not actually authorized and used. The CONTRACTOR hereby agrees to receive such prices as payment in full for furnishing all materials and all labor required for the aforesaid Work, and for all expenses incurred by him, and for full performance of the Work and the whole thereof in the 08-2018 00700-21 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT manner and according to this Agreement, Contract Documents, and the requirements of the ENGINEER. 6.05 PAYMENTS. No payments made or approvals or certificates given shall be considered as conclusive evidence of the performance of the Contract, either in whole or in part, nor shall any certificate, approval or payment be considered as acceptance of defective, deficient or non-conforming Work. CONTRACTOR shall, at any time requested during the progress of the Work, furnish the OWNER or the ENGINEER with an affidavit showing the CONTRACTOR's total outstanding indebtedness in connection with the Work. Before Final Payment is made, the CONTRACTOR shall satisfy the OWNER, by affidavit or otherwise, that there are no unpaid claims due subcontractors, suppliers or laborers by reason of any Work under the Contract. Acceptance by CONTRACTOR of Final Payment shall constitute a waiver of any and all claims of whatsoever nature against OWNER, arising out of or related to the Contract, or the Work, or any acts or omissions of OWNER or ENGINEER, which have not theretofore been timely filed as provided in this Contract. 6.06 PARTIAL PAYMENTS. When the Contract Price is a lump sum amount, prior to the first Application for Payment, CONTRACTOR shall submit to ENGINEER for review and approval a Schedule of Values, which shall fairly allocate the entire Contract Price among the various portions of the Work and shall be prepared in such form and supported by such data to substantiate its accuracy as the ENGINEER may reasonably require. The Schedule of Values shall follow the trade divisions of the Specifications so far as practicable. Upon approval, this Schedule of Values shall be used by ENGINEER as the basis for reviewing the Contractor's Application for Payment. Applications for Payment shall indicate the percentage of completion of each portion of the Work as of the end of the period covered by the Application for Payment. On or before the tenth day of each month, the CONTRACTOR shall prepare and submit to the ENGINEER, for approval or correction, an application for partial payment, being a statement showing as completely as practicable, the agreed unit quantities and extended total value of the Work done by the CONTRACTOR up to and including the twenty-fifth day of the preceding month; said statement shall also include the value of all conforming materials to be fabricated into the Work and stored in accordance with manufacturer's recommendations and as approved by the OWNER or ENGINEER at the Work site only. No payment will be made for materials stored until OWNER has approved in writing storage at the Work site. The ENGINEER shall then review such statement of unit quantities and application for partial payment and the progress of the Work made by the CONTRACTOR and, within ten days after the date ENGINEER receives CONTRACTOR's application for payment, if the application is found to be accurate and correct and the WORK conforming to the requirements of the Contract Documents, the ENGINEER shall certify the application for partial payment and shall deliver his preliminary certification for payment to the OWNER and the CONTRACTOR; or, if the ENGINEER finds that CONTRACTOR's application for payment contains an error or is otherwise disputed, he shall notify CONTRACTOR of such error or dispute, and shall prepare a preliminary certificate for partial payment for the undisputed amount of the application for payment due CONTRACTOR, and deliver it to the OWNER and CONTRACTOR. ENGINEER'S notice to CONTRACTOR that a bona fide dispute for payment exists shall include a list of the specific reasons for nonpayment. All payment applications made by CONTRACTOR and delivered to ENGINEER and all verifications and certification of such applications shall be made and transmitted within the Pro- Trak system and signed with the appropriate electronic signatures as provided for in the software. Such applications for payment shall. not be considered complete unless accompanied by the 08-2018 00700-22 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT CONTRACTOR'S Partial Waiver of Lien and Payment Affidavit, Section 00615, duly executed by an authorized representative of the CONTRACTOR and reflecting the correct corresponding amount of the payment application. The OWNER shall then pay the CONTRACTOR, within thirty (30) days of the date of ENGINEER's receipt of the application for payment, the undisputed balance due, less applicable retainage, and further less all previous payments and all further sums that may be retained or withheld by the OWNER under the terms of this Agreement. CONTRACTOR may submit a corrected application for payment after its receipt of the ENGINEER's notice of error or dispute, and such corrected application for payment shall be reviewed by the ENGINEER and disputed or paid under the same procedure and within the same time limits set out above. As a condition of any progress payment under this Agreement, CONTRACTOR shall execute and deliver to ENGINEER and OWNER a full release of all claims, direct or indirect, at law or in equity, arising out of or related to the Work to date, excluding retainage or any claims previously submitted as required under the terms of the Contract, and specifically identified and excluded by CONTRACTOR in the release. OWNER shall be entitled to retain from each progress payment five percent (5%) of the amount thereof. Such retainage shall be retained until Final Completion and satisfaction of all conditions for Final Payment. It is understood, however, that in case the whole Work be near to completion, as certified by the ENGINEER, and some unexpected or unusual delay occurs, through no neglect or fault on the part of the CONTRACTOR, the OWNER may, upon written recommendation of the ENGINEER, pay a reasonable and equitable portion of the retained percentage to the CONTRACTOR, or the CONTRACTOR, at the OWNER'S option, may be relieved of the obligation to fully complete the Work, and thereupon, the CONTRACTOR shall receive, at the OWNER'S option, payment of the balance due him under the Contract for Work completed in accordance with the Contract Documents, subject to OWNER's rights to otherwise withhold or retain payments, and subject to the conditions set forth under"6.09 FINAL PAYMENT." The Owner at its option and in compliance with Texas law may reduce retainage to less than the above-stated percentages. 6.07 USE OF COMPLETED PORTIONS & PUNCHLIST. The OWNER shall have the right to take possession of and use any completed or partially completed portions of the Work, notwithstanding that the time for completing the entire work or such portions may not have expired; but such taking possession and use shall not be deemed an acceptance of any work not completed in accordance with the Contract Documents. If such prior use increases the cost of or delays the Work, the CONTRACTOR shall promptly and within three (3) days of OWNER's taking possession, give OWNER written notice of same, and CONTRACTOR may be entitled to such extra compensation or extension of time, or both, as may be determined in accordance with the provisions of this Agreement. 6.08 SUBSTANTIAL COMPLETION. The CONTRACTOR shall notify the OWNER AND ENGINEER, by letter executed by a duly qualified officer of CONTRACTOR that in CONTRACTOR's opinion, the Work of the Contract, or an agreed portion thereof, is "Substantially Complete". Such notification shall include a list of all outstanding or incomplete items. Upon receipt, and within a reasonable time thereafter, of such notice, the ENGINEER and the CONTRACTOR shall jointly perform a walk-through and inspection of the Work to determine the status of all or the identified portion of the work, and the ENGINEER shall prepare a detailed 08-2018 00700-23 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT I list of unfinished, incomplete, defective and/or non-conforming Work ("Punchlist"). If the ENGINEER determines that the Work is Substantially Complete in accordance with the Contract Documents, the ENGINEER shall issue to the OWNER and the CONTRACTOR a Certificate of - Substantial Completion. OWNER shall have seven (7) days after receipt of Certificate to make written objection to the ENGINEER as to any provision of the Certificate or the attached list of non-conforming work. If ENGINEER concludes that the Work is not Substantially Complete, ENGINEER will, within fourteen (14) days, notify CONTRACTOR of the reason he believes the Work is not Substantially Complete. Upon Substantial Completion of the Work, ENGINEER will deliver to OWNER and CONTRACTOR a written recommendation as to division of responsibilities, pending final payment and acceptance, with respect to security, maintenance, utilities and damage to the Work, except as otherwise provided in the Certificate of Substantial Completion. NEITHER THE SUBSTANTIAL COMPLETION OF THE WORK, NOR THE OMISSION OF AN ITEM FROM THE PUNCHLIST, SHALL EXCUSE THE CONTRACTOR FROM PERFORMING ALL OF THE WORK UNDERTAKEN, WHETHER OF A MINOR OR MAJOR NATURE, AND THEREBY COMPLETING THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. The Certificate of Substantial Completion shall establish the time period within which CONTRACTOR shall complete the Work for Final Acceptance by the Owner and ENGINEER. 6.08-1 OWNER shall have the right to exclude CONTRACTOR from the Work after the date of Substantial Completion, for security requirement reasons. OWNER may establish an access procedure to facilitate CONTRACTOR's uninterrupted access to the Work for the purposes of completing and correcting all items on the Punchlist in an expeditious manner. 6.09 FINAL PAYMENT. Final payment of the Retainage withheld from the Contract Price shall be made by the OWNER to the CONTRACTOR at such time as: (a) the Work, including all Change Orders and including all Punchlist work, has been fully completed in strict accordance with the Contract Documents; (b) the Contract has been fully performed except for the CONTRACTOR's responsibility to correct nonconforming Work during the warranty period set forth in the Contract Documents, and to satisfy other requirements, if any,which necessarily survive final payment; (c) CONTRACTOR delivers to OWNER a certificate evidencing that insurance required by the Contract Documents to remain in force after final payment is currently in effect and will not be cancelled or allowed to expire until at least 30 days prior written notice has been given to OWNER; (d) CONTRACTOR delivers to OWNER a Consent of Surety, if any, to final payment; (e) CONTRACTOR delivers to OWNER a complete set of As-Built Drawings, reflecting all deviations from the Plans, Specifications and approved shop drawings in the Work actually constructed, and delivers all maintenance and operating manuals and/or instructions; 08-2018 00700-24 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT (f) CONTRACTOR delivers to OWNER all building certificates required prior to occupancy and all other required inspections/approvals/acceptances by city, county, state governmental entities or other authorities having jurisdiction; (g) CONTRACTOR delivers to OWNER assignments of all guarantees and warranties from subcontractors, vendors, suppliers or manufacturers, as well as names, addresses and telephone numbers of contacts for each subcontractor,vendor, supplier or manufacturer; - (h) CONTRACTOR removes all equipment, tools, temporary facilities, surplus materials and rubbish from the site, and final cleans the site to OWNER's satisfaction; (i) CONTRACTOR delivers.to OWNER a Full and Final Release and Affidavit of Bills Paid in the form attached hereto as Attachment No. 2, executed by CONTRACTOR; • (j) CONTRACTOR delivers to OWNER all other documentation required to be submitted to OWNER pursuant to the Contract Documents, including but not limited to any special guarantees or warranties, operation and maintenance manuals, etc'. in each case in a form satisfactory to OWNER as determined in OWNER's sole discretion; and (k) The Final Application for Payment has been approved by the ENGINEER and OWNER. Acceptance of Final Payment by the CONTRACTOR shall constitute a waiver of all claims by CONTRACTOR against OWNER other than any claims previously made in writing by CONTRACTOR against OWNER, and still unsettled, and except for claims arising out of third party actions, cross-claims and counterclaims. No interest shall be due or payable by OWNER to CONTRACTOR on any sums retained or withheld by OWNER pursuant to the terms or provisions of the Contract Documents, except as otherwise provided by applicable law. Neither the Certificate of Substantial Completion nor the Final Payment nor possession or acceptance of the Work shall relieve the CONTRACTOR of its obligation for correction of defective or non- conforming Work, or for fulfillment of any warranty, which may be required by law or by the Contract Documents. 6.10 CORRECTION OF WORK BEFORE FINAL PAYMENT. The CONTRACTOR shall promptly remove from OWNER's premises all materials, equipment or Work which is defective or otherwise not in conformance with the Contract Documents, whether actually incorporated in the Work or not, and CONTRACTOR shall, at his own expense, promptly replace such materials, equipment or Work with other materials conforming to the requirements of the Contract. The CONTRACTOR shall also bear the expense of restoring all work of CONTRACTOR or other contractors damaged by any such removal or replacement. If CONTRACTOR does not remove and replace any such unsuitable Work within ten (10) business days after receipt of a written notice from the OWNER or the ENGINEER, the OWNER may remove, replace and remedy such work at CONTRACTOR's expense. 08-2018 00700-25 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 6.11 CORRECTION OF WORK AFTER FINAL PAYMENT. If within one (1) year from the date of Substantial Completion or such longer period of time as may be prescribed by law or by the terms of any applicable special warranty required by the Contract Documents, any of the Work is found to be defective or not in accordance with the Contract Documents, CONTRACTOR shall, at its sole cost, correct it and any other work affected thereby promptly after receipt of a written notice from OWNER to do so. In addition, CONTRACTOR shall be responsible for any damage to building contents, when such damage results from the CONTRACTOR's use of faulty materials or defective workmanship; to the extent such damage is not covered by OWNER's insurance. This warranty period shall renew and recommence for each corrected item of Work upon completion of the remedial work. This time period for correction by CONTRACTOR is in addition to, and not in lieu of, all warranties or remedies, which exist at common law or by statute. These warranty obligations shall survive the termination of this Contract, and shall be enforceable by a decree of specific performance, in addition to such other rights and remedies available to OWNER at law or in equity. 6.12 PAYMENTS WITHHELD. The OWNER may withhold, or on account of subsequently discovered evidence nullify and demand immediate repayment of, the whole or part of any certificate for payment or payment, to such extent as may be necessary to protect OWNER from loss on account of: (a) Defective or non-conforming Work not remedied; (b) Claims filed or reasonable evidence indicating probable filing of claims; (c) Failure of the CONTRACTOR to make payments promptly to subcontractors or _- for material or labor; (d) Damage to another contractor, OWNER, existing improvements on the site, or to adjacent or adjoining property; (e) Reasonable doubt that the Work can be completed for the unpaid balance of the Contract amount; (f) Reasonable indication that the Work will not be completed within the Contract Time; (g) Failure on the part of the CONTRACTOR to execute any and all documents, releases or other documents presented to the CONTRACTOR for execution, as provided for herein or otherwise; (h) Liquidated or other damages due to late completion; and/or (i) Any breach by CONTRACTOR of this Contract or any other agreement between OWNER and CONTRACTOR. When the above grounds are removed to OWNER's satisfaction, the withheld payment shall be made promptly. If the said causes are not so remedied, OWNER may remedy the same for CONTRACTOR's account, charge the entire cost thereof to CONTRACTOR and deduct such cost 08-2018 00700-26 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT from the Contract Sum or from any payments due or to become due under any other agreement between OWNER and CONTRACTOR. 6.13 DELAYED PAYMENTS. Should the OWNER fail to make payment to the CONTRACTOR when payment is due in accordance with the terms of the Contract Documents, any interest due CONTRACTOR for late payments shall accrue and be paid in accordance with the provisions of Chapter 2251 of the Texas Government Code, as amended, and payment of such interest shall fully liquidate and compensate any injury to the CONTRACTOR growing out of such delay in payment. Should OWNER fail to pay CONTRACTOR an undisputed amount due within the time limits provided in the Contract or applicable law, CONTRACTOR shall give the • notice required and comply with the provisions of Section 2251.051 of the Texas Government Code, and shall thereupon be entitled to the rights and remedies provided therein. 7.0 EXTRA WORK AND CLAIMS 7.01 DIFFERING SITE CONDITIONS. During the progress of the work, if subsurface, latent physical conditions or unknown physical conditions of an unusual nature are encountered at the site that differ materially from those indicated in the contract or from those ordinarily encountered and generally recognized as inherent in the work provided for in the contract, the CONTRACTOR shall notify the OWNER's Representative in writing within three (3) calendar days of the specific differing conditions before the site is disturbed and before the affected work is performed. (a)Upon written notification, the ENGINEER will investigate the conditions, and if it is determined that the conditions materially differ and cause an increase or decrease in the cost or time required for the performance of any work under the contract, an adjustment, excluding anticipated profits, will be made and the contract modified in writing accordingly. The ENGINEER will notify the CONTRACTOR in writing of the determination whether or not an adjustment of the contract is warranted. (b)No contract adjustment which results in a benefit to the CONTRACTOR will be allowed unless the CONTRACTOR has provided the required written notice. (c)No contract adjustment will be allowed under this clause for any effects caused on unchanged work. 7.02 SUSPENSIONS OF WORK ORDERED BY THE ENGINEER. If the performance of all or any portion of the work is suspended by the ENGINEER in writing for seven (7) calendar days and the CONTRACTOR believes that additional compensation and/or contract time is due as a result of such suspension, the CONTRACTOR shall submit a written request for adjustment to the ENGINEER within seven (7) calendar days of receipt of the notice to resume work. The request shall set forth the reasons and support for such adjustment. (a)Upon receipt, the ENGINEER will evaluate the CONTRACTOR's request. If the ENGINEER agrees that the cost and/or time required for the performance of the contract has increased as a result of such suspension and the suspension was caused by conditions beyond the control of and not the fault of the CONTRACTOR, its suppliers, or subcontractors at any approved tier, and not caused by weather, the ENGINEER will make an adjustment(excluding profit) and modify the contract in writing accordingly. The CONTRACTOR will be notified of the ENGINEER's determination, in writing, whether or 08-2018 00700-27 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT not an adjustment of the contract is warranted. (b)No contract adjustment will be allowed unless the CONTRACTOR has submitted the request for adjustment within the time prescribed. (c)No contract adjustment will be allowed under this clause to the extent that performance would have been suspended by any other cause, or for which an adjustment is provided or excluded under any other term or condition of this contract. 7.03 CHANGE ORDERS. Without invalidating this Agreement, the OWNER may, at any time or from time to time, order additions, deletions or revisions to the Work; such changes will be authorized by Change Order to be prepared by the ENGINEER for execution by the OWNER and the CONTRACTOR. The Change Order shall set forth the basis for any change in Contract Price, as hereinafter set forth for Extra Work, and any change in Contract Time, which may result from the change. 7.04 In accordance with paragraph 1.06 CONTRACTOR'S request to work weekends, the Owner's Construction Manager shall, upon receipt of written notice by the CONTRACTOR of the need to conduct work on otherwise non-Work Days,prepare a cost estimate for providing Construction Management and Inspection services during the requested period and submit this to both OWNER and CONTRACTOR. If approved by both parties the Construction Manager shall prepare a Deductive Change Order in the amount stated in the estimate for the signature of the CONTRACTOR and the OWNER for inclusion in the next Pay Application. The Deductive Change Order must be signed and executed by both the OWNER and CONTRACTOR prior to start of work on any non-Work Day. 7.05 MINOR CHANGES. The ENGINEER may authorize minor changes in the Work not inconsistent with the overall intent of the Contract Documents and not involving an increase in Contract Price or time. If the CONTRACTOR believes that any minor changes authorized by the ENGINEER involves Extra Work or entitles him to an increase in the Contract Price or the Contract Time, the CONTRACTOR shall give notice of same by written request to the ENGINEER for a written Work Order, with a copy to OWNER. Any such notice and request by the CONTRACTOR shall be given prior to beginning the changed work. CONTRACTOR's commencement of any minor change in the Work prior to such written notice and request shall constitute a waiver of any and all claims for an increase in the Contract Price or the Contract Time arising out of or related to such changed work. 7.06 EXTRA WORK. It is agreed that the CONTRACTOR shall perform all work when presented with a written Change Order, Work Change Directive or Work Order signed by the ENGINEER, subject, however, to the right of the CONTRACTOR to require written confirmation of such Change Order, Work Change Directive or Work Order by the OWNER. It is agreed that the basis of compensation or adjustment to the CONTRACTOR for work either altered, added or deleted by a Change Order or Work Change Directive, or for which a claim for Extra Work is made, shall be determined by one or more of the following methods: Method (A) --By Contract unit prices applicable to the work, if any; or Method (B) --By agreed unit prices or agreed stipulated lump sum price; or 08-2018 00700-28 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT Method (C) --If neither Method (A) nor Method (B) can be agreed upon before the Extra Work is commenced, then the CONTRACTOR shall be paid the "Actual Field Cost" of the work plus: a) For subcontractors performing work mark-up shall be limited to fifteen percent, ten (10%) for the subcontractor plus five (5%) for the General Contractor or b) For the General Contractor alone, self-performing the extra work, without subcontractor, the mark-up shall not exceed ten percent (10%), as full and final compensation for the Extra Work and all costs and expenses, direct or indirect, arising out of or related thereto. In the event said Extra Work or Change Order or Work Change Directive work is performed and paid for under Method (C), then the provisions of this paragraph shall apply and the "Actual Field Cost" is hereby defined as the cost to the CONTRACTOR of all workers, such as foremen, timekeeper mechanics and laborers, and materials, supplies, trucks, rentals of machinery and equipment, for the time actually employed or used on such Extra Work or Change Order or Work Change Directive work, plus actual transportation charges necessarily incurred together with all power, fuel, lubricants, water and similar operating expenses, plus all necessary incidental expenses incurred directly on account of such Extra Work, including Social Security, Old Age Benefits and other payroll taxes, and a rateable proportion of premiums on Performance and Payment Bonds and Maintenance Bonds, Public Liability and Property Damage and Workers' Compensation, and all other insurance as may be required by law or ordinance, or the Contract Documents,plus all payments to subcontractors for such work. The ENGINEER may direct the form in which accounts of the "Actual Field Cost" shall be kept and the records of these accounts shall be made available to the ENGINEER. The ENGINEER or OWNER may also specify in writing, before the work commences, the method of doing the work and the type and kind of machinery and equipment to be used; otherwise these matters shall be determined by the CONTRACTOR. Unless otherwise agreed upon, the prices for the use of machinery and equipment shall be determined by using one hundred percent (100%), unless otherwise specified, of the latest schedule of Equipment Ownership Expense adopted by the Associated General Contractors of America where practicable. The mark-up of the "Actual Field Cost" to be paid to the CONTRACTOR,shall cover and compensate him for his profit, overhead, and all other elements of cost and expense not embraced within the "Actual Field Cost" as herein defined, save that where the CONTRACTOR's field office must be maintained solely on account of such Extra Work, then the cost to maintain and operate the same shall be included in the "Actual Field Cost." No claim for Extra Work of any kind will be allowed unless ordered by the ENGINEER in a written Work Order. In case any orders or instructions, either oral or written, appear to the CONTRACTOR to involve Extra Work for which he should receive compensation or an adjustment in the Contract Time, he shall make written request to the ENGINEER for a written Work Order authorizing such Extra Work within ten (10) days of ENGINEER's orders or instructions, otherwise the orders or instructions will be considered minor changes. The issuance of a Work Order by the ENGINEER shall not constitute or be construed as an agreement or acknowledgement by the ENGINEER that the work which is the subject of the Work Order is Extra Work outside the scope of the Contract Work, but shall merely constitute a direction to the 08-2018 00700-29 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT CONTRACTOR to perform the work, and the CONTRACTOR shall proceed with the work, and shall keep an accurate account of the "Actual Field Cost" thereof, as provided under Method (C). Upon completion of the alleged Extra Work, the CONTRACTOR shall promptly and within ten (10) days submit his claim to the ENGINEER by proper certification and attestation, on forms provided by the ENGINEER. The ENGINEER shall render a written decision on CONTRACTOR's claim within ten (10) days. It is mutually agreed between the parties that the ENGINEER's decision on all claims or questions in relation to the Work, CONTRACTOR's performance of the Work, any changes in the Work or Extra Work, the Contract Price and/or the Contract Time, shall be final and conclusive and binding upon the parties. If the ENGINEER shall fail to respond in writing to CONTRACTOR's claim within thirty (30) days of the date of submission, or if CONTRACTOR shall dispute or object to ENGINEER's decision on any claim, and CONTRACTOR fails to file a Request for Mediation of such claim in accordance with the provisions of Article 9.0, within sixty (60) days after the date of submission to the ENGINEER, or such longer period as the parties may agree to in writing, the CONTRACTOR shall lose and forfeit his right to make such claim for Extra Work at any later date, and all such claims held by the CONTRACTOR shall be deemed waived, forfeited and forever barred. CONTRACTOR shall continue to diligently prosecute the Work notwithstanding any pending claim, dispute, or dispute resolution process between OWNER and CONTRACTOR. 7.07 TIME OF FILING CLAIMS. Except as otherwise provided herein, all questions of dispute or adjustment shall be made within the Pro-Trak system and filed with the ENGINEER within three (3) days after the ENGINEER has given any directions, order or instruction to which the CONTRACTOR desires to take exception. The ENGINEER shall reply within thirty (30) days to such written exceptions, and render his final decision in writing. It is mutually agreed between the parties that the ENGINEER's decision on all claims or questions in relation to the Work, CONTRACTOR's performance of the Work, any changes in the Work or Extra Work, the Contract Price and/or the Contract Time, shall be final and conclusive and binding upon the parties. In case the CONTRACTOR should desire to appeal from the ENGINEER's decision, the CONTRACTOR may request a meeting between representatives of the OWNER and the CONTRACTOR for the purposes of appealing the ENGINEER's decision directly to the OWNER, such meeting to occur within ten (10) days after the date of the CONTRACTOR's request, or such longer period as may be agreed to by the parties in writing. If the CONTRACTOR shall still be aggrieved after a meeting with the OWNER and/or his representative, the CONTRACTOR shall have sixty (60) days after the date of the meeting, or such longer period as the parties may agree to in writing, to file a Request for Mediation of such claim in accordance with the provisions of Article 9.0. In the event the CONTRACTOR shall fail, for any reason, to timely file a Request for Mediation, the OWNER shall be released of any and all liability, and the CONTRACTOR's failure to timely file a Request for Mediation shall constitute a waiver, forfeit and final bar of all such claims held by the CONTRACTOR against the OWNER. CONTRACTOR shall continue to diligently prosecute the Work notwithstanding any pending claim, dispute, or dispute resolution process between OWNER and CONTRACTOR. 8.0 DEFAULT 8.01 DEFAULT BY CONTRACTOR. In case the CONTRACTOR should abandon and fail or refuse to resume Work within five (5) days after written notification from the OWNER or the ENGINEER, or if the CONTRACTOR fails to comply with the orders of the ENGINEER when such orders are consistent with the Contract Documents, or if the CONTRACTOR otherwise defaults on its obligations under the Contract, OWNER shall have the right, if it so elects and 08-2018 00700-30 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT without prejudice to any other rights it may have, after giving five (5) days written notice of default to CONTRACTOR and any surety, to terminate the Contract or any part thereof and/or to take over or cause others to take over the Work or any part thereof, and to complete such Work for the account of CONTRACTOR. Where Performance and Payment Bonds exist, the sureties on these bonds shall be directed to complete the Work in conjunction with the notice of default, and a copy of said notice shall be delivered to the CONTRACTOR. After receiving said notice of default, the CONTRACTOR shall promptly and within no more than three (3) days, remove from the Work any machinery, equipment, or tools then on the job, not intended for incorporation into the Work. Should CONTRACTOR fail to promptly remove such machinery, equipment or tools, OWNER may remove such machinery, equipment or tools and store same at CONTRACTOR's expense; return such machinery, equipment or tools to their purported owner; or otherwise dispose of such machinery, equipment or tools as OWNER sees fit. Any materials, supplies and/or equipment delivered for use in the Work, may be used in the completion of the Work by the OWNER or the surety on the Performance Bond, or another contractor in completion of the Work; it being understood that the use of such equipment, supplies and materials will ultimately reduce the cost to complete the Work and be reflected in the final settlement. Where there is no Performance Bond or in case the surety should fail to commence compliance with the notice for completion hereinabove provided for within ten (10) days after the service of such notice, then the OWNER may provide for completion of the Work in either of the following elective manners: (a) The OWNER may thereupon employ such force of workers and use such machinery, equipment, tools, materials and supplies as the OWNER may deem necessary to expeditiously complete the Work, and charge the expense of such labor, machinery, equipment, tools, materials and supplies to said CONTRACTOR, and expense so charged shall be deducted and paid by the OWNER out of such monies as may be due or that may thereafter at any time become due to the CONTRACTOR under and by virtue of this Agreement or any other agreement between OWNER and CONTRACTOR. In case such expense is less than the sum which would have been payable under this Contract if the same had been completed by the CONTRACTOR, then said CONTRACTOR shall be credited with the difference. In case such expense is greater than the sum which would have been payable under this Contract if the same had been completed by such CONTRACTOR, then the CONTRACTOR and/or his surety shall promptly pay the amount of such excess to the OWNER upon demand; or (b) The OWNER, under sealed bids, under the times and procedures provided for by law, may let the contract for completion of the Work under substantially the same terms and conditions which are provided in this Contract. In case of any increase in cost to the OWNER under the completion contract, as compared to what would have been the cost under this Contract, such increase shall be charged to the CONTRACTOR, and the amount of such increase may be deducted by the OWNER out of such monies as may be due or that may thereafter at any time become due to the CONTRACTOR under and by virtue of this Agreement or any other agreement between OWNER and CONTRACTOR, or the CONTRACTOR and/or his surety shall promptly pay the amount of such increase to the OWNER 08-2018 00700-31 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT upon demand. However, should the cost to complete any such completion contract prove to be less than what would have been the cost to complete under this Contract, the CONTRACTOR and/or his surety shall be credited therewith. In the event of a default by CONTRACTOR, no further payments shall be made to CONTRACTOR under the Contract until the Work is Finally Completed. When the Work shall have been Finally Completed, the CONTRACTOR and his surety shall be so notified. A complete itemized statement of the Contract accounts, certified by the ENGINEER as being correct, shall then be prepared and delivered to the CONTRACTOR and his surety, whereupon the CONTRACTOR and/or his surety shall pay the balance due as reflected by said statement. The OWNER, prior to incurring an obligation to make payment hereunder, shall have such statement of completion attested to by the CONTRACTOR and the surety as accurate, and in exchange for payment of the sum stated therein, the OWNER shall be entitled to a full and final release of any claims or demands by the CONTRACTOR or the surety. In the event the statement of accounts shows that the cost to complete the work is less than that which would have been the cost to the OWNER had the work been completed by the CONTRACTOR under the terms of this Contract, or when the CONTRACTOR and/or his surety shall pay the balance shown to be due by them to the OWNER, then all machinery, equipment, tools or supplies left on the site of the Work shall be turned over to the CONTRACTOR and/or his surety. Should the cost to complete the Work exceed the Contract Price, and the CONTRACTOR and/or his surety fail to pay the amount due the OWNER within the time designated above, and there remains any machinery, equipment, tools, materials or supplies which are the property of CONTRACTOR on the site of the Work, notice thereof, together with an itemized list of such equipment and materials, shall be mailed to the CONTRACTOR and his surety at the respective addresses designated in the Contract, provided, however, that actual written notice given in any manner will satisfy this condition. After mailing or other giving of such notice, such property shall be held at the risk of the CONTRACTOR and his surety, subject only to the duty of the OWNER to exercise ordinary care to protect such property. After fifteen (15) days from the date of such notice, the OWNER may sell such property, equipment, tools, materials or supplies, and apply the net sum derived from such sale to the credit of the CONTRACTOR and his surety. Such sale may be made at either public or private sale, with or without notice, as the OWNER may elect. The OWNER shall release any machinery, equipment, tools, materials or supplies, which remain on the Work, and belong to persons other than the CONTRACTOR or his surety, to their reputed owners. 8.02 SUPPLEMENTATION OF CONTRACTOR FORCES. If CONTRACTOR at any time shall, in OWNER'S sole opinion, fail to furnish skilled workers, suitable materials, supplies or adequate equipment sufficient for the prompt, timely and diligent prosecution of the Work in accordance with OWNER's direction, OWNER shall have the right, without prejudice to the exercise of other remedies for the same default and without fully taking over the Work, to supplement CONTRACTOR's forces and to expedite delivery of and to procure and furnish such workers, materials, tools, supplies or equipment for CONTRACTOR's account by employing other contractors and suppliers engaged in the same class of work and charge the entire cost thereof to CONTRACTOR, said cost to be deducted from sums due or to become due to CONTRACTOR under the Contract or any other agreement with OWNER or any parent, subsidiary or affiliate of OWNER. 08-2018 00700-32 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 8.03 CUMULATIVE REMEDIES & SPECIFIC PERFORMANCE. All rights and remedies of OWNER, under the terms of the Contract and/or available at law or in equity, are cumulative. In the event CONTRACTOR or any of its subcontractors, vendors or suppliers fails or refuses for any reason to provide timely manufacture, fabrication, delivery, installation, erection, construction or completion of any supplies, materials, expendables, equipment, machinery, accessories or appurtenances to be furnished hereunder, CONTRACTOR acknowledges and agrees that such items are required, necessary, essentially unique to the Project and the Work and will cause irreparable harm to OWNER and the Project if not furnished in accordance with the Contract, and OWNER shall have the right to obtain a decree of specific performance and mandatory injunctive relief from any Court of competent jurisdiction to ensure the timely furnishing of such items. 8.04 CROSS-DEFAULT. If, for any reason, CONTRACTOR is declared in default and/or terminated by OWNER under any other agreement with OWNER, whether related to the Project or not related to the Project, OWNER shall have the right to offset and apply any amounts which might be owed to OWNER by CONTRACTOR under any other such agreements against any earned but unpaid amounts owing to CONTRACTOR by OWNER under the Contract, any retainage earned by CONTRACTOR under the Contract or any unearned, unpaid amount under the Contract. 8.05 INSOLVENCY. It is recognized that if CONTRACTOR becomes a debtor in voluntary- or involuntary bankruptcy proceedings, makes a general assignment for the benefit of creditors, or if a receiver is appointed on account of his insolvency, such events could seriously impair or frustrate CONTRACTOR's performance of the Work. Accordingly, it is agreed that should CONTRACTOR become a debtor in bankruptcy, either voluntary or involuntary, CONTRACTOR shall notify OWNER in writing within twenty-four (24) hours of the filing with the bankruptcy court. Further, it is agreed that upon occurrence of any one or more such events, OWNER shall be entitled to request of CONTRACTOR or its successors, trustees or receivers, adequate assurances of future performance. In the event such adequate assurances are not given to the reasonable satisfaction of OWNER within seventy-two (72) hours of such request, OWNER shall have the right to immediately invoke the remedies of this Section 8 or as provided by law. Pending receipt of such adequate assurances of such future performance, OWNER may proceed with the Work on a temporary basis and deduct the costs, plus reasonable overhead and profit, from any amounts due or which may become due to CONTRACTOR under the-Contract or any other agreement with OWNER. hi this regard, OWNER and CONTRACTOR agree that delays in performance could result in more damages to CONTRACTOR than would be sustained if OWNER failed to exercise such remedies. 8.06 CONTINGENT ASSIGNMENT. CONTRACTOR hereby assigns to OWNER, all of CONTRACTOR's rights under and interest in any and all subcontracts and/or purchase orders entered into by CONTRACTOR pursuant to this Agreement, such assignment to become effective upon CONTRACTOR's default under this Agreement or OWNER's termination of this Contract, and OWNER's acceptance of such assignment. Upon CONTRACTOR's default or OWNER's termination of this Contract, OWNER may, in the event there is no performance bond for the Contract, or in the event the performance bond surety fails to complete the Contract, or if OWNER otherwise so elects in its sole discretion, accept such assignment by written notice of such acceptance to CONTRACTOR and subcontractor, and may require subcontractors to perform all of the then unperformed duties and obligations under the subcontract, for the,direct benefit of OWNER. In the event OWNER requires such performance by a subcontractor, then OWNER 08-2018 00700-33 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT shall be obligated to pay such subcontractor any amounts due and owing under the terms of the subcontract/purchase order, at the subcontract prices and rates, and subject to any rights of withholding or offset and other terms and conditions of the subcontract, for all work properly performed by such subcontractor, to the date of OWNER's acceptance and thereafter. OWNER's liability in this connection, however, shall not exceed the amount obtained by subtracting all payments made by CONTRACTOR to subcontractor from the Subcontract Price at the time of CONTRACTOR's default or OWNER's termination of CONTRACTOR. CONTRACTOR shall include a provision in its subcontracts that allows such assignment and allows OWNER to take these actions, and further provides that in the event of CONTRACTOR's termination for default, the subcontractor agrees to give the OWNER or its agent the right to inspect all books and records of subcontractor relating to the Work. 8.07 WAIVER OF CONSEQUENTIAL DAMAGES. CONTRACTOR expressly waives any and all claims for consequential damages against OWNER arising out of or related to this Contract, or any other agreements between CONTRACTOR and OWNER, including, but not limited to, claims for damages incurred by CONTRACTOR for principal office expenses, including the compensation of personnel stationed there, losses of financing, bonding capacity, business and reputation, and claims for lost profit, whether on this Contract or otherwise. 8.08 TERMINATION FOR CONVENIENCE. OWNER may at its sole discretion, upon five (5) days written notice to CONTRACTOR, terminate this Contract, in whole or in part, if and when OWNER determines that it is in the best interest of OWNER to do so. Upon receipt of such written notice from OWNER, CONTRACTOR shall cease all terminated Work and take reasonable precautions to protect and preserve such work, and shall take all reasonable measures after consultation with OWNER to terminate or assign to OWNER all subcontracts, purchase orders or other commitments related to the Work or the Project on terms and conditions acceptable to OWNER. CONTRACTOR will be paid for all Work performed in strict accordance with the Contract Documents, based upon the Contract Price and the percentage of completion on the date of termination, and less amounts previously paid, subject to any reasonable backcharges attributable to CONTRACTOR's failure to comply with any of the provisions of this Contract and further subject to the other terms of this Contract regarding payment. In no event will CONTRACTOR receive or be entitled to any payment or compensation whatsoever for interruption of business or loss of business opportunities, any other items of consequential damages, for overhead or loss of profits on the unperformed Work and/or services and unfurnished materials or for any intangible, impact or similarly described cost, damages or expense, and under no circumstances shall the total sum paid to or received by CONTRACTOR under this Contract exceed the Contract Price. The compensation provided herein shall be CONTRACTOR's sole and exclusive remedy arising out of a termination for convenience. 8.09 DEFAULT BY OWNER. In case the OWNER shall default on its material obligations under this Contract, other than OWNER's failure to pay CONTRACTOR a disputed amount due within the time limits provided in the Contract or applicable law, as addressed by Section 6.13 of this Agreement, and shall fail or refuse to cure, or to commence and diligently pursue cure of such default within fifteen (15) days after written notification by the CONTRACTOR, then the CONTRACTOR may suspend or wholly abandon the Work, and may remove therefrom all machinery, tools and equipment, and all materials on the site of the Work that have not been included in payments to the CONTRACTOR and have not been incorporated into the Work. And thereupon, the ENGINEER shall make an estimate of the total amount earned by the CONTRACTOR, which estimate shall include the value of all Work actually completed by 08-2018 00700-34 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT said CONTRACTOR (at the Contract Prices), the value of all partially completed Work at a fair ' and equitable price, and the amount of all Extra Work performed at the prices agreed upon, or provided for by the terms of this Contract, and a reasonable sum to cover the cost of any provisions made by the CONTRACTOR to carry the whole Work to completion and which cannot be utilized. The ENGINEER shall then make a final statement of the balance due the CONTRACTOR by deducting from the above estimate all previous payments by the OWNER and all other sums that may be retained by the OWNER under the terms of this Agreement, and shall present the same to the OWNER, and OWNER's payment of said sum to the CONTRACTOR, on or before thirty (30) days after OWNER's receipt of such statement, shall satisfy any and all rights, claims or causes of action of CONTRACTOR arising out of or related to such default by OWNER, and shall be CONTRACTOR's sole and exclusive remedy for such default. A disputed or unilateral claim by the Contractor cannot by itself constitute a default hereunder. 9.0 DISPUTE RESOLUTION Any dispute or pending claim or dispute resolution process between OWNER and CONTRACTOR shall not excuse or relieve CONTRACTOR of its obligations under the Contract, and CONTRACTOR shall diligently prosecute the Work notwithstanding any pending claim, dispute, or dispute resolution process between OWNER and CONTRACTOR. All claims, disputes and other matters in question arising out of or relating to, the Contract, or the breach thereof, shall be subject to mediation as a condition precedent to any other dispute resolution process as may be selected by OWNER. Unless mutually agreed otherwise the mediation shall be conducted by a third party who will be selected by agreement between OWNER and CONTRACTOR, and Request for Mediation shall be filed with the other party. The parties shall share the mediator's fee and any filing fees equally. If a claim, dispute or other matter in question between OWNER and CONTRACTOR involves the work of a subcontractor or supplier, OWNER or CONTRACTOR may join such subcontractor or supplier as a party to any mediation proceeding between OWNER and CONTRACTOR hereunder. CONTRACTOR shall include in all subcontracts and/or purchase orders related to the Work a specific provision whereby the subcontractor or supplier consents to being joined in mediation between OWNER and CONTRACTOR involving the work of such subcontractor or supplier. This Contract shall be governed by the laws of the State of Texas and shall be considered performable in Brazoria County, Texas, for venue purposes. Further, the OWNER and CONTRACTOR stipulate that venue for any dispute resolution proceeding involving or touching upon the Contract other than the conduct of an arbitration hearing shall be in Brazoria County, Texas, or, if such choice of venue is prohibited or unenforceable by law, shall be held in the county where the Project is located. CONTRACTOR agrees to pay OWNER all reasonable attorneys' fees incurred by OWNER in the event OWNER seeks to enforce any provision of this Contract whether by arbitration or other dispute resolution process. Further, in the event OWNER defends any claim instituted by CONTRACTOR against OWNER, whether in arbitration or other dispute resolution process, CONTRACTOR agrees to pay OWNER all reasonable attorneys' fees incurred by OWNER in defending such claim provided OWNER is the prevailing party, in whole or in part, in such proceeding. 08-2018 00700-35 of 35 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT ATTACHMENT NO. 1 TO GENERAL CONDITIONS WORKERS' COMPENSATION INSURANCE COVERAGE A. DEFINITIONS: Certificate of coverage ("certificate") _ A copy of a certificate of insurance, a certificate of authority to self-insure issued by the commission, or a coverage agreement (TWCC81, TWCC-82, TWCC-83 or TWCC-84), showing statutory workers' compensation insurance coverage for the person's or entity's employees providing services on a project for the duration of the Project.. Duration of the Project _includes the time from the beginning of the Work on the Project until the contractor's/person's work on the Project has been completed and the Project warranty period has expired. Persons providing services on the project includes persons or entities performing all or part of the services the contractor has undertaken to perform on the project, regardless of whether that person contracted directly with due contractor and regardless of whether that person has employees. This includes, without limitation, independent contractors, subcontractors, motor carriers and owner- operators, (as defined at Section 406.121 of the Texas Labor Code), ,leasing companies, and employees of any such entity, or employees of any entity which furnishes persons to provide services on the project. "Services" include, without limitation, providing, hauling, or delivering equipment or materials, or providing labor, transportation, or other service related to a project' "Services" does not include activities unrelated to the project, such as food/beverage vendors, office supply deliveries, and delivery of portable toilets. B. The CONTRACTOR shall provide coverage, based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements, which meets the statutory requirements of Texas Labor Code, Title 5 Workers' Compensation, Subtitle A Texas Workers' Compensation Act, for employees of the contractor providing services on the project, for the duration of the project. C. The CONTRACTOR must provide a certificate of coverage to the OWNER prior to being awarded the Contract. D. If the coverage period shown on the CONTRACTOR's current certificate of coverage ends during the duration of the project, the CONTRACTOR must, prior to the end of the coverage period, file a new certificate of coverage with the OWNER showing that coverage has been extended. E. The CONTRACTOR shall obtain from each subcontractor or other person providing services on a project, and provide to the OWNER: (I) a certificate of coverage, prior to that person beginning work on the Project, so the OWNER will have on file certificates of coverage showing coverage for all persons providing services on the Project; and 05/2007 00700-Al CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT (2) no later than seven days after receipt by the CONTRACTOR and prior to the end of the coverage period, a new certificate of coverage showing extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the Project. F. The CONTRACTOR shall retain all required certificates of coverage for the duration of the Project and for one year thereafter. G. The CONTRACTOR shall notify the OWNER in writing by certified mail or personal delivery, within 10 days after the CONTRACTOR knew or should have known, of any changes that materially affect the provision of coverage of any person providing services on the Project. H. The CONTRACTOR shall post on each Project site a notice, in the text, form and manner prescribed by the Texas Workers' Compensation Commission, informing all persons providing services on the Project that they are required to be covered, and stating how a person may verify coverage and report lack of coverage. NOTICE REQUIRED WORKERS' COMPENSATION COVERAGE "The law requires that each person working on this site or providing services related to this construction project must be covered by workers' compensation insurance. This includes persons providing, hauling, or delivering equipment or materials, or providing labor or transportation or other service related to the project, regardless of the identity of their employer or status as an employee." "Call the Texas Workers' Compensation Commission at (512) 440- 3789 to receive information on the legal requirements for coverage, to verify whether your employer has provided the required coverage, or to report an employer's failure to provide coverage." The CONTRACTOR shall contractually require each person with whom it contracts to provide services on a project, too: (1) provide coverage, based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements, which meets the statutory requirements of Texas Labor Code, Title 5 Workers' Compensation, Subtitle A Texas Workers' Compensation Act, for all of its employees providing services on the Project, for the duration of the Project; (2) provide to the CONTRACTOR,prior to that person beginning work on the Project, a certificate of coverage showing that coverage is being provided for all employees of the person providing services on the project, for,the duration of the Project: 05/2007 00700-A2 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT (3) provide the CONTRACTOR,prior to the end of the coverage period, a new certificate of coverage, showing extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the Project; (4) obtain from each other person with whom it contracts, and provide to the CONTRACTOR: (a) a certificate of coverage,prior to the other person beginning work on the Project; and (b) a new certificate of coverage showing extension of coverage,prior to the end of the coverage period, if the coverage period shown on the current certificate of coverage ends during the duration of the Project; (5) retain all required certificates of coverage on file for the duration of the Project and for one year thereafter; (6) notify the OWNER in writing by certified mail or personal delivery, within 10 days after the person knew or should have known, of any change that materially affects the provision of coverage of any person providing services on the Project; and (7) contractually require each person with whom it contracts, to perform as required by paragraphs (1) - (7), with the certificates of coverage to be provided to the person for whom they are providing services. J. By signing this Contract or providing or causing to be provided a certificate of coverage, the CONTRACTOR is representing to the OWNER that all employees of the CONTRACTOR who will provide services on the Project will be covered by workers' compensation coverage for the duration of the Project, that the coverage agreements will be based on proper reporting of classification codes and payroll amounts, and that all coverage agreements will be filed with the appropriate insurance carrier or, in the case of a self-insured, with the commission's Division of Self-Insurance Regulation. Providing false or misleading information may subject the CONTRACTOR to administrative penalties, criminal penalties, civil penalties, or other civil actions. K. The CONTRACTOR's failure to comply with any of these provisions is a breach of contract by the CONTRACTOR, which entitles the OWNER to pursue all rights and remedies available to it under the Contract, at law or in equity, if the CONTRACTOR does not remedy the breach within ten days after receipt of notice of breach from the OWNER. 05/2007 00700-A3 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT ATTACHMENT NO. 2 TO GENERAL CONDITIONS AGREEMENT FOR FINAL PAYMENT AND CONTRACTOR'S SWORN RELEASE In consideration of the Final Payment under that certain contract between [Contractor's Company Name] (hereafter "CONTRACTOR") and the City of Pearland (hereafter "OWNER") for the Project known as McHard Road Trunk Sewer & Phase 2 Water Line (the "Contract"), the CONTRACTOR makes the following representations to OWNER, either individually if a proprietorship, or jointly and severally by all general partners if a partnership, or if a corporation, by action of the president and secretary of said corporation, as duly authorized by appropriate action of the stockholders and/or board of directors of said corporation, their signatures hereon constituting a representation under oath by said individuals that they have the authority to execute this Agreement for and on behalf of the said corporation: 1. The undersigned CONTRACTOR represents to OWNER that the Application for Payment for the Final Payment under the Contract, and the final Change Order issued under the Contract if any, whether or not modified, corrected or changed in some way by the ENGINEER, the CONTRACTOR or the OWNER, a copy of which are attached hereto and marked Exhibit "A", are true, correct and accurate, and that CONTRACTOR has received payment in full for all other Applications for Payment submitted under the Contract, and that CONTRACTOR has been fully compensated for all labor, materials, equipment and/or services furnished in connection with the Contract, except for the Final Payment. 2. It is agreed and stipulated by the undersigned CONTRACTOR that upon the receipt of Final Payment in the amount as set out on the attached Application for Payment, the CONTRACTOR, by execution of this instrument of release, does, therefore, RELEASE and FOREVER DISCHARGE OWNER of and from all manner of debts, claims, demands, obligations, suits, liabilities and causes of action of any nature whatsoever, at law or in equity, in contract or in tort, now existing or which may hereafter accrue, arising out of or related to the Contract, any Change Orders or Work Orders, the Work, or any labor, materials, equipment or services furnished by CONTRACTOR to OWNER. 3. The CONTRACTOR, acting by and through the person or persons whose names are subscribed hereto, does solemnly swear and affirm that all bills and claims have been paid to all materialmen, suppliers, laborers, subcontractors, or other entities performing services or supplying materials or equipment, and that OWNER shall not be subject to any bills, claims, demands, litigation or suits in connection therewith. 4. It is further specifically understood and agreed that this Agreement for Final Payment and Contractor's Sworn Release shall constitute a part of the Contract, and it is also specifically understood and agreed that this Agreement shall not act as a modification, waiver or renunciation by OWNER of any of its rights or remedies as set out in the Contract itself, but this Agreement for Final Payment and Contractor's Sworn Release shall constitute a supplement thereto for the additional protection of OWNER. 05/2007 00700-B1 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT SIGNED and EXECUTED this, the_day of , 20_ CONTRACTOR: By: Signature Print Name: Title: [If CONTRACTOR is a proprietorship, owner must sign; if a partnership, each general partner must sign; if a corporation, the following language should be used.] SIGNED and EXECUTED this, the day of 20 by , a Texas corporation, under authority granted to the undersigned by said corporation as contained in the Charter, By-Laws or Minutes of _ a meeting of said corporation regularly called and held. CONTRACTOR: By: President ATTEST: Corporate Secretary (Corporate Seal) [This form is for use by either a proprietorship or a partnership. In the event CONTRACTOR is a partnership or a joint proprietorship, additional signature lines should be added for each individual.] 05/2007 00700-B2 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT AFFIDAVIT STATE OF TEXAS § COUNTY OF § BEFORE ME, the undersigned authority, on this day personally appeared the person or persons whose name(s) are subscribed to the above and foregoing Agreement for Final Payment and Contractor's Sworn Release, who each, after being by me duly sworn, on their oaths deposed and said: I (We) am (are) the person(s)who signed and executed the above and foregoing Agreement for Final Payment and Contractor's Sworn Release, and I (we) have read the facts and statements as therein set out and the representations as made therein, and I (we) state that the above and foregoing are true and correct. CONTRACTOR- Affiant SWORN TO AND SUBSCRIBED TO before me, the day of 20_: Notary Public, State of Texas My Commission Expires: [This form is for use in the event CONTRACTOR is a corporation.] • 07/2006 00700-B3 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT AFFIDAVIT STATE OF TEXAS § COUNTY OF § BEFORE ME, the undersigned authority, on this day personally appeared the persons who signed and executed the above and foregoing Agreement for Final Payment mid Contractor's Sworn Release, whose names are set out above, who each, after being by me duly sworn, on their oaths deposed and said: We each are the persons whose names are subscribed above, and hold respectively the offices in the corporation as set out above, and each state under oath that we have the authority to execute this Agreement for Final Payment and Contractor's Sworn Release for and on behalf of said corporation, pursuant to authority granted to us in the Charter of said corporation, the By-Laws of said corporation and/or the Minutes of said corporation; and the facts, statements and representations as set out in the instrument to which this Affidavit is attached, are true and correct. SWORN TO AND SUBSCRIBED TO before me this, the day of 20 Notary Public, State of Texas My Commission Expires: 07/2006 00700-B4 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT ATTACHMENT NO. 3 TO GENERAL CONDITIONS OWNER'S INSURANCE REQUIREMENTS OF CONTRACTOR 1. Definitions. For purposes of this Agreement: 1.1 Owner Parties. "Owner Parties" means (a) the City of Pearland, its successors and assigns, and the Engineer, (b) any officers, employees, or agents of such persons or entities, and(c) others as required by the Contract Documents, if any. 1.2 Contractor. "Contractor" shall mean the vendor providing the service or work to be performed under this Agreement. 1.3 Subcontractor. "Subcontractor" shall include subcontractors of any tier. 1.4 ISO. "ISO"means Insurance Services Office. 2. Contractor Insurance Representations to Owner Parties 2.1 It is expressly understood and agreed that the insurance coverages required herein: 2.1.1 represent Owner Parties' minimum requirements and are not to be construed to void or limit the Contractor's indemnity obligations as contained in this Agreement nor represent in any manner a determination of the insurance coverages the Contractor should or should not maintain for its own protection; and 2.1.2 are being, or have been, obtained by the Contractor in support of the Contractor's liability and indemnity obligations under this Agreement. Neither the requirements as to insurance to be carried as provided for herein, the insolvency, bankruptcy or failure of any insurance company carrying insurance of the Contractor, nor the failure of any insurance company to pay claims accruing, shall be held to affect, negate or waive any of the provisions of this Agreement. 2.2 Failure to obtain and maintain the required insurance shall constitute a material breach of, and default under, this Agreement. If the Contractor shall fail to remedy such breach within five (5) business days after notice by the Owner, the Contractor will be liable for any and all costs, liabilities, damages and penalties resulting to the Owner Parties from such breach, unless a written waiver of the specific insurance requirement(s) is provided to the Contractor by the Owner. In the event of any failure by the Contractor to comply with the provisions of this Agreement, the Owner may, without in any way compromising or waiving any right or remedy at law or in equity, on notice to the Contractor, purchase such insurance, at the Contractor's expense, provided that the Owner shall have no obligation to do so and if the Owner shall do so, the Contractor shall not be relieved of or excused from the obligation to obtain and maintain such insurance amounts and coverages. 10-2012 00700-Cl CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 3. Conditions Affecting All Insurance Required Herein 3.1 Cost of Insurance. All insurance coverage shall be provided at the Contractor's sole expense. 3.2 Status and Rating of Insurance Company. All insurance coverage shall be written through insurance companies authorized to do business in the state in which the work is to be performed and rated no less than A-: VII in the most current edition of A. M. Best's Key Rating Guide. 3.3 Restrictive, Limiting, or Exclusionary Endorsements. All insurance coverage shall be provided to the Owner Parties in compliance with the requirements herein and shall contain no endorsements that restrict, limit, or exclude coverage required herein in any manner without the prior express written approval of the Owner. 3.4 Limits of Liability. The limits of liability may be provided by a single policy of insurance or by a combination of primary and umbrella policies, but in no event shall the total limits of liability available for any one occurrence or accident be less than the amount required herein. 3.5 Notice of Cancellation, Nonrenewal, or Material Reduction in Coverage. All insurance coverage shall contain the following express provision: In the event of cancellation, non-renewal, or material reduction in coverage affecting the certificate holder, thirty (30) days prior written notice shall be given to the certificate holder by certified mail or registered mail, return receipt requested. 3.6 Waiver of Subrogation. The Contractor hereby agrees to waive its rights of recovery from the Owner Parties with regard to all causes of property and/or liability loss and shall cause a waiver of subrogation endorsement to be provided in favor of the Owner Parties on all insurance coverage carried by the Contractor, whether required herein or not. 3.7 Deductible/Retention. Except as otherwise specified herein, no insurance required herein shall contain a deductible or self-insured retention in excess of $25,000 without prior written approval of the Owner. All deductibles and/or retentions shall be paid by, assumed by, for the account of, and at the Contractor's sole risk. The Contractor shall not be reimbursed for same. 4. Maintenance of Insurance. The following insurance shall be maintained in effect with limits not, less than those set forth below at all times during the term of this Agreement and thereafter as required: 10-2012 00700-C2 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.1 Commercial General Liability Insurance 4.1.1 Coverage. Such insurance shall cover liability arising out of all locations and operations of the Contractor, including but not limited to liability assumed under this contract (including the tort liability of another assumed in a business contract). Defense shall be provided as an additional benefit and not included within the limit of liability. 4.1.2 Form. Commercial General Liability Occurrence form (at least as broad as an unmodified ISO CG 0001 0798 or its equivalent). 4.1.3 Amount of Insurance. Coverage shall be provided with limits of not less than: Each Occurrence Limit $1,000,000 General Aggregate Limit $2,000,000 Product-Completed Operations Aggregate Limit $2,000,000 Personal and Advertising Injury Limit $1,000,000 4.1.4 Required Endorsements a. Additional Insured. Additional insured status shall be provided in favor of the Owner Parties on any of the following: i. ISO form CG 20 10 11 85; or ii. ISO form CG 20 26 11 85; or iii. a combination of ISO forms CG 20 33 10 01 and CG 20 37 1001; or iv. any form providing equivalent protection to Owner. b. Designated Construction Project(s) Aggregate Limit. The aggregate limit shall apply separately to this Agreement through use of an ISO CG 25 03 03 97 endorsement or its equivalent. c. Notice of Cancellation, N/nrenewal or Material Reduction in Coverage, as required in 3.5, above. d. Personal Injury Liability. The personal injury contractual liability exclusion shall be deleted. e. Primary and Non-Contributing Liability. It is the intent of the parties to this Agreement that all insurance required herein shall be - primary to all insurance available to the Owner Parties. The obligations of the Contractor's insurance shall not be affected by any other insurance available to the Owner Parties and shall seek no contribution from the Owner Parties' insurance, whether primary, excess contingent, or on any other basis. The Contractor's insurance coverage shall be endorsed to provide such primary and non- contributing liability. f. Waiver of Subrogation, as required in 3.6, above. 10-2012 00700-C3 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.1.5 Continuing Commercial General Liability Insurance. The Contractor shall maintain such insurance in identical coverage, form and amount, including required endorsements, for at least one (1) year following Date of Substantial Completion of the Work to be performed under this Agreement. The Contractor shall provide written representation to Owner stating Work completion date. 4.2 Auto Liability Insurance 4.2.1 Coverage. Such insurance shall cover liability arising out of any auto (including owned, hired, and non-owned). 4.2.2 Form. Business Auto form (at least as broad as an unmodified ISO CA 0001 or its equivalent). 4.2.3 Amount of Insurance. Coverage shall be provided with a limit of not less than $1,000,000. 4.2.4 Required Endorsements a. Notice of Cancellation, Nonrenewal or Material Reduction in Coverage, as required in 3.5, above. b. Waiver of Subrogation, as required in 3.6, above. 4.3 Employer's Liability Insurance 4.3.1 Coverage. Employer's Liability Insurance shall be provided as follows: 4.3.2 Amount of Insurance. Coverage shall be provided with a limit of not less than: Employer's Liability: $1,000,000 each accident and each disease. 4.3.3, Required Endorsements a. Notice of Cancellation, Nonrenewal or Material Reduction in Coverage, as required in 3.5, above. b. Waiver of Subrogation, as required in 3.6, above. 4.4 Umbrella Liability Insurance 4.4.1 Coverage. Such insurance shall be excess over and be no less broad than all coverages described above and shall include a drop-down provision for exhaustion of underlying limits. 4.4.2 Form. This policy shall have the same inception and expiration dates as the commercial general liability insurance required above. 10-2012 00700-C4 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.4.3 Amount of Insurance. Coverage shall be provided with a limit of not less than$5,000,000. 4.4.4 Continuing Umbrella Liability Insurance. The Contractor shall maintain such insurance in identical coverage, form and amount, including required endorsements, for at least one (1) year following Date of Substantial Completion of the Work to be performed under this Agreement. The Contractor shall provide written representation to the Owner stating Work completion date. 4.5 Professional Liability Insurance 4.5.1 Coverage. The Contractor shall provide professional liability insurance for any professional design or engineering drawing required by the work. Such insurance shall indemnify the Owner from claims arising from the negligent performance of professional services of any type, including but not limited to design or design/build services as part of the Work to be performed. 4.5.2 Form. This insurance shall include prior acts coverage sufficient to cover all services rendered by the Contractor and by its consultants under this Agreement. It is recognized that this coverage may be provided on a Claims-Made basis. 4.5.3 Amount of Insurance. Coverage shall be provided with a limit of not less than$1,000,000. 4.5.4 Continuing Professional Liability Insurance. The Contractor shall maintain such insurance in identical coverage, form and amount for at least one (1) year following Date of Substantial Completion of the Work to be performed under this'Agreement. The Contractor shall provide written representation to the Owner stating Work completion date. 4.6 Builder's Risk 4.6.1 Insureds. Insureds shall include: a. Owner, General Contactor and all Loss Payees and Mortgagees as Named Insureds; and b. subcontractors of all tiers in the Work as Additional Insureds. 10-2012 00700-C5 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.6.2 Covered Property. Such insurance shall cover: a. all structure(s) under construction, including retaining walls, paved surfaces and roadways, bridges, glass, foundation(s), footings, underground pipes and wiring, excavations, grading, backfilling or filling; b. all temporary structures (e.g., fencing, scaffolding, cribbing, false work, forms, site lighting, temporary utilities and buildings) located at the site; c. all property including materials and supplies on site for installation; d. all property including materials and supplies at other locations but intended for use at the site; e. all property including materials and supplies in transit to the site for installation by all means of transportation other than ocean transit; and f. other Work at the site identified in the Agreement to which this Exhibit is attached. Form a. Coverage shall be at least as broad as an unmodified ISO Special form, shall be provided on a completed-value basis, and shall be primary to any other coverage insurance available to the insured parties, with that other insurance being excess, secondary and non- contributing. b. No protective safeguard warranty shall be permitted. c. Required coverage shall further include: i. Additional expenses due to delay in $ TBD completion of project(where applicable) ii. Agreed value Included without sublimit iii. Damage arising from error, omission or Included without sublimit deficiency in construction methods, design,•specifications, workmanship or materials, including collapse iv. Debris removal additional limit 25% of direct damage loss v. Earthquake (where applicable) $ TBD vi. Earthquake sprinkler leakage (where $ TBD applicable) vii. Expediting expenses $ TBD viii. Flood (where applicable) $ TBD ix. Freezing Included without sublimit x. Mechanical breakdown, including hot& Included without sublimit cold testing (where applicable) xi. Notice of cancellation, non-renewal or Included 10-2012 00700-C6 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT material reduction—60 days prior written notice to each insured xii. Occupancy clause, as required in F, Included below xiii. Ordinance or law Included without sublimit xiv. Pollutant clean-up and removal $ TBD xv. Preservation of property Included without sublimit xvi. Replacement cost Included xvii. Theft Included without sublimit xviii. Waiver of subrogation as required in G, Included below. 4.6.3 Amount of Insurance. Coverage shall be provided in an amount equal at all times to the full replacement value and cost of debris removal for any single occurrence. 4.6.4 Deductibles. Deductibles shall not exceed the following: a. All Risks of Direct Damage,Per $5,000 Occurrence, except b. Delayed Opening Waiting Period 5 Days c. Flood, Per Occurrence $25,000 or excess of NFIP if in Flood Zone A, • •B or V d. Earthquake and Earthquake Sprinkler $25,000 Leakage, Per Occurrence 4.6.5 Termination of Coverage. The termination of coverage provision shall be endorsed to permit occupancy of the covered property being constructed so long as such occupancy does not exceed 20% of the usable area of the property. This insurance shall be maintained in effect, unless otherwise provided for in the Contract Documents, until the earliest of the following dates: a. the date on which all persons and organizations who are insureds under the policy agree that it shall be terminated; b. the date on which final payment, as provided for in the Agreement to which this Exhibit is attached, has been made; or c. the date on which the insurable interests in the Covered Property of all insureds other than Contractor have ceased. 10-2012 00700-C7 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.6.6 Waiver of Subrogation. The waiver of subrogation provision shall be ) endorsed as follows: a. A waiver of subrogation shall be provided in favor of all insureds. b. The waiver of subrogation provisions shall be endorsed as follows: Should a covered loss be subrogated, either in whole or in part, your rights to any recovery will come first, and we will be entitled to a recovery only after you have been fully compensated for the loss. 5. Intentionally left blank. 6. Evidence of Insurance 6.1 Provision of Evidence. Evidence of the insurance coverage required to be maintained by the Contractor, represented by certificates of insurance, evidence of insurance, and endorsements issued by the insurance company or its legal agent, and must be furnished to the Owner prior to commencement of Work and not later than fifteen (15) days after receipt of this Agreement. New certificates of insurance, evidence of insurance, and endorsements shall be provided to the Owner prior to the termination date of the current certificates of insurance, evidence of insurance, and endorsements. 6.2 Form 6.2.1 All property insurance required herein shall be evidenced by ACORD form 28, "Evidence of Property Insurance". 6.2.2 All liability insurance required herein shall be evidenced by ACORD form 25, "Certificate of Insurance". 6.3 Specifications. Such certificates of insurance, evidence of insurance, and endorsements shall specify: 6.3.1 The Owner as a certificate holder with correct mailing address. 6.3.2 Insured's name, which must match that on this Agreement. 6.3.3 Insurance companies affording each coverage, policy number of each coverage, policy dates of each coverage, all coverages and limits described herein, and signature of authorized representative of insurance company. 6.3.4 Producer of the certificate with correct address and phone number listed. 6.3.5 Additional insured status required herein. 6.3.6 Amount of any deductibles and/or retentions. 6.3.7 Cancellation, non-renewal and material reduction in coverage notification as required by this Agreement. Additionally, the words "endeavor to" and "but failure to mail such notice shall impose no obligation or liability of any kind upon Company, it agents or representatives" shall be deleted from the cancellation provision of the ACORD 25 certificate of insurance form. 10-2012 00700-C8 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 6.3.8 Designated Construction Project Aggregate Limits required herein. 6.3.9 Personal Injury contractual liability required herein. 6.3.10 Primary and non-contributing status required herein. 6.3.11 Waivers of subrogation required herein. 6.4 Required Endorsements. A copy of each of the required endorsements shall also be provided. 6.5 Failure to Obtain. Failure of any Owner Party to demand such certificate or other evidence of full compliance with these insurance requirements or failure of any Owner Party to identify a deficiency from evidence that is provided shall not be construed as a waiver of the Contractor's obligation to maintain such insurance. 6.6 Certified Copies. Upon request of any Owner Party, the Contractor shall provide to the Owner a certified copy of all insurance policies required herein within ten (10) days of any such request. Renewal policies, if necessary, shall be delivered to the Owner prior to the expiration of the previous policy. 6.7 Commencement of Work. Commencement of Work without provision of the required certificate of insurance, evidence of insurance and/or required endorsements, or without compliance with any other provision of this Agreement, shall not constitute a waiver by any Owner Party of any rights. The Owner shall have the right, but not the obligation, of prohibiting the Contractor or any subcontractor from performing any Work until such certificate of insurance, evidence of insurance and/or required endorsements are received and approved by the Owner. 7. Insurance Requirements of Contractor's Subcontractors 7.1 Insurance similar to that required of the Contractor shall be provided by all subcontractors (or provided by the Contractor on behalf of subcontractors) to cover operations performed under any subcontract agreement. The Contractor shall be held responsible for any modification in these insurance requirements as they apply to subcontractors. The Contractor shall maintain certificates of insurance from all subcontractors containing provisions similar to those listed herein (modified to recognize that the certificate is from subcontractor) enumerating, among other things, the waivers of subrogation, additional insured status, and primary liability as required herein, and make them available to the Owner upon request. 7.2 The Contractor is fully responsible for loss and damage to its property on the site, including tools and equipment, and shall take necessary precautions to prevent damage to or vandalism, theft, burglary, pilferage and unexplained disappearance of property. Any insurance covering the Contractor's or its subcontractor's property shall be the Contractor's and its subcontractor's sole and complete means or recovery for any such loss. To the extent any loss is not covered by said insurance or subject to any deductible or co-insurance, the Contractor shall not be reimbursed for same. Should the Contractor or its subcontractors choose to self insure this risk, it is expressly agreed that the Contractor hereby waives, and shall cause its 10-2012 00700-C9 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT subcontractors to waive, any claim for damage or loss to said property in favor of the Owner Parties. 8. Use of the Owner's Equipment. The Contractor, its agents, employees, subcontractors or suppliers shall use the Owner's equipment only with express written permission of the Owner's designated representative and in accordance with the Owner's terms and condition for such use. If the Contractor or any of its agents, employees, subcontractors or suppliers utilize any of the Owner's equipment for any purpose, including machinery, tools, scaffolding, hoists, lifts or similar items owned, leased or under the control of the Owner, the Contractor shall defend, indemnify and be liable to the Owner Parties for any and all loss or damage which may arise from such use. 9. Release and Waiver. The Contractor hereby releases, and shall cause its subcontractors to release, the Owner Parties from any and all claims or causes of action whatsoever which the Contractor and/or its subcontractors might otherwise now or hereafter possess resulting in or from or in any way connected with any loss covered by insurance, whether required herein or not, or which should have been covered by insurance required herein, including the deductible and/or uninsured portion thereof, maintained and/or required to be maintained by the Contractor and/or its subcontractors pursuant to this Agreement. 10-2012 00700-C10 CITY OF PEARLAND SPECIAL CONDITIONS OF AGREEMENT 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: Jennifer Lee, telephone: 281. 652. 1760 The CONSTRUCTION MANAGER is: Jaime Dino, telephone: 281.652.1747 The CONSTRUCTION INSPECTOR is: Tim Ford, telephone:713.775.0681 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 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. 08/2018 00800- 1 of 2 CITY OF PEARLAND SPECIAL CONDITIONS OF AGREEMENT 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 work day. Contractor Will Not be required to provide an on-site construction office for the duration of this project. END OF SECTION 08/2018 00800-2 of 2 CITY OF PEARLAND WAGE SCALE FOR ENGINEERING CONSTRUCTION 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. 10-2012 00811 - 1 of 1 CITY OF PEARLAND WAGE SCALE FOR ENGINEERING CONSTRUCTION General Decision Number: TX190032 01/04/2019 TX32 Superseded General Decision Number: TX20180044 State: Texas Construction Type: Heavy County: Brazoria County in Texas. HEAVY CONSTRUCTION PROJECTS (Including Water and Sewer Lines (Does Not Include Flood Control) Note: Under Executive Order (EO) 13658, an hourly minimum wage of $10.60 for calendar year 2019 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, 2015. If this contract is covered by the EO, the contractor must pay all workers in any classification listed on this wage determination at least $10. 60 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 calendar year 2019. If this contract is covered by the EO and a classification considered necessary for performance of work on the contract does not appear on this wage determination, the contractor must pay workers in that classification at least the wage rate determined through the conformance process set forth in 29 CFR 5.5 (a) (1) (ii) (or the EO minimum wage rate, if it is higher than the conformed wage rate) . The HO minimum wage rate will be adjusted annually. Please note that this EO applies to the above-mentioned types of contracts entered into by the federal government that are subject to the Davis-Bacon Act itself, but it does not apply to contracts subject only to the Davis-Bacon Related Acts, including those set forth at 29 CFR 5.1 (a) (2) - (60) . Additional information on contractor requirements and worker protections under the EO is available at www.dol.gov/whd/govcontracts. Modification Number Publication Date 0 01/04/2019 * 5FTX0669-001 04/01/2017 Rates Fringes SPRINKLER FITTER (Fire Sprinklers) $ 29.03 15.84 SUTX2005-018 05/18/2005 Rates Fringes Carperter $ 14 .38 0.00 01-2019 00811 - 1of5 CITY OF PEARLAND WAGE SCALE FOR ENGINEERING CONSTRUCTION CEMENT MASON/CONCRETE FINISHER $ 11.37 1.13 ELECTRICIAN $ 18.40 1.34 Formbuilder/Formsetter $ 9.83 1. 69 IRONWORKER, REINFORCING $ 11.29 0.00 Laborers: Common $ 8.99 1.25 Landscape $ 7.35 0.00 Mason Tender Cement $ 9. 96 0.00 Pipelayer $ 9. 63 1.50 PIPEFITTER $ 17.00 0.04 POWER EQUIPMENT OPERATOR: Backhoe $ 12.74 0.00 Bulldozer $ 12.46 0.00 Crane $ 11.00 0.74 Excavator $ 16.74 0.00 Front End Loader $ 10.47 , 1.28 Grader $ 12.20 1.48 Tractor $ 11.29 1.45 TRUCK DRIVER $ 14.42 1.00 WELDERS - Receive rate prescribed for craft performing operation to which welding is incidental. • 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 www.dol.gov/whd/govcontracts. 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) ) . 01-2019 00811 -2 of 5 CITY OF PEARLAND WAGE SCALE FOR ENGINEERING CONSTRUCTION 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, 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 01-2019 00811 -3of5 CITY OF PEARLAND WAGE SCALE FOR ENGINEERING CONSTRUCTION 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: * an existing published wage determination * a survey underlying a wage determination * a Wage and Hour Division letter setting forth a position on a wage determination matter * a conformance (additional classification and rate) ruling On survey related matters, initial contact, including requests for summaries of surveys, should be with the Wage and Hour Regional Office for the area in which the survey was conducted because those Regional Offices have responsibility for the Davis-Bacon survey program. If the response from this initial contact is not satisfactory, then the process described in 2. ) and 3. ) should be followed. With regard to any other matter not yet ripe for the formal process described here, initial contact should be with the Branch 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 01-2019 00811 -4 of 5 CITY OF PEARLAND WAGE SCALE FOR ENGINEERING CONSTRUCTION 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 DECISION • 01-2019 00811 -5 of 5 ADDENDA See Attached Issued Addenda ADDENDA PRL17298—McHard Road Trunk Sewer and Phase 2 Waterline 00900 CITY OF PEARLAND ADDENDUM Section 00900 ADDENDUM NO. 2 Date: May 9, 2019 %=P�ro f F+d 1, 5� o) 0# PROJECT: McHard Road Trunk Sewer and Phase 2 Waterline o' JARED BARBER % BID NO.: 0219-20 /-,3%• 114173• ,• Ox` ' /CE N BID DATE: May 16, 2019, 2:00 pm 5/9/2019 0 �is •N• •• NG_ FROM: Jared Barber, P.E. Freese and Nichols, Inc. FREESE AND NICHOLS, INC. 11200 Broadway Street.,Suite 2320 TEXAS REGISTERED Pearland, TX 77584 ENGINEERING FIRM F-2144 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: The City of Pearland is currently in the process of acquiring all necessary ROW for the McHard Road Water and Sewer project. The City anticipates that all ROW will be obtained before the Notice to Proceed date, which is anticipated to be in early July 2019. In the event that the City is unable to complete the acquisitioning phase, the City will issue a NTP for construction to begin material submittals and placing orders for long lead-time materials. The City will facilitate a materials on hand payment for properly stored& secured materials. SPECIFICATIONS: N/A CONSTRUCTION DRAWINGS: N/A END OF ADDENDUM NO. 2 2-22-12 00900- 1 of 2 CITY OF PEARLAND ADDENDUM Section 00900 ADDENDUM NO. 1 Date: 5/9/2019 OF ....... '•' .• . .•• '••.I l PROJECT: McHard Road Trunk Sewer and Phase 2 Waterline •' • JARED BARBER j BID NO.: 0219-20 #0-1) • 114173 ;144,% o BID DATE: May 16, 2019; 2:00 p.m. 0�4FS . (, _ 5/9/2019 1 0N '� FROM: Jared Barber, P.E. Project Manager Freese and Nichols, Inc. FREESE AND NICHOLS, INC. 11200 Broadway Street, Suite 2320 TEXAS REGISTERED Pearland, TX 77584 ENGINEERING FIRM F-2144 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: The sign in sheet from the Mandatory Pre-Bid Meeting is attached. Replace Specification 00300 Attachment Bid Proposal with the attached revised Specification 00300 Attachment Bid Proposal. The following summarizes the changes to the bid proposal: Bid Item 1.16 and 1.17 revised to show lined manholes instead of coated Bid Item 1.41 changed from 16" PRV to 12" PRV Bid Item 2.01 added allowance for bracing overhead power poles Bid Item 3.12 added Extra Work- Crushed Concrete or Crushed Stone Bid Items 4.01-4.04 spec reference udpated to 02313 The City of Pearland is currently in the process of acquiring all necessary ROW for the McHard Road Water and Sewer project. The City anticipates that all ROW will be obtained before the Notice to Proceed date, which is anticipated to be in early July 2019. In the event that the City is unable to complete the acquisitioning phase,the City will issue a NTP for construction to begin material submittals and placing orders for long lead-time materials. The City will facilitate a materials on hand payment for properly stored& secured materials. 2-22-12 00900- 1 of 4 CITY OF PEARLAND ADDENDUM Answers to the questions asked by Contractors: 1. Question: Are there any portions of the project that will need to be Bored? Answer: Yes, refer to the drawings 2. Question: Are the crossings to be Jack& Bored or Directionally Bored? Answer: This is the contractors means and methods unless a specific method is specifically called for on the plans. 3. Question: What are the approximate lengths and diameters of the portions to be bored? Answer: Sanitary Sewer 18"pipe between 27 and 35 LF. Sanitary Sewer 15"pipe between 30 and 60 LF. Waterline 16"pipe between 35 and 285 LF. Waterline 16"pipe approximately 899 LF by Horizontal Directional Drill. 4. Question: How much is the required bid bond for the project? Answer: 5% of total Base Bid Price 5. Question: How much is the cost estimate of the project? Answer: $7,500,000 6. Question: Have all the easements been obtained? Summary of Work implies not. Answer: The City of Pearland is currently in the process of acquiring all necessary ROW for the McHard Road Water and Sewer project. The City anticipates that all ROW will be obtained before the Notice to Proceed date, which is anticipated to be in early July 2019. In the event that the City is unable to complete the acquisitioning phase,the City will issue a NTP for construction to begin material submittals and placing orders for long lead-time materials. The City will facilitate a materials on hand payment for properly stored& secured materials. 7. Question: When will the NTP be issued? Answer: The NTP is anticipated to be issued in early July 2019 and will be issued no later than August 16, 2019 8. Question: If the C.O.P. requires the Contractor to jump to multiple areas due to lack of easements,will the Contractor be compensated for the extra work and given a time extension? Answer: The City of Pearland is currently in the process of acquiring all necessary ROW for the McHard Road Water and Sewer project. The City anticipates that all ROW will be obtained before the Notice to Proceed date,which is anticipated to be in early July 2019. In the event that the City is unable to complete the acquisitioning phase,the City will issue a NTP for construction to begin material submittals and placing orders for long lead-time materials. The City will facilitate a materials on hand payment for properly stored& secured materials. 2-22-12 00900-2 of 4 CITY OF PEARLAND ADDENDUM 9. Question: Can Freese &Nichols supply the overall site plan in KMZ—Google Earth format? Answer: Yes, this will be posted on the City's bidding website. 10. Question: Is the Contractor to clear&grub the entire r.o.w or just enough to install the required sewer and water utilities as shown? Answer: Clearing will be required as necessary for the installation of the proposed water and sewer lines. 11. Question: Who is responsible to relocate all types of fences back to the new r.o.w. line? Contractor or Property Owner? Answer: The Property owner is responsible for relocating their fence to the R.O.W. line prior to construction. 12. Question: General Note#3 indicates that a clear& grubbing permit will be required from the C.O.P. Urban Forester. What is the cost of this permit? Answer: There will be no cost for this permit. 13. Question: Will all public utilities be relocated prior to the work beginning? Answer: Private utilities will be relocated, no City of Pearland utilities are anticipated to be relocated prior to construction. 14. Question: Will the "Alternate Bid Items for Trenchless Construction"be a factor into the Contract Award or will they be considered only with the low bidder on the Base Bid? Answer: The City will select the lowest qualified bid based on the base bid and alternates the City elects to use. 15. Question: Alternate Bid Items Spec Reference# is for water lines and not trenchless construction for sewer. Is this correct? Answer: The Spec refence has been updated in Addendum 1 16. Question: If the C.O.P. choses the Alternate Bid Items,will the 150 cal. Day completion time for phase one be extended? Trenchless is more time consuming. This also relates to the overall completion time. Answer: No 17. Question: Who is responsible to remove/demo all the existing structures as shown? Answer: The Property owner is responsible for removal/demo of existing structures shown to be removed. 2-22-12 00900-3 of 4 CITY OF PEARLAND ADDENDUM 18. Question: Who is responsible to handle any hazmat materials if encountered? Answer: The property owner is responsible for this removal, if it is encountered the City and selected contractor will address it. 19. Question: Bid Items # 16 & 17 call for sewer manholes to be coated not lined. Is this correct? Answer: Manholes are to be lined not coated 20. Question: Several of the longer wetland directional drilled bores only have 5 of of cover. Can this cover be increased to 11'-12' to prevent a frac. Out in the wetlands area? Answer: Max depth allowed is 10 vertical feet of cover. 21. Question: Can a Bid Item be established for"Wet Sand Construction Bedding"? Answer: Yes, added as an extra unit price item in Addendum 1 22. Question: Can a cash allowance for Centerpoint Pole Bracing be added? Answer: Yes, added as an allowance in Addendum 1 23. Question: Is Saturday work allowed? Answer: Yes, if requested per requirements in the contract documents and approved by the City 24. Question: Should manholes deeper than 12' be 6' in diameter or 5'? Answer: No,note on the detail is revised in Addendum 1 to be 5' in diameter for any depth. SPECIFICATIONS: Section 11280"Pressure Reducing Valves" Reference Section 3.04 Schedules Modification: Modify the size of the PRV in the Schedule from 16" Full Port to 12" Full Port CONSTRUCTION DRAWINGS: Replace Sheet 30, 36, and 37 with the attached revised Sheet 30, 36, and 37. END OF ADDENDUM NO. 1 Jared Barber, P.E. Project Manager 2-22-12 00900-4 of 4 �� ,,1. McHard Road Trunk Sewer and Phase 2 Waterline 4.A.° q`90 Trunk Sewer - Cullen to Garden Phase 2 Waterline - Cullen to Mykawa T a X AS Mandatory Pre-Bid Meeting Sign In Sheet FST. 1 Sq% Thursday, May 02, 2019 at 3:00 p.m. Name (Print) Company Phone Number Email rAi ,lig c4 --I I/2'--1 .U.1 _ _-S�);8 v)c , *--occ , i r\c_.ns--� f i MN yA- E•SlGQ,j t - 7/ z q-90g 5 7k , € cem L (, ` -1Aocew) I.xcs 5 rte 4832T ?1(0`4 - SV-l5 L`,1� e Nti.ocesctl@ 1c 0. c cvl .ci , w1 I<<��- _ r p1 C105-919-040 C (00+oyioq Irysor) i ea/el kt Efz-T3 'S D. Z• eLUG'-7--- `7\3 ei 1 r7 c.c.G _ sc TT—4` all c1 I, c, , cc,"I . c kr ' iii 1W) Alan tr/Y) , 7S ' -3/L-0 P " ryr n) Prn iv)]. (cit" . J. r.., i=GCs /-useJ 7-4j zj.l-3s"s-- /'tz-0 -3-:•"1 • �14 •7 ®1 vs•d.;ol. cyouc. F _S_ stD1-4L° ELI c '57 71T-991. 16685 .c',..,-.4i ,82.4,c7/_) .F /0 efra y `y, 7i3 -Z9)-f>9Z_3 Q tJ "o.14.'4"r-2Tkr? . <. ,.2 &WIS 1.0e.--)1.0e.--) EP &ty OP, -713- 641/- 0123 6h/is -0,14 I I .LAN--% C ! �� hlf EVx_ !1 Pt'Z- ,'La 1'36 t41 ` S(2O GYOLtn� p, 'YJ ,' c.e). Cby1 ,pII Fre,,,+ /V t 1 Ti c ��� Y5-6. L(7`iS 'Jere.) 1>el cree'se.CO Construction 1 of 2 D4.Revised 2016 Name(Print) Company Phone Number Email 7 ((ret C), ki�5 G/0\4) } u-52 ,L.0LI 2. eaa.\)i tau i p Cil tr.. 4-x. • 0111 J ,r,e,, Lu. Co? 2 45a. i 760 ) 12 C. p4,, Ian+x. c a , C10,-(e•)(Q 1,ti-,� -;i,Ar CJ p ,.;), - &c z - 14i(Ai J tk. , e., IJ( &GLm0 ce- Q. b A e2c r t Gl ci '1,' , qO k)D�rtCti6i,oMt- jp ao 2?s1 q 2ti �-1v3/4 01 ,,vta2-@ pea(�.sttx- ,J *To be included in consultant's meeting minutes Construction 2 of 2 D4.Revised 2016 CITY OF PEARLAND TECHNICAL SPECIFICATIONS DIVISION 1 TECHNICAL SPECIFICATIONS DIVISION 1 GENERAL REQUIREMENTS 04/2008 CITY OF PEARLAND SUMMARY OF WORK Section 01100 SUMMARY OF WORK 1.0 GENERAL 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 the following: • Approximately 15,472 Lf— 16" Diameter Water Line (Via Open Excavation)At Various Depths • Approximately 580 Lf— 16" Diameter Water Line (Via Trenchless Excavation In 24" Casing)At Various Depths • Approximately 2,011 Lf— 16" Diameter Water Line (Via Trenchless Excavation)At Various Depths • Approximately 75 Lf— 16" Diameter Water Line (Via Open Excavation In 24" Casing)At Various Depths • Approximately 31 Lf—8" Diameter Water Line (Via Open Excavation) At Various Depths • Approximately 278 Lf—8" Diameter Water Line (Via Open Excavation In 16" Casing)At Various Depths • Approximately 5,660 Lf— 18"Diameter Trunk Sewer(Via Open Excavation)At Various Depths • Approximately 94 Lf— 18"Diameter Trunk Sewer(Via Trenchless Excavation) At Various Depths • Approximately 3,740 Lf— 15"Diameter Trunk Sewer(Via Open Excavation) At Various Depths • Approximately 141 Lf— 15"Diameter Trunk Sewer(Via Trenchless Excavation) At Various Depths • Approximately 513 Lf— 12"Diameter Sewer(Via Open Excavation)At Various Depths 05/2008 01100- 1 of 3 CITY OF PEARLAND SUMMARY OF WORK • Approximately 300 Lf— 8"Diameter Sewer(Via Open Excavation) At Various Depths • 28 —5' Diameter Sanitary Sewer Manholes • Approximately 20— 16" Gate Valves • Approximately 4— 8" Gate Valves • Approximately 10—2" Combination Air Release/Vacuum Valves And Vaults • Approximately 15 - Standard Fire Hydrant Assemblies, Including Lead And 6" Gate Valve • Approximately 3 - Alternate Fire Hydrant Assemblies, Including Lead And 6" Gate Valve • 16"Pressure Reducing Valve Including Precast Concrete Vault With Double Door Hatch, Isolation Valves, Bypass Piping,And Appurtenances • Connections To Existing Water And Sewer Lines • Control Of Surface And Ground Water • Site Preparation Including Clearing And Grubbing As Necessary To Install Water Line And Trunk Sewer, Removal Of Structures Within R.O.W., And Removal Of Concrete Barrier As Indicated In The Plans • Site Restoration Including Removal And Replacement Of: Asphalt And Gravel Driveways, Concrete Sidewalk, And Hydro-Mulch Seeding As Indicated In The Plans. • Preparation And Implementation Of A Traffic Control Plan • Preparation And Implementation Of A Trench Safety Plan • Implementation Of A Stormwater Pollution Prevention Plan • All Associated Construction-Related Permits. 1.03 WORK BY OWNER A None. 1.04 OWNER FURNISHED PRODUCTS A None. 05/2008 01100-2 of 3 CITY OF PEARLAND SUMMARY OF WORK 1.05 WORK SEQUENCE A Contractor shall construct the project in the following sequence: • Work shall not be started until easements and/or right-of-way are acquired. B Contractor to submit project schedule to Engineer&Owner for approval as specified in Section 01300—Submittals. C Contractor shall coordinate the Work with the Engineer and Owner as specified in Section 01040 - Coordination and Meetings. 1.06 FUTURE WORK A None. 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. 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. 1.09 FINAL SURVEY A Contractor to provide GPS coordinates for all valves, fire hydrants,gate valves,and manholes at the end of construction to the City. 1.10 RIGHT-OF-WAY (ROW) ACQUISITION A The Contractor may not access any properties that have not been acquired by the City. 2.0 PRODUCTS -NotUsed 3.0 EXECUTION -NotUsed END OF SECTION 05/2008 01100-3 of 3 CITY OF PEARLAND CONTRACTOR'S USE OF PREMISES Section 01140 CONTRACTOR'S USE OF PREMISES 1.1 GENERAL 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, &EmbankmentMaterials 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 maybe 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. 01/2018 01140- 1 of 4 CITY OF PEARLAND CONTRACTOR'S USE OF PREMISES 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. 01/2018 01140 -2of4 CITY OF PEARLAND CONTRACTOR'S USE OF PREMISES 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 orbusinesses. 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 01/2018 01140-3 of 4 CITY OF PEARLAND CONTRACTOR'S USE OF PREMISES 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 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 01/2018 01140-4 of 4 CITY OF PEARLAND MEASUREMENT AND PAYMENT PROCEDURES Section 01200 MEASUREMENT AND PAYMENT PROCEDURES 1.0 GENERAL 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. 05/2007 01200- 1 of 3 CITY OF PEARLAND MEASUREMENT AND PAYMENT PROCEDURES 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. 05/2007 01200-2 of 3 CITY OF PEARLAND MEASUREMENT AND PAYMENT PROCEDURES 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 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 05/2007 01200-3 of 3 CITY OF PEARLAND CHANGE ORDER PROCEDURES Section 01290 CHANGE ORDER PROCEDURES 1.0 GENERAL 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. 02/2008 01290- 1 of 4 CITY OF PEARLAND CHANGE ORDER PROCEDURES 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". 02/2008 01290-2 of 4 CITY OF PEARLAND CHANGE ORDER PROCEDURES 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. 02/2008 01290-3 of 4 CITY OF PEARLAND CHANGE ORDER PROCEDURES 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 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 02/2008 01290-4 of 4 CITY OF PEARLAND COORDINATION AND MEETINGS Section 01310 COORDINATION AND MEETINGS 1.0 GENERAL 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 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. 02/2008 01310- 1 of 3 CITY OF PEARLAND COORDINATION AND MEETINGS 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. 02/2008 01310-2 of 3 CITY OF PEARLAND COORDINATION AND MEETINGS 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 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 02/2008 01310-3 of 3 CITY OF PEARLAND SUBMITTALS Section 01350 SUBMITTALS 1.0 GENERAL 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 01/2008 01350- 1 of 6 CITY OF PEARLAND SUBMITTALS 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. 01/2008 01350-2of6 CITY OF PEARLAND SUBMITTALS 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. 01/2008 01350-3 of 6 CITY OF PEARLAND SUBMITTALS 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. -- f 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. 01/2008 01350-4 of 6 CITY OF PEARLAND SUBMITTALS 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. 01/2008 .01350-5 of 6 CITY OF PEARLAND SUBMITTALS 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 81 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 TO1, T02, T03, etc. 01/2008 01350-6 of 6 CITY OF PEARLAND SUBMITTALS 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 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 01/2008 01350-7 of 6 CITY OF PEARLAND CONSTRUCTION PHOTOGRAPHS Section 01380 CONSTRUCTION PHOTOGRAPHS 1.0 GENERAL 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 01190 — 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. 01/2008 01380- 1 of 3 CITY OF PEARLAND - CONSTRUCTION PHOTOGRAPHS 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 PRODUCTS 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 betaken 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. 01/2008 01380-2of3 CITY OF PEARLAND CONSTRUCTION PHOTOGRAPHS 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 01/2008 01380-3 of 3 CITY OF PEARLAND REFERENCED STANDARDS Section 01420 REFERENCED STANDARDS 1.0 GENERAL 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 02/2008 01420- 1 of 5 CITY OF PEARLAND REFERENCED STANDARDS 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 02/2008 01420-2 of 5 CITY OF PEARLAND REFERENCED STANDARDS • 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 02/2008 01420-3 of 5 CITY OF PEARLAND REFERENCED STANDARDS 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 02/2008 01420-4 of 5 CITY OF PEARLAND REFERENCED STANDARDS 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 PRODUCTS - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 02/2008 01420-5 of 5 CITY OF PEARLAND CONTRACTOR'S QUALITY CONTROL Section 01430 CONTRACTOR'S QUALITY CONTROL 1.0 GENERAL 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. 02/2008 01430- 1 of 2 l , CITY OF PEARLAND CONTRACTOR'S QUALITY CONTROL 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 toapplicators 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 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 02/2008 01430-2 of 2 CITY OF PEARLAND OBSERVATION SERVICES Section 01440 OBSERVATION SERVICES 1.0 ' GENERAL 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 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 09/2009 01440- 1 of 1 CITY OF PEARLAND TESTING LABORATORY SERVICES Section 01450 TESTING LABORATORY SERVICES 1.0 GENERAL 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. 04/2008 01450- 1 of 3 CITY OF PEARLAND TESTING LABORATORY SERVICES 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 PRODUCTS - Not Used 3.0 EXECUTION 04/2008 01450-2 of 3 CITY OF PEARLAND TESTING LABORATORY SERVICES 3.01 CONDUCTING TESTING A Laboratory sampling and testing shall conform to ASTM D 3740 and ASTME 329,as well as other test standards specified in individual Technical Specifications. END OF SECTION 04/2008 01450-3 of 3 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS Section 01500 TEMPORARY FACILITIES AND CONTROLS • 1.0 GENERAL 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 12-2-2011 01500- 1 of 11 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS not limited to buildings, tanks, walls, bridges, roads, dams, channels, open drainage, piping, poles, 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. 12-2-2011 01500-2 of 11 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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 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 12-2-2011 01500-3 of 11 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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. 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 internes 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 Conductoperations in strict accord with applicable federal, state and local safety codes and statutes and with good construction practice. The Contractor is fully 12-2-2011 01500-4of11 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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 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 Safely 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. 12-2-2011 01500-5 of 11 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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. 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. 12-2-2011 01500-6 of 11 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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. 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 12-2-2011 .01500-7of11 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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 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. 12-2-2011 01500-8 of 11 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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 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 12-2-2011 01500-9of11 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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. 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. 12-2-2011 01500- 10 of 11 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 12-2-2011 01500- 11 of 11 CITY OF PEARLAND MOBILIZATION • Section 01505 MOBILIZATION 1.1 GENERAL 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 maybe 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. 08/2018 01505- 1 of 1 CITY OF PEARLAND MOBILIZATION G. Mobilization payments will be subject to Retainage as stipulated in Section 00700 General Conditions of Agreement. 2.1 PRODUCTS 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 EXECUTION 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 08/2018 01505 - 1 of 1 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS Section 01550 STABILIZED CONSTRUCTION EXITS 1.0 GENERAL 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 PRODUCTS 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 0°F to 120°F. 12/2015 01550- 1 of 3 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS 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 shalt be open graded with a size 3" to 6". 3.0 EXECUTION 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. 12/2015 01550-2 of 3 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS 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 12/2015 01550-3 of 3 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION Section 01555 TRAFFIC CONTROL AND REGULATION 1.0 GENERAL 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 Baggers. Measurement is on a Lump Sum basis for Baggers 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 Baggers' use, submit Schedules of Values within 30 days following the Notice to Proceed. D Each week submit a daily log for Baggers listing name,badge number,time start,time finish, and hours worked. 03/2008 01555- 1 of 4 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION 1.04 FLAGGERS A Unless otherwise specified, use only Flaggers who are off-duty,regularly employed, uniformed Peace Officers. B Baggers 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 Baggers 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 Baggers 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. Baggers 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 PRODUCTS 2.01 SIGNS, SIGNALS,AND DEVICES A Comply with Texas MUTCD regulations. B Traffic Cones and Drums, Bares and Lights: As approved by agencies having jurisdiction. 3.0 EXECUTION 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. 03/2008 ,01555-2 of 4 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION 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. 03/2008 01555-3 of 4 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION 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 03/2008 01555-4 of 4 CITY OF PEARLAND REINFORCED FILTER FABRIC BARRIER Section 01561 REINFORCED FILTER FABRIC BARRIER 1.0 GENERAL 1.01 SECTION INCLUDES • A Installation of reinforced filter fabric barrier to control erosion and contain sediments and pollutants in channelized flow areas. B References to Technical Specifications: 1. Section 01200—Measurement&Payment Procedures 2. Section 01350—Submittals 3. 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 Measurement for reinforced filter fabric barrier is on a linear foot basis between the limits of the beginning and ending fence posts, measured, accepted, and complete in place. B Payment for filter fabric barrier will include and be full compensation for all labor, equipment, materials, supervision, and incidental expenses for construction of these items,complete in place,including,but not limited to protection of trees,maintenance requirements, repair and replacement ofdamaged 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. 05/2008 01561 - 1 of 3 CITY OF PEARLAND REINFORCED FILTER FABRIC BARRIER 2.0 PRODUCTS 2.01 FILTER FABRIC A Provide woven or nonwoven geotextile filter fabric made of either polypropylene, polyethylene, ethylene, or polyamide material. B By ASTM - D4632, 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. 2.02 FILTER FABRIC REINFORCEMENT A Provide woven galvanized steel wire fence with minimum thickness of 14 gauge and a maximum mesh spacing of 6 inches. B Welded wire shall be galvanized, 2-inch by 4-inch, welded wire fabric, 121 gauge. 2.03 EXECUTION 2.04 PREPARATION 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 ori 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 barrier. 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 1562—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. 05/2008 01561 -2 of 3 CITY OF PEARLAND REINFORCED FILTER FABRIC BARRIER 2.05 INSTALLATION A Install reinforced filter fabric barriers for erosion and sediment control used during construction and until the final development of the Project Site. Reinforced filter fabric barriers are used to retain sedimentation in channelized flow areas. B Provide reinforced filter fabric barrier in accordance with the Plan detail for Reinforced Filter Fabric Barrier. Reinforced filter fabric barrier systems shall be installed in such a manner that runoff will percolate through the system and allow sediment to be retained and accumulated. C Trench in the toe of the reinforced filter fabric bather with a spade or mechanical trencher as shown on the Plans. Lay filter fabric along the edges of the trench. Backfill andcompact trench. D Reinforced filter fabric bather shall have a height of 18 inches. E Securely fasten the filter fabric to the wire with tie wires. F 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. G Inspect the reinforced filter fabric barrier 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 barrier or 6 inches, whichever is less. END OF SECTION 05/2008 01561 -3 of 3 CITY OF PEARLAND WASTE MATERIAL DISPOSAL Section 01562 WASTE MATERIAL DISPOSAL 1.0 GENERAL 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 PRODUCTS - NotUsed • 07/2006 01562- 1 of 3 CITY OF PEARLAND WASTE MATERIAL DISPOSAL 3.0 EXECUTION 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. 07/2006 01562-2 of 3 CITY OF PEARLAND WASTE MATERIAL DISPOSAL 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 07/2006 01562-3 of 3 CITY OF PEARLAND TREE AND PLANT PROTECTION Section 01563 TREE AND PLANT PROTECTION 1.0 GENERAL 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. 02/2013 01563 - 1 of 4 CITY OF PEARLAND TREE AND PLANT PROTECTION 2.0 PRODUCTS 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 EXECUTION 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. 02/2013 01563 -2 of 4 CITY OF PEARLAND TREE AND PLANT PROTECTION 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. 02/2013 01563 -3 of 4 CITY OF PEARLAND TREE AND PLANT PROTECTION 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 02/2013 01563 -4 of 4 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER Section 01564 CONTROL OF GROUND WATER AND SURFACE WATER 1.0 GENERAL 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. 02/2008 01564- 1 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER 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. 02/2008 01564-2 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER 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. 02/2008 01564-3 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER 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 groundwater 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 PRODUCTS 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 02/2008 01564-4 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER 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 EXECUTION 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. 02/2008 01564-5 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER 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. 02/2008 01564-6 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER 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. 02/2008 01564-7 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER 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 02/2008 01564-8 of 8 CITY OF PEARLAND TPDES REQUIREMENTS Section 01565 TPDES REQUIREMENTS 1.0 GENERAL 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 PRODUCTS - Not Used 08/2018 01565 - 1 of 4 CITY OF PEARLAND TPDES REQUIREMENTS 3.0 EXECUTION 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. 08/2018 01565 -2 of 4 CITY OF PEARLAND TPDES REQUIREMENTS 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 • 08/2018 01-565-3 of 4 CITY OF PEARLAND• TPDES REQUIREMENTS 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 08/2018 01565 -4 of 4 =NW 711•11 NM -MINIM C General Permit to Discharge Under TCEQ the Texas Pollutant Discharge Elimination System Stormwater Discharges Associated with Construction Activities TXR150000 Effective March 5, 2018 printed paper recycled pTEXAS COMMISSION ON ENVIRONMENTAL QUALITY Texas Commission on Environmental Quality P.O.Box 13087,Austin,Texas 78711-3087 GENERAL PERMIT TO DISCHARGE UNDER THE TEXAS POLLUTANT DISCHARGE ELIMINATION SYSTEM under provisions of Section 402 of the Clean Water Act and Chapter 26 of the Texas Water Code This permit supersedes and replaces TPDES General Permit No.TXRlg0000,issued March 5,2013 Construction sites that discharge stormwater associated with construction activity located in the state of Texas may discharge to surface water in•the state only according to monitoring requirements and other conditions set forth in this general permit,as well as the rules of the Texas Commission on Environmental Quality(TCEQ or Commission),the laws of the State of Texas,and other orders of the Commission of the TCEQ. The issuance of this general permit does not grant to the permittee the right to use private or public property for conveyance of stormwater and certain non-stormwater discharges along the discharge route. This includes property belonging to but not limited to any individual,partnership,corporation or other entity. Neither does this general permit authorize any invasion of personal rights nor any violation of federal,state,or local laws or regulations. It is the responsibility of the permittee to acquire property rights as may be necessary to use the discharge route. This general permit and the authorization contained herein shall expire at midnight,five years from the permit effective date. EFFECTIVE DATE: March 5,2018 ISSUED DATE: 2.g,�f5 For 'e Co 'ission 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 Construction General Permit TPDES General Permit TXRi50000 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 Page 3 Construction General Permit TPDES General Permit TXR1.50000 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 Page 4 Construction General Permit TPDES General Permit TXRi50000 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. How much land will be disturbed?(*1) • V C.1 acre 1 or more acres ( l) (*1) NO Do you meet the }'ES Will 5 or more 4 definition of acres he disturbed? "operator?"(*2) (*t) Aro YES r Permit Coverage Required • Prepare and Implement SWP3 • Post Site Notice • Submit Copy of Site Notice to • MS4 Operator V • • J Are you a"primary NOoperator?"(*2) 1 1 YES Permit Coverage Not Required Unless Part Permit Coverage Required of a Larger Common - • Prepare and Implement SWP3 Plan of Development • Submit NOl to TCEQ • or Sale • Post Site Notice • Submit Copy of NOI to MS4 Operator (*1) To determine the size of the construction project,use the size of the entire area to be disturbed,and include the size of the larger common plan of development or sale,if the project is part of a larger project(refer to Part 1.13., "Definitions,"for an explanation of"common plan of development or sale"). (*2) Refer to the definitions for"operator,""primary operator,"and"secondary operator"in Part 1., Section R.of this permit. • • Page 5 • Construction General Permit TPDES General Permit TXRi50000 Section B. Definitions Arid Areas-Areas with an average annual rainfall of o 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 1/4 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 Page 6 Construction General Permit TPDES General Permit TXR150000 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/rapdisclaimer.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 4o Code of Federal Regulations (CFR) §122.2 as a regulation published by the Administrator under§3o4(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. Page 7 Construction General Permit TPDES General Permit TXR150000 (b) For individual lots in a residential construction site by either: (i) 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 maybe 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 7o%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. (4o 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 Page 8 Construction General Permit TPDES General Permit TXRi50000 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 Page 9 Construction General Permit TPDES General Permit TXR15oo00 (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 maybe,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)). f.. 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 4o 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 to 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 Page 10 Construction General Permit TPDES General Permit TXR150000 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 migration 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 327. 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; 0 (b) all interstate waters,including interstate wetlands; Page 11 Construction General Permit TPDES General Permit TXR150000 (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: (i) 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. Page 12 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(i)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),TXRo50000(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; Construction General Permit TPDES General Permit TXR3.50000 (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 Page 14 Construction General Permit TPDES General Permit TXR1500o0 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 3o 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 3o 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 3o 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, 3o 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 Page 15 Construction General Permit TPDES General Permit TXR150000 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 3o 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. Page 16 Construction General Permit TPDES General Permit TXR150000 12. Other Nothing in Part II of the general permit is intended to negate any person's ability to assertforce majeure(act of God,war,strike,riot,or other catastrophe)defenses found in 3o 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 interimor 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; Page 17 Construction General Permit TPDES General Permit TXR150000 (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 3o 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. c 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'i above,may be automatically authorized for small construction activities,provided that they meet all of the following conditions: Page 18 Construction General Permit TPDES General Permit TXRi50000 (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(1o) Page 19 Construction General Permit TPDES General Permit TXR150000 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 accessiblelocation 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 Page 20 Construction General Permit TPDES General Permit TXR150000 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 3o 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 3o 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 3o 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 Page 21 Construction General Permit TPDES General Permit TXR150000 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 3o 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§3o3(d) List of impaired waters or Texas Integrated Report of Surface Water Quality for CWA Sections 305(b)and 3o3(d) as not meeting applicable state water quality standards. Page 22 Construction General Permit TPDES General Permit TXR150000 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 3o 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. Page 23 Construction General Permit TPDES General Permit TXRi50000 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 3o 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(io)days prior to the date that responsibility for operations terminates,and the new operator must submit an NOI at least ten (io) 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.i 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 Page 24 Construction General Permit TPDES General Permit TXR150000 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. Page 25 Construction General Permit TPDES General Permit TXRi50000 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: hllp://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. Page 26 Construction General Permit TPDES General Permit TXR150000 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 3o 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 3o 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 3o TAC Chapter 205(relating to General Permits for Waste Discharges)including 3o 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,3o 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 3o 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 3o 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(I)of this permit. Following public notice and comment,as provided by 3o TAC§205.3(relating to Public Notice,Public Meetings, and Public Comment),the commission may amend, Page 27 Construction General Permit TPDES General Permit TXRi50000 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.i(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 pollutionthat 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. Page 28 Construction General Permit TPDES General Permit TXR150000 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 Page 29 Construction General Permit TPDES General Permit TXR150000 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.i 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 Page 3o • Construction General Permit TPDES General Permit TXR150000 7 activities at these linear construction sites maybe 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: Page 31 Construction General Permit TPDES General Permit TXR1.50000 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; (1) 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. • Page 32 Construction General Permit TPDES General Permit TXR150000 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.].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- Page 33 Construction General Permit TPDES General Permit TXR150000 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) (i) A sedimentation basin is required,where feasible,for a common drainage location that serves an area with ten(io)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. Page 34 Construction General Permit TPDES General Permit TXRi50000 (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(io) 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 Page 35 Construction General Permit TPDES General Permit TXRi50000 (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, 198o,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-198o 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 3o 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 Page 36 Construction General Permit TPDES General Permit TXR150000 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 5o%. For perimeter controls such as silt fences,berms,etc.,the trapped sediment must be removed before it reaches 5o%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 3o 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 Page 37 Construction General Permit TPDES General Permit TXRi50000 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 maybe 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 Page 38 Construction General Permit TPDES General Permit TXR150000 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 maybe 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 maybe 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 3o 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 Page 39 Construction General Permit TPDES General Permit TXRi50000 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 4o CFR§§125.3o-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 Page 4o Construction General Permit TPDES General Permit TXR150000 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.i.(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: Page 41 Construction General Permit TPDES General Permit TXR150000 (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 Benchmark Value Sampling Sample Type Parameter Frequency Oil and Grease(*1) 15 mg/L 1/quarter(*2) (*3) Grab(*4) Total Suspended 50 mg/L 1/quarter(*2) (*3) Grab(*4) Solids(*1) pH 6.o—9.o 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 3o 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 4o CFR§136.1(c) and 4o CFR §122.44(i)(1)(iv). Page 42 Construction General Permit TPDES General Permit TXR150000 (*2) When discharge occurs. Sampling is required within the first 3o minutes of discharge. If it is not practicable to take the sample, or to complete the sampling,within the first 3o minutes,sampling must be completed within the first hour of discharge. If sampling is not completed within the first 3o 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. Page 43 Construction General Permit TPDES General Permit TXR150000 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 N.B.i of this permit, and a schedule for implementation of the measures and controls. This must include,at a minimum: Page 44 Construction General Permit TPDES General Permit TXR150000 (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 3o 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. Page 45 Construction General Permit TPDES General Permit TXR150000 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 3o 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 maybe 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 Page 46 Construction General Permit . TPDES General Permit TXR150000 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 4o 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 4o 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§23.086,3o TAC§305.66 and 4o 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. Page 47 Construction General Permit TPDES General Permit TXR150oo0 D. Inspection and entry shall be allowed under TWC Chapters 26-28,Texas Health and Safety Code§§361.032-361.o33 and 361.037, and 4o 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§§4o2(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 3o 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(1),as applicable. , K. Analysis must be performed using sufficiently sensitive methods for analysis that comply with the rules located in 4o 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. Page 48 Construction General Permit TPDES General Permit TXR150000 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. Page 49 Construction General Permit TPDES General Permit TXR150000 Appendix A: Automatic Authorization Periods of Low Erosion Potential by County—Eligible Date Ranges Andrews: Nov. 15-Apr.3o Ector: Nov. 15-Apr.30 Archer: Dec.15-Feb.14 Edwards: Dec. 15-Feb. 14 Armstrong: Nov. 15-Apr. 3o El Paso: Jan.1-Jul.14,or May 15-Jul. Bailey: Nov. 1-Apr.30,or Nov. 15-May 31,or Jun. 1-Aug. 14,or Jun. 15-Sept. 14, 14 or Jul.1-Oct.14, or Jul. 15-Oct.31,or Aug. 1-Apr.30,or Aug. 15-May 14,or Baylor: Dec.15-Feb. 14 Sept. 1-May 30, or Oct. 1-Jun.14,or Borden: Nov. 15-Apr. 3o Nov. 1-Jun.30,or Nov. 15-Jul. 14 Brewster: Nov. 15-Apr.3o Fisher: Dec. 15-Feb.14 Briscoe: Nov. 15-Apr.3o Floyd: Nov. 15-Apr.30 Brown: Dec.15-Feb.14 Foard: Dec. 15-Feb.14 Callahan: Dec. 15-Feb. 14 Gaines: Nov. 15-Apr.30 Carson: Nov. 15-Apr.3o Garza: Nov.15-Apr.30 Castro: Nov. 15-Apr.30 Glasscock: Nov. 15-Apr. 30 Childress: Dec. 15-Feb. 14 Hale: Nov. 15-Apr.30 Cochran: Nov. 1-Apr. 30,or Nov. 15- Hall: Feb. 1-Mar.30 May 14 Hansford: Nov. 15-Apr.30 Coke: Dec. 15-Feb.14 Hardeman: Dec. 15-Feb. 14 Coleman: Dec. 15-Feb. 14 Hartley: Nov.15-Apr.30 Collingsworth: Jan. 1-Mar.30,or Dec. 1- Haskell: Dec. 15-Feb. 14 Feb. 28 Hockley: Nov. 1-Apr.14,or Nov. 15- Concho: Dec. 15-Feb.14 Apr.30 Cottle: Dec. 15-Feb. 14 Howard: Nov. 15-Apr.30 Crane: Nov.15-Apr.3o Hudspeth: Nov. 1-May 14 Crockett: Nov. 15-Jan.14,or Feb. 1- Hutchinson: Nov. 15-Apr.30 Mar.3o Irion: Dec.15-Feb. 14 Crosby: Nov.15-Apr.30 Jeff Davis: Nov. 1-Apr.30 or Nov. 15- Culberson: Nov. 1-May 14 May 14 Dallam: Nov. 1-Apr. 14,or Nov. 15-Apr. Jones: Dec. 15-Feb. 14 30 Kent: Nov. 15-Jan. 14 or Feb. 1-Mar. 30 Dawson: Nov. 15-Apr.30 Kerr: Dec. 15-Feb. 14 Deaf Smith: Nov.15-Apr.3o Kimble: Dec. 15-Feb. 14 Dickens: Nov. 15-Jan.14,or Feb.1-Mar. King: Dec. 15-Feb. 14 30 Dimmit: Dec. 15-Feb. 14 Kinney: Dec. 15-Feb. 14 Donley: Jan. 1-Mar.30,or Dec. 1-Feb. Knox: Dec. 15-Feb. 14 28 Lamb: Nov. 1-Apr. 14,or Nov. 15-Apr. Eastland: Dec. 15-Feb.14 30 Page 50 Construction General Permit TPDES General Permit TXR150000 Loving: Nov. 1-Apr.30,or Nov. 15-May Scurry: Nov. 15-Apr.30 14 Shackelford: Dec.15-Feb. 14 Lubbock: Nov.15-Apr.3o Sherman: Nov. 15-Apr.30 Lynn: Nov. 15-Apr.3o Stephens: Dec. 15-Feb.14 Martin: Nov. 15-Apr.3o Sterling: Nov. 15-Apr.30 Mason: Dec.15-Feb. 14 Stonewall: Dec. 15-Feb.14 Maverick: Dec. 15-Feb. 14 Sutton: Dec.15-Feb. 14 McCulloch: Dec. 15-Feb. 14 Swisher: Nov. 15-Apr.30 Menard: Dec. 15-Feb. 14 Taylor: Dec. 15-Feb. 14 Midland: Nov.15-Apr.3o Terrell: Nov.15-Apr.30 Mitchell: Nov. 15-Apr.3o Terry: Nov. 15-Apr.30 Moore: Nov.15-Apr.3o Throckmorton: Dec. 15-Feb. 14 Motley: Nov. 15-Jan. 14,or Feb. 1-Mar. 30 Tom Green: Dec. 15-Feb. 14 Nolan: Dec. 15-Feb. 14 Upton: Nov. 15-Apr.30 Oldham: Nov.15-Apr.30 Uvalde: Dec. 15-Feb. 14 Parmer: Nov. 1-Apr. 14,or Nov. 15-Apr. Val Verde: Nov. 15-Jan. 14,or Feb. 1- Mar.30 30 Pecos: Nov. 15-Apr.3o Ward: Nov. 1-Apr. 14,or Nov.15-Apr. 30 Potter: Nov. 15-Apr.3o Wichita: Dec. 15-Feb. 14 Presidio: Nov. 1-Apr.30,or Nov. 15- May 14 Wilbarger: Dec. 15-Feb. 14 Randall: Nov.15-Apr.3o Winkler: Nov. 1-Apr.30,or Nov. 15- May 14 Reagan: Nov.15-Apr.3o Yoakum: Nov. 1-Apr.30,or Nov.15- Real: Dec. 15-Feb. 14 May 14 Reeves: Nov. 1-Apr.30,or Nov. 15-May Young: Dec. 15-Feb. 14 14 Wheeler: Jan. 1-Mar.30,or Dec. 1-Feb. Runnels: Dec.15-Feb. 14 28 Schleicher: Dec.15-Feb. 14 Zavala: Dec. 15-Feb. 14 Page 51 Construction General Permit TPDES General Permit TXR150000 Appendix B: Erosivity Index(EI)Zones in Texas 'yiM� « • • »i ...1 _`i. d. , !W : Y: 7*,,,11 ,..,.. „_ .a i • 1ss s'i P s `. * } 4.41 ..: — ..e aa**v«w 1 • 4E ..*::244.10r. vcv ffes i •r .., e s4 ''r s i' 6•D• B am AN mor_.ay.r.:-.a* M ' ar 'mc„. f•� �► + e f • •«ff s • • _r ! .111'6 i•i' ,+�...—wi:— a+ `SN:vy .is O �•.,*♦ tv.....s ...., i .•i i'4 * 4 i rya i,4 O 6..r.4 6 4 r.w%.* •. •_,R .... c .1' • _.f Y i Y .......•...aa. Aliat AM *fa *we . 0 N.., y ,4 . f •: t»s a , r. i yl •• .4• s,, .9t. • .au •.aa _�. ''..It;1 ,• **vv++"" lip.i5 R :.% .w s .i ,a e:+:. w.e .. ... a ° *t •.... off aes P•#do 11, . • f� , • m. " r f A F 9 . fT iw • P ••p x�L 4 9 i »+ L an- •y: 4i: � • .J i`� AAA f4 ♦. +•..• ` ,,.• .�4i.=x 1P •f;, .•w 1 r^ a 'C1C'.-.. '. • •e .•:•+/- s. as®— a t y� . .%YY t +• 4**4 I rs•u.yG�; +a# +. fr,r . ►�. «... w ..s� sse'• rr. 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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 r Page 52 Construction General Permit TPDES General Permit TXR150000 Appendix C: Isoerodent Map iiraige1 Y WAfiltaraliMPINIMPariiirliiallaibilizipilifer Irraralrillaffarl Who" 104111aRillis 6:1-7" 11111WANAlysradintirs#0111416,40,0111411,3144 '''"' 111X REV,111101/044110FALA114110/ Jill/1111111111,11111111171 tigliiiip11141241:111WiltriLlidr. I 11/rim ntmarilimiteAllikostilltvit sun malice itiavirkraimmeassikar instarstimiumprAw pr4 3 v�il wirarir itrA 4pourte ,r!-mrghibitar " epirti Faint lifillid AdlimlikillAilkwialltiAgi 20 .4, eq frinfirras -4,44100pdliprrip-orsiroa wi? 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N .1 M b a 61 y •U O 0 0 0 0 0 0 0 0 0 '0 0 * Q r"• 000 a O' O' ON a as T ON O W � TCEQ Office Use Only Permit No: CN: RN: r Notice of Intent (NOI) for an Authorization for Stormwater Discharges Associated with ^ter Construction Activity tY under TCEQ 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. re-PERMITS-7 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 o Name printed on Check: t a � • If payment was made via ePay, provide the following: o Voucher Number o A copy of the payment voucher is attached to this paper NOI form. TCEQ-20022(3/6/2018) Page 1 Notice of Intent for Construction Stormwater Discharges under TXR150000 ;RENEWAL(This portion,of the NOI is not applicable after June), 2018) f_ _ V M, Is this NOI for a renewal of an existing authorization? D Yes D No If Yes, provide the authorization number here: TXR15 r , NOTE: If an authorization number is not provided, a new number will be assigned. SECTION 1. OPERATOR (APPLICANT) a) If the applicant is currently a customer with TCEQ, what is the Customer Number (CN) issued to this entity? CN (Refer to.Section 1.a) of the Instructions) b) 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.) c) What is the contact information for the Operator (Responsible Authority)? Prefix (Mr. Ms. Miss): r _ R First and Last Name: Suffix r' Title: . Credentials: j Phone Number: Fax Number: r E-mail Mailing Address . City, State, and Zip Code: Mailing Information if outside USA: Territory: ) Country Coder Postal Code: 1 d) Indicate the type of customer: 0Individual b Federal Government O Limited Partnership 0 County Government 0: General Partnership 0 State Government 0 Trust 0 City Government O Sole Proprietorship (D.B.A.) 0 Other Government o Corporation 0 Other: 0 Estate e) Is the applicant an independent operator? 0 Yes 0 No TCEQ-20022(3/6/2018) Page 2 Notice of Intent for Construction Stormwater Discharges under TXR150000 (If a governmental entity, a subsidiary, or part of a larger corporation, check No.) f) Number of Employees. Select the range applicable to your company. ❑ 0-20 ❑ 251-500 1❑ 21400 p 50 or higher ❑ 101-250 g) 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: Federal Tax ID: Texas Secretary of State Charter (filing) Number: t DUNS Number (if known): ;_ 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): 1 _ First and Last Name: : � Suffix: Title: Credential: Organization Name: _- Phone Number: ____ _ ___ Fax Number: E-mail: ,� Mailing Address: ______ __ Internal Routing (Mail Code, Etc.): _ _ City, State, and Zip Code: _______ _ _ ___ ._ , Mailing information if outside USA: Territory: Country Code: i _ Postal Code: SECTION 3. REGULATED ENTITY (RE) INFORMATION ON PROJECT OR SITE a) If this is an existing permitted site, what is the Regulated Entity Number (RN) issued to this site? RN (Refer to Section 3.a) of the Instructions) TCEQ-20022(3/6/2018) Page 3 Notice of Intent for Construction Stormwater Discharges under TXR150000 b) Name of project or site (the name known by the community where it's located): c) In your own words, briefly describe the type of construction occurring at the regulated site (residential, industrial, commercial, or other): _ d) County or Counties (if located in more than one): r e) Latitude: Longitude: --__- f) 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: City, State, and Zip Code: r � _ Section B: Location Description: r City(or city nearest to) where the site is located: Zip Code where the site is located: SECTION 4. GENERAL CHARACTERISTICS a) Is the project or site located on Indian Country Lands? p Yes, do not submit this form. You must obtain authorization through EPA Region 6. ❑ No b) 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 c) What is the Primary Standard Industrial Classification (SIC) Code that best describes the construction activity being conducted at the site? Lw d) What is the Secondary SIC Code(s), if applicable? e) What is the total number of acres to be disturbed? i f) Is the project part of a larger common plan of development or sale? TCEQ-20022(3/6/2018) Page 4 Notice of Intent for Construction Stormwater Discharges under TXR150000 ❑ Yes 0 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.. g) What is the estimated start date of the project? h) What is the estimated end date of the project? !__� _ i) Will concrete truck washout be performed at the site? 5 Yes .0 No j) What is the name of the first water body(ies) to receive the stormwater runoff or potential runoff from the site? _______ k) What is the segmentnumber(s) of the classified water body(ies) that the discharge will eventually-reach? r__ 1) Is the discharge into a Municipal Separate Storm Sewer System (MS4)? Yes r0 No If Yes, provide the name of the MS4 operator: _ Note: The general permit requires you to send a copy of this NOI form to the MS4 operator. m) 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? 0 Yes, complete the certification below. r 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. 0 Yes SECTION 5. NOI CERTIFICATION a) I certify that I have obtained a copy and understand the terms and conditions of the Construction General Permit (TXR150000). Yes b) 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. 0 Yes c) I understand that a Notice of Termination(NOT) must be submitted when this authorization is no longer needed. 0.Yes d) 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). 0 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. TCEQ-20022(3/6/2018) Page 5 Notice of Intent for Construction Stormwater Discharges under TXR150000 SECTION 6. APPLICANT CERTIFICATION SIGNATURE Operator Signatory Name: L • Operator Signatory Title: 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 §305A4 to sign and submit this document, and can provide documentation in proof of such authorization upon request. Signature (use blue ink): Date: TCEQ-20022(3/6/2018) Page 6 Notice of Intent for Construction Stormwater Discharges under TXR150000 NOTICE OF INTENT CHECKLIST (T150000) 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 ` e _._ � 2 _w _ If paying by check: 0 Check was mailed separately to the TCEQs Cashier's Office. (See Instructions for Cashier's address and Application address.) 0' Check number and name on check is provided in this application. If using ePay: 0 The voucher number is provided in this application and a copy of the voucher is attached, 1-RENEWAL "O If this application is for renewal of an existing authorization, the authorization number is provided. OPERATOR INFORMATION 0 Customer Number (CN) issued by TCEQ Central Registry 0 Legal name as filed to do business in Texas. (Call TX SOS 512463-5555 to verify.) 0 Name and title of responsible authority signing the application. D Phone number and e-mail address 0 Mailing address is complete &verifiable with USPS. www.usps.com 0 Type of operator (entity type). Is applicant an independent operator? 0 Number of employees. 0 For corporations or limited partnerships - Tax ID and SOS filing numbers. D Application contact and address is complete &verifiable with USPS. http://www.usps.com REGULATED ENTITY_(RE)-INFORMATION ON-PROJECT OR SITE 0 Regulated Entity Number (RN) (if site is already regulated by TCEQ) 0 Site/project name and construction activity description 0 County p Latitude and longitude http://www.tceq.texas.gov/gis/sgmaview.html TCEQ-20022 Checklist(03/06/2018) Page 1 • 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. p Acres disturbed is provided and qualifies for coverage through a NOI. l Common plan of development or sale. O Receiving water body or water bodies. • Segment number or numbers. .d MS4 operator. Edwards Aquifer rule. CERTIFICATION E I Certification statements have been checked indicating Yes. • Signature meets 30 Texas Administrative Code (TAC) §305.44 and is original. TCEQ-20022 Checklist (03/06/2018) Page 2 Instructions for Notice of Intent (NOI) for Stormwater Discharges Associated with Construction Activity under TPDES General Permit (TXR150000) GENERAL INFORMATION Where to Send a the Notice of Intent (NOD; By Regular Mail: By Overnight or Express Mail: TCEQ TCEQ Stormwater Processing Center (MC228) Stormwater Processing Center (MC228) P.O. Box 13087 12100 Park 35 Circle Austin, Texas 78711-3087 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. TCEQ 20022 (3/6/2018) Page 1 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)___. ._wv. 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 aerator 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. tTCEQ 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://wwwl5.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. TCEQ 20022 (3/6/2018) Page 2 Instructions for Notice of Intent for TPDES General Permit TXR150000 INSTRUCTIONSFOR FILLING OUT THE NOl FORM Renewal of General Permit. Dischargers5holding 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://wwwl5.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. TCEQ 20022 (3/6/2018) Page 3 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. TCEQ 20022 (3/6/2018) Page 4 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://wwwl5.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. TCEQ 20022 (3/6/2018) Page 5 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.rv(E—NERAL 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 TCEQ 20022 (3/6/2018) Page 6 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(1)(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?s1=R&app=9&p_dir=&p_rloc= &p_tloc=&p_ploc=&pg=1&p_tac=&ti=16&pt=1&ch=3&r1=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 TCEQ 20022 (3/6/2018) Page 7 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/p1s/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. TCEQ 20022 (3/6/2018) Page 8 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. 1) 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 TCEQ 20022 (3/6/2018) Page 9 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.htnil 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 TCEQ 20022 (3/6/2018) Page 10 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 aCERTIFICATION 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 NOl 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. TCEQ 20022 (3/6/2018) Page 11 Instructions for Notice of Intent for TPDES General Permit TXR150000 30 Texas Admuustrative tode §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). TCEQ 20022 (3/6/2018) Page 12 Instructions for Notice of Intent for TPDES General Permit TXR150000 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 NOL Mail this formand your check to either of the 4following:^A By Regular U.S. Mail By Overnight or Express Mail Texas Commission on Environmental Quality Texas Commission on Environmental 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: TXR150000 1. Check or Money Order No: r 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 or Site (RE) Name and Physical Address exactly as provided on the NOI. Do not submit a copy of the NOI withthis 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 Project/Site (RE) Physical Address Staple the check or money order to this form in this space. 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. • 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: YY 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: YYuY Staple Check in This Space TCEQ-20134(o4/i3/2006), Page 1 TCEQ Office Use Only Permit No: CN: RN: NMI Region: `al Notice of Termination (NOT) for Authorizations under TCEQ 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 TXRCW __ _ Section 1. OPERATOR (Permittee) a) What is the Customer Number(CN)issued to this entity? CN b) What is the Legal Name of the current permittee? c) Provide the contact information for the Operator(Responsible Authority). Prefix(Mr. Ms. or Miss): r First and Last Name:i � � Suffix. Title: � Credentials: Phone Number: _ Fax Number: Email: Mailing Address City, State, and Zip Code: r Country Mailing Information, if outside USA: 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? a Yes, go to Section 3. b No, complete section below TCEQ-20023 (03/09/2018) Page 1 Notice of Termination for TXR150000 Prefix(Mr. Ms. or Miss) , _— First and Last Name _ _ Suffix. Title:rCredentials Phone Number ' =Fax Number Email:;_:_ m `= Mailing Address: L City, State, and Zip Code: Country Mailing Information, if outside USA: �� Section 3. REGULATED ENTITY (RE) INFORMATION ON PROJECT OR SITE a) TCEQ issued RE Reference Number(RN): RN b) Name of project or site as known by the local community: _ c) County,or counties if more than 1: d) Latitude: _ f Longitude ? � 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: . City, State, and Zip Code: Section 3B: Site Location Description: Location description: r ' 17__ City where the site is located or, if not in a city,what is the nearest city: Zip Code where the site is located: Section 4. REASON FOR TERMINATION Check the reason for termination: 0 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. p 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. TCEQ-20023 (03/09/2018) Page 2 Notice of Termination for TXR150000 0, The discharge is now authorized under an alternate TPDES permit. 0 The activity never began at this site that is regulated under the general permit. Section 5. CERTIFICATION Signatory Name: Signatory Title 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: • TCEQ 20023 (03/09/2018) Page 3 Notice of Termination for TXR150000 Instructions for Notice of Termination (NOT) for Authorizations under TPDES General Permit TXR150000 GENERAL INFORMATION Where to Send the Notice of Termination(NOT): BY REGULAR U.S. MAIL: BY OVERNIGHT/EXPRESS MAIL: Texas Commission on Environmental Quality Texas Commission on Environmental Quality Stormwater Processing Center (MC-228) Stormwater Processing Center (MC-228) P.O.Box 13087 12100 Park 35 Circle Austin, Texas 78711-3087 Austin, TX 78753 TCEQ Contact List: Application status and form questions: 512-239-3700, swperinit@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. Chan:e 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. TCEQ-20023 (03/09/2018) Page 1 Instructions for Notice of Termination for TXR150000 Section 1. 0 s erator (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.coin/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. As •lication Contact: Provide the name, title and contact information of the person that TCEQ can contact for additional information regarding this application. Section 3. Re: lated Entity(RE) Information on Pro.ect 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. TCEQ-20023 (03/09/2018) Page 2 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 YOUAREA 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 YOUAREA 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. TCEQ-20023 (03/09/2018) Page 3 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). TCEQ 20023 (03/09/2018) Page 4 Instructions for Notice of Termination for TXR150000 — - IPM - - M • 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 interne 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: 1111111110111111111111111111111 • ImEm F Wple Nor AMMo 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. MININNEr NNW NEM leing 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 11 Operator Name: Contact Name and Phone Number: ?roject.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. CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION Section 01566 SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 1.0 GENERAL 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 PRODUCTS - Not Used 3.0 EXECUTION 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. 07/2006 01566- 1 of 5 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 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. 07/2006 01566-2 of 5 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 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. 07/2006 01566-3 of 5 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 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. 07/2006 01566-4 of 5 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 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 fertilizer 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 07/2006 01566-5 of 5 CITY OF PEARLAND TRENCH SAFETY SYSTEM Section 01570 TRENCH SAFETY SYSTEM 1.0 GENERAL 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. 5/2013 - 01570- 1 of 5 CITY OF PEARLAND TRENCH SAFETY SYSTEM 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, measuredalong 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 5/2013 01570-2 of 5 CITY OF PEARLAND 1 TRENCH SAFETY SYSTEM 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 5/2013 01570-3 of 5 CITY OF PEARLAND TRENCH SAFETY SYSTEM 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 PRODUCTS - Not Used 3.0 EXECUTION 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. 5/2013 01570-4 of 5 CITY OF PEARLAND TRENCH SAFETY SYSTEM • 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 5/2013 01570-5 of 5 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS Section 01580 PROJECT IDENTIFICATION SIGNS 1.0 GENERAL 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 10/2014 01580-1 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS 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 PRODUCTS 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 10/2014 01580-2 CITY OF PEARLAND PROJECT IDENTIFICATION'SIGNS 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 EXECUTION 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 10/2014 01580-3 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS • PROJECT IDENTIFICATION SIGN EXHIBIT k First f I -- Impression PROJECT NAME LOCATED HERE _ - -- “. i ,PROJECT: 1 WWI I PROJECT NO. 12345678 I j Capital Improvement j CITY OF L PEARLAND T I Signage Layout j PROJECT SCHEDULE:MONTH/YEAR ADDRESS: CAPITAL PROJECT , I Various I MAYOR:TOM REID I BUDGET: $DOLLAR AMOUNT I �: I GTVrsTATE: COUNOE POSfON t:TONY CARBONF ` Peadand,Texas COUNOtPOSITION 3 SCOTTTHERMAN ENGINEERIARCHITECT: DATE: October 2014 I COUNCIL POStON3:GARYMOORE NAME GOES HERE I aur: I MAYOR PRO TEM CUNT ORDENEAUX I capital improvement O M CONTRACTOR: 4x8 blank template Eyi COUNCIL POSITION 5:GREG HUI I I iI Ott MANAGER CLAY PEARSON CONTRACTOR NAME GOES HERE oD�ober zot4 DEPUTY CITY MANAGER:ION RRANSON i r "�-'�sbe�4isT,E�m'ians ASST CRY:MANAGER:TRENT EPPERSON earlandtx. ov/de artmentslen ineerin -ca ital- ro ectsl ro ects i emoamRITRESISa„�a` `a`iasT,�rra 1 P 9 P 9 9 P P 1 P 1 I ramm�cezw:IgncanaTurxauna3Er __.__.______..._�._____-...._��______----- __�..__...._..._._...----._,_.- ,POCORCZAEPOIREEMOLCELOESANINERVE (MISDEVYAROMLINICDORTATIFIMEROPti SPECIAL NOTE:CONTACT CITY SECRETARY FOR CURRENT COUNCIL NAMES j VO TEELECTRICALSERNCE SINGLE SIDE MDO MARINE GRADE PLYWOOD FINISHED WITH ALKYD ENAMEL GLOSS WHITE ( 120 CLIENT TO PROVIDE ALL PRIMARY ' COMPUTER CUT VINYL AND DIGITAL PRINT 5 YEAR LIFE MINIMUM MATERIALS j ELECTRICAL SERVICES ED N I INSTALL ON TWO 4"X4"TREATED POSTS,MIN.DEPTH IS 24",OR SKID MOUNTED AS SITE REO'D.. i CLIENT APPROVAL ! i • • 10/2014 01580-4 CITY OF PEARLAND MATERIAL AND EQUIPMENT Section 01600 MATERIAL AND EQUIPMENT 1.0 GENERAL 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 works 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. 07/2006 01600- 1 of 3 CITY OF PEARLAND MATERIAL AND EQUIPMENT 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. 07/2006 01600-2 of 3 CITY OF PEARLAND MATERIAL AND EQUIPMENT 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 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 07/2006 01600-3 of 3 CITY OF PEARLAND PRODUCT OPTIONS AND SUBSTITUTIONS Section 01630 PRODUCT OPTIONS AND SUBSTITUTIONS 1.0 GENERAL 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. 07/2006 01630- 1 of 3 CITY OF PEARLAND PRODUCT OPTIONS AND SUBSTITUTIONS 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. 07/2006 01630-2 of 3 CITY OF PEARLAND PRODUCT OPTIONS AND SUBSTITUTIONS 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 PRODUCTS - Not Used 3.0 EXECUTION - Not Used END OF SECTION 07/2006 01630-3 of 3 CITY OF PEARLAND FIELD SURVEYING Section 01720 FIELD SURVEYING 1.0 GENERAL 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. 07/2006 01720- 1 of 2 CITY OF PEARLAND FIELD SURVEYING 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 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 07/2006 01720-2 of 2 CITY OF PEARLAND PROJECT RECORD DOCUMENTS Section 01760 PROJECT RECORD DOCUMENTS 1.0 GENERAL 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. 07/2006 01760- 1 of 2 CITY OF PEARLAND PROJECT RECORD DOCUMENTS 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 PRODUCTS - Not Used 3.0 EXECUTION A Deliver Record Documents and Samples to Owner in accordance with Section 01770— Contract Closeout. END OF SECTION 07/2006 01760-2 of 2 CITY OF PEARLAND CONTRACT CLOSEOUT Section 01770 CONTRACT CLOSEOUT 1.0 GENERAL 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. 09/2009 01770- 1 of 2 CITY OF PEARLAND CONTRACT CLOSEOUT 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 PRODUCTS - Not Used 3.0 EXECUTION 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 } J 1 09/2009 01770-2 of 2 CITY OF PEARLAND TECHNICAL SPECIFICATIONS DIVISION 2 TECHNICAL SPECIFICATIONS DIVISION 2 SITE WORK 07/2006 CITY OF PEARLAND SITE PREPARATION 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. 1/2018 02200- 1 of 4 CITY OF PEARLAND SITE PREPARATION 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 PRODUCTS 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 EXECUTION 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 1/2018 02200-2 of 4 CITY OF PEARLAND SITE PREPARATION 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. 1/2018 02200-3 of 4 CITY OF PEARLAND SITE PREPARATION 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 1/2018 02200-4 of 4 CITY OF PEARLAND SITE DEMOLITION Section 02220 SITE DEMOLITION 1.0 GENERAL 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. 07/2006 02220- 1 of 5 CITY OF PEARLAND SITE DEMOLITION 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. 07/2006 02220-2 of 5 CITY OF PEARLAND SITE DEMOLITION 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 PRODUCTS 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 EXECUTION 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. B 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. 07/2006 02220-3 of 5 CITY OF PEARLAND SITE DEMOLITION 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 maybe 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. 07/2006 02220-4 of 5 CITY OF PEARLAND SITE DEMOLITION 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 ti 07/2006 02220-5 of 5 CITY OF PEARLAND CEMENT STABILIZED SAND Section 02252 CEMENT STABILIZED SAND 1.0 GENERAL 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" 1. 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. 02/2009 02252- 1 of 5 CITY OF PEARLAND CEMENT STABILIZED SAND 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 PRODUCTS 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. 02/2009 02252-2 of 5 CITY OF PEARLAND CEMENT STABILIZED SAND 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 EXECUTION 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. 02/2009 02252-3 of 5 CITY OF PEARLAND CEMENT STABILIZED SAND 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 to 100 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 02/2009 02252-4 of 5 CITY OF PEARLAND CEMENT STABILIZED SAND 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 02/2009 02252-5 of 5 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS `<< Section 02255 BEDDING,BACKFILL,AND EMBANKMENT MATERIALS 1.0 GENERAL 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" 07/2007 02255 - 1 of 7 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS 2.0 PRODUCTS 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/Dio - 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 WA: 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: 07/2007 02255 -2 of 7 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS 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: 07/2007 02255-3 of 7 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS 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. 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 07/2007 02255-4 of 7 r CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS 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 A 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 SIEVE EMBEDMENT BY RANGES OF NOMINAL PIPES SIZES >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 07/2007 02255-5 of 7 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS 3.0 EXECUTION 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. 07/2007 02255 -6 of 7 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS 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 07/2007 02255-7 of 7 CITY OF PEARLAND UTILITY HORIZONTAL DIRECTIONAL DRILLING Section 02313 UTILITY HORIZONTAL DIRECTIONAL DRILLING 1.00 General 1.01 WORK INCLUDED A. Provide and install underground water and sewer line using the horizontal directional drilling(HDD) method of installation, also commonly referred to as directional boring, guided horizontal boring. This work shall include all services, equipment, i materials, and labor for the complete and proper installation, testing, restoration of underground utilities and erosion and sedimentation control and restoration. 1.02 QUALITY ASSURANCE A. The requirements set forth in this document specify a wide range of procedural precautions necessary to provide the very basic, essential aspects of a proper directional bore installation and are adequately controlled. Strict adherence shall be required under specifically covered conditions outlined in this specification. Adherence to the specifications contained herein, or the Owner's Representative approval of any aspect of any directional bore operation covered by this specification, shall in no way relieve the Contractor of their ultimate responsibility for the satisfactory completion of the work authorized under the Contract. 1. Installer's Qualifications: Installation shall be by a competent, experienced contractor or sub-contractor. The installation contractor shall have a satisfactory experience record of at least 3 years engaged in similar work of equal scope. If patented processes are involved based on the pipe selection,the installer shall be licensed, trained and in good standing with the pipe manufacturer. 2. Performance Requirements: Lateral or vertical variation in the final position of the carrier pipe from the line and grade established by the plans shall be permitted only to the extent of 4 percent for water lines and horizontal deflections for sewer lines,provided that such variation shall be regular and only in the direction that will not detrimentally affect the function of the carrier pipe. Vertical deflections for sewer lines may be permitted as long as the slope is continuous (no sags),meets Texas Commission on Environmental Quality minimum slope requirements, and will flow by gravity with no surcharge and into existing or proposed downstream improvements. 3. Certification: Pipe products shall have been tested and approved by an independent third-party laboratory for continuous use at rated pressures. Pipe and couplings intended for contact with potable water shall be evaluated, tested, and certified for conformance with NSF Standard 61 by an acceptable certifying organization. 4. Design Criteria: The maximum allowable load for PVC pipe installations shall produce a maximum deflection of 4 percent. 06/2012 02313-1 of 10 CITY OF PEARLAND UTILITY HORIZONTAL DIRECTIONAL DRILLING 1.03 SUBMITTALS A. Submittals shall be in accordance with Section 01350 "Submittals" and shall include: 1. Work Plan: Prior to beginning work,the Contractor shall submit to the Owner's Representative a work plan as record data detailing the procedure and schedule to be used to execute the project. The work plan should include a description of all equipment to be used, down-hole tools, a list of personnel and their qualifications and experience (including back-up personnel in the event that an individual is unavailable), list of subcontractors, a schedule of work activity, a safety plan (including MSDS of any potentially hazardous substances to be used), traffic control plan(if applicable), all excavation locations, interfering utilities, and flow bypass, an erosion and sedimentation control plan and contingency plans for possible problems. Work plan should be comprehensive,realistic and based on actual working conditions for the project. 2. Equipment: Contractor will submit specifications on directional drilling equipment as record data. Equipment shall include but not be limited to: drilling rig, butt fusion welding apparatus, mud system, mud motors (if applicable), down- hole tools, guidance system, rig safety systems. Calibration records for guidance equipment shall be included. Specifications for any drilling fluid additives that Contractor intends to use or might use will be submitted. 3. Material: Provide shop drawings of the pipe with material specifications, including size,type, diameter and manufacturer's data and certifications on piping and jointing methods. The shop drawing shall include a Certificate of Adequacy of Design stating the pipe and fittings are satisfactory for the loads which will be imposed during for all loading conditions. 4. Contractor shall maintain a daily project log of drilling operations and a guidance system log along with a fusion report for all butt fused welding of joints with a copy given to Owner's Representative at completion of project. 1.04 STANDARDS A. The applicable provisions of the following standards shall apply as if written here in their entirety: 1. American National Standards Institute(ANSI)/NSF Standards: a. ANSI/NSF 61 -Drinking Water System Components—Health Effects 2: American Society for Testing and Materials (ASTM) Standards: 06/2012 02313-2 of 10 CITY OF PEARLAND UTILITY HORIZONTAL DIRECTIONAL DRILLING a. ASTM D2241 - Standard Specification for Poly(Vinyl Chloride) PVC Pressure Rated Pipe b. ASTM D3034 - Standard Specification for type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings c. ASTM D1784 - Standard Specification for Rigid PVC Compounds and Chlorinated PVC Compounds d. ASTM D2837 - Standard Test Method for Obtaining Hydrostatic Design Basis for Thermoplastic Pipe Materials e. ASTM D3139 - Standard Specification for Joints for Plastic Pressure Pipes Using Flexible Elastomeric Seals f. ASTM F477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pressure Pipe /' g. ASTM F714 - Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside Diameter h. ASTM D1248 - Specification for Polyethylene Plastics Molding and Extrusion Materials i. ASTM D3350 - Specification for Polyethylene Plastics Pipe and Fittings Material j. ASTM F1804 - Standard Practice for Determining Allowable Tensile Load for Polyethylene (PE) Gas Pipe During Pull-In Installation 3'. American Water Works Associations (AWWA) Standards: k. AWWA C901 - Standard Specification for Polyethylene (PE) Pressure Pipe and Tubing, 1/2 through 3 Inches, for Water Service 1. AWWA C900 - Standard for PVC Pressure Pipe and Fabricated Fittings, 4 through 12 inches, for Water Distribution m. AWWA C905 - Standard for PVC Pressure Pipe and Fabricated Fittings, 14 through 48 inches, for Water Distribution n. AWWA C906 - Standard for Polyethylene (PE) Pressure Pipe and Fittings, 4 through 63 inches, for Water Distribution and Transmission 1.05 DELIVERY AND STORAGE A. Store PVC pipe material so that there is no exposure to sunlight. 1.06 JOB CONDITIONS; PERMITS AND EASEMENT REQUIREMENTS A. Where the work is in the public right-of-way or railroad company right-of-way,the Owner will secure the appropriate permits or easements. The Contractor shall observe regulations and instructions of the right-of-way Owner as to the methods of performing the work and take precautions for the safety of the property and the public. Negotiations and coordination with the right-of-way Owner shall be carried on by the Contractor, not less than 5 days prior to the time of his intentions to begin work on the ' right-of-way. B. Comply with the requirements of the permit and/or easement. Work within the Texas Department of Transportation(TXDOT)right of way shall comply with TXDOT requirements. If required by the Right-of-Way Owner, obtain Protective Liability Insurance in the amount required by the particular company or other insurance as is 06/2012 02313-3 of 10 CITY OF PEARLAND UTILITY HORIZONTAL DIRECTIONAL DRILLING specified in the permit at no cost to the Owner. Acquire a permit, agreement, or work order from the right-of-way Owner as is required. C. Construction along roads, railroads and public areas shall be performed in such manner that does not interfere with the operations of the roads, driveways, sidewalks, pedestrian traffic and railroads. D. Barricades, warning signs, and flagmen, when necessary and specified, shall be provided by the Contractor. E. No blasting shall be allowed. F. Existing pipelines and underground conduits are to be protected. The Contractor shall verify location and elevation of any pipe lines, telephone cable and fiber optics before proceeding with the construction and shall plan his construction so as to avoid damage to the existing pipe lines or telephone cables. Verification of location (vertical and horizontal) of existing utilities shall be the complete responsibility of the Contractor. 2.00 PRODUCTS • 2.01 GENERAL A. The directional drilling equipment shall consist of a directional drilling rig of sufficient capacity to perform the bore and pullback the pipe, a drilling fluid mixing, delivery and recovery system of sufficient capacity to successfully complete the crossing, a drilling fluid recycling system to remove solids from the drilling fluid so that the fluid can be re-used, a guidance system to accurately guide boring operations, a vacuum truck of sufficient capacity to handle the drilling fluid volume, trained and competent personnel to operate the system. B. All equipment shall be in good, safe operating condition with sufficient supplies, materials and spare parts on hand to maintain the system in good working order for the duration of this project. 2.02 DRILLING SYSTEM A. Drilling Rig: The directional drilling machine shall consist of a hydraulically powered system to rotate,push and pull hollow drill pipe into the ground at a variable angle while delivering a pressurized fluid mixture to a guidable drill (bore) head. The machine shall be anchored to the ground to withstand the pulling,pushing and rotating pressure required to complete the crossing. The hydraulic power system shall be self-contained with sufficient pressure and volume to power drilling operations. Hydraulic system shall be free of leaks. Rig shall have a system to monitor and record maximum pull-back pressure during pullback operations. The rig shall be grounded during drilling and pull-back operations. There shall be a system to detect electrical current from the drill string and an audible alarm which automatically sounds when an electrical current is detected. B. Drill Head: The drill head shall be steerable by changing its rotation and shall provide the necessary cutting surfaces and drilling fluid jets. 06/2012 02313-4 of 10 CITY OF PEARLAND UTILITY HORIZONTAL DIRECTIONAL DRILLING C. Mud Motors (if required): Mud motors shall be of adequate power to turn the required drilling tools. D. Drill Pipe: Shall be constructed of high quality 4130 seamless tubing, grade D or better,.with threaded box and pins. Tool joints should be hardened to 32-36 RC. 2.03 GUIDANCE SYSTEM A. A Magnetic Guidance System(MGS) or,roven gyroscopic system shall be used to provide a continuous and accurate determination of the location of the drill head during the drilling operation. The guidance shall be capable of tracking at all depths up to 100 feet and in any soil condition, including hard rock. It shall enable the driller to guide the drill head by providing immediate information on the tool face, azimuth (horizontal direction), and inclination(vertical direction). The guidance system shall be accurate to plus or minus 2 percent of the vertical depth of the bore hole at sensing position at depths up to 100 feet and accurate within 1.5 meters horizontally. B. The.Guidance System shall be of a proven type and shall be operated by personnel trained and experienced with this system. The Operator shall be aware of any magnetic anomalies on the surface of the drill path and shall consider such influences in the operation of the guidance system if using a magnetic system. 2.04 DRILLING FLUID MUD SYSTEM A. Mixing System: A self-contained, closed, drilling fluid mixing system shall be of sufficient size to mix and deliver drilling fluid. The drilling fluid reservoir tank shall be of sufficient size for making the bore. Mixing system shall continually agitate the drilling fluid during drilling operations. B. Drilling Fluids: Drilling fluid shall be composed of clean water and appropriate additives. Water shall be from an authorized source with a pH of 8.5 to 10. Water of a lower pH or with excessive calcium shall be treated with the appropriate amount of sodium carbonate or equal. The water and additives shall be mixed thoroughly and be absent of any clumps or clods. No potentially hazardous material may be used in drilling fluid. C. Delivery System: The mud pumping system shall have a minimum capacity to maintain correct boring alignment and be capable of delivering the drilling fluid at a constant pressure. The delivery system shall have filters in-line to prevent solids from being pumped into the drill pipe. Connections between the pump and drill pipe shall be relatively leak-free. Used drilling fluid and drilling fluid spilled during drilling operations shall be contained and conveyed to the drilling fluid recycling system. A berm,minimum of 12 inches high, shall be maintained around drill rigs, drilling fluid mixing system, entry and exit pits and drilling fluid recycling system to prevent spills into the surrounding environment. Pumps and or vacuum truck(s) of sufficient size shall be in place to convey excess drilling fluid from containment areas to storage and recycling facilities. D. Drilling Fluid Recycling System: The drilling fluid recycling system shall separate sand, dirt and other solids from the drilling fluid to render the drilling fluid reusable. Spoils separated from the drilling fluid will be stockpiled for later use or disposal. 06/2012 02313-5 of 10 CITY OF PEARLAND UTILITY HORIZONTAL DIRECTIONAL DRILLING 2.05 OTHER EQUIPMENT A. Pipe Rammers: Hydraulic or pneumatic pipe rammers may only be used if necessary and with the authorization of Engineer. B. Restrictions: Other devices or utility placement systems for providing horizontal thrust other than those previously defined in the preceding sections shall not be used unless approved by the Engineer prior to commencement of the work. Consideration for approval will be made on an individual basis for each specified location. The proposed device or system will be evaluated prior to approval or rejection on its potential ability to complete the utility placement satisfactorily without undue stoppage and to maintain line and grade within the tolerances prescribed by the particular conditions of the project. 2.06 PIPING MATERIALS A. Water Line Materials: 1. PVC Water Line Piping 4 through 12 inches shall be Fusible C 900 CLASS 235 (DR-18)by Underground Solutions or approved equal. PVC Water Line Piping 14 through 36 inches shall be Fusible C 905 CLASS 235 (DR-18)by Underground Solutions or approved equal. B. Pipe Markings: Pipe shall be legibly marked in permanent ink with the manufacturer and trade name, nominal size and DR rating/pressure class, hydrostatic proof test pressure,NSF 61 if applicable, and manufacturer date code. Pipe and couplings shall also bear the mark of the certifying agency which have tested and approved the product for use in fire protection applications. C. Tracer Wire: All piping shall be installed with a continuous, insulated TW, THW, THWN or HMWPE insulated copper, 10 gauge or thicker wire for pipeline location purposes by means of an electronic line tracer. The wire shall be installed along the entire length of pipe. The insulation color shall match the color of the pipe being installed. Sections of wire shall be spliced together using approved splice caps and water proof seals. Twisting the wires together is not acceptable. D. PVC Couplings: Pipes shall be jointed using non-metallic couplings which have been designed as an integral system. High strength thermoplastic splines shall be inserted into mating precision machined grooves in the pipe and coupling to provide full 360- degree restraint with evenly distributed loading. No external pipe to pipe restraining devices which clamp onto or otherwise damage the pipe surface will be allowed. Pipe couplings shall have a leading beveled edge to reduce resistance during pulling operations. Couplings shall,be designed for use at the rated pressure of the pipe which they are used and shall incorporate twin elastomeric sealing gaskets meeting the requirements of ASTM F477. Joints shall be designed to meet the leakage requirements of ASTM D3139. 3.00 EXECUTION 3.01 GENERAL , A. The Engineer and Owner's Representative must be notified 48 hours in advance of starting work. The Directional Bore shall not begin until the Owner's Representative 06/2012 02313-6 of 10 CITY OF PEARLAND UTILITY HORIZONTAL DIRECTIONAL DRILLING is present at the job site and agrees that proper preparations for the operation have - been made. B. The approval for beginning the installation shall in no way relieve the Contractor of the ultimate responsibility for the satisfactory completion of the work as authorized under the Contract. It shall be the responsibility of Owner's Representative to provide inspection personnel at such times as appropriate without causing undue hardship by reason of delay to the Contractor. 3.02 PERSONNEL REQUIREMENTS A. All personnel shall be fully trained in their respective duties as part of the directional drilling crew and in safety. The operator of the drilling rig must have at least 3 years directional drilling experience. A responsible representative who is thoroughly familiar with the equipment and type work to be performed, must be in direct charge and control of the operation at all times. In all cases the supervisor must be continually present at the job site during the actual Directional Bore operation. The Contractor shall have a sufficient number of competent workers on the job at all times to insure the Directional Bore is made in a timely and satisfactory manner. 3.03 DRILLING PROCEDURES A. Site Preparation: Prior to any alterations to work-site, contractor shall photograph or video tape entire work area, including entry and exit points, one copy of which shall be given to Owner's Representative and one copy to remain with contractor for a period of 1 year following the completion of the project. Work sites shall be within right-of-way and shall be graded or filled to provide a level working area. No alterations beyond what is required for operations are to be made. Contractor shall confine all activities to designated work areas. B. Drill Path Survey: Entire drill path shall be accurately surveyed by the Contractor with entry and exit stakes placed in the appropriate locations within the areas determined in the field with the Owner's Representative Locate existing utilities in advance of boring operations. The Contractor shall be responsible for repairing damage to existing utilities at no additional cost to the Owner. Repair of existing utilities shall proceed until complete and the existing utility is back in service. If contractor is using a magnetic guidance system, drill path will be surveyed by the Contractor for any surface magnetic variations or anomalies. C. Environmental Protection: Contractor shall place silt fence between all drilling operations and any drainage,wetland, waterway or other area designated for such protection by contract documents, state, federal and local regulations. Additional environmental protection necessary to contain any hydraulic or drilling fluid spills shall be put in place, including berms, liners,turbidity curtains and other measures. Contractor shall adhere to all applicable environmental regulations. Fuel may not be stored in bulk containers within 200 feet of any water-body or wetland. D. Safety: Contractor shall adhere to all applicable state, federal and local safety regulations and all operations shall be conducted in a safe manner. 06/2012 02313-7 of 10 CITY OF PEARLAND UTILITY HORIZONTAL DIRECTIONAL DRILLING E. Pilot Hole: 1. Pilot hole shall be drilled on bore path with no deviations greater than 4 percent horizontally or vertically(water lines) over a length of 100 feet. In the event that pilot hole does deviate from bore path more than 4 percent, Contractor shall notify Owner's Representative who may require contractor to pull-back and re-drill from the location along bore path before the deviation. In the event that a drilling fluid fracture, inadvertent returns or returns loss occurs during pilot hole drilling operations, contractor shall cease drilling, wait at least 30 minutes, inject a quantity of drilling fluid with a viscosity exceeding 120 seconds as measured by a March funnel and then wait another 30 minutes. 2. If mud fracture or returns loss continues, contractor will cease operations and notify Owner's Representative. Owner's Representative and contractor will discuss additional options and work will then proceed accordingly. F. Reaming: Upon successful completion of pilot hole, contractor will ream bore hole to a minimum of 25 percent greater than outside diameter of pipe using the appropriate tools. Contractor will not attempt to ream at one time more than the drilling equipment and mud system are designed to safely handle. G. Pull-Back: 1. After successfully reaming bore hole to the required diameter, contractor will pull the pipe through the bore hole. In front of the pipe will be a swivel and reamer to compact bore hole walls. Pull loads shall not exceed the limits shown in the following tables. Once pull-back operations have commenced, operations must continue without interruption until pipe is completely pulled into bore hole. PVC Diamond Lok-21 Maximum Pull Loads AWWA C905 Size DR Minimum Maximum Pull (in.) Radius (ft.) In Force (lb.) 16 18 (235 psi) 400 60,000 PVC Fusible PVC -Underground Solutions Maximum Pull Loads AWWA C905 Size DR Minimum Maximum Pull (in.) Radius (ft.) In Force (lb.) 16 18 (235 psi) 363 139,700 2. During pull-back operations contractor will not apply more than the maximum safe pipe pull pressure at any time. In the event that pipe becomes stuck, contractor will cease pulling operations to allow any potential hydro-lock to subside and will recommence pulling operations. If pipe remains stuck, contractor 06/2012 02313-8 of 10 CITY OF PEARLAND UTILITY HORIZONTAL DIRECTIONAL DRILLING will notify Owner's Representative to discuss options and then work will proceed accordingly. 3.04 FUSIBLE PVC PIPE JOINING A. The pipe shall be assembled and joined at the site using the thermal butt-fusion method to provide a leak proof joint. Threaded or solvent-cement joints and connections are not permitted. All equipment and procedures used shall be used in strict compliance with the manufacturer's recommendations. Fusing shall be accomplished by personnel certified as fusion technicians by a manufacturer of polyethylene pipe and/or fusing equipment. B. The butt-fused joint shall be true alignment and shall have uniform roll-back beads resulting from the use of proper temperature and pressure. The joint shall be allowed adequate cooling time before removal of pressure. When cool, all weld beads shall then be removed from both the inside and outside surface such that the joint surfaces shall be smooth. The fused joint shall be watertight and shall have tensile strength equal to that of the pipe. All joints shall be subject to acceptance by the Owner's Representative prior to insertion. All defective joints shall be cut out and replaced at no cost to the Owner. Any section of the pipe with a gash,blister, abrasion, nick, scar or other deleterious fault greater in depth than 10 percent of the wall thickness, shall not be used and must be removed from the site. However, a defective area of the pipe may be cut out and the joint fused in accordance with the procedures stated above. In addition, any section of pipe having other defects such as concentrated ridges, discoloration, excessive spot roughness,pitting,variable wall thickness or any other defect of manufacturing or handling as determined by the Owner's Representative shall be discarded and not used. C. Terminal sections pipe that are joined within the insertion pit shall be connected with a full circle pipe repair clamp. The butt gap between pipe ends shall not exceed 1/2 inch. 3.05 PIPE TESTING A. Following successful pull-back of pipe, contractor will test pipe using potable water according to Section 01430 "Contractor's Quality Control." A calibrated pressure recorder will be used to record the pressure during the test period. This record will be presented to Owner's Representative. 3.06 TRACER WIRE TESTING A. Upon completion the Contractor shall demonstrate that the wire is continuous and unbroken through the entire run of the pipe including full signal conductivity (including splices). If the wire is broken, the Contractor shall repair or replace it. Pipeline installation will not be accepted until the wire passes a continuity test. 3.07 SITE RESTORATION A. Following drilling operations, contractor will de-mobilize equipment and restore the worksite to original condition. All excavations will be backfilled and compacted to 95 percent of original density. Landscaping will be subcontracted to a local professional landscaping company. 06/2012 02313-9 of 10 CITY OF PEARLAND UTILITY HORIZONTAL DIRECTIONAL DRILLING END OF SECTION 06/2012 02313-10 of 10 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS Section 02316 EXCAVATION AND BACKFILL FOR ROADWAYS 1.1 GENERAL 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. 1/2018 02316-1 of 5 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS 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. 1/2018 I 02316-2of5 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS 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 PRODUCTS 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 EXECUTION 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. 1/2018 02316-3 of 7 CITY OF PEARLAND. EXCAVATION AND BACKFILL FOR ROADWAYS 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. 1/2018 02316-4 of 5 • CITY OFPEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS 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 drydensity. 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. 1/2018 02316-5 of 5 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS 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 1/2018 02316-6 of 5 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES Section 02318 EXCAVATION AND BACKFILL FOR UTILITIES 1.0 GENERAL 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)" 5/2013 02318- 1 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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. 5/2013 02318 -2 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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 5/2013 02318 -3 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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: 5/2013 02318-4of15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES a. Trench safety systemincludingsheeting 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. s 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. 5/2013 02318 -5 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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. 5/2013 02318 -6 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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 PRODUCTS 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. 5/2013 02318 -7 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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 EXECUTION 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 MINIMUM TRENCH PIPE SIZE,INCHES WIDTH,INCHES Less than 18 O.D. + 18 18 to 30 O.D. +24 Greater than 30 O.D. +36 5/2013 02318 -8of15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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. 5/2013 02318 -9 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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. 5/2013 02318- 10 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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. 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. 5/2013 02318 - 11 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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. 5/2013 02318 - 12of15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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 maybe 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. 5/2013 02318- 13of15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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. 5/2013 02318 - 14 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES /— 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 5/2013 02318- 15 of 15 CITY OF PEARLAND EMBANKMENT Section 02330 EMBANKMENT 1.0 GENERAL 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. 5/2013 02330- 1 of 5 CITY OF PEARLAND EMBANKMENT 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 PRODUCTS 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. 5/2013 02330-2 of 5 CITY OF PEARLAND EMBANKMENT 3.0 EXECUTION 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. 5/2013 02330-3 of 5 CITY OF PEARLAND EMBANKMENT 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. 5/2013 02330-4of5 CITY OF PEARLAND EMBANKMENT 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 5/2013 02330-5 of 5 CITY OF PEARLAND SUBGRADE Section 02335 SUBGRADE 1.0 GENERAL 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 5/2013 02335 - 1 of 10 CITY OF PEARLAND SUBGRADE 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. 5/2013 02335 -2 of 10 CITY OF PEARLAND SUBGRADE 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 PRODUCTS 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: 5/2013 02335 -3 of 10 CITY OF PEARLAND SUBGRADE 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, 1 2 %by weight Ca(OH)2+CaO 90.0 min 87.0 min - 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. 5/2013 02335 -4 of 10 CITY OF PEARLAND SUBGRADE 2.04 SOIL A. Provide soil consisting of approved material free from vegetation or other objectable matter encountered in existing roadbed. 3.0 EXECUTION 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. 5/2013 02335 -5 of 10 CITY OF PEARLAND SUBGRADE 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. 5/2013 02335 -6 of 10 CITY OF PEARLAND SUBGRADE 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. 5/2013 02335 -7 of 10 CITY OF PEARLAND SUBGRADE 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. 5/2013 02335 -8 of 10 CITY OF PEARLAND SUBGRADE 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. 5/2013 02335 -9 of 10 CITY OF PEARLAND SUBGRADE 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 5/2013 02335 - 10 of 10 CITY OF PEARLAND GEOTEXTILE Section 02370 GEOTEXTILE 1.0 GENERAL 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. 07/2006 02370- 1 of 2 CITY OF PEARLAND GEOTEXTILE 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 PRODUCTS 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 EXECUTION - Notused END OF SECTION 07/2006 02370-2 of 2 CITY OF PEARLAND AUGERING PIPE OR CASING FOR SEWERS Section 02415 AUGERING PIPE OR CASING FOR SEWERS 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of pipe and casing for sanitary sewer 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 01563 —Control of Ground Water and Surface Water 5. Section 01500—Temporary Facilities and Controls 6. Section 02530—Gravity Sanitary Sewers 7. Section 02430—Tunnel Grout 8. Section 02318 —Excavation and Backfill for Utilities 9. Section 01140—Contractor's Use of Premises C Referenced Standards: 1. American Railway Engineering Association (AREA) Manual for Railway Engineering 2. American Association of State Highway and Transportation Officials (AASHTO) 3. American Water Works Association (AWWA) a. AWWA C200, Steel Water Pipe - 6 in. (150 mm) and Larger D Definitions: 1. Dry Augering - installation of steel casing by excavating the soil at the advancing end of casing and transporting the spoil through the casing by an otherwise uncased auger, while advancing the casing by jacking at the same rate as the auger excavation progresses. 2. Slurry Augering - installation of casing or sewer pipe by first drilling a small diameter pilot hole from auger pit to auger pit,followed by reaming the bore to full diameter by augering with slurry, and installing the casing or pipe by a pull-back or jacking method. 3. Augered Pipe-the Contractor's installed water or sewer pipe in augered hole. 4. Augered Casing with Pipe - the Contractor's installed water or sewer pipe in augered casing. 1.02 MEASUREMENT AND PAYMENT A Measurement for augered casing with sewer pipe will be on a linear foot basis measured from end to end of the casing. 07/2006 02415 - 1 of 7 CITY OF PEARLAND AUGERING PIPE OR CASING FOR SEWERS B Payment of augered casing with sewer pipe will be full compensation for all labor, equipment,casing,sewer 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 sewer pipe will be on a linear foot basis along the axis of the pipe from auger pit to auger pit. D Payment of augered sewer 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 sewer 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. 1.03 SUBMITTALS A Review. Submittal shall be made in accordance with Section 01350—Submittals. The Engineer will review submitted plans, details and data for compliance with specifications. Contractor shall not commence work on any items requiring pipe and casing augering work plan, or other submittal until the submittal have been reviewed and accepted by the Engineer. Such review by the Engineer shall not be construed in any way of relieving the Contractor of his responsibilities under the Contract,shall not be construed by the contractor as an endorsement by the Engineer that such methods are constructable or will work for the specific subsurface soils encountered. Structural designs and other engineered components shall be signed and sealed by a Professional Engineer registered in the State of Texas. B Pipe and Casing Augering Operation. 1. Submit for review a Pipe and Casing Augering Work Plan with complete drawings and written description identifying details of the proposed method of construction and the sequence of operations to be performed during construction, as required. The drawings and descriptions shall be sufficiently detailed to demonstrate to the Engineer whether the proposed materials and procedures will meet the requirements of this Section. 2. Depending on the Contractor's method of construction, the Pipe and Casing Augering Work Plan shall be submitted on the following items: a. Arrangement drawings and technical specifications of the augering equipment and experience record of the Contractor. - b. Method of controlling line and grade of augering operation. 07/2006 02415-2 of 7 CITY OF PEARLAND AUGERING PIPE OR CASING FOR SEWERS c. Method of spoil and slurry removal, including surface storage and disposal. d. Details of the pipe or casing installation. e. Grouting techniques to be used for filling annular void between casing and sewer pipe,where required,and for filling over excavation,if any, including equipment,pumping and injection procedures,pressure grout types, and mixtures. f. Location and construction of auger pits, including details for all required ground support installation not included in the Trench Safety Plan. g. Groundwater control system per requirements in this section and in accordance with Section 01563—Control of Ground Water and Surface Water, as required by construction method. 3. Casing and pipe fabrication drawings, including joint details. C Trench Safety 1. Shall be in accordance with Section 01570—Trench Safety System. 2. To the extent that excavation for pipe and casing augering involves work not covered by Contractor's Trench Safety Plan, the safety provisions of these excavations shall be addressed in the Pipe and Casing Augering Work Plan. D Quality Control Methods. At least 30 days prior to the start of augering,the Contractor shall submit a description of the quality control methods proposed for use in this operation to the Project Manager. The submittal shall include: 1. Supervision. Supervisory control to ensure that work is performed in accordance with the Plans and Specifications, and Pipe and Casing Augering Work Plan. 2. Line & Grade. Procedures for surveying, controlling and checking line and grade, including field forms. 3. Augering Observation and Monitoring. Procedures for preparing and submitting daily logs of augering operations, including field forms. 4. Products and Materials. A plan for testing and submittal of test results to demonstrate compliance with the specification and Contractor's design criteria for permanent products, material and installations. The plan shall identify applicable standards and procedures for testing and acceptance. 5. Monitoring Settlement. Submit a settlement Monitoring Plan if requested by the Engineer. 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. 07/2006 02415 -3 of 7 CITY OF PEARLAND AUGERING PIPE OR CASING FOR SEWERS 1.05 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. 2.0 PRODUCTS 2.01 MATERIALS A Casing shall be provided where shown on Plans or indicated in Technical Specifications and be new, uncoated welded steel pipe, manufactured in accordance with AWWA C200. The design stress in the pipe wall shall be 50 percent of the minimum yield point of the steel or 18,000 psi, whichever is less, when subjected to the loading conditions. The design deflection to be used in determining wall thickness shall not exceed 3 percent of nominal casing pipe size. B Sewer pipe shall be provided in accordance with Section 02530 — Gravity Sanitary Sewers. The sewer pipe shall be selected by the Contractor and verified by the Contractor's engineer to safely withstand all service loads, including overburden pressures and surcharge loads together with all forces and pressures induced in pipe and joints during installation. C For grouting materials refer to Section 02430—Tunnel Grout. D 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 C 12G- 2 or approved equal. E Casing End Seals: Provide Pipeline Seal &Insulator Model C or approved equal. 3.0 EXECUTION 07/2006 02415 -4 of 7 CITY OF PEARLAND AUGERING PIPE OR CASING FOR SEWERS 3.01 DRY AUGERING (CASING ONLY) A Provide horizontal augering equipment of sufficient capacity for the diameter and length of the casing to be installed and the anticipated ground conditions. B Provide heavy-duty jacks of a capacity suitable for forcing the excavating auger and casing through the ground and a suitable jacking frame or backstop. Use operating jacks constructed so that even pressure is applied to all jacks used. C Provide steerable front section of casing to allow vertical grade adjustments. A water level or other means shall be provided to allow monitoring of the grade elevation of the auger casing. D Set casing to be jacked on guides, properly braced together, to support the section of pipe and direct it to proper line and grade. Place the whole jacking assembly so as to line up with the direction and grade of the pipe. E In unconsolidated soil formations,bentonite may be used to seal the voids outside the wall and furnish lubrication for the installation of casing. The use of water to assist in lubrication to facilitate the removal of spoil is permitted,however,water jetting of the soil is not allowed when jacking the casing. F Insofar as practical and depending on the character of the soil encountered during the augering operation, conduct operations without interruption to prevent the pipe from seizing up in the hole before the installation is complete. G Repair casing damaged in augering operations by method acceptable to the Engineer or remove and replace it. 3.02 SLURRY AUGERING A Provide horizontal boring equipment for drilling of pilot hole, slurry augering equipment for excavating the full-sized hole for casing or pipe installation. B Drill a small diameter pilot hole for the entire length of the augered pipe. Check the pilot hole for line and grade at the receiving end to determine if the larger diameter casing hole will comply with this Specification. The pilot hole shall be redrilled if the installed pipe would not meet the specified tolerances. C Auger the large-diameter hole by mechanical means for reaming the pilot hole. The diameter of the augered hole shall be not more than 1 inch greater than the outside diameter of the installed pipe measured from the barrel of the pipe. Place excavated material outside the working pit and dispose of it, as specified in Section 01500 — Temporary Facilities and Controls. Jetting is not permitted. Augered holes which do not meet the specified tolerances shall be grouted. D In unconsolidated soil formations,use a bentonite slurry to maintain a stable hole and furnish lubrication for the installation of the pipe. Install the pipe or casing in one 07/2006 02415-5 of 7 CITY OF PEARLAND AUGERING PIPE OR CASING FOR SEWERS operation with the displacement of cuttings and slurry from the hole in potentially unstable soils to prevent casing and settlement of the ground surface. E Depending on the character of the soil encountered during the augering operation, conduct operations without interruption,insofar as practical,to prevent the pipe from seizing up in the hole before the installation is complete. F Repair casing or sewer pipe damaged in augering operations by method acceptable to the Engineer or remove and replace it. 3.03 AUGER PITS A Contractor's Pipe and Casing Augering Work Plan shall identify the location, size, depth and layout, and ground support design of all augering and observation pits, as well as a schedule of dates that each pit is expected to be open. B Auger pits that are excavated as a part of open-cut sewer construction shall be in accordance with Section 02318 —Excavation and Backfill for Utilities. C Install sheeting,lining,shoring,and bracing required for the protection of the workmen and the public in accordance with Section 01570—Trench Safety Systems. 3.04 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. 3.05 SPACER AND 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. 07/2006 02415-6 of 7 CITY OF PEARLAND AUGERING PIPE OR CASING FOR SEWERS 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. 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. 3.06 TOLERANCES A Acceptance criteria for Augered Casing, as defined in this Section, 1.O1D, shall be±6 inches in horizontal alignment from theoretical at any point between manholes, including the receiving end, and±1-1/2 inches in elevation from the theoretical. B Acceptance criteria for Augered Pipe, as defined in this Section, 1.O1D, shall be±6 inches in horizontal alignment from theoretical at any point between manholes, including the receiving end, and±1/8 inch in elevation from the theoretical. C If a deviation exceeds these tolerances,the Contractor may be required to re-auger the casing or sewer pipe at no additional cost to the City, including any backfilling or grouting of the abandoned hole. Any redesign of the sewer and manholes made necessaryby out-of-tolerance casing or sewer pipe shall be at the Contractor's expense and shall be signed by a Professional Engineer registered in the State of Texas. The installed pipe must be capable of meeting the design flow and velocities for a full pipe condition. Contractor is responsible for final selection of casing diameter to assure these tolerances. 3.07 FIELD QUALITY CONTROL A Sewer pipes installed under this Section shall be tested under the provisions of the applicable Technical Specification for the type of sewer pipe installed. 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. 3.09 PROTECTION OF THE WORK A Protect and maintain all pipe and casing augering in good condition until completion of Work. END OF SECTION 07/2006 02415-7 of 7 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES Section 02417 AUGERING PIPE OR CASING FOR WATER LINES 1.0 GENERAL 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. 02/2008 02417- 1 of 6 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES 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. 02/2008 02417-2 of 6 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES 2.0 PRODUCTS 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 C 12G-2 or approved equal. D Casing End Seals: Provide Pipeline Seal &Insulator Model C or approved equal. 3.0 EXECUTION 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. 02/2008 02417-3 of 6 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES 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. 02/2008 02417-4 of 6 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES 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. 02/2008 02417-5 of 6 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES 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 02/2008 02417-6 of 6 CITY OF PEARLAND WATER MAINS Section 02510 WATER MAINS 1.0 GENERAL 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. 6/2014 02510- 1 of 22 CITY OF PEARLAND WATER MAINS • 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. 6/2014 02510-2 of 22 CITY OF PEARLAND WATER MAINS 2.0 PRODUCTS 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. 6/2014 02510-3 of 22 CITY OF PEARLAND WATER MAINS 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. "0" 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. 6/2014 02510-4 of 22 CITY OF PEARLAND WATER MAINS 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. 6/2014 02510-5 of 22 CITY OF PEARLAND WATER MAINS 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. 6/2014 02510-6 of 22 CITY OF PEARLAND WATER MAINS 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 stringent 10. 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. 6/2014 02510-7of22 CITY OF PEARLAND WATER MAINS 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. Tightenstuffing 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. 6/2014 02510-8 of 22 CITY OF PEARLAND WATER MAINS 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. 6/2014 02510-9 of 22 CITY OF PEARLAND WATER MAINS 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 maybe taken at joint • by pulling joint up to 3/4 inch as long as 1 Y2 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 maybe 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. • 1. 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: 6/2014 02510- 10 of 22 CITY OF PEARLAND-, WATER MAINS 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 %2 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. 6/2014 02510- 11 of 22 CITY OF PEARLAND WATER MAINS 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: 6/2014 02510- 12 of 22 CITY OF PEARLAND WATER MAINS 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 maybe 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. 6/2014 02510- 13 of 22 CITY OF PEARLAND WATER MAINS 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 6/2014 02510- 14 of 22 CITY OF PEARLAND WATER MAINS joint area. Fill interior of joint with grout in normal manner after joint closure. 1. 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 usingsteel 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. 6/2014 02510- 15 of 22 CITY OF PEARLAND WATER MAINS 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. 6/2014 02510- 16 of 22 CITY OF PEARLAND WATER MAINS 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. 6/2014 02510- 17 of 22 CITY OF PEARLAND WATER MAINS 8. Reject pipe with visible cracks (not meeting exceptions) and remove from project site. 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 r 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. 6/2014 02510- 18 of 22 CITY OF PEARLAND WATER MAINS 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. 6/2014 02510- 19 of 22 CITY OF PEARLAND WATER MAINS 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. 6/2014 02510 7 20 of 22 A CITY OF PEARLAND WATER MAINS 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/1) 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. 6/2014 02510-21 of 22 CITY OF PEARLAND WATER MAINS 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 6/2014 02510-22 of 22 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY Section 02514 FIRE HYDRANT ASSEMBLY 1.0 GENERAL 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. 06/2014 02514- 1 of 6 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY 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 PRODUCTS 2.01 HYDRANT MATERIALS A Hydrants: AWWA C502; dry barrel design; tamper resistant; same manufacturer throughout project. 1. 0-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, 0- 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. 06/2014 02514-2 of 6 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY 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 0-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. 0 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 06/2014 02514-3 of 6 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY 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-SP 10 (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-SP 10 (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 06/2014 02514-4 of 6 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY 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 EXECUTION 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, 3/4 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 06/2014 02514-5 of 6 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY 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 06/2014 02514-6 of 6 CITY OF PEARLAND VALVE BOXES,METER BOXES, AND METER VAULTS Section 02520 VALVE BOXES, METER BOXES,AND METER VAULTS 1.0 GENERAL 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. 06/2014 02520- 1 of 4 CITY OF PEARLAND VALVE BOXES,METER BOXES, AND METER VAULTS 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 PRODUCTS 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 Depai nnent 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 EXECUTION 3.01 EXAMINATION 06/2014 02520-2 of 4 CITY OFPEARLAND VALVE BOXES,METER BOXES, AND METER VAULTS 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". B 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. 06/2014 02520-3 of 4 CITY OF PEARLAND VALVE BOXES,METER BOXES, AND METER VAULTS 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 06/2014 02520-4 of 4 CITY OF PEARLAND GRAVITY SANITARY SEWERS Section 02530 GRAVITY SANITARY SEWERS 1.0 GENERAL 1.01 SECTION INCLUDES A Gravity sanitary sewers and appurtenances, including cleanouts, stacks, service connections, and reconnections. B References to Technical Specifications: 1. Section 02415 —Augering Pipe or Casing for Sewers 2. Section 01200—Measurement and Payment Procedures . 3. Section 01350—Submittals 4. Section 01450—Testing Laboratory Services 5. Section 01500—Temporary Facilities and Controls 6. Section 015.7.0—Trench Safety System 7. Section 02318—Excavation and Backfill for Utilities 8. Section 01564—Control of Ground Water and Surface Water 9. Section 02220— Site Demolition 10. Section 01140 - Contractor's Use of Premises C Reference Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D1784,"Standard Specification for Rigid Poly Vinyl Chloride (PVC) Compounds and Chlorinated Poly Vinyl Chloride (CPVC) Compounds" b. ASTM F 477,"Standard Specification for Elastomeric Seals(Gaskets) for Joining Plastic Pipe" c. ASTM D 3034, "Standard Specification for Type PSM Poly Vinyl Chloride (PVC) Sewer Pipe and Fittings" d. ASTM F 679, "Standard Specification for Poly Vinyl Chloride(PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings" e. ASTM F 949, "Standard Specification for Poly Vinyl Chloride(PVC) Corrugated Sewer Pipe with a Smooth Interior and Fittings" f. ASTM D 794,"Standard Specification for Poly Vinyl Chloride(PVC) Profile Gravity Sewer Pipe and Fittings Based on Controlled Inside Diameter" g. ASTM D 2241,"Standard Specification for Poly Vinyl Chloride(PVC) Pressure-Rated Pipe (SDR Series)" h. ASTM D 3212,"Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals" i. ASTM D 3139,"Standard Specification for Joints for Plastic Pressure Pipes Using Flexible Elastomeric Seals" j. ASTM D 2444, "Standard Test Method for Determination for the Impact Resistance of Thermoplastic Pipe and Fittings by Means of a Tup (Falling Weight)" 4/2013 02530- 1 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS k. ASTM F 714, "Standard Specification for Polyethylene (PE) Plastic Pipe (SDR-PR)Based on Outside Diameter" 1. ASTM D 2657, "Standard Practice for Heat Fusion Joining and Polyolefin Pipe and Fittings" m. ASTM D 1248, "Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable" n. ASTM D 3350, "Standard Specification for Polyethylene,Plastic Pipe and Fittings Materials" o. ASTM D 3681, "Standard Test Method for Chemical Resistance of Fiberglass (Glass-Fiber Reinforced Thermosetting-Resin) Pipe in a Deflected Condition" p. ASTM D 4161, "Standard Specification for Fiberglass (Glass-Fiber- Reinforced Thermosetting-Resin) Pipe Joints Using Flexible Elastomeric Seals" q. ASTM D 3262, "Standard Specification for Fiberglass (Glass-Fiber- Reinforced Thermosetting-Resin) Sewer Pipe" r. ASTM D 3754, "Standard Specification for Fiberglass (Glass-Fiber- Reinforced Thermosetting-Resin)Sewer and Industrial Pressure Pipe" s. ASTM D 618, "Standard Practice for Conditioning Plastics for Testing" t. ASTM C 828, "Standard Test Method for Low-Pressure Air Test of Vitrified Clay Pipe Lines" u. ASTM C 924, "Standard Practice for Testing Concrete Pipe Sewer Lines by Low-Pressure Air Test Method" v. ASTM F 1417, "Standard Test Method for Installation Acceptance of Plastic Gravity Sewer Lines Using Low-Pressure Air" 2. American Water Works Association(AWWA) a. AWWA C 900 Polyvinyl Chloride (PVC) Pressure Pipe,4"— 12" for Water Distribution b. AWWA C 905 Polyvinyl Chloride (PVC) Water Transmission Pipe, Nominal Diameters, 14in. Through 36 in. 3. Plastic Pipe Institute (PPI) a. PPI TR3,"Policies and Procedures for Developing Hydrostatic Design Basis (HDB), Pressure Design Basis (PDB), Strength Design Basis (SDB), and Minimum Required Strength (MRS) Ratings for Thermoplastic Piping Materials or Pipe" 4. Texas Commission on Environmental Quality(TCEQ) 5. Texas Administrative Code (TAC) 1.02 MEASUREMENT AND PAYMENT A Measurement of pipe installed at depths 8-feet and less by open cut method is on a linear foot basis,measured and complete in place. Measurement will be taken along the center line of the pipe from center line to center line of manholes,except for pipe in casing or augered installation. B Payment includes sewer pipe, excavation, bedding, backfill and special backfill, shoring, earthwork, connections to existing manholes and pipe, stacks, cleanouts, 4/2013 02530-2 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS accessories, inspection and testing. Depths beyond 8'will be paid by 2 vertical feet increments. C Refer to Section 02415 —Augering Pipe or Casing for Sewers for measurement and payment of augered sewer pipe. 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 inspection reports,testing reports, and video tape of television inspections as directed by Engineer. C Submit proposed methods, equipment, materials and sequence of operations for Gravity Sanitary Sewer construction. Plan operations to minimize disruption of utilities to occupied facilities or adjacent property. 1.04 QUALITY ASSURANCE A Qualifications. Gravity Sanitary Sewer shall be watertight both in pipe-to-pipe joints. and in pipe-to-manhole connections. Perform testing in accordance with this Section and Section 01450—Testing Laboratory Services. B Regulatory Requirements. 1. Install Gravity Sanitary Sewer to meet the minimum separation distance from any potable water line,as scheduled below. The separation distance is defined as the distance between the outside of the water pipe and the outside of the sewer pipe. When possible, install new Gravity Sanitary Sewers no closer to water lines than 9 feet in all directions. Where this separation distance cannot be achieved,new Gravity Sanitary Sewers shall be installed as specified in this Section. 2. Makenotification to the Engineer if water lines are uncovered during Gravity Sanitary Sewer installation where the minimum separation distance cannot be maintained. 3. Lay Gravity Sanitary Sewers lines in straight alignment and grade. 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 PRODUCT DELIVERY, STORAGE AND HANDLING A Inspect pipe and fittings upon arrival of materials at the Project Site. 4/2013 02530-3 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS B Handle and store pipe materials and fittings to protect them from damage due to impact,shock,shear,or free fall. Do not drag pipe and fittings along the ground. Do not roll pipe unrestrained from delivery trucks. C Use mechanical means to move or handle pipe. Employ acceptable clamps, rope or slings around the outside barrel of pipe and fittings. Do not use hooks,bars,or other devices in contact with the interior surface of the pipe to lift or move lined pipe 2.0 PRODUCTS 2.01 GASKET MATERIAL FOR USE IN POTENTIALLY CONTAMINATED AREAS A Gravity Sanitary Sewer pipes to be installed in potentially contaminated areas, especially where free product is found near the elevation of the proposed sewer,shall have the following Gasket Material for the noted contaminants: I CONTAMINANT GASKET MATERIAL REQUIRED Petroleum(diesel, gasoline) -Nitrile Rubber contaminants As recommended by the pipe manufacturer 2.02 POLYVINYL CHLORIDE (PVC) PIPE A Use PVC compounds in the manufacture of pipe that contain no ingredient in an amount that has been demonstrated to migrate into water in quantities considered to be toxic. B Furnish PVC pressure pipe manufactured from Class 12454-A or Class 12454-B virgin PVC compounds as defined in ASTM D 1784. Use compounds qualifying for a rating of 4000 psi for water at 73.4° F per requirements of PPI TR3. Provide pipe which is homogeneous throughout, free of voids, cracks, inclusions, and other defects, uniform as commercially practical in color, density, and other physical properties. Deliver pipe with surfaces free from nicks and scratches with joining surfaces of spigots and joints free from gouges and imperfections which could cause leakage. All pipe used for gravity sanitary sewer shall be green. C Gaskets: 1. Gaskets shall meet the requirements of ASTM F477. When no contaminant is identified,use elastomeric factory-installed gaskets to make joints flexible and watertight. D Lubricant for rubber-gasketed joints: Water soluble, non-toxic, non-objectionable in taste and odor imparted to fluid, non-supporting of bacteria growth, having no deteriorating effect on PVC or rubber gaskets. 4/2013 02530-4 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS E PVC Gravity Sanitary Sewer pipe shall be green in color and shall be in accordance with the provisions in the following table: WALL PRODUCT ASTM SDR(MAX.)/ DIAMETER TYPE MANUFACTURER OPTIONS DESIGNATION STIFFNESS SIZE (MIN.) RANGE Solid J-M Pipe Approved D 3034 SDR 26/PS 115 6"to 15" CertainTeed Can-Tex Approved F 679 SDR 26/PS 115 18"to 48" Carlon Approved AWWA C900 DR 18/N/A*** 4"to 12" Diamond _ Approved AWWA C905 DR 18/N/A*** 14"to 36" Profile* Contech A-2000** Only when F 949 N/A/50 psi 12"to 36" ETI Ultra-Rib included in F 794 N/A/46 psi 12"to 48" the Bid Lamson Vylon Schedule F 794 N/A/46 psi 21"to 48" * Allowed to be used where there are no service taps. ** Allowed to be used to a maximum depth of 10' only. ***For water-sewer separation requirements unless specifically noted in Bid Schedule. F When solid wall PVC pipe 18 inches to 27 inches in diameter is required in SDR 26, provide pipe conforming to ASTM F 679,except provide wall thickness as required for SDR 26 and pipe strength of 115 psi. G For Gravity Sanitary Sewers up to 12 inch diameter crossing over waterlines, or crossing under waterlines with less than 2 feet separation,provide minimum 150 psi pressure-rated pipe conforming to ASTM D 2241 with suitable PVC adapter couplings. H Joints: Spigot and integral wall section bell with solid cross section elastometric or rubber ring gasket conforming to requirements of ASTM D 3212 and ASTM F 477, or ASTM D 3139 and ASTM F 477, shall be provided. Gaskets shall be factory- assembled and securely bonded in place to prevent displacement. The manufacturer shall test a sample from each batch conforming to requirements ASTM D 2444. I Fittings: Provide PVC gravity sanitary sewer bends, tee, or wye fittings for new sanitary sewer construction. PVC pipe fittings shall be full-bodied,either injection molded or factory fabricated. Saddle-type tees,wye fittings,or solvent welds are not acceptable. 2.03 HIGH DENSITY POLYETHYLENE(HDPE)SOLID AND PROFILE WALL PIPE A Provide HDPE pipe as follows and only when listed as a Bid Item: WALL PRODUCT ASTM PIPE DIAMETER TYPE MANUFACTURER OPTIONS DESIGNATION STIFFNESS RANGE (MIN) (INCHES) Solid Wall Drisco 1000 Drisco 8600 Approved F 714 115 psi 8 to 10 Quail Pipe 4/2013 02530-5 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS Poly Pipe Plexco B Solid wall pipe shall be produced with plain end construction for heat joining (butt fusion)conforming to ASTM D 2657. Utilize controlled temperatures and pressures for joining to produce a fused leak-free joint. C Pipe and Fittings: High density, high molecular weight polyethylene pipe material meeting the requirements of Type III, Class C, Category 5,Grade P34,as defined in ASTM D1248. Material meeting the requirements of cell classification in accordance with ASTM D 3350 are also suitable for making pipe products under these specifications. D Gaskets: 1. Use gaskets meeting requirement of ASTM F 477. Use gasket molded into a circular form or extruded to the proper section and then spliced into circular form. When no contaminant is identified, use gaskets of a properly cured, high-grade elastomeric compound. The basic polymer shall be natural rubber, synthetic elastomer, or a blend of both. E Lubricant. Use a lubricant for assembly of gasketed joints which has no detrimental effect on the gasket or on the pipe, in accordance with manufacturer's recommendations. F Furnish pipe and fittings that are homogeneous throughout and free from visible cracks,holes,foreign inclusions,or other injurious defects. Provide pipe as uniform as commercially practical in color, opacity, density, and other physical properties. 2.04 CENTRIFUGALLY CAST FIBERGLASS PIPE A Manufacturers 1. Pre-approved manufacturer for centrifugally cast fiberglass pipe is Hobas Pipe USA, Inc. B Materials 1. Resin Systems: The manufacturer shall use only polyester resin systems with a proven history of performance in this particular application. The historical data shall have been collected from applications of a composite material of similar construction and composition as the proposed product. 2. Glass Reinforcements: The reinforcing glass fibers used to manufacture the components shall be of highest quality commercial grade glass filaments with binder and sizing compatible with impregnating resins. 3. Fillers: Silica sand or other suitable materials may be used. 4. Additives: Resin additives,such as pigments,dyes,and other coloring agents, if used, shall in no way be detrimental to the performance of the product nor shall they impair visual inspection of the finished products. 5. Rubber Gaskets: Supply from an approved gasket manufacturer in accordance with ASTM F 477, when no contaminant is identified and suitable for the service intended. Gaskets shall either be affixed to the pipe by means of a 4/2013 02530-6 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS suitable adhesive or shall be installed in such a manner so as to prevent the gasket from rolling out of the pre-cut groove in the pipe or sleeve coupling. 6. The internal liner resin shall be suitable for service as sewer pipe,and shall be highly resistant to exposure to sulfuric acid as produced by biological activity from hydrogen sulfide gases. Pipe shall meet or exceed requirements of ASTM D 3681. C Pipes 1. Furnish pipes in the diameters specified and within the tolerances specified below. 2. Manufacture pipe by the centrifugal casting process to result in a dense, nonporous, corrosion-resistant, consistent composite structure to meet the operating conditions as shown on the Plans. 3. Do not use stiffening ribs or rings. D Couplings: Unless otherwise specified, the pipe shall be field connected with fiberglass sleeve couplings that utilize elastomeric sealing gaskets as the sole means to maintain joint watertightness. The joints must meet the performance requirements of ASTM D 4161. E Fittings: Flanges, elbows, reducers, tees, and other fittings shall be capable of withstanding operating conditions when installed. They may be contact molded or manufactured from mitered sections of pipe joined by glass fiber reinforced overlays. F Manhole Connections: Provide a water stop flange (wall pipe) for connection to a cast-in-place manhole base or other structure. G Grout Ports: Provide grout ports in the wall of pipe when required. Provide plugs of 316 stainless steel or other corrosion-resistant material compatible with the pipe. Grout port plugs shall be designed and installed to meet the test pressure of the pipe. H Dimensions 1. Diameters:The actual outside diameter of the pipes shall be in accordance with Table 3 of ASTM D 3262 for Gravity Sanitary Sewers, or ASTM D 3754 for force mains. 2. Lengths: The pipe standard length will be approximately 20 feet. A maximum of 10 percent of the lengths, excluding special order pipes,may be supplied in random lengths. 3. Wall Thickness: The minimum average wall thickness shall be the stated design thickness. The minimum single point thickness shall not be less than 90 percent of the stated design thickness. 4. End Squareness: Pipe ends shall be square to the pipe axis. 5. Tolerance of Fittings: The tolerance of the angle of an elbow and the angle between the main and leg of a wye or tee shall be plus or minus 2 degrees. The tolerance on the laying length of a fitting shall be plus or minus 2 inches. Stiffness Classes 4/2013 02530-7 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS 1. Stiffness class of FRP pipe shall satisfy design requirements,but shall not be less than 46 psi, when used in direct bury operation; 36 psi, when installed within a primary tunnel liner. 2. Stiffness class of FRP in a pipe jacking operation shall be governed either by the ring deflection limitations or by a pipe design providing longitudinal strength required by the jacking method and shall satisfy design requirements stated below. Submit design calculations as required in Paragraph 1.05, Submittals. a. Pipe stress calculations based on jacking loads shall be provided by the pipe supplier. b. Ring deflection calculations shall conform to design requirements of 30 TAC Chapter 317.20 pertaining to flexible pipe used in Gravity Sanitary Sewers. The pipe deflection calculations shall ensure that predicted deflection will be less than 5 percent under long-term loading conditions (soil prism load).for the highest density of soil overburden and surcharge loads. Deflection on calculations shall be prepared using long-term (drained) values for soil parameters contained in the geotechnical investigation report for the Project, or other site-specific data obtained by the Contractor as approved by the Engineer. J Testing 1. Pipes shall be tested in accordance with ASTM D 3262 or ASTM D 3754, as applicable, except that the factory hydrostatic pressure testing is not required. 2. Joints: Coupling joints shall be qualified per the tests of Section 7 of ASTM D 4161. K Packaging, Handling, and Shipping 1. Packing, handling, and shipping should be done in accordance with the manufacturer's recommendations. L Installation 1. Install pipe and fittings in accordance with requirements of this Section. 2. The manufacturer must supply a suitable qualified field service representative to be present periodically during the installation of pipe. 3. Pipe Bedding: Conform to requirements of Section 02318—Excavation and Backfill for Utilities. 4. Pipe Handling: Use textile slings. 5. Jointing a. Clean ends of pipe and coupling components. b. Check pipe ends and couplings for damage. Correct any damage found. c. Coupling grooves must be completely free of dirt. d. Apply joint lubricant to pipe ends and rubber seals of coupling. \Use only lubricants approved by the pipe manufacturer. e. Use suitable auxiliary equipment, such as a wire rope puller, to pull joints together. 4/2013 02530-8 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS f. Do not exceed forces recommended by the manufacturer for coupling pipe. If excessive force is required,remove coupling,determine source of problem, and correct it. g. In the process of jointing the pipe, do not allow the deflection angle to exceed the deflection permitted by the manufacturer. 6. If pressure grouting of the pipe is conducted as part of a pipe jacked tunnel installation,seal the grout holes with liner resin to a thickness equal to the pipe liner thickness, or with a threaded plug for that purpose. 7. Tests: Conform to requirements of this Section. 2.05 INSPECTIONS. A The Engineer reserves the right to inspect pipes or witness pipe manufacturing. Such inspection shall in no way relieve the manufacturer of the responsibilities to provide products that comply with the applicable standards and these Specifications. B Manufacturer's Notification to Customer. Should the Engineer wish to witness the manufacture of specific pipes, the manufacturer shall provide the Engineer with adequate advance notice of when and where the production of those specific pipes will take place. C Failure to Inspect. Approval of the products or tests is not implied by the Engineer's decision not to inspect the manufacturing,testing, or finished pipes. 2.06 TEST METHODS A Conditioning. Conditioning of samples prior to and during tests are subject to approval by the Engineer. When referee tests are required,condition the specimens in accordance with Procedure A in ASTM D 618 at 73.4 degrees F plus or minus 3.6 degrees F(23 degrees C plus or minus 2 degrees C)and 50 percent relative humidity plus or minus 5 percent relative humidity for not less than 40 hours prior to test. Conduct tests under the same conditions of temperature and humidity unless otherwise specified. B Flattening. Flatten three specimens of pipe, prepared in accordance with Paragraph 2.05A, in a suitable press until the internal diameter has been reduced to 40 percent of the original inside diameter of the pipe. The rate of loading shall be uniform and at 2-inches per minute. The test specimens,when examined under normal light and with the unaided eye, shall show no evidence of splitting, cracking, breaking, or separation ofthe pipe walls or bracing profiles. C Joint Tightness. Test for joint tightness in accordance with ASTM D 3212, except replace the shear load transfer bars and supports with 6 inch wide support blocks that can be either flat or contoured to conform to the pipe's outer contour. D Purpose of Tests. The flattening and the joint tightness tests are not intended to be routine quality control tests, but rather to qualify pipe to a specified level of performance. 4/2013 02530-9 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS 2.07 MARKING A Mark each standard and random length of pipe in compliance with these Specifications with the following information: 1. Pipe size 2. Pipe class 3. Production code 4. Material designation 3.0 EXECUTION 3.01 PREPARATION A Employ a Trench Safety Plan as specified in Section 01570—Trench Safety Systems. B Install and operate dewatering and surface water control measures in accordance with Section 01564 - Control of Ground Water and Surface Water. C Remove existing pavements and structures, including sidewalks and driveways, in conformance with requirements of Section 02220—Site Demolition,as applicable. 3.02 DIVERSION PUMPING A Install and operate required bulkheads, plugs, piping, and diversion pumping equipment to maintain sewage flow and to prevent backup or overflow. Obtain approval for diversion pumping equipment and procedures from the Engineer. B Design piping,joints and accessories to withstand twice the maximum system pressure or 50 psi, whichever is greater. C No sewage shall be diverted into any area outside of the sanitary sewer. D In the event of accidental spill or overflow, immediately stop the overflow and take action to clean up and disinfect spillage. Promptly notify the Engineer so that required reporting can be made to the TCEQ and the Environmental Protection Agency by the Engineer. 3.03 INSPECTION AND TESTING A Acceptance testing of sanitary sewers including: 1. Visual inspection of sewer pipes 2. Mandrel testing for flexible sewer pipes. 3. Leakage testing of sewer pipes. 4. Leakage testing of manholes. B Performance Requirements: 1. Gravity sanitary sewers are required to have a straight alignment and uniform grade between manholes. 4/2013 02530- 10 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS 2. Flexible pipe,including"semi-rigid"pipe,is required to show no more than 5 percent deflection. Test pipe no sooner than 30 days after backfilling of a line • segment but prior to final acceptance using a standard mandrel to verify that installed pipe is within specified deflection tolerances. 3. Maximum allowable leakage for Infiltration or Exfiltration a. The total exfiltration,as determined by a hydrostatic head test,shall not exceed 50 gallons per inch diameter per mile of pipe per 24 hours at a minimum test head of 2 feet above the crown of the pipe at the upstream manhole or 2 feet above the groundwater elevation, whichever is greater. b. When pipes are installed more than 2 feet below the groundwater level, an infiltration test shall be used in lieu of the exfiltration test. The total infiltration shall not exceed 50 gallons per inch diameter per mile of pipe per 24 hours. Groundwater elevation must be at least 2 feet above the crown of the pipe at the upstream manhole. c. Refer to Table 2530-1,Water Test Allowable Leakage,at the end of the Section, for measuring leakage in sewers. Perform leakage testing to verify that leakage criteria are met. 4. Perform air testing in accordance with requirements of this Section and the Texas Natural Resources Conservation Commission requirements. Refer to Table 02530-2, Time Allowed For Pressure Loss From 3.5 psig to 2.5 psig, Table 02530-3,Minimum Testing Times for Low Pressure Air Test,and Table 02530-4,Vacuum Test Time Table, at the end of this Section. C Gravity Sanitary Sewer Quality Assurance: 1. Repair, correct, and retest manholes or sections of pipe which fail to meet specified requirements when tested. 2. Provide testing reports and video tape of television inspection as directed by Engineer. 3. Upon completion of tape reviews by Engineer, Contractor will be notified regarding final acceptance of the sewer segment. D Sequencing and Scheduling: 1. Perform testing as work progresses. Schedule testing so that no more than 1000 linear feet of installed sewer remains untested at any one time. 2. Coordinate testing schedules with Engineer. Perform testing under observation of Engineer. E Deflection Mandrel: 1. Mandrel Sizing. The rigid mandrel shall have an outside diameter(O.D.)equal to 95 percent of the inside diameter(I.D.) of the pipe. The inside diameter of the pipe, for the purpose of determining the outside diameter of the mandrel, shall be the average outside diameter minus two minimum wall thicknesses for O.D. controlled pipe and the average inside diameter for I.D. controlled pipe, dimensions shall be per appropriate standard. Statistical or other "tolerance packages" shall not be considered in mandrel sizing. 2. Mandrel Design. The rigid mandrel shall be constructed of a metal or a rigid plastic material that can withstand 200 psi without being deformed. The 4/2013 02530- 11 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS mandrel shall have nine or more"runners"or"legs"as long as the total number of legs is an odd number. The barrel section of the mandrel shall have a length of at least 75 percent of the inside diameter of the pipe. The rigid mandrel shall not have adjustable or collapsible legs which would allow a reduction in mandrel diameter during testing. A proving ring shall be provided and used for modifying each size mandrel. 3. Proving Ring. Furnish a"proving ring"with each mandrel. Fabricate the ring of 1/2 inch thick, 3-inch-wide bar steel to a diameter 0.02 inches larger than approved mandrel diameter. 4. Mandrel Dimensions (5 percent allowance). Average inside diameter and minimum mandrel diameter are specified in Table 02530-5,Pipe vs. Mandrel Diameter,at the end of this Section. Mandrels for higher strength,thicker wall • pipe or other pipe not listed in the table may be used when approved by the Engineer. F Exfiltration Test: 1. Water Meter: Obtain a transient water meter from the City for use when water for testing will be taken from the City system. Conform to City requirements for water meter use. 2. Test Equipment: a. Pipe plugs. b. Pipe risers where the manhole cone is less than 2 feet above highest point in pipe or service lead. G Infiltration Test: 1. Test Equipment: a. Calibrated 90 degree V-notch weir. b. Pipe plugs. H Low Pressure Air Test: 1. Minimum Requirement for Equipment: a. Control panel. b. Low-pressure air supply connected to control panel. c. Pneumatic plugs: Acceptable size for diameter of pipe to be tested; capable of withstanding internal test pressure without leaking or requiring external bracing. d. Air hoses from control panel to: 1) Air supply. 2) Pneumatic plugs. 3) Sealed line for pressuring. 4) Sealed line for monitoring internal pressure. 2. Testing Pneumatic Plugs: Place a pneumatic plug in each end of a length of pipe on the ground. Pressurize plugs to 25 psig;then pressurize sealed pipe to 5 psig. Plugs are acceptable if they remain in place against the test pressure without external aids. I Ground Water Determination: 4/2013 02530- 12 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS 1. Equipment: Pipe probe or small diameter casing for ground water elevation determination. J Visual Inspection: 1. Check pipe alignment visually by flashing a light between structures. Verify if alignment is true and no pipes are misplaced. In case of misalignment or damaged pipe, remove and re-lay or replace pipe segment. K Mandrel Testing: 1. Perform deflection testing on flexible and semi-rigid pipe to confirm pipe has no more than 5 percent deflection. Mandrel testing shall conform to ASTM D 3034. Perform testing no sooner than 30 days after backfilling of line segment, but prior to final acceptance testing of the line segment. 2. Pull the approved mandrel by hand through sewer sections. Replace any section of sewer not passing the mandrel. Mandrel testing is not required for stubs. 3. Retest repaired or replaced sewer sections. L Leakage Testing: 1. Test Options: a. Test Gravity Sanitary Sewer pipes for leakage by either exfiltration or infiltration methods, as appropriate, or with low pressure air testing. b. Test new or rehabilitated sanitary sewer manholes with water or low pressure air. Manholes tested with low pressure air shall undergo a physical inspection prior to testing. c. Leakage testing shall be performed after backfilling of a line segment, and prior to tie-in of service connections. d. If no installed piezometer is within 500 feet of the sewer segment, Contractor shall provide a temporary piezometer for this purpose. 2. Compensating for Ground Water Pressure: a. Where ground water exists,install a pipe nipple at the same time sewer line is placed. Use a 1/2-inch capped pipe nipple approximately 10 inches long. Make the installation through manhole wall on top of the sewer line where line enters manhole. b. Immediately before performing line acceptance test,remove cap,clear pipe nipple with air pressure,and connect a clear plastic tube to nipple. Support tube vertically and allow water to rise in the tube. After water stops rising, measure height in feet of water over invert of the pipe. Divide this height by 2.3 feet/psi to determine the ground water pressure to be used in line testing. 3. Exfiltration test: a. Determine ground water elevation. b. Plug sewer in downstream manhole. c. Plug incoming pipes in upstream manhole. d. Install riser pipe in outgoing pipe of upstream manhole if highest point in service lead (house service) is less than 2 feet below bottom of manhole cone. 4/2013 02530- 13 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS e. Fill sewer pipe and manhole or pipe riser,if used,with water to a point 2-1/2 feet above highest point in sewer pipe, house lead, or ground water table, whichever is highest. f. Allow water to stabilize for one to two hours. Take water level reading to determine drop of water surface, in inches, over a one-hour period, and calculate water loss (1 inch of water in 4 feet diameter manhole equals 8.22 gallons) or measure the quantity of water required to keep water at same level. Loss shall not exceed that calculated from allowable leakage according to Table 02530-1 at the end of this Section. 4. Infiltration test: Ground water elevation must be not less than 2.0 feet above highest point of sewer pipe or service lead(house service). a. Determine ground water elevation. b. Plug incoming pipes in upstream manhole. c. Insert calibrated 90 degree V-notch weir in pipe on downstream manhole. d. Allow water to rise and flow over weir until it stabilizes. e. Take five readings of accumulated volume over a period of 2 hours and use average for infiltration. The average must not exceed that calculated for 2 hours from allowable leakage according to the Table 02530-1 at the end of this Section. 5. Low Air Pressure Test: When using this test conform to ASTM C 828,ASTM C 924, or ASTM F 1417, as applicable, with holding time not less than that listed in Table 02530-2. a. Air testing for sections of pipe shall be limited to lines less than 36- inch average inside diameter. b. Lines 36-inch average inside diameter and larger shall be tested at each joint. The minimum time allowable for the pressure to drop from 3.5 pounds per square inch gauge to 2.5 pounds per square inch during a joint test shall be 10 seconds, regardless of pipe size. c. For pipe sections less than 36-inch average inside diameter: 1) Determine ground water level. 2) Plug both ends of pipe. For concrete pipe, flood pipe and allow 2 hours to saturate concrete. Then drain and plug concrete pipe. 3) After a manhole-to-manhole section of sanitary sewer main has been sliplined and prior to any service lines being connected to new liner, plug liner at each manhole with pneumatic plugs. 4) Pressurize pipe to 4.0 psig. Increase pressure 1.0 psi for each 2.3 feet of ground water over highest point in system. Allow pressure to stabilize for 2 to 4 minutes. Adjust pressure to start at 3.5 psig (plus adjustment for ground water table). Refer to Table 02530-2 at the end of this Section. 5) To determine air loss, measure the time interval for pressure to drop to 2.5 psig. The time must exceed that 4/2013 02530- 14 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS listed in the Table 02530-2 at the end of this Section for pipe diameter and length. For sliplining, use diameter of carrier pipe. 6. Retest: Any section of pipe which fails to meet requirements shall be repaired and retested. M Test Criteria Tables 1. Exfiltration and Infiltration Water Tests: Refer to Table 02530-1,Water Test Allowable Leakage, at the end of this Section. 2. Low Pressure Air Test: a. Times in Table 02530-2, Time Allowed For Pressure Loss From 3.5 psig to 2.5 psig, at the end of this Section, are based on the equation from TCEQ Design Criteria for Sewerage Systems: 317.2(a)(4)(B). T= 0.0850(D)(K)/(Q) Where: T = Time for pressure to drop 1.0 pounds per square inch gauge in seconds K = 0.000419 DL, but not less than 1.0 D = Average inside diameter in inches L = Length of line of same pipe size in feet Q = Rate of loss, 0.0015 ft3/min./sq. ft. internal surface b. Since a K value of less than 1.0 shall not be used, there are minimum testing times for each pipe diameter as given in Table 02732-3, Minimum Testing Times for Low Pressure Air Test. Notes: 1. When two sizes of pipe are involved, the time shall be computed by the ratio of lengths involved. 2. Line with a 27-inch average inside diameter and larger maybe air tested at each joint. 3. Lines with an average inside diameter greater than 36 inches must be air tested for leakage at each joint 4. If the joint test is used, a visual inspection of the joint shall be performed immediately after testing. 5. For joint test, the pipe is to be pressurized to 3.5 psi greater than the pressure exerted by groundwater above the pipe. Once the pressure has stabilized,the minimum times allowable for the pressure to drop from 3.5 pounds per square inch gauge to 2.5 pounds per square inch gauge shall be 10 seconds. N Leakage Testing for Manholes 4/2013 02530- 15 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS 1. After completion of manhole construction,wall sealing, or rehabilitation,but prior to backfilling, test manholes for water tightness using hydrostatic or vacuum testing procedures. 2. Plug influent and effluent lines, including service lines, with suitably-sized pneumatic or mechanical plugs. Ensure plugs are properly rated for pressures required for test; follow manufacturer's safety and installation recommendations. Place plugs a minimum of 6 inches outside of manhole walls. Brace inverts to prevent lines from being dislodged if lines entering manhole have not been backfilled. 3. Vacuum testing: a. Install vacuum tester head assembly at top access point of manhole and adjust for proper seal on straight top section of manhole structure. Following manufacturer's instructions and safety precautions,inflate sealing element to the recommended maximum inflation pressure; do not over-inflate. b. Evacuate manhole with vacuum pump to 10 inches mercury(Hg), disconnect pump, and monitor vacuum for the time period specified in Table 02530-4, Vacuum Test Time Table. c. If the drop in vacuum exceeds 1 inch Hg over the specified time period tabulated above,locate leaks,complete repairs necessary to seal manhole and repeat test procedure until satisfactory results are obtained. 4. Hydrostatic exfiltration testing shall be performed as follows: a. Seal wastewater lines coming into the manhole with an internal pipe plug. Then fill the manhole with water and maintain it full for . at least one hour. b. The maximum leakage for hydrostatic testing shall be 0.025 gallons per foot diameter per foot of manhole depth per hour. c. If water loss exceeds amount tabulated above, locate leaks, complete repairs necessary to seal manhole and repeat test procedure until satisfactory results are obtained. 3.04 BACKFILL A Backfill and compact soil in accordance with Section 02318—Excavation and Backfill for Utilities. B Backfill the trench in specified lifts only after pipe installation is approved by the Engineer. 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. 4/2013 02530- 16 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS 3.06 PROTECTION OF THE WORK A Maintain gravity sanitary sewer installations in good condition until completion of the work. Table 02530-1 WATER TEST ALLOWABLE LEAKAGE ' DIAMETER OF VOLUME PER INCH OF DEPTH ALLOWANCE LEAKAGE* RISER OR STACK IN INCHES INCH GALLONS PIPE SIZE IN GALLONS/MINUTE INCHES PER 100 FT. 1 0.7854 .0034 6 0.0039 2 3.1416 .0136 8 0.0053 2.5 4.9087 .0212 10 0.0066 3 7.0686 .0306 12 0.0079 4 12.5664 .0306 15 0.0099 5 19.6350 .0544 18 0.0118 6 28.2743 .1224 21 0.0138 8 50.2655 .2176 24 0.0518 27 0.0177 30 0.0197 36 0.0237 42 0.0276 For other diameters, multiply square of diameters by Equivalent to 50 gallons per inch value for 1" diameter inside diameter per mile per 24 hours * Allowable leakage rate shall be reduced to 10 gallons per inch of inside diameter per mile per 24 hours, when sewer is identified as located within the 25-year flood plain. 4/2013 02530- 17 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS Table 02530-2 ACCEPTANCE TESTING FOR SANITARY SEWERS TIME ALLOWED FOR PRESSURE LOSS FROM 3.5 PSIG TO 2.5 PSIG Pipe Min. Length Time for Specification Time for Length(L)Shown(min:sec) Diam Time for Min. Longer Le (in) (min:sec). Time(ft) (0) 100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft 500 ft 550 ft 600 ft 6 5:40 398 0.8548 5:40 5:40 5:40 5:40 5:40 5:40 5:42 6:25 7:07 7:50 8:33 8 7:33 298 1.5196 7:33 7:33 7:33 7:33 7:36 8:52 10:08 11:24 12:40 13:36 15:12 10 9:27 239 2.3743 9:27 9:27 9:27 9:54 11:52 13:51 15:50 17:48 19:47 21:46 23:45 12 11:20 199 3.4190 11:20 11:20 11:20 14:15 17:06 19:57 22:48 25:39 28:30 31:20 34:11 15 14:10 159 5.3423 14:10 14:10 17:48 22:16 26:43 31:10 35:37 40:04 44:31 48:58 53:25 18 17:00 133 7.6928 17:00 19:14 25:39 32:03 38:28 44:52 51:17 57:42 64:06 70:31 76:56 21 19:50 114 10.4708 19:50 26:11 34:54 43:38 52:21 61:05 69:48 78:32 87:15 95:59 104:42 24 22:40 99 13.6762 22:48 34:11 45:35 . 56:59 68:23 79:47 91:10 102:34 113:58 125:22 136:46 27 25:30 88 17.3089 28:51 43:16 57:42 72:07 86:33 100:58 115:24 129:49 144:14 158:40 173:05 30 28:20 80 21.3690 35:37 53:37 71:14 89:02 106:51 124:39 142:28 160:16 178:05 195:53 213:41 '33 31:10 72 25.8565 43:06 64:38 86:11 107:44 129:17 150:50 172:23 193:55 215:28 237:01 258:34 Table 02530-3 MINIMUM TESTING TIMES FOR LOW PRESSURE AIR TEST PIPE MINIMUM LENGTH FOR TIME FOR DIAMETER TIME MINIMUM TIME LONGER LENGTH (INCHES) (SECONDS) (FEET) (SECONDS) • 6 340 398 0.855 (L) 8 454 298 1.520 (L) 10 567 239 2.374 (L) 12 680 199 3:419 (L) 15 850 159 5.342 (L) 18 1020 133 7.693 (L) 21 1190 114 10.471 (L) 24 1360 100 13.676 (L) 27 1530 88 17.309 (L) 30 . 1700 80 21.369 (L) 33 1870 72 25.856 (L) 4/2013 02530- 18 of 20 CITY OF PEARLAND - GRAVITY SANITARY SEWERS Table 02530-4 VACUUM TEST TIME TABLE TIME IN SECONDS BY PIPE DIAMETER DEPTH IN FEET 48" 60" 72" 4 10 13 16 8 20 26 32 12 30 39 48 16 40 52 64 20 50 65 80 24 , 60 78 96 * 5.0 6.5 8.0 *Add T times for each additional 2-foot depth. (The values listed above have been extrapolated from ASTM C 924-85) 4/2013 02530- 19 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS Table 02530-5 PIPE VS. MANDREL DIAMETER NOMINAL AVERAGE MATERIAL AND SIZE I.D. MINIMUM MANDREL WALL CONSTRUCTION (INCHES) (INCHES) DIAMETER(INCHES) PVC-Solid(SDR 26) 6 5.764 5.476 8 7.715 7.329 10 9.646 9.162 PVC-Solid(SDR 35) 12 11.737 11.150 15 14.374 13.655 18 17.629 16.748 21 20.783 19.744 24 23.381 22.120 27 26.351 25.033 PVC-Profile(ASTM F 794) 12 11.740 11.153 15 14.370 13.652 18 17.650 16.768 _ 21 20.750 19.713 24 23.500 22.325 27 26.500 25.175 30 29.500 28.025 36 35.500 33.725 _ 42 41.500 39.425 48 47.500 45.125 HDPE-Profile 18 _ 18.000 17.100 21 21.000 19.950 24 24.000 22.800 27 _ 27.000 25.650 30 _ 30.000 28.500 36 36.000 34.200 42 42.000 39.900 48 48.000 45.600 54 54.000 51.300 60 60.000 57.000 Fiberglass-Centrifugally Cast 12 12.85 11.822 (Class SN 46) 18 18.66 17.727 20 20.68 19.646 24 24.72 23.484 30 30.68 29.146 36 36.74 34.903 42 42.70 40.565 48 48.76 46.322 54 54.82 52.079 60 60.38 57.361 END OF SECTION 4/2013 02530-20 of 20 CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS Section 02531 SANITARY SEWER SERVICE LEADS OR RECONNECTIONS 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of service stubs on new sanitary sewers serving areas where sanitary sewer service did not previously exist. B Reconnection of existing service connections alongparallel, replacement, or rehabilitated sanitary sewers. C References to Technical Specifications: 1. Section 01350—Submittals 2. Section 01760—Project Record Documents 3. Section 01500—Temporary Facilities and Controls 4. Section 01570—Trench Safety System 5. Section 01564—Control of Ground Water and Surface Water 6. Section 02318—Excavation and Backfill for Utilities 7. Section 02530—Gravity Sanitary Sewers 8. Section 01140—Contractor's Use of Premises D Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 1784,"Standard Specification for Rigid Poly Vinyl Chloride (PVC) Compounds and Chlorinated Poly Vinyl Chloride (CPVC) Compounds" b. ASTM D 3034, "Standard Specification for Type PSM Poly Vinyl Chloride (PVC) Sewer Pipe and Fittings" c. ASTM D 3212,"Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals" 1.02 MEASUREMENT AND PAYMENT A Measurement for single, near-side service leads is on a per each basis, complete in place. B Measurement for double, near-side service leads is on a per each basis, completed in place. C Measurement for single,far-side service leads is on a per each basis,complete in place. D Measurement for double, far-side service leads is on a per each basis, complete in place. 02/2008 02531 - 1 of 6 CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS E Payment for service leads includes service connections, couplings, clean-outs, adapters, disconnecting existing services, reconnecting new service, fittings, excavation, backfill, and testing. F Measurement for sanitary sewer stacks up to 3 vertical feet is on a per each basis, complete in place. Payment includes riser pipe,service connections,couplings,clean- outs, adapters, disconnecting existing services, reconnecting new service, fittings, excavation, backfill, and testing. G Measurement for extra depth sanitary sewer stacks greater than 3 vertical feet is on a vertical foot basis from the top of the receiving sewer to the invert of the service connection, measured and complete in place. Payment includes excavation, pipe, bedding, and backfill for that portion of the stack in excess of 3 feet. H Measurement for sanitary sewer service reconnections with stacks located within 5 feet of the sanitary sewer main centerline shall be per each reconnection,complete in place. I Measurement for sanitary sewer service reconnections without stacks located within 5 feet of the sanitary sewer main centerline shall be per each reconnection, complete in place. J Payment for sanitary sewer service reconnections includes include service connections, couplings, clean-outs, adapters disconnecting existing services, reconnecting new service, fittings, excavation, backfill, and testing. K Augered pipe for service leads will be paid as provided in Section 02415—Augering Pipe or Casing for Sewer. L One or more connections discharging into a common point are considered one service connection. The Contractor shall not add service reconnections without approval of the Engineer. The Engineer may require reconnections to be moved or relocated to avoid having more than two single family units per reconnection. M Measurement for abandonment of service connection is on a per each basis. No additional payment will be made for abandonment of service connection unless excavation is required beyond new or replacement sewer or service lead trench zone. No separate payment will be made for excavation of sanitary sewer services within the new or replacement sewer trench. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit product data for each pipe product,fitting, coupling and adapter. C Submit field red lines documenting location of sanitary sewer stubs and reconnections as installed,referenced to survey Control Points,under the provisions of Section 01760 02/2008 02531 -2 of 6 CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS — Project Record Documents, 1.04C. Include location of utilities and structures encountered or rerouted. Give horizontal dimensions, elevations, inverts and gradients. Record the exact distance from each service connection to the nearest downstream manhole. 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 PRODUCTS 2.01 PVC SERVICE CONNECTION A As stubouts, use PVC sewer pipe, 4-inch through 10-inch, conforming to ASTM D 1784 and ASTM D 3034, with a cell classification of 12454-B. The SDR (ratio of diameter to wall thickness) shall be 26 for pipe 10 inches in diameter or less. B PVC pipe shall be gasket jointed with gasket conforming to ASTM D3212. C Provide service connection pipe in sizes shown on the Plans. For reconnection of existing services, select service connection pipe diameter to match existing service diameter. D Provide a 6-inch service connection when more than one service discharges into a single pipe. E Connect service pipes to new parallel or replacement sewer mains with prefabricated, full-bodied tee or wye fittings conforming to specifications for the sewer main pipe material as specified in other Sections for all sewers up to 18 inches in diameter. F Where new sewers are installed using pipe augering or tunneling, or where the new sewer is greater than 18 inches in diameter, use Fowler"Inserta-Tee" to connect the service to the new sewer main. 2.02 PIPE SADDLES A Use pipe saddles only on rehabilitated sanitary sewer mains. Comply with Paragraph 2.01E for new parallel and replacement sanitary sewer mains. 02/2008 02531 -3 of 6 CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS 2.03 COUPLINGS AND ADAPTERS A For connection between new PVC pipe stubout and existing service;4-, 6-, or 8-inch diameter, use flexible adapter coupling consisting of a neoprene gasket and stainless steel shear ring, with 1/2-inch stainless steel band clamps: 1. Fernco Pipe Connectors, Inc., Series 1055 with shear ring SR-8; 2. Band Seal by Mission Rubber Co., Inc.; 3. Approved equal. B For connection between new PVC pipe stub out and new service,use rubber-gasketed adapter coupling: 1. GPK Products, Inc., IPS & Sewer Adapter. 2. Approved Equal. 2.04 STACKS A Provide stacks for service connections wherever the crown of the sewer is 8 feet or more below finished grade. B Construct stacks of the same material as the sanitary sewer and as shown on the Plans. C Provide stacks of the same nominal diameter at the sanitary service line. 2.05 CLEAN-OUTS A Install clean-outs at property line on each service connection as shown in detail on the Plans. 2.06 PLUGS AND CAPS A Seal the upstream end of unconnected sewer service stubs with rubber gasketed plugs or caps of the same pipe type and size. Provide plugs or caps by GPK Products, Inc., or equal. 3.0 EXECUTION 3.01 PERFORMANCE REQUIREMENTS A Accurately field locate service connections, whether in service or not, as pipe laying progresses from downstream to upstream. B Properly disconnect existing connections from the sewer and reconnect to the new sewer, as described in this Section. C Reconnect service connections, including those that go to unoccupied or abandoned buildings, unless directed otherwise by the Engineer. Plug the service connection at the R.O.W. for vacant lots. 02/2008 02531 -4 of 6 CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS D Connect services 8 inches in diameter and larger to the sewer by construction of a manhole. 3.02 PREPARATION A Employ a Trench Safety Plan as specified in Section 01570—Trench Safety System. 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 Provide a minimum of 48 hours notice to customers whose sanitary sewer service will potentially be interrupted. D Schedule Work so that reconnection of service lines can be completed within 24 hours after disconnection. E Where sewers are existing,field locate existing service connections,whether in service or not. Use existing service locations for reconnection of service lines to new liner or new sanitary sewer main. F For new parallel and replacement sanitary sewer mains, complete testing and acceptance of downstream sewers as applicable. 3.03 EXCAVATION AND BACKFILL A Excavate and backfill in accordance with Section 02318—Excavation and Backfill for Utilities. 3.04 RECONNECTION ON NEW SEWER A Install the new service connection on the new sanitary sewer main for each service connection. B Remove and replace cracked, offset or leaking service line for up to 5 feet,measured horizontally, from the centerline of the new sanitary sewer main. C Make up the connection between the new main and the existing service line using PVC sewer pipe and approved couplings, as shown on the Plans. D Test service connections before backfilling. E Embed the service connection and service line as specified for the new sanitary sewer main at this location, and as shown on the Plans. Place and compact trench zone backfill in compliance with Section 02318 —Excavation and Backfill for Utilities. 02/2008 02531 -5 of 6 CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS 3.05 INSTALLATION OF NEW SERVICE LEADS A Install the new service connections on the new sanitary sewer main for each service connection. Provide the length of stub indicated on the Plans. Install plug or cap on the upstream end of the service stub as needed. B Test service connections before backfilling. C Embed the service connection and service line as specified for the new sanitary sewer main at this location, and as shown on the Plans. Place and compact trench zone backfill in compliance with Section 02318 —Excavation and Backfill for Utilities. 3.06 FIELD QUALITY CONTROL A Test service reconnections and service stubs. Follow applicable procedures given in Section 02530—Gravity Sanitary Sewers. 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. 3.08 PROTECTION OF THE WORK A Protect and maintain all installations good condition until completion of Work. B Replace installations by Contractor's operations at no cost to Owner. C Do not allow sand, debris or runoff to enter sewer system. END OF SECTION 02/2008 02531 -6 of 6 CITY OF PEARLAND HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE FOR WATER Section 02532W HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE FOR WATER 1.00 GENERAL 1.01 SECTION INCLUDES A. Furnish labor,materials, equipment and incidentals necessary to install polyethylene pipe, and complete installation in accordance with the Contract Documents. The finished pipe shall be continuous over the entire length of the water line between fittings and be free from defects. B. Domestic water piping shall be approved by the Underwriters Laboratory and shall be accepted by the State Fire Insurance Commission for use in water distribution systems. HDPE water pipe shall bear the seal of approval (or"NSF"mark) of the National Sanitation Foundation Testing Laboratory for potable water pipe. C. References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 02510—Water Mains D. Standards: Comply with local governing regulations if more stringent than specified herein. Piping shall meet the following standards and shall be a part of this Section as if written here in their entirety. 1. American Society for Testing and Materials (ASTM) Standards: a. ASTM F1473, Test Method for Notch Tensile Test to Measure the Resistance to Slow Crack Growth of Polyethylene Pipes and Resins b. ASTM D2122, Determining Dimensions of Thermoplastic Pipe and Fittings c. ASTM F2620, Standard Practice for Heat Fusion Joining of Polyethylene Pipe and Fittings d. ASTM D2837, Obtaining Hydrostatic Design Basis for Thermoplastic Pipe Materials e. ASTM D3035, Specification for Polyethylene (PE) Plastic Pipe (SDR- PR) Based on Controlled Outside Diameter(up to 3-Inch IPS) f. ASTM D3350, Specification for Polyethylene Plastics Pipe and Fittings Material g. ASTM F714, Specification for Polyethylene (PE) Plastic Pipe (SDR- PR) Based on Outside Diameter(4-Inch IPS and larger) 2. American Water Works Association (AWWA) Standards: a. AWWA C906, Polyethylene (PE) Pressure Pipe and Fittings, 4 through 64 Inches, for Water Distribution b. AWWA M55, Polyethylene (PE) Pipe Design and Installation 04/2014 02532W- 1 of 5 CITY OF PEARLAND HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE FOR WATER 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item, no separate payment will be made for HDPE pipe under this Section. Include cost in Bid Items for water mains. B. If HDPE pipe 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 Shop Drawings showing design of pipe and fittings indicating alignment and grade, laying dimensions, fabrication, fittings, flanges, and special details. C. Submit product quality, material sources, and field quality information in accordance with this Section. 1.04 QUALITY ASSURANCE A. Polyethylene pipe jointing shall be performed by personnel trained in the use of the thermal butt-fusion equipment and recommended methods for new pipe connections. Personnel directly involved with installing the new pipe shall have received training in the proper methods for handling and installing the polyethylene pipe. Training shall be performed by a qualified representative of the pipe manufacturer. The Contractor shall maintain records of trained personnel, and shall certify that training was received not more than 12 months before commencing construction. 1.05 DELIVERY AND STORAGE A. Transport, handle, and store pipe and fittings as recommended by manufacturer. B. If new pipe and fittings become damaged before or during installation, it shall be repaired as recommended by the manufacturer or replaced as required by the Owner's Project Representative at the Contractor's expense, before proceeding further. C. Deliver, store, and handle other materials as required to prevent damage. 2.00 PRODUCTS 2.01 MATERIALS A. Pipe: Polyethylene Plastic Pipe shall be high density polyethylene pipe (HDPE). 1. Solid wall high density polyethylene for pressure water pipe shall meet the requirements of AWWA C906 "Polyethylene (PE)Pressure Pipe and Fittings, 4 through 64 Inches, for Water Distribution" (Ductile Iron Pipe Sizing). 04/2014 02532W-2 of 5 CITY OF PEARLAND HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE FOR WATER B. All pipe shall be made of virgin material. No rework except that obtained from the manufacturer's own production of the same formulation shall be used. 1. The pipe shall be homogenous throughout and shall be free of visible cracks, holes, foreign material,blisters, or other deleterious faults. 2. Dimension Ratios: The minimum wall thickness of the polyethylene pipe shall meet the following: a. Pressure Applications: AWWA C906 DR-11 Pressure Class 160. 3. All HDPE shall be carbon black or solid gray stabilized throughout the structural wall for ultra-violet protection. The pipe shall have a near white inside diameter to facilitate future TV inspection. C. Bends and Fittings: ANSI A21.10, ductile iron; ANSI A21.11 single rubber gasket push-on type joint; minimum 150 psi pressure rating. D. Coatings and Linings: Conform to requirements of Section 02634—Ductile Iron Pipe and Fittings. 2.02 MATERIALS TEST A. Tests for compliance with this Section shall be made as specified herein and in accordance with the applicable ASTM Specification. A certificate of compliance with ISO 9000 shall be furnished,by the manufacturer for all material furnished under this Section. Polyethylene plastic pipe and fittings may be rejected for failure to meet any of the requirements of this Section. 3.00 EXECUTION 3.01 HANDLING A. The joints shall be handled near the middle with wide web slings and spreader bars. Rope slings also work well with straight lengths. The use of chains, end hooks or cable slings that may scar the pipe are not permitted. The following procedures shall be observed when handling HDPE pipe. 1. Always stack the heaviest series of pipe at the bottom. 2. Protect the pipe from sharp edges when overhanging the bed of a truck or trailer by placing a smooth, rounded protecting strip on the edge of the bed. • 3. The load should be anchored securely to prevent slippage. B. Lengths of small-diameter, lightweight pipe can be unloaded manually. C. Pipe applications shall normally be handled by: 1. Unloading the pipe from the truck in a row along the side of the installation area and moving the fusion unit along the row of joints. 2. Stacking the pipe beside the fusion unit and trailing the pipe out after fusion, then dragging the long length of pipe into place for installation. It is suggested that as the pipe is fused and moved through the fusion machine, additional joints of pipe should be placed in the moveable jaw side of the machine for 04/2014 02532W-3 of 5 CITY OF PEARLAND HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE FOR WATER each subsequent fusion. This prevents the hydraulic system of the machine from having to pull the previously fused long length. D. Dragging the pipe into place is permitted provided the pipe isn't damaged from sharp rocks or excessive abrasion created by pulling the pipe great distances. 3.02 PIPE JOINING A. The polyethylene pipe shall be assembled and joined at the Site using the thermal butt-fusion method to provide a leak proof joint. Threaded or solvent-cement joints and connections are not permitted. All equipment and procedures used shall be in strict compliance with the manufacturer's recommendations. Fusing shall be accomplished by personnel certified as fusion technicians by a manufacturer of polyethylene pipe and/or fusing equipment. B. The butt-fused joint shall be in true alignment and shall have uniform roll-back beads resulting from the use of proper temperature and pressure. The joint shall be allowed adequate cooling time before removal of pressure. When cool, all weld beads shall then be removed from the inside surface such that the joint surfaces shall be smooth. The fused joint shall be watertight and shall have a tensile strength equal to that of the pipe. All joints shall be subject to acceptance by the Owner's Project Representative. All defective joints shall be cut out and replaced at no cost to the Owner. Any section of the pipe with a gash, blister, abrasion, nick, scar or other deleterious fault greater in depth than 10 percent of the wall thickness, shall not be used and must be removed from the Site. However, a defective area of the pipe may be cut out and the joint fused in accordance with the procedures stated above. In addition, any section of pipe having other defects such as concentrated ridges, discoloration, excessive spot roughness,pitting, variable wall thickness or any other defect of manufacturing or handling as determined by the Owner's Project Representative shall be discarded and not used. 3.03 BENDING PIPE A. HDPE may be cold-bent to a minimum radius of 40 times the pipe diameter as it is installed, eliminating the need in many cases for elbows for slight bends. The minimum bending radius that can be applied to the pipe without kinking varies with the diameter and wall thickness of the pipe. Contractor shall conform to manufacturer's recommendations. If adequate space is not available for the required radius, a fitting of the desired angle shall be fused into the piping system to obtain the necessary change in direction. 3.04 INSTALLATION BELOW GROUND A. Conform to requirements of Section 02510—Water Mains. 04/2014 02532W-4 of 5 CITY OF PEARLAND HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE FOR WATER B. Pipe Laying: 1. When pulling pipe, either a pulling head or a suitable wraparound sleeve with rubber protective cover shall be used to prevent the pulling cables from damaging the pipe. The pipe shall not be pulled by the flanged end. 2. Install pipe in accordance with Section 02318 —Excavation and Backfill for Utilities, and manufacturer's recommendations. 3.05 FIELD QUALITY CONTROL A. Testing shall be as specified in Section 01450 - Testing Laboratory Services. B. Hydrostatic Testing for pressure piping systems shall be performed in accordance with ASTM F2164. Testing pressure shall not exceed 1.5 times the system design pressure and total testing time including the time required to pressurize, stabilize, hold test pressure, and depressurize should not exceed 8 hours. If 5 psi is lost during testing pipeline must be re-pressurized. C. HDPE pipe deflection shall not exceed deflection percentages identified in ASTM F1962 or manufacturer's maximum allowable deflection, whichever is lower. Allowable pipe deflection varies based on DR rating. The following maximum deflection percentages can be used for the following DR ratings: DR21 —7.5 percent, DR17—6.0 percent, DR15.5 —6.0 percent, DR13.5 —6.0 percent,DR11 —5.0 percent, DR9—4.0 percent, DR7.3 —3.0 percent. Deflection measurements can be taken by mandrel or by measurement of inside diameter before and after backfill operations. D. Do not enclose or cover any Work until inspected. 3.06 CLEAN AND ADJUST A. Remove surplus pipeline materials, tools, rubbish and temporary structures and leave the construction site clean, to the satisfaction of the Owner's Project Representative. END OF SECTION 04/2014 02532W-5 of 5 CITY OF PEARLAND PVC PIPE Section 02534 PVC PIPE 1.0 GENERAL 1.01 SECTION INCLUDES A. Polyvinyl chloride pressure pipe for water distribution in nominal diameters 4 inches through 16 inches. B. Polyvinyl chloride sewer pipe for gravity sanitary sewers in nominal diameters 4 inches through 48 inches. C. Polyvinyl chloride pressure pipe for gravity sanitary sewers and force mains in nominal diameters 4 inches through 36 inches. D. References to Technical Specifications: 1. Section 01350— Submittals 2. Section 02634—Ductile Iron Pipe and Fittings 3. Section 02533 — Sanitary Sewage Force Mains 4. Section 02512—Polyethylene Wrap 5. Section 02510—Water Mains 6. Section 02530—Gravity Sanitary Sewers 7. Section 02731 —Sanitary Sewage Force Mains 8. Section 02630—Storm Sewers 9. Section 02318—Excavation and Backfill for Utilities E. Referenced Standards: 1. American Water Works Association(AWWA) a. AWWA C900 Polyvinyl Chloride (PVC) Pressure Pipe, 4"— 12" for Water Distribution. b. AWWA C905 Polyvinyl Chloride (PVC) Water Transmission Pipe, Nominal Diameters, 14in. Through 36 in. c. AWWA Cl 10 Ductile-Iron and Gray Iron Fittings for Water. 2. American Society for Testing and Materials (ASTM) a. ASTM D 1784,"Standard Specification for Rigid Poly Vinyl Chloride (PVC) Compounds and Chlorinated Poly Vinyl Chloride (CPVC) Compounds" b. ASTM F 477,"Standard Specification for Elastomeric Seals(Gaskets) for Joining Plastic Pipe" 05/2013 02534- 1 of 7 CITY OF PEARLAND PVC PIPE c. ASTM D 3139, "Standard Specification for Joints for Plastic Pressure Pipes Using Flexible Elastomeric Seals" d. ASTM D 3034, "Standard Specification for Type PSM Poly Vinyl Chloride (PVC) Sewer Pipe and Fittings" e. ASTM F 949,"Standard Specification for Poly Vinyl Chloride(PVC) Corrugated Sewer Pipe with a Smooth Interior and Fittings" f. ASTM D 794,"Standard Specification for Poly Vinyl Chloride(PVC) Profile Gravity Sewer Pipe and Fittings Based on Controlled Inside Diameter" g. ASTM F 679, "Standard Specification for Poly Vinyl Chloride(PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings" h. ASTM D 2241,"Standard Specification for Poly Vinyl Chloride(PVC) Pressure-Rated Pipe (SDR Series)" i. ASTM D 3212,"Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals" j. ASTM D 2444, "Standard Test Method for Determination for the Impact Resistance of Thermoplastic Pipe and Fittings by Means of a Tup (Falling Weight)" k. ASTM D 1248, "Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable" 1. ASTM D 2321, "Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications" 3. American National Standards Institute (ANSI) a. ANSI A21.10 Cast Iron and Ductile Iron Fittings,2 thru 48 in./Water. b. ANSI A21.11 Rubber Gasket Joints Cast and Ductile Iron Press Pipe. 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item,no separate payment will be made for PVC pipe under this Section. Include cost in Bid Items for Water Mains, Gravity Sanitary Sewer,and Sanitary Sewage Force Mains. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B. Submit Shop Drawings showing design of new pipe and fittings indicating alignment and grade, laying dimensions, fabrication, fittings, flanges, and special details. 05/2013 02534-2 of 7 • CITY OF PEARLAND PVC PIPE 1.04 QUALITY CONTROL A. Submit manufacturer's certifications that PVC pipe and fittings meet requirements of this Section and AWWA C900 or AWWA C905 for pressure pipe applications,or the appropriate ASTM standard specified for gravity sewer pipe. B. Submit manufacturer's certification that PVC pressure pipe has been hydrostatically tested at the factory in accordance with AWWA C900 or AWWA C905 and this Section. C. When foreign manufactured material is proposed for use, have material tested for conformance to applicable ASTM requirements by certified independent testing laboratory located in United States. Certification from any other source is not acceptable. Furnish copies of test reports to the Engineer for review. Cost of testing shall be borne by Contractor or Supplier. 2.0 PRODUCTS 2.01 MATERIAL A. Use PVC compounds in the manufacture of pipe that contain no ingredient in an amount that has been demonstrated to migrate into water in quantities considered to be toxic. B. Furnish PVC pressure pipe manufactured from Class 12454-A or Class 12454-B virgin PVC compounds as defined in ASTM D 1784. Use compounds qualifying for a rating of 4000 psi for water at 73.4 degrees F per requirements of PPI TR3. Provide pipe which is homogeneous throughout,free of voids,cracks,inclusions,and other defects, uniform as commercially practical in color, density, and other physical properties. Deliver pipe with surfaces free from nicks and scratches with joining surfaces of spigots and joints free from gouges and imperfections which could cause leakage. C. For PVC pressure pipe used for water mains,provide self-extinguishing PVC pipe that bears Underwriters'Laboratories mark of approval and is acceptable without penalty to Texas State Fire Insurance Committee for use in fire protection lines. D. Gaskets: 1. Gaskets shall meet the requirements of ASTM F 477. Use elastomeric factory- installed gaskets to make joints flexible and watertight. 2. Pipes to be installed in potentially contaminated areas, especially where free product is found near the elevation of the proposed sewer, shall have the following gasket materials for the noted contaminants. ' 05/2013 02534-3 of 7 CITY OF PEARLAND PVC PIPE CONTAMINANT GASKET MATERIAL REQUIRED Petroleum(diesel, gasoline) Nitrile Rubber Other contaminants As recommended by the pipe manufacturer E. Lubricant for rubber-gasketed joints: Water soluble, non-toxic, non-objectionable in taste and odor imparted to fluid, non-supporting of bacteria growth, having no deteriorating effect on PVC or rubber gaskets. 2.02 WATER SERVICE PIPE A. Pipe 4-inch through 12-inch: AWWAC900, Class 150, DR 18; nominal 20-foot lengths; cast iron equivalent outside diameters. B. Pipe 16-inch: AWWA C905; Class 235; DR 18; nominal 20 foot lengths; cast iron equivalent outside diameter. C. Joints: ASTM D 3139; push-on type joints in integral bell or separate sleeve couplings. Do not use socket type or solvent weld type joints. D. Make curves and bends by deflecting the joints. Do not exceed maximum deflection recommended by the pipe manufacturer. Submit details of other methods of providing curves and bends for review by the Engineer. E. Hydrostatic Test: AWWA C900, AWWA C905, ANSI A21.10 (AWWA C110); at point of manufacture; submit manufacturer's written certification. 2.03 BENDS AND FITTINGS FOR PVC PRESSURE PIPE A. Bends and Fittings: ANSI A21.10, ductile iron; ANSI A21.11 single rubber gasket push-on type joint; minimum 150 psi pressure rating. B. Coatings and Linings: Conform to requirements of Section 02634—Ductile Iron Pipe and Fittings. 2.04 GRAVITY SANITARY SEWER PIPE A. PVC gravity sanitary sewer pipe shall be in accordance with the provisions in the following table: 05/2013 02534-4 of 7 CITY OF PEARLAND PVC PIPE WALL PRODUCT ASTM SDR(MAX.)/ DIAMETER TYPE MANUFACTURER OPTIONS DESIGNATION STIFFNESS(MIN.) SIZE RANGE Solid J-M Pipe - Approved D3034 SDR 26/PS 115 6"to 15" CertainTeed Approved F679 SDR 26/PS 115 18"to 48" Can-Tex Approved AWWA C900 DR 18/N/A*** 4"to 12" Carlon Diamond Approved AWWA C905 DR 18/N/A*** 14"to 36" Profile* Contech A-2000** Only when F949 N/A/50 psi 12"to 36" included in the ETI Ultra-Rib Bid Schedule F794 N/A/46 psi , 12"to 48" Lamson Vylon F794 N/A/46 psi 21"to 48" * Allowed to be used where there are no service taps. ** Allowed to be used to maximum depth of 10' only. ***For water-seer separation requirements unless specifically noted in Bid Schedule. B. When solid wall PVC pipe 18 inches to 27 inches in diameter is required in SDR 26, provide pipe conforming to ASTM F679,except provide wall thickness as required for SDR 26 and pipe strength of 115 psi. C. For sewers up to 12-inch-diameter crossing over waterlines, or crossing under waterlines with less than 2 feet separation,provide minimum 150 psi pressure-rated pipe conforming to ASTM D 2241 with suitable PVC adapter couplings. D. Joints: Spigot and integral wall section bell with solid cross section elastometric or rubber ring gasket conforming to requirements of ASTM D 3212 and ASTM F 477. E. ASTM D 3139 and ASTM F 477 shall be provided. Gaskets shall be factory- assembled and securely bonded in place to prevent displacement. The manufacturer shall test a sample from each batch conforming to requirements ASTM D 2444. F. Fittings: Provide PVC gravity sewer sanitary bends, tee, or wye fittings for new sanitary sewer construction. PVC pipe fittings shall be full-bodied, either injection molded or factory fabricated. Saddle-type tee or wye fittings are not acceptable. 2.05 SANITARY SEWER FORCE MAIN PIPE A. Provide PVC pressure pipe conforming to the requirements for water service pipe,and conforming to the minimum working pressure rating specified in Section 02533 — Sanitary Sewage Force Mains. B. Acceptable pipe joints are integral bell-and-spigot,containing a bonded-in elastomeric sealing ring meeting the requirements of ASTM F 477. In designated areas requiring restrained joint pipe and fittings, use EBAA Iron Series 2000PV, Uniflange Series 1350 restrainer,or equal joint restraint device conforming to UNI-B-13,for PVC pipe 12-inch diameter and less. 05/2013 02534-5 of 7 • CITY OF PEARLAND PVC PIPE C. Fittings: Provide ductile iron fittings as per this Section,2.03 "Bends and Fittings for PVC Pressure Pipe", except furnish all fittings with one of the following internal linings: 1. Nominal 40 mils (35 mils minimum) virgin polyethylene complying with ASTM D 1248,heat fused to the interior surface of the fitting,as manufactured by American Cast Iron Pipe "Polybond", or U.S. Pipe "Polyline". 2. Nominal 40 mils(35 mils minimum)polyurethane,Corro-pipe II by Madison Chemicals, Inc. 3. Nominal 40 mils(35 mils minimum)ceramic epoxy,Protecto 401 by Enduron Protective Coatings. D. Exterior Protection: Provide polyethylene wrapping of ductile iron fittings as required by Section 02512—Polyethylene Wrap. E. Hydrostatic Tests: Hydrostatically test pressure rated pipe in accordance with this Section, 2.02E. F. Manufacturers: Approved manufacturers of pressure rated, solid wall PVC pipe for sanitary sewer force mains are: 1. J &M Manufacturing Company, Inc. 2. CertainTeed Corporation 3. Diamond Plastics Corporation 4. Carlon Company 5. North American Pipe Corporation(NAPCO) 3.0 EXECUTION 3.01 PROTECTION A. Store pipe under cover out of direct sunlight and protect from excessive heat or harmful chemicals in accordance with the manufacturer's recommendations. 3.02 INSTALLATION A. Conform to requirements of Section 02510—Water Mains, Section 02530—Gravity Sanitary Sewers, Section 02731 —Sanitary Sewage Force Mains,and Section 02630— Storm Sewers. B. Install PVC pipe in accordance with Section 02318 — Excavation and Backfill for Utilities, ASTM D 2321, and manufacturer's recommendations. 05/2013 02534-6 of 7 CITY OF PEARLAND PVC PIPE C. Water service pipe 12 inches in diameter and smaller: Installed to clear utility lines and have minimum 4 feet of cover below lowest property line grade of street, unless otherwise required by Plans. D. For water service,exclude use of PVC within 200 feet(along the public right-of-way) of underground storage tanks or in undeveloped commercial acreage. Underground storage tanks are primarily located on service stations but can exist at other commercial establishments. E. Avoid imposing strains that will overstress or buckle the pipe when lowering pipe into trench. F. Hand shovel pipe bedding under the pipe haunches and along the sides of the pipe barrel and compact to eliminate voids and ensure side support. END OF SECTION 05/2013 02534-7 of 7 CITY OF PEARLAND TAPPING SLEEVES & VALVES Section 02540 TAPPING SLEEVES & VALVES 1.0 GENERAL 1.01 SECTION INCLUDES A Tapping sleeves and valves for connections to existing water system. B References to Technical Specifications: 1. Section 01200—Measurement &Payment Procedures 2. Section 01350—Submittals 3. Section 02541 —Water&Wastewater Line Valves 4. Section 02520—Valve Boxes, Meter Boxes, &Meter Vaults 5. Section 02512—Polyethylene Wrap 6. Section 02318 —Excavation &Backfill for Utilities C Referenced Standards: 1. American Water Works Association (AWWA) a. AWWA C500 Gate Valves, 3 Through 48 in. NPS, for Water and Sewage Systems. b. AWWA C110 Ductile-Iron and Gray Iron Fittings for Water c. AWWA C207 Steel Pipe Flanges for Waterworks Service—Sizes 4 In. Through 144 In. 1.02 MEASUREMENT AND PAYMENT A Measurement for installation of tapping sleeves and valves is on a per each basis. Payment includes all labor and materials required for installation as indicated on Plans. B Refer to Section 01200—Measurement&Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. 1.04 QUALITY CONTROL A Provide manufacturer's affidavit that all valves purchased for tapping of existing waterlines conform to Section 02541 — Water & Wastewater Line Valves and to applicable requirements of AWWA C500 and that they have been satisfactorily tested in accordance with AWWA C500. 02/2008 02540- 1 of 3 CITY OF PEARLAND 0 TAPPING SLEEVES &VALVES 2.0 PRODUCTS 2.01 MATERIALS A Tapping Sleeves: 1. Tapping Sleeve Bodies: Stainless steel; in two sections to be bolted together with high-strength,corrosion-resistant,low-alloy,steel bolts;mechanical joint ends. a. 12 inch and smaller: stainless steel; JCM 432, Romac, or approved equal. b. 16 inch and larger: epoxy coated ductile iron;JCM,or approved equal. 2. Branch Outlet of Tapping Sleeve: Flanged; machined recess; AWWA C207, Class D,ANSI 150 lb drilling. Gasket: Affixed around recess of tap opening to preclude rolling or binding during installation. 3. Where fire service from 6-inch main is approved, use cast iron split sleeve. B Tapping Valves: Meet all requirements of Section 02541—Water&Wastewater Line Valves with following exceptions: 1. Inlet Flanges: a. AWWA CI10; Class 125. b. AWWA C110; Class 150 and higher: Minimum eight hole flange. 2. Outlet: Standard mechanical or push-on joint; to fit any standard tapping machine. 3. Valve Seat Opening: Accommodate full-size shell cutter for nominal size tap without any contact with valve body; double disc. 4. Open Left operation only. C Valve Boxes: Furnish and install according to Section 02520—Valve Boxes, Meter Boxes, &Meter Vaults. 3.0 EXECUTION 3.01 GENERAL A Install tapping sleeves and valves at locations and of sizes as shown on Drawings. B Thoroughly clean tapping sleeve, tapping valve and pipe prior to installation and in accordance with manufacturer's instructions. C Hydrostatically test installed tapping sleeve to 150 psig for a minimum of 15 minutes. Inspect sleeve for leaks, and remedy leaks prior to tapping operation. D When tapping concrete pressure pipe, size on size, use shell cutter one standard size smaller than waterline being tapped. E Do not use Large End Bell(LEB)increasers with a next size tap unless existing pipe is asbestos-cement. 02/2008 02540-2 of 3 CITY OF PEARLAND TAPPING SLEEVES & VALVES 3.02 INSTALLATION A Tighten bolts in proper sequence so that undue stress is not placed on pipe. B Align tapping valve properly and attach it to tapping sleeve. C Make tap with sharp, shell cutter: 1. For 12-inch and smaller tap, use minimum cutter diameter one-half inch less than nominal tap size. 2. For 16-inch and larger tap,use manufacturer's recommended cutter diameter. D Withdraw coupon and flush all cuttings from newly-made tap. E Wrap completed tapping sleeve and valve in accordance with Section 02512 — Polyethylene Wrap. F Place concrete thrust block behind tapping sleeve (NOT over tapping sleeve and valve). G Block under valve using concrete blocks. H Request inspection of installation prior to backfilling. I Backfill in accordance with Section 02318—Excavation &Backfill for Utilities. END OF SECTION 02/2008 02540-3 of 3 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES Section 02541 WATER AND WASTEWATER LINE VALVES 1.0 GENERAL 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 04/2009 02541 - 1 of 8 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 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 PRODUCTS - 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. 04/2009 02541 -2 of 8 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES .l 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. 0-rings: AWWA C509, sections 2.2.6 and 4.8.2. 6. Stem Seals: Consist of three 0-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 0-ring above and one 0-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. 04/2009 02541 -3 of 8 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 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 0- 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 hownon 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 04/2009 02541 -4 of 8 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 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 04/2009 02541 -5 of 8 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 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-bodycustom 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 04/2009 02541 -6 of 8 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 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. 04/2009 02541 -7 of 8 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 3.0 EXECUTION 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 04/2009 02541 -8 of 8 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES Section 02542 CONCRETE MANHOLES AND ACCESSORIES 1.0 GENERAL 1.01 SECTION INCLUDES • A. Pre-Cast Concrete Manholes for sanitary. B. Pre-Cast and Cast-in-Place Manholes for storm sewer. C. 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. D. Ring grates. E. References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 01500—Temporary Facilities and Controls 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 02530—Gravity Sanitary Sewers 8. Section 01140—Contractor's Use of Premises F. Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM C 478,"Standard Specification for Precast Reinforced Concrete Manhole Sections" b. ASTM C 443,"Standard Specification for Joints for Concrete Pipe and Manholes,Using Rubber Gaskets" c. ASTM C 270, "Standard Specification for Mortar for Unit Masonry" d. ASTM C 923, "Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole Structures,Pipes and Laterals" e. ASTM C 1107,"Standard Specification for Packaged Dry,Hydraulic- Cement Grout(Nonshrink)" f. ASTM A 48, "Standard Specification for Gray Iron Castings" g. ASTM A 615, "Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement" h. ASTM D 698, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort" 05/2013 02542- 1 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 2. American Association of State Highway and Transportation Officials (AASHTO) 3. American Water Works Association(AWWA) 4. American Welding Society(AWS) a. AWS D12.1, "Reinforcing Steel Welding Code" 5. Texas Commission on Environmental Quality(TCEQ) a. Chapter 217.55 "Minimum Clear Opening" G. Definitions: 1. Shallow Depth Manholes-manholes having a depth of 4 feet or less measured from the top of cover to sewer invert. 2. Normal Depth Manholes-manholes having a depth of greater than 4 feet and up.to 8 feet measured from top of cover to sewer invert. 3. Extra Depth Manholes- manholes having a depth of greater than 8 feet measured from the top of cover to sewer invert. 4. Corrosion Resistant Manholes- concrete manholes incorporating additional material, such as liners or coatings, which make them more resistant to corrosion than typical concrete manholes. 5. Standard Manholes Drops- drops of up to 3 vertical feet measured from the invert of the T-fitting to the sewer invert. 6. Extra Depth Manhole Drops-drops in excess of 3 vertical feet measured from the invert of the T-fitting to the sewer invert. 1.02 MEASUREMENT AND PAYMENT A. Measurement for Normal Depth Manholes and/or Normal Depth Corrosion Resistant Manholes shall be per each. B. Measurement for Shallow Depth Manholes and/or Shallow Depth Corrosion Resistant Manholes shall be per each. C. Measurement for Extra Depth Manholes and/or Extra Depth Corrosion Resistant Manholes is on a vertical foot basis for each foot of depth greater than 8 feet. D. Payment for Manholes under this Section shall be for complete installation including riser, frames, grates, adjustment rings, stainless steel inflow preventers, cut-in work, covers,penetrations,other appurtenances,and be in accordance with Section 01200— Measurement and Payment Procedures. 05/2013 02542-2 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES E. Measurement for Standard Manhole Drops shall be per each. F. Measurement for Extra Depth Manhole Drops is on a vertical foot basis for each foot of Drop greater than 3 feet. G. Payment for Drops under this Section shall be for assembly components,encasement, other appurtenances, and be in accordance with Section 01200 —Measurement and Payment Procedures. H. Payment for Air Release Manhole with Valves and Fittings installed is on a unit price basis for each manhole with air release valves,fittings and appurtenances installed and in accordance with Section 01200 Measurement and Payment Procedures. 1.03 PERFORMANCE REQUIREMENTS A. Perform work needed to make manholes structurally sound, improve flow, prevent entrance of inflow or groundwater, prevent entrance of soil or debris, and provide protection against hydrogen sulfide gas attack. B. Manufacturer's Product Support. 1. Through the Contractor,manufacturers of wall sealing or lining systems shall submit to Engineer for review and approval a detailed description of the proposed coating installation process. Describe surface preparation, independent laboratory test results, mix design procedures and method of controlling uniform thickness. 2. A representative employed by the manufacturer and having technical training in epoxy or cementitious liner shall be named and available for consultation by telephone during business hours and on site upon 48 hours notice. 3. Manufacturer's representative on concrete lining systems shall provide technical assistance to applicators to ensure proper usage of dispensing equipment and accurate proportions of admixtures. 1.04 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B. Submit proposed design mix and test data for each type and strength of concrete. C. Submit manufacturer's data and details of following items for approval: 1. Frames, grates, rings, and covers. 2. Materials to be used in fabricating drops. 05/2013 02542-3 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 3. Materials to be used for pipe connections at manhole walls. 4. Materials to be used for stubs and stub plugs. 5. Plugs to be used for sanitary sewer hydrostatic testing. 6. Shop Drawings of manhole sections and base units and construction details, including reinforcement,jointing methods, materials and dimensions. 7. Certification from manufacturer that precast manhole design is in full accordance with ASTM C 478 and design criteria as established in this Section, 2.03E, "Design Loading Criteria". 8. Product data, materials and procedures for corrosion resistant liner and coatings, if required. For coating and resistant liner\systems requiring 10-yr manufacturer warranty, submit specific coating system including product, thickness, and application for Engineer's approval. L 9. Manufacturer's data for pre-mix(bag)concrete,if used for channel inverts and benches. D. Installer Qualifications: Installers of liners and wall repair systems shall submit qualifications to Engineer at least 14 days prior to start of any material application. Submittal shall consist of: 1. Manufacturer's approved equipment list, by name and model number for application ofproduct and contractor's equipment list showing approved equipment available for use in product application. 2. List of contractor's personnel who have satisfactorily completed manufacturer's training in product application within previous two years. Include date of certification for each person. E. 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 PRODUCTS 2.01 MATERIALS - A. Concrete shall conform to requirements in Section 03300 - Cast-In Place Concrete. B. Minimum concrete compressive strength of 4000 psi. 05/2013 02542-4 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES C. Reinforcing Steel shall conform to requirement in Se ction 03300-Cast-In Place r Concrete. D. Mortar shall conform to requirements of ASTM C 270,Type S using Portland cement, 2.02 PRECAST CONCRETE MANHOLES A. Use manhole sections and base sections conforming to ASTM C 478. Use base riser section with integral floors,unless shown otherwise. Provide adjustment rings which are standard components of the manufacturer of the manhole sections meeting material requirements of ASTM C 478. Mark date of manufacture and name or trademark of manufacturer on inside of barrel. B. Construct barrels for precast manholes from 48-inch diameter standard reinforced concrete manhole sections unless otherwise indicated on Plans. Use various lengths of manhole sections in combination to provide the correct height with the fewest joints. Wall sections shall be designed for depth as shown and loading conditions as described in this Section,2.03E,"Design Load Criteria",but shall not be less than 5 inches thick. Base section shall have a minimum thickness of 12 inches under the invert. .C. Provide cone tops to receive 30-inch cast iron frames and covers, unless indicated otherwise. Use tops designed to support an AASHTO H-20 loading. D. Where the Plans indicate that manholes larger than 48-inch diameter are required, precast base sections of the required diameter shall be provided with flat slab top precast sections used to transition to 48-inch diameter manhole access riser sections. Transition can be concentric or eccentric. The transition shall be located to provide a minimum of 7-foot head clearance from the top of bench to underside of transition. E. Design Loading Criteria: The manhole walls,transition slabs,cone tops,and manhole base slab shall be designed by the manufacturer to the requirements of ASTM C 478 for the depth as shown on Plans and the following design criteria: 1. AASHTO H-20 loading applied to the manhole cover and transmitted down to the transition and base slabs. 2. Unit soil weight of 120 pcf located above all portions of the manhole, including base slab projections. 3. Lateral soil pressure based on saturated soil conditions producing an at-rest equivalent fluid pressure of 100 pcf, with soil pressure acting on empty manhole. 4. Internal liquid pressure based on a unit weight of 63 pcf,with manhole filled with liquid from invert to cover,with no balancing external soil pressure. 5. Dead load of manhole sections fully supported by the transition and base slabs. 05/2013 02542-5 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 6. Design additional reinforcing steel to transfer stresses at openings. 7. The minimum clear distance between any two wall penetrations shall be 12 inches or half the diameter of the smaller penetration,whichever is greater. F. Form joints between sections with 0-ring gaskets conforming to ASTM C 443. G. bo not incorporate manhole steps in manhole sections. H. Do not use brick masonry in construction of sanitary sewer manholes. 2.03 MISCELLANEOUS METALS A. Provide cast-iron frames, grates, rings, covers,,and stainless steel inflow preventers conforming to requirements of this Section and the City of Pearland Standard Construction Details. 2.04 DROPS A. Drops shall conform to the same pipe material requirements used in the main pipe, unless otherwise indicated on the Plans. 2.05 PIPE CONNECTIONS A. Use resilient connectors conforming to requirements of ASTM C 923. Metallic mechanical devices as defined in ASTM C 923 shall be made of the following materials: 1. External clamps:. a. Type 304 stainless steel. 2. Internal, expandable clamps on standard manholes: a. Type 304 stainless steel, 11 gage minimum. 3. Internal, expandable clamps on corrosion-resistant manholes: a. Type 316 stainless steel, 11 gage minimum. b. Type 304 stainless steel, 11 gage minimum, coated with minimum 16 mm fusion-bonded epoxy conforming to AWWA C-213. 4. All precast openings shall be fully circular, 360° openings. B. Where rigid joints between pipe and a cast-in-place manhole base are specified or shown on the Plans, use polyethylene-isoprene water-stop meeting the physical property requirements of ASTM C 923, Press-Seal WS Series, or equal. 05/2013 02542-6 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES C. Storm sewer pipe connections: 1. Connections acceptable for sanitary sewers. 2. Line pipe grouted in place with mortar. Rehabilitate. 2.06 WALL CLEANING MATERIAL A. Cleaners: Detergent or muriatic acid capable of removing dirt, grease, oil and other matter which would prevent a good bond of sealing material to wall. Refer to sealing material manufacturer's recommendations. 2.07 SEALANT MATERIALS A. Sealing materials between precast concrete adjustment ring and manhole cover frame shall be Adeka Ultraseal P201, or approved equal. 2.08 WALL REPAIR MATERIALS A. Hydraulic Cements:Use a blend of cement powders or hydraulic cement to stop active leaks in the manhole structure. B. Quickset Mortar: Use a quickset mortar to repair wide cracks, holes or disintegrated mortar. 2.09 CORROSION RESISTANT MANHOLE MATERIALS A. Provide one of the following as indicated on the Plans: 1. Precast cylindrical Portland cement concrete sanitary sewer manhole sections, base sections, and cone sections with one of the following factory applied internal coatings or approved equal: a. NeoPoxyTM NPR-5300 Series "PureEpoxy" spray on epoxy liner and other required fillers/sealants per manufacturer's recommendations: b. NeoPoxy NPR-3501 high tensile elongation epoxy elastomeric gout and sealant. c. NeoPoxy NPR-5305 trowelable epoxy filler, grout and sealant, "d. Chemical and cementitious rapid set hydraulic grouts such as Strong-Plug, Strong-Seal QSR, Quadex Hyperform and Quadex Hydro-Plug, or other equivalents pre-approved by the engineer. 05/2013 02542-7 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES e. NeoPoxy P-88 ultraviolet light resistant topcoat. f. EMACO liner(contact City of Pearland Public Works Department for specific type). g. Raven liner(contact City of Pearland Public Works Department for specific type). h. , SewperCoat 100% Calcium aluminate by KerneosTM Aluminate Technologies. 2. Type I Coating: The manufacturer of these applied products shall provide a minimum 10-year material and labor warranty. A 10-year manufacturer warranty shall be applicable for the following sanitary sewer manholes: a. Manholes that receive force main discharge. • b. Manholes within the lift/pump station site including last manhole before wet well. c. Manholes with 5 feet diameter and larger or manholes that receive discharge from 15" or larger diameter gravity sewer. d. Manholes as determined by City Engineer. • 3. Type II Coating: All other sanitary sewer manholes shall be coated with minimum 125 mil thick coating of products specified in Section 2.09.1.a-d,or approved equal. 2.10 BACKFILL MATERIALS A. Backfill materials shall conform to the requirements of Section 02255 — Bedding, Backfill, and Embankment Materials. 2.11 NON-SHRINK GROUT A. For non-shrink grout,use prepackaged, inorganic, flowable,non-gas-liberating,non- metallic, cement-based grout requiring only the addition of water. It shall meet the requirements of ASTM C 1107 and shall have a minimum 28-day compressive strength of 7000 psi. 05/2013 02542-8 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 2.12 CASTINGS A. Castings for frames, grates, rings and covers shall conform to City of Pearland Standard Construction Details and shall be ASTM A 48, Class 30. 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 clean, free from blowholes and other surface imperfections. Cast holes in covers shall be clean and symmetrical, free of plugs. 2.13 BEARING SURFACES A. Machine bearing surfaces between covers or grates and their respective frames so that even bearing is provided for any position in which the casting may be seated in the frame. 2.14 SPECIAL FRAMES AND COVERS A. Where indicated on the Plans,provide watertight manhole frames and covers with a minimum of four bolts and a gasket designed to seal cover to frame. Supply watertight manhole covers and frames, Model R-1916 manufactured by Neenah Foundry Company, Model V-2420 by East Jordan Iron Works, or approval equal. B. Where personnel entry is 'anticipated, minimum clear openings of 30-inches is required. 2.15 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. 2.16 INFLOW PREVENTERS A. Provide stainless steel inflow preventers with air release vents on all sanitary sewer manholes. 05/2013 02542-9 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 3.0 EXECUTION 3.01 EXAMINATION A. Verify lines and grades are correct. B. Determine if the subgrade,when scarified and re-compacted,can be compacted to 95 percent of maximum Standard Proctor Density according to ASTM D 698 prior to placement of foundation material and base section. If it cannot be compacted to that density,the subgrade shall be moisture conditioned until that density can be reached or shall be treated as an unstable subgrade. C. Do not build sanitary or storm sewer manholes in ditches, swales, or drainage paths unless approved by the Engineer: 3.02 PLACEMENT OF PRECAST MANHOLES A. Install precast manholes to conform to locations and dimensions shown on Plans. B. Place manholes at points of change of alignment, grade, size,pipe intersections, and end of sewer. 3.03 MANHOLE BASE SECTIONS AND FOUNDATIONS A. Place precast base on 12-inch-thick(minimum)foundation of cement stabilized sand or a concrete foundation slab. Compact cement-sand in accordance with requirements of Section 02318—Excavation and Backfill for Utilities. B. Unstable Subgrade Treatment: When unstable subgrade is encountered,the subgrade will be examined by the Engineer to determine if the subgrade has heaved upwards after being excavated. If heaving has not occurred, the subgrade shall be oyer- excavated to allow for a 24-inch thick layer of crushed stone wrapped in filter fabric as the foundation material under the manhole base. If there is evidence of heaving,a pile- supported concrete foundation, as detailed on the Plans, shall be provided under the manhole base, when indicated by the Engineer. 3.04 PRECAST MANHOLE SECTIONS A. Install sections, joints, and gaskets in accordance with manufacturer's printed recommendations. B. Install precast or steel adjustment rings above tops of cones or flat-top sections as required to adjust the finished elevation and to support manhole frame. C. Seal any lifting holes with non-shrink grout. 05/2013 02542- 10 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES D. Where PVC liners are required, seal joints between sections in accordance with manufacturers recommendations. 3.05 PIPE CONNECTIONS AT MANHOLE A. Install approved resilient connectors at each pipe entering and exiting sanitary sewer manholes in accordance with manufacturer's instructions. B. Ensure that no concrete,cement stabilized sand,fill,or other rigid material is allowed to enter the space between the pipe and the edge of the wall opening at and around the resilient connector on either the interior or exterior of the manhole. If necessary, fill the space with a compressible material to guarantee the full flexibility provided by the resilient connector. All pipe openings shall be fully circular, 360° openings. C. Where a new manhole is to be constructed on an existing sewer, install precast manhole base with factory installed Fernco type connections and pipe stubouts at least two (2) feet outside manhole wall. Manhole shall be cut-in to existing pipe. No "horseshoe" or"dog house"type connections will be permitted. D. Do not construct joints on sanitary sewer pipe within wall sections of manholes. Use approved connection material. E. Construct pipe stubs with resilient connectors for future connections at locations and with material indicated on Plans. Install approved stub plugs at interior of manhole. F. Test connection for watertight seal before backfilling. 3.06 INVERTS FOR SANITARY SEWERS A. Construct invert channels to provide a smooth flow transition waterway with no disruption of flow at pipe-manhole connections. Conform to following criteria: 1. Slope of invert bench: 1 inch per foot minimum; 1-1/2 inch per foot maximum. 2. Depth of bench to invert: Pipes smaller than 15-inches: one-half largest pipe diameter Pipes 15 to 24-inches: three-fourths the largest pipe diameter Pipes larger than 24-inches: equal to the largest pipe diameter 3. Invert slope through manhole: 0.10-foot drop across manhole with smooth transition of invert through manhole, unless otherwise indicated on Plans. B. Form invert channels with class A concrete if not integral with manhole base. For direction changes of mains, construct channels tangent to mains with maximum possible radius of curvature. Provide curves for side inlets and smooth invert fillets for flow transition between pipe inverts. 05/2013 02542- 11 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 3.07 DROPS FOR SANITARY SEWERS A. Construct Drops with same materials used in main pipe unless otherwise indicated on Plans or approved by the Engineer. Install a Drop when a sewer line enters a manhole higher than 30-inches above the invert of the manhole. All drops must be interior drops. B. Terminate encasement of blind drops a minimum of 5 inches below top of bell and not less than 12 inches above top of next lower bell. Install approved plug at bell. 3.08 MANHOLE FRAME AND ADJUSTMENT RINGS A. Combine precast concrete adjustment rings so that the elevation of the installed casting cover is 3/8 inch below the pavement surface. Seal between adjustment ring and the manhole top with non-shrink grout; do not use mortar between adjustment rings. Apply a latex-based bonding agent to concrete surfaces to be joined with non-shrink grout. Set the cast iron frame on the adjustment ring in a bed of approved sealant. The sealant bed shall consist of two beads of sealant, each bead having minimum dimensions of 1/2-inch and 3/4-inch wide. B. For manholes in unpaved areas,top of frame shall be set a minimum of 6 inches above existing ground line unless otherwise indicated on Plans. In unpaved areas,encase the manhole frame in mortar or non-shrink grout placed flush with the face of the manhole ring and the top edge of the frame. Provide a rounded corner around the perimeter. 3.09 BACKFILL A. Place and compact backfill materials in the area of excavation surrounding manholes in accordance with requirements of Section 02318 — Excavation and Backfill for Utilities. Use embedment zone backfill material,as specified for the adjacent utilities, from manhole foundation up to an elevation 12 inches over each pipe connected to the manhole. Provide trench zone backfill,as specified for the adjacent utilities,above the embedment zone backfill. B. Where rigid joints are used for connecting existing sewers to the manhole, backfill under the existing sewer up to the spring-line of the pipe with Class B concrete or flowable fill. 3.10 MANHOLE WALL CLEANING A. The floor and interior walls of the manhole shall be thoroughly cleaned and made free of all foreign materials including dirt, grit, roots, oils, grease, sludge, incompatible existing coatings,waxes,form release,curing compounds,efflorescence,sealers,salts, or other contaminants which may affect the performance and adhesion of the coating to the substrate. 05/2013 02542- 12 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 1. High pressure water blasting with a minimum of 3,500 psi shall be used to clean free all foreign material within the manhole 2. When grease and oil are present within the manhole,an approved detergent or muriatic acid ased rally with the high pressure cleaning water. 3. All materials resultingshllbe ufrom the integcleaning of the manhole shall be removed prior to application of the coating. 4. All loose grout, ledges, steps and protruding ledges shall be removed to provide an even surface prior to application of coating. B. Prevent any foreign material from entering the adjoining pipes. Remove droppings of foreign and wall sealant materials before they harden on the bottom of the manhole. C. No separate pay shall be made for this item. Include cost for sealing in the unit price for manholes. D. Manufacturer's representative shall be available at all times on site to answer questions and approve manhole preparation work prior to lining. 3.11 MANHOLE WALL SEALING A. Seal active leaks in the manhole structure by using non-shrink grout. ' B. Remove loose or defective wall material. Wipe or brush surface clean prior to the application of hydraulic cement C. Drill weep holes at bottom of manhole walls to relieve hydrostatic pressure to stop leaks. Plug pressure relief holes after leaks are stopped using hydraulic cement materials. Lead wool may also be used to plug large leaks. D. Repair wide cracks,or holes with quickset mortars. Follow manufacturer's application procedures. E. Shape manhole inverts before wall sealing work. Apply concrete to cleaned manhole benches as specified in Section 03300. F. After all active leaks have been stopped, clean and prepare walls for application of selected liner material. G. Properly apply the sealing compound to provide the minimum required uniform coating to the wall surface. H. Prevent any foreign material from entering the adjoining pipes. Remove droppings of foreign and wall sealant materials before they harden on the bottom of the manhole. 05/2013 02542- 13 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES I. Strictly follow product manufacturer's published technical specifications and recommendations for surface preparation, application and proportioning. 3.12 FIELD QUALITY CONTROL A. Conduct leakage testing of manholes in accordance with requirements of Section 02530—Gravity Sanitary Sewers. Vacuum test shall be completed prior to coating of the manhole. 3.13 INSPECTION A. After manhole wall sealing has been completed, visually inspect the manhole in the presence of Engineer. Check for cleanliness and for elimination of active leaks. B. At completion of manhole construction, assist Engineer in verifying installation of minimum coating thickness of concrete liner. Test several points on the manhole wall. Repair verification points prior to final acceptance for payment. C. During application of corrosion resistant liner, a wet film thickness gauge, meeting ASTM D4414, shall be used. Measurements shall be taken,documented and attested by the Contractor for submission to the Owner. D. At completion of manhole construction, assist Engineer in inspection of installation. 3.14 TESTING A. After the coating product(s)have set in accordance with manufacturer's instructions, all surfaces shall be inspected for holidays with high-voltage holiday detection equipment. Reference NACE RPO 188-99 for performing holiday detection. All detected holidays shall be marked and repaired by abrading the coating surface with grit disk paper or other hand tooling method. After abrading and cleaning, additional coating can be hand applied to the repair area. All touch-up/repair procedures shall follow the coating manufacturer's recommendations. Documentation on areas tested, results and repairs made shall be provided to Owner by Contractor. B. Visual inspection shall be made by the Project Engineer and/or Inspector. Any deficiencies in the finished coating shall be marked and repaired according to the procedures set forth herein by Contractor. 3.15 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. 05/2013 02542- 14 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 3.16 PROTECTION OF THE WORK A. Protect Manholes from damage until subsequent work has been accepted. B. Repair or replace damaged elements of Manholes at no additional cost to the Owner. C. In unpaved areas,provide positive drainage away from manhole frame to natural grade. END OF SECTION 05/2013 02542- 15 of 15 THERMOPLASTIC City of Pearland PAVEMENT MARKING 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. Page 1 of 2 THERMOPLASTIC City of Pearland PAVEMENT MARKING 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 Page 2 of 2 CITY OF PEARLAND FRAMES, GRATES, RINGS,AND COVERS Section 02603 FRAMES, GRATES,RINGS,AND COVERS 1.0 GENERAL . 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. 12/2015 02603 - 1 of 3 CITY OF PEARLAND FRAMES, GRATES, RINGS,AND COVERS 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 PRODUCTS 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. 12/2015 02603 -2 of 3 CITY OF PEARLAND FRAMES, GRATES, RINGS,AND COVERS 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 EXECUTION 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 12/2015 02603 -3 of 3 CITY OF PEARLAND STORM SEWERS Section 02630 STORM SEWERS • 1.0 GENERAL 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" 5/2013 02630- 1 of 12 CITY OF PEARLAND STORM SEWERS 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. 5/2013 02630-2 of 12 CITY OF PEARLAND STORM SEWERS 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 PRODUCTS 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-M. 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. 5/2013 02630-3 of 12 CITY OF PEARLAND STORM SEWERS 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. 5/2013 02630-4 of 12 CITY OF PEARLAND STORM SEWERS 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 '/2 inches wide for 2 z/3 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 1/4 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. 5/2013 02630-5 of 12 CITY OF PEARLAND STORM SEWERS 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. 5/2013 02630-6 of 12 CITY OF PEARLAND STORM SEWERS 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. 5/2013 02630-7 of 12 CITY OF PEARLAND STORM SEWERS 3.0 EXECUTION 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. 5/2013 02630-8 of 12 CITY OF PEARLAND STORM SEWERS 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 CLEAR DISTANCE BETWEEN PIPES PIPE ARCH OF PIPE FULL CIRCLE AND 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 5/2013 02630-9 of 12 CITY OF PEARLAND STORM SEWERS 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 4e 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 immediatelyafter 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. 5/2013 • 02630- 10 of 12 CITY OF PEARLAND STORM SEWERS 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. 5/2013 02630- 11 of 12 CITY OF PEARLAND STORM SEWERS 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 5/2013 02630- 12 of 12 CITY OF PEARLAND PRECAST INLETS, HEADWALLS, AND WINGWALLS Section 02631 PRECAST INLETS,HEADWALLS,AND WINGWALLS 1.0 GENERAL 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% ") 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. 5/2013 02631 - 1 of 5 CITY OF PEARLAND PRECAST INLETS, HEADWALLS, AND WINGWALLS 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 PRODUCTS 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: 5/2013 02631 -2 of 5 CITY OF PEARLAND PRECAST INLETS, HEADWALLS, AND WINGWALLS 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. Regardlessof 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 maybe 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. 5/2013 02631 -3 of 5 CITY OF PEARLAND PRECAST INLETS,HEADWALLS, AND WINGWALLS 3.0 EXECUTION 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. 5/2013 02631 -4 of 5 CITY OF PEARLAND PRECAST INLETS,HEADWALLS, AND WINGWALLS 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 5/2013 02631 -5 of 5 CITY OF PEARLAND ADJUSTING MANHOLES,INLETS,AND VALVE BOXES Section 02633 ADJUSTING MANHOLES,INLETS,AND VALVE BOXES 1.0 GENERAL 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 PRODUCTS 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. 07/2006 02633- 1 of 3 CITY OF PEARLAND ADJUSTING MANHOLES,INLETS,AND VALVE BOXES 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 EXECUTION 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. 07/2006 02633-2 of 3 CITY OF PEARLAND ADJUSTING MANHOLES,INLETS,AND VALVE BOXES 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 pipetop 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 07/2006 02633-3 of 3 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS Section 02634 DUCTILE IRON PIPE AND FITTINGS 1.0 GENERAL 1.01 SECTION INCLUDES A. Ductile iron pipe and fittings for water mains,wastewater force mains,gravity sanitary sewers, and storm sewers. B. References to Technical Specifications: 1. Section 01350—Submittals 2. Section 02676—Hydrostatic Testing of Pipelines 3. Section 02533 —Sanitary Sewage Force Mains 4. Section 02630—Polyethylene Wrap 5. Section 02510—Water Mains 6. Section 02530—Gravity Sanitary Sewers C. Referenced Standards: 1. American National Standards Institute (ANSI) a. ANSI A21.51, Ductile-Iron Pipe Centrifugal Cast, in Metal Molds b. ANSI A21.11, Rubber Gasket Joints Cast and Ductile Iron Press Pipe c. ANSI A21.15, Flanged Cast and Ductile Iron d. ANSI A21.50, Thickness Design of Ductile Iron Pipe e. ANSI A21.10, Cast Iron and Ductile Iron Fittings,2 thru 48 in./Water f. ANSI B16.1, Cast Iron Pipe Flanges and Flanged Fittings g. ANSI A21.53, Ductile-Iron Compact Fittings for-Water Service h. ANSI A21.4, Cement-Mortar lining/Cast and Ductile Iron Pipe and Fittings 2. American Water Works Association(AWWA) a. AWWA C111 Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings b. AWWA C110 Ductile-Iron and Gray Iron Fittings for Water c. AWWA C153 Ductile-Iron Compact Fittings for Water Service d. AWWA C600 Installation for Ductile-Iron Water Mains and Their Appurtenances 3. Steel Structures Painting Council (SSPC) a. SSPC-SP 6, Commercial Blast Cleaning 4. American Society for Testing and Materials (ASTM) 5/2013 02634- 1 of 5 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS a. ASTM G 62,"Standard Test Method for Holiday Detection in Pipeline Coatings" b. ASTM D 1248, "Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable" 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item,no separate payment will be made,for ductile iron pipe and fittings under this Section. Include cost in Bid Items for Water Mains, Sanitary Sewage Force Mains,Gravity Sanitary Sewers, and Storm Sewers. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B. Submit Shop Drawings showing design of new pipe and fittings indicating alignment and grade, laying dimensions, fabrication, fitting, flange, and special details. Show station numbers for pipe and fittings corresponding to Plans. Production of pipe and fittings prior to review by the Engineer is at Contractor's risk. 1.04 QUALITY CONTROL A. Provide manufacturer's certifications that all ductile iron pipe and fittings meet provisions of this Section and have been hydrostatically tested at factory and meet requirements of ANSI A21.51. B. Provide certifications that all pipe joints have been tested and meet requirements of ANSI A21.11. 2.0 PRODUCTS 2.01 DUCTILE IRON PIPE A. Ductile iron pipe barrels: ANSI A21.15,ANSI A21.50 or ANSI A21.51;bear mark of Underwriters'Laboratories approval. B. ` Provide pipe sections in standard lengths,not less than 18 feet long,except for special fittings and closure sectionsasindicated on Shop Drawings. C. Unless otherwise shown on Drawings,use minimum Pressure Class 250 for waterlines or thickness Class 52 for waterlines in casing or augered hole. Provide minimum thickness Class 52 for sanitary sewers. Provide minimum Pressure Class 350 for flanged pipe. 5/2013 02634-2 of 5 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS 2.02 JOINTS A. Joint types: ANSI A21.11 push-on;ANSI A21.11 mechanical joint;or ANSI A21.15 flanged end. Provide push-on joints unless otherwise indicated on the Plans or required by these specifications.For bolted joints,bolts shall conform to requirements of AWWA C111. B. Where restrained joints for buried service are required by Plans, provide one of the following, or Approved Equal (restrained joints shall be polyethylene wrapped): 1. Super-Lock Joint by Clow Corporation. 2. Flex-Ring or Lok-Ring by American Cast Iron Pipe Company. 3. TR-Flex Joint by U.S. Pipe and Foundry Company. 4. EBAA IRON MEGALUG Mechanical Joint Restraint. C. Threaded or grooved type joints which reduce pipe wall thickness below minimum required are not acceptable. D. Provide for restrained joints designed to meet test pressures required under Section 02676 - Hydrostatic Testing of Pipelines or Section 02533— Sanitary Sewage Force Mains, as applicable. E. Where ductile iron water main is cathodically protected from corrosion,bond rubber • gasketed joints as shown on Plans to provide electrical continuity along entire pipeline, except where insulating flanges are required by Plans. 2.03 GASKETS A. Furnish, when no contaminant is identified, plain rubber (SBR) gasket material; for flanged joints 1/8-inch thick gasket in accordance with ANSI A21.15. B. Pipes to be installed in potentially contaminated areas,especially where free product is found near the elevation of the proposed pipeline, shall have the following gasket materials for the noted contaminants: CONTAMINANT GASKET MATERIAL REQUIRED Petroleum(diesel, gasoline) Nitrile Rubber,Nitrile Rubber, FKM Viton Type Gasket(ASTM 1418) Other contaminants As recommended by the pipe manufacture 5/2013 02634-3 of 5 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS 2.04 FITTINGS A. Use fittings of same size as pipe. Reducers are not permitted to facilitate an off-size fitting. Reducing bushings are also prohibited. Make reductions in piping size by reducing fittings. Line and coat fittings as specified for pipe they serve. B. Push-on Fittings will not be allowed above grade. C. Flanged Fittings: ANSI A21.10; ANSI B16.1 cast or ductile iron. Flanges: ANSI B16.1, Class 125;pressure rated at 250 psig. D. Mechanical Joint Fittings: ANSI A21.10 (AWWA C110);pressure rated at 250 psi. E. Ductile Iron Compact Fittings for Water Mains:ANSI A21.53 (AWWA C153);4-inch through 12-inch diameter; cement-mortar lining; conform to requirements of Section 02630—Polyethylene Wrap. 2.05 COATINGS AND LININGS A. Water Main Interiors: ANSI A21.4, cement lined with seal coat. B. Sanitary Sewer and Force Main Interiors: 1. Preparation: Commercial blast cleaning conforming to SSPC-SP6. 2. Liner thickness: Nominal 40 mils,minimum 35 mils, for pipe barrel interior; minimum 6- 10 mils at gasket groove and outside spigot end to 6-inches back from end. 3. Testing: ASTM G 62, Method B for voids and holidays; provide written certification. 4. Acceptable Lining Materials: a. Virgin polyethylene conforming to ASTM D 1248, with inert fillers and carbon black to resist ultraviolet degradation during storage heat bonded to interior surface of pipe and fittings;"Polyline"by American Cast Iron Pipe Company; or Approved Equal. b. Polyurethane: Corro-pipe II by Madison Chemicals. c. Ceramic Epoxy: Protecto-401 by Enduron Protective Coatings. C. Sanitary Sewer Point Repair Pipe: For pipes which will be lined with high density polyethylene,liner pipe or cured-in-place liner,provide cement-lined with seal coat in accordance with ANSI A21.4. For pipes which will not be provided with named liner, provide pipe as specified in this Section, 2.05B "Sanitary Sewer and Force Main Interiors". 5/2013 02634-4 of 5 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS D. Exterior: Prime coat and outside asphaltic coating conforming to ANSI A21.10,ANSI A21.15, or ANSI A21.51 for pipe and fittings in open cut excavation and in casings. E. Polyethylene Wrap: For buried water lines and sanitary sewers, including point repairs, provide polyethylene wrap unless otherwise specified or shown. Provide Polyethylene Wrap for all buried ductile iron pipe,including polyurethane coated pipe. F. For flanged joints in buried service,provide petrolatum wrapping system, Denso, or Approved Equal, for the complete joint and all alloy steel fasteners. Alternatively, provide bolts made of Type 304 Stainless Steel. G. Pipe to be installed in potentially contaminated areas shall have coatings and linings recommended by the manufacturer as resistant to the contaminants. 2.06 MANUFACTURERS A. Pre-approved manufacturers of ductile iron are American Cast Iron Pipe Co.,McWane Cast Iron Pipe Co., and U. S. Pipe and Foundry Co. 3.0 EXECUTION 3.01 INSTALLATION A. Conform to installation requirements of Section 02510—Water Mains,Section 02530 —Gravity Sanitary Sewers,and Section 02533—Sanitary Sewage Force Mains,except as modified in this Section. B. Install in accordance with AWWA C600 and manufacturer's recommendations. C. Install all ductile iron pipe in polyethylene wrap, unless cathodic protection is provided. Do not use polyethylene wrap with a cathodic protection system. 3.02 GRADE A. Unless otherwise specified on Plans,install ductile iron pipe for water service to clear utility lines with following minimum cover: DIAMETER DEPTH OF COVER (INCHES) (FEET) 16 and 24 5 12 and smaller 4 END OF SECTION 5/2013 02634-5 of 5 CITY OF PEARLAND STEEL PIPE AND FITTINGS Section 02635 STEEL PIPE AND FITTINGS 1.0 GENERAL 1.01 SECTION INCLUDES A New steel pipe and fittings for water mains, pumping facilities, and casings. B References to Technical Specifications: 1. Section 01350—Submittals 2. Section 02636—Polyurethane Coatings on Steel or Ductile Iron Pipe 3. Section 02510—Water Mains C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM A 36, "Standard Specification for Carbon structural Steel" b. ASTM A 570, "Standard Practice for Roof System Assemblies Employing Steel Deck, Performed Roof Insulation, and Bituminous Built-Up Roofing" c. ASTM A 53, "Standard Specification for Pipe, Steel, Black and Hot- Dipped, Zinc-Coated, Welded and Seamless" d. ASTM A 135,"Standard Specification for Electric-Resistance-Welded Steel Pipe" e. ASTM A 139, "Standard Specification for Electric-Fusion (arc)- Welded Steel Pipe (NPS 4 and Over)" f. ASTM C 150, "Standard Specification for Portland Cement" g. ASTM C 33, "Standard Specification for Concrete Aggregates" h. ASTM D 512, "Standard Test Method for Chloride Ion in Water" i. ASTM D 1293, "Standard Test Method for pH of Water" j. ASTM D 4541, "Standard Test Method for Pull-Off Strength of Coatings Using Portable Adhesion Testers" 2. American Water Works Association (AWWA) a. AWWA C200 Steel Water Pipe—6 in. and Larger b. AWWA C206 Field Welding of Steel Water Pipe c. AWWA Ml1 Steel Water Pipe: A Guide for Design and Installation, Fourth Edition d. AWWA C207 Steel Pipe Flanges for Waterworks Service—Sizes 4 in. Through 144 in. e. AWWA C214 Tape Coating Systems for the Exterior of Steel Water Pipelines f. AWWA C210 Liquid-Epoxy Coating Systemg for the Interior and Exterior of Special Sections,Connections,and Fittings for Steel Water Pipelines 02/2008 02635- 1 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS g. AWWA C205 Cement-Mortar Protective Lining and Coating for Steel Water Pipe—4 in. and Larger—Shop Applied h. AWWA C602 Cement-Mortar Lining of Water Pipelines in Place-4 in. and Larger i. AWWA C209 Cold-Applied Tape Coatings for the Exterior of Special Sections, Connections, and Fittings for Steel Water Pipelines 3. American National Standards Institute (ANSI) 4. National Sanitation Foundation (NFS) 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for steel pipe and fittings under this Section. Include cost in Bid Items for water mains, pumping facilities and casings. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit Shop Drawings for aerial crossings and water plant/facilities. Include design of new pipe and fittings indicating alignment and grade,laying dimensions,lining and coating systems,proposed welding procedures,fabrication,fitting,flange,and special details. C Show station numbers for pipe and fittings corresponding to Plans. 1.04 QUALITY CONTROL • A Provide manufacturer's certifications that all pipe and fittings have been hydrostatically tested at factory in accordance with AWWA C200, Section 3.4. B Provide manufacturer's affidavits that polyurethane coatings,linings and tape coatings comply with applicable requirements of this Section and that coatings were applied and allowed to cure at a temperature 5 degrees above the dew point. C Provide manufacturer's affidavits that mortar coatings and linings comply with applicable requirements of this Section and that linings were applied and allowed to cure at a temperature above 32 degrees F. D Prior to work being started, provide proof of certification of qualification for all welders employed for type of work,procedures and positions involved. Qualifications shall be in accordance with AWWA C206. E Production of pipe and fittings prior to review by the Engineer shall be at Contractor's risk. 02/2008 02635 -2 of 10 CITY OF PEARLAND . STEEL PIPE AND FITTINGS 2.0 PRODUCTS 2.01 STEEL PIPE A Provide steel pipe designed and manufactured in conformance with AWWA C200 and AWWA Ml1 except as modified herein. Steel shall be minimum of ASTM A 36, ASTM A 570 Grade 36, ASTM A 53 Grade B, ASTM A 135 Grade B, or ASTM A 139 Grade B. B Minimum Allowable Steel-Wall Thickness: In accordance with following table for HS-20 live loads and depths of bury of up to 16 feet and AWWA C200 new uncoated welded steel. CASING PIPE (ENCASEMENT SLEEVES) CASING MINIMUM WALL APPROXIMATE WEIGHT PIPE SIZE PER O.D. THICKNESS LINEAR FOOT UNCOATED 8" 8.625" 0.219" 19.64 10" 10.75" 0.219" • 24.60 12" 12.75" 0.219" 29.28 14" 14.00" 0.219" 32.00 16" 16.00" 0.219" 36.86 20" 20.00" 0.250" 52.73 24" 24.00" 0.250" 63.41 30" 30.00" 0.250" 79.43 C Provide pipe sections in lengths of no less than 20 feet except as required for special fittings or closure sections. D Fittings: Factory forged for sizes 4 inches through 24 inches; long radius bends; beveled ends for field butt welding; wall thickness: equal to or greater than pipe to which fittings is to be welded; unless otherwise shown on the Plans. E Joints: 1. Standard field joint for steel pipe; including casings: AWWA C206. a. Single-welded, lap joint. b. Double-welded, butt joint. 2. Provide mechanically coupled or flanged joints where required for valves and fittings, and as shown on Plans. Flanges: AWWA C207, Class D; same diameter and drilling as Class 125 cast iron flanges, ASA B16.1. Maintain electrically isolated flanged joints between steel and cast iron by using epoxy- 02/2008 02635-3 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS coated bolts, nuts, washers and insulating type gasket unless otherwise approved by Engineer. F Make curves and bends by use of beveled joints unless otherwise indicated on Plans. Contractor may submit details of other methods of providing curves and bends for consideration by the Engineer. If other methods are deemed satisfactory,install at no additional cost to Owner. G Provide shop coated and shop lined steel pipe with minimum of one coat of shop applied primer approved for use in potable water transmission on all exposed steel surfaces. Primer for tape coated steel pipe to be used for field-applied coatings shall have no less than 5 percent solids. Provide primer compatible with coating system and in accordance with coating manufacturer's recommendations. H Standard or Special Sections: Within 1/8 inch + of specified or theoretical lengths. Flanges: Square with pipe with bolt holes straddling both horizontal and vertical axis. Provide 1/2-inch gap between pipe ends where pipe is to be coupled with sleeve couplings. 2.02 EXTERNAL COATING SYSTEMS FOR BURIED STEEL PIPE A General: Supplied with either tape coatings as specified herein. 1. Tape Coating: AWWA C214; 80-mil,shop-applied,Polyken YG-III,Tek-Rap Yard-Rap,or equal,except as modified herein. Components: primer,one 20- mil layer of inner-layer tape for corrosion protection and two 30-mil layers of outer-layer tape for mechanical protection. Primer: compatible with tape coating, supplied by coating-system manufacturer. Provide pipe with shop coatings cut back from joint ends to facilitate joining and welding of pipe. Taper successive tape layers by 1-inch staggers to facilitate field wrapping of joints. Cut back approximately 4 to 4-1/2 inches to facilitate welding. Inner and outer tape widths: DIAMETER TAPE WIDTH 4"—6" 6" 8"— 12" 9" 14"— 16" 12" 18"—24" 18" 2.03 EXTERNAL COATING SYSTEM FOR STEEL PIPE IN TUNNEL, CASING OR AUGER HOLES A Provide exterior coating system of pipe in augered holes or casing, without annular grout, as specified in Section 02636—Polyurethane Coatings on Steel or Ductile Iron Pipe. No additional exterior coating is required for mortar coated pipe. 02/2008 02635 -4 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS 2.04 EXTERNAL COATING SYSTEM FOR STEEL PIPE INSTALLED ABOVEGROUND (OR EXPOSED) A Provide a 3-coat epoxy/polyurethane coating system as designated below. Surface Preparation SSPC SP10 Near White Blast Clean 2.0 to 3.0 mils surface profile Prime Coat ACRO 4422 Inhibitive Epoxy Primer, or approved equal 2.0 to 4.0 mils DFT Intermediate Coat ACRO 4460 Chemical Resistant Epoxy, or approved equal 4.0 to 6.0 mils DFT Finish Coat ACRO 4428 Polyurethane, or approved equal 1.5 to 2.0 mils DFT B Total minimum allowable dry film thickness for system: 10 mils. C All materials shall be from same manufacturer. 2.05 INTERNAL LINING SYSTEMS FOR STEEL PIPE A General: Supply steel pipe with either epoxy lining or shop applied cement mortar lining,capable of conveying water at temperatures not greater than 140°F.All linings shall conform to American National Standards Institute/National Sanitation Foundation (ANSI/NFS) Standard 61 and certified by an organization accredited by ANSI. Unless otherwise noted, coat all exposed (wetted) steel parts of flanges, blind flanges, bolts, access manhole covers, etc., with epoxy lining, as specified herein. B Epoxy Lining: AWWA C210 - White, or approved equal for shop and field joint applied, except as modified herein. 1. Surface Preparation: SSPC-SP-10(64);Near White Blast Clean;2.0 to 3.0 mils surface profile. 2. Prime Coat:, ACRO 4460 NSF Certified Epoxy-Buff;4.0 to 6.0 mils DFT or approved equal. 3. Intermediate Coat: ACRO 4460 NSF Certified Epoxy- Buff: 4.0 to 6.0 mils DFT or approved equal. 4. Finish Coat: ACRO 4460 NSF Certified Epoxy-White 4.0 to 6.0 mils DFT or approved equal. 5. Minimum allowable dry film system thickness: 12.0 mils. 6. Maximum allowable dry film system thickness: 18.0 mils. 7. Minimum field adhesion: 700 psi. 8. Dry film thicknesses for approved alternate products in accordance with the product manufacturer's recommendations. 9. The lining system may consist of three or more coats of the same approved alternate epoxy lining without the use of a separate primer. 02/2008 02635 -5 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS 10. Provide materials from the same manufacturer. C Shop Applied Cement Mortar Lining: AWWA C205; shop-applied, cement mortar linings, except as specified herein 3/8 inch minimum thickness for pipe diameters 24 inches and smaller.Pipe with cut back lining from joint ends no more than 2 inches to facilitate joining and welding of pipe. 2.06 MORTAR FOR EXTERIOR JOINTS A Cement Mortar: One part cement to two parts of fine, sharp clean sand; mix with water to a consistency of thick cream. B Portland Cement: ASTM C 150, Type II. C Sand: 1. Inside joints: AWWA C602; fine graded natural sand. 2. Outside joints: ASTM C 33; natural sand with 100 percent passing No. 16 sieve. D Water: total dissolved solids less than 1000 mg/l;ASTM D 512 chloride ions less than 100 mg/1 for slurry and mortar cure; ASTM D 1293 pH greater than 6.5. 3.0 EXECUTION 3.01 PIPING INSTALLATION A Conform to applicable provisions of Section 02510—Water Mains except as modified herein. 3.02 EXTERNAL COATING SYSTEM FOR BURIED STEEL PIPE A Tape Coating System: 1. Inspect pipe, prior to shipment, for holidays and damage to coating. Perform electrical holiday test of minimum of 6,000 volts with a 60 cycle current audio detector. If test indicates no holidays and outer wrap(s) is torn, remove damaged layers of outer wrap by carefully cutting with sharp razor-type utility knife. Wash with Xylol area to be patched and at least 4 inches of undamaged tape where hand-applied tape wrap will overlap. AWWA C209 cold-applied tape; compatible with tape-wrapping system applied for each layer of outer- wrap tape that has been removed. If damaged area shows holiday when tested, remove outer layers and expose inner wrap. Prime exposed area and overlaps with light coat of primer. Firmly press into place patch of inner wrap of sufficient size to extend 4 inches from holidays in all directions. Holiday test patch to verify that it is installed satisfactorily. Retrim outer layer of tape to expose first wrap of outer-wrap tape sufficiently to allow minimum lap of 2 inches in all directions. Wash exposed outer wrap tape with Xylol and prime. Apply two layers of AWWA C209 outer wrap with 35 mils minimum thickness. 02/2008 02635 -6 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS 2. Regardless of results of electrical holiday test,bubbles in tape coating system are not allowed. Cut out bubbles and patch as detailed above. 3. Field repairs and applications of coatings: AWWA C209 around joint cutbacks except as modified herein. Field-welded joints: clean shop-primed ends of weld splatter, damaged primer and rust to achieve required surface preparation prior to field repair of linings and coatings. a. Immediately prior to placing joint in trench, remove shop-applied primer by abrasive blasting,solvent or other method as approved by the Engineer. Avoid damage to adjacent existing coatings. Clean surfaces to achieve surface preparation at least equivalent to SSPC SP6 in accordance with AWWA C209. Solvent: environmentally safe and compatible with coating-system primer. b. Apply primer immediately_Iprior to application of first layer of tape to achieve maximum bond. Apply tape while primer is still"tacky"with 3-inch minimum overlap over shop-applied coating. 4. Do not expose tape coatings to harmful ultraviolet light for more than 90 days. Discard (remove) and replace outer layer of tape coating when exposure exceeds 90 days. In case of factory applied coatings,remove joint from site for removal and reapplication of outer layer of tape coatings. B At Owner's option,coating system and application may be tested and inspected at plant site in accordance with AWWA C214. C Cement Mortar Coating: AWWA C205; 1-inch minimum thickness; cut back from joint ends no more than 2 inches to facilitate joining and welding of pipe. 3.03 EXTERNAL COATING SYSTEM FOR STEEL PIPE INSTALLED ABOVEGROUND, IN VAULTS, TUNNELS OR CASINGS, AND INTERNAL LINING FOR ALL INSTALLATIONS A Cement Mortar Lining: AWWA C205; 1/2-inch minimum thickness; cut back from joint ends to facilitate joining and welding of pipe. B Safety: Paints,coatings,and linings specified herein are hazardous materials. Vapors may be toxic or explosive. Protective equipment, approved by appropriate regulatory agency, is mandatory for all personnel involved in painting, coating, and lining operations. C Workmanship: 1. Application: By qualified and experienced workers who are knowledgeable in surface preparation and application of high-performance industrial coatings. 2. Paint Application Procedures: SSPC Good Painting Practices, Volume 1. D Surface Preparation: 1. Prepare all surfaces for painting with abrasive blasting. 2. Schedule cleaning and painting so that detrimental amounts of dust or other contaminants do not fall on wet,newly-painted surfaces. Protect surfaces not intended to be painted from effects of cleaning and painting operations. 02/2008 02635-7 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS 3. Prior to blasting, clean surfaces to be coated or lined of grease, oil and dirt by steaming or detergent cleaning in accordance with SSPC SP1. 4. Metal and Weld Preparation: Remove all surface defects such as gouges,pits, welding and torch-cut slag, welding flux and spatter by grinding to 1/4-inch minimum radius. 5. Abrasive Material: a. Blast only as much steel as can be coated same day of blasting. b. Use sharp, angular, properly-graded abrasive capable of producing depth of profile specified herein. Transport abrasive to jobsite in moisture-proof bags or airtight bulk containers. Copper slag abrasives are not acceptable. c. After abrasive blast cleaning, verify surface profile with replica tape such as Tes-Tex Coarse or Extra Coarse Press-O-Film Tape, or approved equal. Furnish tapes to Owner for filing and future reference. d. Do not blast if metal surface may become wet before priming commences, or when metal surface is less than 5 degrees F above dew point. 6. Remove all dust and abrasive residue from freshly blasted surfaces by brushing or blowing with clean, dry air. E Coating and Lining Application: 1. Environmental Conditions: Do not apply coatings or linings when metal temperature is less than 50 degrees F;when ambient temperature is less than 5 degrees F above dew point; when expected weather conditions are such that ambient temperature will drop below 40 degrees F within 6 hours after application of coating;or when relative humidity is above 85 percent. Measure relative humidity and dew point by use of sling psychrometer in conjunction with U.S. Department of Commerce Weather Bureau Psychometric Tables. Provide dehumidifiers for all field-applied coatings and linings to maintain proper humidity levels. 2. Application Procedures: a. Apply coatings and linings in accordance with manufacturer's recommendations and requirements of this Section. Provide a finish free of runs, sags, curtains,pinholes, orange peel, fish eyes, excessive overspray or de-laminations. b. Thin materials only with manufacturer's recommended thinners. Thin only amount required to adjust viscosity for temperature variations, proper atomization and flow-out. Mix material components using mechanical mixers. c. Discard catalyzed materials remaining at end of day. 3. Apply primer immediately after surface has been cleaned. Thoroughly dry pipe before primer is applied. Apply succeeding coats before contamination of under surface occurs. 4. Allow each coat of paint either to dry or cure amount of time recommended by coating or lining manufacturer before successive coats of paint are applied. Apply all successive coats of paint within recoat threshold time as 02/2008 02635 -8 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS recommended by coating or lining manufacturer on printed technical data sheets or through written communications. 3.04 INSPECTION A Procure services of an independent testing laboratory or inspection service, approved by the Engineer, to perform tests on all portions of coating and lining applications. Laboratory shall supply services of NACE Certified Coatings Inspectors having Level III Certification for all coating and linings inspection work. Include cost of such testing in contract unit price bid for water main. Furnish copies of all test reports to the Engineer for review. If defective coatings or lining are revealed,cost of repair and testing of repair will be paid for by Contractor. The Engineer shall have full and final decision as to suitability of all coatings and linings tested. B For all field applied coatings and linings,including joints,notify Owner sufficiently in advance of work so that Owner can perform examination of and acceptance of surface preparation and application of each coat prior to application of next coat. Furnish appropriate test data to Owner verifying compliance with requirements of this Section of each coat prior to proceeding with next coat. Recoat or repair runs, overspray, roughness and/or abrasives in coating, or other indications of improper application in accordance with coating or lining manufacturer's and the Engineer's instructions. C Repairs, surface preparation and painting will be subject to inspection by Owner. Guidelines published by Steel Structures Painting Council will be used as basis for acceptance or rejection of cleaning, painting or coating application. SSPC VISI, Pictoral Surface, along with single-probe magnetic pull-off type dry film thickness gages,electrical holiday detectors, and standard wet film thickness gages will be used to determine acceptability of paint applications. D Check film thickness with nondestructive magnetic pull-off gage such as Mikrotest Model DFG-100 or electronic thickness gage. National Bureau of Standards certified thickness calibration plates will be used to verify accuracy of thickness gage. Determine maximum and minimum thickness in accordance with SSPC PA2 for frequency and method. Evaluate each length of pipe under SSPC PA2. Consider each field joint area separate and discrete for purpose of DFT measurements. Perform five spot DFT measurements on each field joint area (15 individual readings). Check thickness of each individual coat as well as thickness of overall system with respect to compliance with this Section. Failure to meet either overall system thickness requirements or requirements of component coats shall be cause for rejection and recoat or repair of entire joint or length of pipe. E Holiday Test: 1. Begin inspection after coating has sufficiently cured,usually one to five days. (Consult coating manufacturer for specific curing schedule.) 2. Use high-voltage d-c holiday detector such as D.E. Stearns Company Model 14/20 or Tinker & Rasor Model AP/W. Use 1600 volts, plus or minus 100 volts. Use brass brush type electrode. 02/2008 02635-9 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS 3. Ground high-voltage d-c holiday detector to metal being inspected. Earth-type ground tape is not acceptable. Mark detected defects with white chalk,repair and reinspect. 4. Adhesion Tests: ASTM D 4541; pull-off testing using an Elcometer Model 106 Fixed Alignment Adhesion Tester. Adhesion testing may be directed by the Engineer on any length of pipe or joint which exceeds maximum coating thickness limitations specified in this Section. 3.05 COATINGS AND LININGS INSPECTION A Owner reserves right to inspect or acquire service of independent third-party inspector who is fully knowledgeable of, and qualified to inspect, surface preparation and application of high-performance coatings to inspect any and all phases of all coatings and linings work,whether field or shop applied. Contractor responsible for application and performance of coating and lining whether or not Owner provides such inspection. END OF SECTION 02/2008 02635- 10 of 10 CITY OF PEARLAND POLYURETHANE COATING ON STEEL OR DUCTILE IRON PIPE Section 02636 POLYURETHANE COATING ON STEEL OR DUCTILE IRON PIPE 1.0 GENERAL 1.01 SECTION INCLUDES A Two-component polyurethane coating system for use as an internal or external coating for steel or ductile iron pipe. B References to Technical Specifications: 1. Section 01350—Submittals 2. Section 02634 -Ductile Iron Pipe and Fittings 3. Section 02635 —Steel Pipe and Fittings C Referenced Standards: 1. American Water Works Association-(AWWA) a. AWWA C210, Liquid Epoxy Coating Systems for the Interior and Exterior of Steel Water Pipelines 2. American Society for Testing and Materials (ASTM) a. ASTM D 16, "Standard Terminology for Paint, Related Coatings, Materials, and Applications" b. ASTM D 1737, "Standard Guide for Testing Industrial Water- Reducible Coatings" 3. Steel Structures Painting Council (SSPC) a. SSPC-PA 2, Measurement of Dry Paint Thickness with Magnetic Gauges b. SSPC-PA 3, A Guide to Safety in Paint Application c. SSPC-PS Guide 17.00,Guide for Selecting Urethane Painting Systems d. SSPC-SP 1, Solvent Cleaning e. SSPC-SP 10, Near-White Blast Cleaning 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 of polyurethane coatings in Bid Items for steel pipe or ductile iron pipe. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit coating manufacturer's catalog sheets and technical information for approval, prior to delivery of pipe. 07/2006 02636- 1 of 6 CITY OF PEARLAND POLYURETHANE COATING ON STEEL OR DUCTILE IRON PIPE C Obtain from coating manufacturer and submit a coating "affidavit of compliance" to requirements of this Section stating that coatings were applied in factory and in accordance with manufacturer's minimum requirements. 1.04 SAFETY A Secure, from manufacturer, Material Safety Data Sheet (MSDS) for polyurethane coatings and repair materials listed in this Section. B Safety requirements stated in this and related Sections apply in addition to applicable federal, state and local rules and regulations. Comply with instructions of coating manufacturer and requirements of insurance underwriters. C Follow handling and application practices of SSPC-PA Guide 3; SSPC-PS Guide 17.00; Coating Manufacturer's Material Safety Data Sheet. 1.05 DELIVERY, STORAGE, AND HANDLING A Use standard containers to prevent gelling,thickening deleteriously or forming of gas in closed containers within period of one year from date of manufacture. B Label each container of separately packaged component clearly and durably to indicate date of manufacture, manufacturer's batch number, quantity, color, component identification and designated name or formula specification, number of coatings together with special instructions. Do not use coating components older than one year. C Deliver coating materials to pipe manufacturer in sealed containers showing designated name, batch number, color, date of manufacture and name of coating manufacturer. D Store materials on site in enclosures which are out of direct sunlight, and in warm, ventilated, and dry area. E Prevent puncture, inappropriate opening, or other action which may lead to product contamination. 2.0 PRODUCTS 2.01 COATING MATERIAL A Coating Standard: ASTM D 16. B Coating System: Use Type V system which is a 2-package polyisocyanate, polyol- cured urethane coating, mixed in 1:1 ratio at time of application. The components shall be balanced viscosities in their liquid state and not require agitation during use. C Exterior Coating Material: CORROPIPE II-TX and Joint Coating Material CORROPIPE II-PW, manufactured by Madison Chemical Industries, Inc., 5673 Old Dixie Road, Forest Park, Georgia 30050, or approved equal. 07/2006 02636-2 of 6 CITY OF PEARLAND POLYURETHANE COATING ON STEEL OR DUCTILE IRON PIPE D Internal Coating Material: Joint Coating Material CORROPIPE II-PW,manufactured by Madison Chemical Industries, Inc., 5673 Old Dixie Road, Forest Park, Georgia 30050, or approved equal. E Cured Coating Properties: 1. Conversion to Solids by Volume: 97 percent plus or minus 3 percent. 2. Temperature Resistance: Minus 40 degrees F and plus 130 degrees F. 3. Minimum Adhesion: 500 psi,when applied without primer to ductile iron pipe which has been blasted to comply with SSPC-SP 10. 4. Cure Time: For handling in 1 minute at 120 degrees F, and full cure within 7 days at 70 degrees F. 5. Maximum Specific Gravities: Polyisocyanate resin, 1.20. Polyol resin, 1.15. 6. Minimum Impact Resistance: 80 inch-pounds using 1-inch diameter steel ball where coating is applied at 30 mils to ductile iron pipe surface which has been blasted to SSPC No. 10 finish. 7. Minimum Tensile Strength: 2000 psi. 8. Hardness: 55 plus or minus 5 Shore D at 70 degrees F. 9. Flexibility Resistance: ASTM D 1737 using 1-inch mandrel. Allow coating to cure for 7 days. Perform testing on test coupons held for 15 minutes at temperature extremes specified in this Paragraph. 2.02 REPAIR AND TOUCHUP MATERIAL A CORROPIPE II PW (two-component, brush applied, or approved equal). Mix in accordance with coating manufacturer's recommendations. 3.0 EXECUTION 3.01 SURFACE PREPARATION A Remove deposits of oil,grease or other organic contaminates before blast cleaning by using solvent wash as specified in SSPC-PA Guide 3. Clean and dry surfaces making them completely dry, free of moisture, dust, grit, oil, grease or any other deleterious substances prior to application of coating. B Exterior and Interior Surfaces: SSPC-SP10, near-white metal blast cleaning. The blasting shall be done with clean, hard, sharp cutting abrasives with no steel or cast iron shot in the mix. C Ductile Iron Pipe: Prior to the start of production blasting, prepare specimens for a white metal blast and a near-white metal blast using the equipment and abrasives proposed for the work. During preparation of the specimens,the blasting intensity and abrasive shall be changed as necessary to provide the degree of cleaning required by SSPC-SP10,except that the color of the blasted substrate is not expected to match the color of blasted steel. After examination and concurrence by the Engineer, the production blasting may begin. Monitor and control the production blasting so that production pipe surfaces match the surface of the approved blasting specimens. 07/2006 02636-3 of 6 CITY OF PEARLAND POLYURETHANE COATING ON STEEL OR DUCTILE IRON PIPE 3.02 THICKNESS A External Coatings: Minimum DFT of 25 mils (0.025 inch). B Internal Coatings: Minimum DFT of 35 mils. C Thickness Determinations: Use Type 1 magnetic thickness gauge as described in SSP- PA2 specification. Individual readings below 90 percent of specified minimum are not acceptable. Average individual spot readings(consisting of three point measurements within 3 inches of each other) less than 95 percent of minimum are not acceptable. Average of all spot readings less than minimum thickness specified is not acceptable. 3.03 FACTORY APPLICATION OF POLYURETHANE COATING A Equipment: Two-component, 1:1 mix ratio, heated airless spray unit. B Temperature: Minimum 5 degrees F above dew point temperature. The temperature of the surface shall not be less than 60 degrees F during application. C Humidity: Heating of pipe surfaces may be required to meet the requirements of this Section, 2.01E, "Cured Coating Properties", if relative humidity exceeds 80 percent. D Do not thin or mix resins; use as received. Store resins at a temperature above 55 degrees F at all times: E Application: Conform to coating manufacturer's recommendations. Apply directly to substrate to achieve specified thickness. Multiple-pass,one-coat application process is permitted provided maximum allowable recoat time specified by coating manufacturer is not exceeded. F Recoat only when coating has cured less than maximum time specified by coating manufacturer. When coating has cured for more than recoat time, brush-blast or thoroughly sand coating surface. Blow-off cleaning using clean, dry, high pressure compressed air. G Cure at ambient temperature above 0 degrees F. Do not handle pipe until coating has been allowed to cure as follows: AMBIENT MINIMUM FULL TEMPERATURE CURE TIME Over 70 degrees F 7 days 50 to 70 degrees F 9 days • 0 to 50 degrees F 12 days 07/2006 02636-4 of 6 CITY OF PEARLAND POLYURETHANE COATING ON STEEL OR DUCTILE IRON PIPE 3.04 JOINTS A Apply coating to unlined pipe surfaces including inside of bell socket and outside of spigot. B Coating thickness on sealing areas of spigot end of pipe exterior: Minimum 8 mils (0.008 inch),maximum of 10 mils (0.010 inch). Maximum 10 mils may be exceeded in spigot end provided maximum spigot diameter as specified by pipe manufacturer is not exceeded. 3.05 INSPECTION A Engineer may inspect coatings at coating applicator's facilities. B Secure approval of surface preparation by coating manufacturer's representative prior to coating application. C Holiday Inspection: Conform to AWWA C 210, Section 5.3.3.1. Follow coating manufacturer's recommendation. Conduct inspection any time after coating has reached initial cure. Repair in accordance with this Section, 3.07 "Repair and Field Touchup". 3.06 PIPE INSTALLATION A When required by the Engineer,provide services of manufacturer's representative for period of not less than 2 weeks at beginning of actual pipe laying operations to advise Contractor regarding installation including but not limited to handling and storing, cleaning and inspecting,coatings repairs, and general construction methods as to how they may affect pipe coatings. B Use nylon straps, padded lifts and padded storage skids. Field cuts should be kept to minimum. Repair damage to coating due to handling or construction practices. Refer to Section 02634-Ductile Iron Pipe and Fittings and Section 02635—Steel Pipe and Fittings for additional requirements. C Just before each section of pipe is to be placed into the trench, conduct a visual and holiday inspection. Defects in the coating system shall be repaired before the pipe is installed. 3.07 REPAIR AND FIELD TOUCHUP A Apply repair and touchup materials in conformance with factory application of polyurethane coating requirements specified in this Section, excluding equipment requirements. B Repair Procedure- Holidays: 1. Remove traces of oil, grease, dust, dirt, and other deleterious materials 2. Roughen area to be patched by sanding with rough grade sandpaper(40 grit). 07/2006 - 02636-5 of 6 CITY OF PEARLAND POLYURETHANE COATING ON STEEL OR DUCTILE IRON PIPE 3. Apply one coat of repair material described above. Work repair material into scratched surface by brushing. C Repair Procedure -Field Cuts or Large Damage: 1. Remove burrs from field cut ends or handling damage and smooth out edge of polyurethane coating. 2. Remove traces of oil, grease, dust, dirt, and other deleterious materials 3. Roughen area to be patched with rough grade sandpaper (40-grit). Feather edges and include overlap of 1 inch to 2 inches of roughened polyurethane in area to be patched. 4. Apply thick coat of repair material described above. Work repair material into scratched surface by brushing. Feather edges of repair material into prepared surface. Cover at least 1 inch of roughened area surrounding damage, or adjacent to field cut. D Repair Procedure - Thermite Brazed Connection Bonds: 1. Remove polyurethane coating with power wire brush from area on metal surface which is to receive thermite brazed connection. 2. Grind metal surface to shiny metal with power grinder and coarse grit grinding wheel. 3. Apply thermite-brazed connection using equipment, charge and procedure recommended by manufacturer of thermite equipment. 4. After welded surface has cooled to temperature below 130 degrees F, apply protective coating repair material to weld, exposed pipe surface and damaged areas of polyurethane coating. 5. Do not cover or backfill freshly repaired areas of coating at thermite-brazed connection until repair material has completely cured. Allow material to cure in conformance with manufacturer's recommendations. END OF SECTION 07/2006 02636-6 of 6 CITY OF PEARLAND BASE COURSE FOR PAVEMENT Section 02710 BASE COURSE FOR PAVEMENT 1.0 GENERAL 1.01 SECTION INCLUDES A. Base course of crushed stone, recycled crushed concrete base, cement-stabilized crushed stone,cement-stabilized bank-run gravel,recycled crushed stone and hot mix asphalt base course. B. _ References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350 - Submittals 3. Section 01450—Testing Laboratory Services 4. Section 02742—Prime Coat C. Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM C 131, "Standard Test Methods for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine" b. ASTM D 4318, "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils" c. ASTM C 150, "Standard Specification for Portland Cement" d. ASTM C 33, "Standard Specification for Concrete Aggregates" e. ASTM D 1557, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort" f. ASTM D 1556,"Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method" g. ASTM D 2922, "Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (Shallow Depth)" h. ASTM D 3017,"Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)" 2. Texas Department of Transportation (TxDOT) a. Tex-101-E, "Preparing Soil and Flexible Base Materials for Testing" b. Tex-110-E, "Particle Analysis of Soils" c. Tex-120-E, "Soil-Cement Testing" d. Tex-106-E, "Calculating the Plasticity Index of Soils" e. Tex-203-F, "Sand Equivalent Test" 5/2013 02710- 1 of 12 CITY OF PEARLAND BASE COURSE FOR PAVEMENT f. Tex-126-E,"Molding,Testing,and Evaluating Bituminous Black Base Material" g. Tex-204-F, "Design of Bituminous Mixtures" h. Tex-208-F, "Test for Stabilometer Value of Bituminous Material" i. Tex-227-F, "Theoretical Maximum Specific Gravity of Bituminous Mixtures" j. Standard Specifications for Construction and Maintenance of Highways, Streets and Bridges, 2004 Adoption 1) Item 340, "Dense-Graded Hot-Mix Asphalt(Method)" 1.02 MEASUREMENT AND PAYMENT A. • Measurement for base course is on a square yard basis. Separate measurement will be made for each different required thickness of base course. • B. When required by Section 01100—Summary of Work,unit price adjustments shall be made for insufficient in-place depth determined by cores as follows: 1. Adjusted unit price shall be reduced by a ratio of average thickness determined by cores to thickness bid upon, times unit price bid. 2. Adjustment shall apply to lower limit of 90 percent of unit price bid. 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 crushed stone,gravel,crushed concrete and soil binder for testing. C. Submit weight tickets,certified by supplier,with each bulk delivery of cement to work site. D. Submit manufacturer's description and characteristics for pug mill and associated equipment, spreading machine, and compaction equipment for approval. E. Submit manufacturing description and characteristics of spreading and finishing machine for approval. 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 5/2013 02710-2 of 12 CITY OF PEARLAND BASE COURSE FOR PAVEMENT provisions of Section 01450 — Testing Laboratory Services and as specified in this Section. 1.05 DELIVERY, STORAGE,AND HANDLING A. Stockpiles shall be made up of layers of processed aggregate materials. Load material by making successive vertical cuts through entire depth of stockpile. Comply with applicable requirements of Section 01600 — Material and Equipment and Section 02255 —Bedding, Backfill, and Embankment Material. 2.0 PRODUCTS 2.01 CRUSHED STONE FLEXIBLE BASE COURSE A. Crushed Stone: Material retained on the No. 40 Sieve meeting the following requirements: 1. Durable particles of crusher-run broken limestone,sandstone,gravel or granite obtained from an approved source. 2. Los Angeles abrasion test percent of wear not to exceed 40 when tested in accordance with ASTM C 131. B. Soil Binder: Material passing the No. 40 Sieve meeting the following requirements when tested in accordance with ASTM D 4318: 1. Maximum Liquid Limit: 40. 2. Maximum Plasticity Index: 12. 3. Maximum Lineal Shrinkage: 7(when calculated from volumetric shrinkage at liquid limit). C. Mixed Materials shall meet the following requirements: 1. Minimum compressive strength of 35 psi at 0 psi lateral pressure and 175 psi at 15 psi lateral pressure using triaxial testing procedures. 2. Grading in accordance with Tex-101-E and Tex-110-E within the following limits: SIEVE PERCENT RETAINED 1 3/4-inch 0 to 10 No. 4 45 to 75 No. 40 60 to 85 5/2013 02710-3 of 12 CITY OF PEARLAND BASE COURSE FOR PAVEMENT 2.02 CEMENT STABILIZED BASE COURSE A. Cement: ASTM C 150 Type I; bulk or sacked. B. Water: Clean; clear; and free from oil, acids, alkali, or vegetable matter. C. Crushed Stone: material retained on the No. 40 Sieve meeting the following requirements: 1. Durable particles of crusher-run broken limestone obtained from an approved source. 2. Los Angeles abrasion test percent of wear not to exceed 40 when tested in accordance with ASTM C 131. D. Gravel: Durable particles of bank-run gravel or processed material. E. Soil Binder: Material passing the No. 40 Sieve meeting the following requirements when tested in accordance with ASTM D 4318: 1. Maximum Liquid limit: 35. 2. Maximum Plasticity index: 10. F. Mixed aggregate and soil binder shall meet the following requirements: 1. Grading in accordance with Tex-101-E and Tex-110-E within the following limits: PERCENT RETAINED SIEVE CRUSHED PROCESSED GRAVEL BANKRUN STONE GR. 1 GR.2 GRAVEL • 1 3/4-inch 0 to 10 0 to 5 - 0 to 5 '/2-inch - - 0 - No. 4 45 to 75 30 to 75 15 to 35 30 to 75 No. 40 55 to 80 60 to 85 55 to 85 65 to 85 2. Obtain prior permission from Engineer for use of additives to meet above requirements. G. Cut back asphalt: MC30 conforming to requirements of Section 02742—Prime Coat. H. Emulsified petroleum resin: EPR-1 Prime conforming to requirements of Section 02742—Prime Coat. 5/2013 02710-4 of 12 CITY OF PEARLAND BASE COURSE FOR PAVEMENT I. Design mix for minimum average compressive strength of 200 psi at 48 hours using Tex-120-E unconfined compressive strength testing procedures. Provide minimum cement content of 1-1/2 sacks, weighing 94 pounds each,per ton of mix. J. Increase cement content if average compressive strength of tests on field samples fall below 200 psi. Refer to Part 3 concerning field samples and tests. K. Mix in stationary pug mill equipped with feeding and metering devices which shall add specified quantities of base material, cement, and water into mixer. Dry mix base material and cement sufficiently to prevent cement balls from forming when water is added. L. Resulting mixture shall be homogeneous and uniform in appearance. 2.03 CEMENT-STABILIZED RECYCLED CRUSHED CONCRETE BASE (RCCB) COURSE A. System Description: Provide RCCB with following performance: 1. Minimum 5 percent cement. 2. Minimum Compressive Strength: 650 psi at 7 days following TxDOT Tex- 120-E. 3. Prepare concrete product in an on- or off-site pug mill, or in an on-or off-site portable concrete mixer. B. Preliminary Design: Prepare preliminary mix for 4 cement ratios; 5, 6, 7 and 8 percent. 1. Designate source of concrete for crushing. 2. Results of compression tests will be used by Engineer to select the final mix design. C. Cement: ASTM C 150 Type I, II or III; bulk or sacked. D. Water: Potable. E. Aggregate: Recycled Crushed Concrete: Material retained on the No. 40 Sieve, and durable coarse particles of crusher-run reclaimed cured Portland cement concrete, obtained from an approved source. Organic material is prohibited. F. Soil Binder (classified below): Meeting the following requirements when tested following TxDOT Tex-106-E: 1. Maximum Liquid Limit: 35 2. Maximum Plasticity Index: 10 5/2013 02710-5 of 12 CITY OF PEARLAND BASE COURSE FOR PAVEMENT G; Mixed Aggregate and Soil Binder: Grading following Tex-101-E and Tex-110-E within the following limits: SIEVE PERCENT RETAINED 1 3/4-inch 0 to 10 No. 4 45 to 75 No. 40 55 to 80; classified as "Soil Binder" 1. Obtain prior permission from Engineer for use of additives to meet above requirements. H. Asphaltic Seal Cure: 1. Use following as Contractor's option to curing by sprinkling, at no additional cost or time. 2. Cut-back asphalt: MC30 following Section 02742—Prime Coat. 3. Emulsified petroleum resin: EPR-1 Prime following Section 02742—Prime Coat. Material Mix and Mixing Equipment 1. Design mix for minimum compressive strength of 650 psi at 7 days following Tex-120-E unconfined compressive strength. 2. Cement Ratio: If compressive strength of field samples of installed products fails to meet strength requirements above, increase cement content in one percent increments up to a maximum of 8 percent. 3. Mix according to the requirement s of this Section, 2.03A, with metering devices adding specified quantities of crushed concrete,cement,and water into mixer. Dry mix crushed concrete and cement to prevent cement balls from forming when water is added. Produce homogeneous and uniformly mixed product. 2.04 HOT MIX ASPHALT BASE COURSE (BLACK BASE) A. Coarse Aggregate: Gravel or crushed stone,or combination thereof that is retained on No. 10 sieve, uniform in quality throughout and free from dirt, organic, or other injurious matter occurring either free or as coating on aggregate. Aggregate shall conform to ASTM C 33 except for gradation. Furnish rock or gravel with Los Angeles abrasion loss not to exceed 40 percent by weight when tested in accordance with ASTM C 131. 5/2013 02710-6 of 12 CITY OF PEARLAND BASE COURSE FOR PAVEMENT B. Fine Aggregate: Sand or stone screenings, or combination thereof, passing No. 10 sieve. Aggregate shall conform to ASTM C 33 except for gradation. Use sand composed of sound,durable stone particles free from barns or other injurious foreign matter. Furnish screenings of same or similar material as specified for coarse aggregate. Plasticity index of that part of fine aggregate passing No.40 sieve shall be not more than 6 when tested by Tex-106-E. Sand equivalent shall have a minimum value of 45 when tested by Tex-203-F. C. Composite Aggregate: Conform to the grading limits of TxDOT Item 340 for the paving type indicated on the Plans. D. Asphaltic Material: Moisture-free homogeneous material which will not foam when heated to 347°F, meeting the following requirements: VISCOSITY GRADE TEST AC-10 AC-20 min. max. min. max. Viscosity, 140°F stokes 1000 ±200 2000 +400 Viscosity, 275°F stokes 1.9 - 2.5 - Penetration, 77°F, 100 g, 5 sec. 85 - 55 - Flash Point, C.E.C., F. 450 - 450 - Solubility in trichloroethylene,percent 99.0 - 99.0 - Tests on residues from thin film oven tests: Viscosity, 140°F stokes - 3000 - 6000 Ductility, 77°F, 5 cms per min., ems 70 - 50 Spot tests Negative for all 1. Material shall not be cracked. 2. Engineer will designate grade of asphalt to use after design tests have been made. Use only one grade of asphalt after grade is determined by test design for project. E. Mixing Plant: Weight-batching or drum mix plant with capacity for producing continuously mixtures meeting specifications. Plant shall have satisfactory conveyors, power units, aggregate handling equipment,hot aggregate screens and bins, and dust collectors. Provide equipment to supply materials adequately in accordance with rated capacity of plant and produce finished material within specified tolerances. Following equipment is essential: 1. Cold aggregate bins and proportioning device 2. Dryer 3. Screens 5/2013 02710-7of12 CITY OF PEARLAND BASE COURSE FOR PAVEMENT 4. Aggregate weight box and batching scales 5. Mixer 6. Asphalt storage and heating devices 7. Asphalt measuring devices 8. Truck.scales F. Bins: Separate aggregate into minimum of four bins to produce consistently uniform grading and asphalt content in completed mix. G. Mix: Employ and pay certified testing laboratory to prepare design mixes. Test in accordance with Tex-126-E, Tex-204-F, Tex-208-F, and Tex-227-F. H. Density and Stability Requirements: PERCENT DENSITY PERCENT HVEEM STABILITY PERCENT MIN MAX OPTIMUM NOT LESS THAN 95 99 97 35 I. Proportions for Asphaltic Material:As specified in TxDOT Item 340 for the mix type shown on the Plans. 3.0 EXECUTION 3.01 EXAMINATION A. Verify compacted subgrade is ready to support imposed loads. B. Verify lines and grades are correct. 3.02 PLACEMENT A. Do not mix and place cement stabilized base when temperature is below 40° F and falling. Base may be placed when temperature taken in shade and away from artificial heat is above 35°F and rising. B. Place material on prepared subgrade in uniform layers to produce thickness indicated on Plans. Depth of layers shall not exceed 8 inches. Do not dump material in piles or windrows. C. Spread with approved spreading machine. Conduct spreading so as to eliminate planes of weakness or pockets of non-uniformly graded material resulting from hauling and dumping operations. 5/2013 02710-8of12 CITY OF PEARLAND BASE COURSE FOR PAVEMENT D. Provide construction joints between new material and stabilized base that has been in place 4 hours or longer. Joints shall be approximately vertical. Form joint with a temporary header or make vertical cut of previous base immediately before placing subsequent base. E. Use only one longitudinal joint at center line under main lanes and shoulder. Do not use longitudinal joints under frontage roads and ramps. F. Place base so that projecting reinforcing steel from curbs remain at approximate center of base. Secure a firm bond between reinforcement and base. G. Do not place asphaltic base when air temperature is below 50 F and falling. Base may be placed when air temperature taken in shade and away from artificial heat is above 40 F and rising. H. Haul prepared and heated asphaltic concrete mixture to project in tight vehicles previously cleaned of foreign material. Mixture shall be at temperature between 250° F and 325°F when laid. I. Spread material into place with approved mechanical spreading and finishing machine of screening or tamping type. Use track-mounted finish machine to place base course directly on earth subgrade. J. Place base courses 4 inches or greater in thickness in two or more layers,each having compacted thickness of not greater than 4 inches. Spread all lifts. Attain smooth course of uniform density to section, line and grades as indicated on Plans. K. Place courses as nearly continuously as possible. Pass roller over unprotected ends of freshly laid mixture only when mixture has become cooled. When work is resumed, cut back laid material to produce slightly beveled edge for full thickness of course. Remove old material which has been cut away and lay new mix against fresh cut. L. When new asphalt/concrete is laid against existing asphalt, existing asphalt/concrete shall be saw cut full depth to provide straight smooth joint. M. In restricted areas where use of paver is impractical, spread and finish asphalt by mechanical compactor. Use wood or steel forms, rigidly supported to assure correct grade and cross section. Carefully place materials to avoid segregation of mix. Do not broadcast material. Remove any lumps that do not break down readily. Place asphalt courses in same sequence as if placed by machine. 3.03 COMPACTION A. Start compaction as soon as possible but not more than 60 minutes from start of moist mixing. Compact loose mixture with approved tamping rollers until entire depth is uniformly compacted. Do not allow stabilized base to mix with underlying material. 5/2013 02710-9of12 CITY OF PEARLAND BASE COURSE FOR PAVEMENT B. Correct irregularities or weak spots immediately by replacing material and recompacting. C. Apply water to maintain moisture between optimum and 3 percent above optimum moisture as determined by ASTM D 1557. Mix in with a spiked tooth harrow or equal. Reshape surface and lightly scarify to loosen imprints made by equipment. D. Remove and reconstruct sections where average moisture content exceeds ranges specified at time of final compaction. E. Finish by blading surface to final grade after compacting final course. Seal with approved pneumatic tired rollers which are sufficiently light to prevent surface hair line cracking. Rework and recompact at areas where hair line cracking develops. F. Compact to minimum density of 95 percent of modified Proctor density at a moisture content of treated material between optimum and 3 percent above optimum as determined by ASTM D 1557, unless otherwise indicated on the Plans. G. Maintain surface to required lines and grades throughout operation. 3.04 CURING A. Moist cure for minimum of 7 days before adding pavement courses. Restrict traffic on base to local property access. Keep subgrade surface damp by sprinkling. B. If indicated on Plans, cover base surface with a curing membrane as soon as finishing operation is complete. Apply with approved self-propelled pressure distributer at following rates, or as indicated on Plans: 1. MC30: 0.1 gallon per square yard. 2. EPR-1 Prime: 0.15 gallon per square yard. C. Do not use cutback asphalt during the period of April 16 to September 15. 3.05 TOLERANCES A. Completed surface shall be smooth and conform to typical section and established lines and grades. B. Top surface of base course: Plus or minus 1/4 inch in cross section, or in 16 foot length. 5/2013 02710- 10 of 12 CITY OF PEARLAND BASE COURSE FOR PAVEMENT 3.06 FIELD QUALITY CONTROL A. At the direction of the Engineer, a minimum of one core will be taken at random locations per 1,000 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 a random location near each depth determination core. Rework and recompact areas that do not conform to compaction requirements at no additional cost to the Owner. D. Fill cores and density test sections with new compacted cement stabilized base. 3.07 NONCONFORMING PAVEMENT A. Recompact pavement sections not meeting specified densities or replace them with new asphaltic concrete material. Replace with new material, sections of base course not meeting surface test requirements or having unacceptable surface texture. Patch asphalt pavement sections in accordance with procedures established by Asphalt Institute. B. Remove and replace areas of asphaltic concrete base course found by cores to be deficient in thickness by more than 10 percent at no cost to Owner. Use new asphaltic concrete base material of thickness shown on Plans. C. Areas of asphaltic concrete base course 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 asphaltic concrete base material 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. D. No adjustments will be made for excess thickness. 3.08 PROTECTION OF THE WORK A. Maintain stabilized base in good condition until completion of work. Repair defects immediately by replacing base to full depth. 5/2013 02710- 11 of 12 CITY OF PEARLAND BASE COURSE FOR PAVEMENT B. Protect the asphalt membrane,if used,from being picked up by traffic. The membrane may remain in place when proposed surface courses or other base courses are to be applied. END OF SECTION 5/2013 02710- 12 of 12 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT Section 02741 ASPHALTIC CONCRETE PAVEMENT 1.0 GENERAL 1.01 SECTION INCLUDES A. Surface courses of compacted mixture of coarse and fine aggregates and asphaltic 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 02742—Prime Coat 5. Section 02743 —Tack Coat C. Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM C 33, "Standard Specification for Concrete Aggregates" b. ASTM C 131, "Standard Test Methods for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine" 2. Texas Department of Transportation(TxDOT) a. Tex-106-E, "Calculating the Plasticity Index of Soils" b. Tex-203-F, "Sand Equivalent Test" c. Tex-126-E,"Molding,Testing,and Evaluating Bituminous Black Base Material" d. Tex-204-F, "Design of Bituminous Mixtures" e. Tex-208-F, "Test for Stabilometer Value of Bituminous Material" f. Tex-207-F, "Determining Density of Compacted Bituminous Mixtures" g. Tex-227-F, "Theoretical Maximum Specific Gravity of Bituminous Mixtures" • h. Standard Specifications for Construction and Maintenance of Highways, Streets and Bridges, 2004 Adoption 1) Item 340, "Dense-Graded Hot-Mix Asphalt(Method)" 5/2013 02741 - 1 of 7 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT 1.02 MEASUREMENT AND PAYMENT A. Measurement for asphaltic concrete pavement is on square yard basis. Separate measurement will be made for each different required thickness of pavement. B. Payment for asphaltic concrete pavement includes all labor and materials required to complete placement as indicated on Plans. C. Refer to Section 01200—Measurement and Payment Procedures. D. Refer to this Section,3.07"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. B. Submit certificates that asphaltic materials and aggregates meet requirements of this Section. C. Submit proposed design mix and test data for each type and strength of surface course in Work. D. Submit manufacturer's description and characteristics of mixing plant for approval. E. Submit manufacturer's description and characteristics of spreading and finishing machine for approval. 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. 2.0 PRODUCTS 2.01 MATERIALS A. Coarse Aggregate: Crushed stone or gravel or combination thereof,that is retained on No. 10 sieve, uniform in quality throughout and free from dirt, organic or other injurious matter occurring either free or as coating on aggregate. Aggregate shall conform to ASTM C 33 except for gradation. Furnish rock or gravel with Los Angeles 5/2013 02741 -2 of 7 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT abrasion loss not to exceed 40 percent by weight when tested in accordance with ASTM C 131. B. Fine Aggregate: Sand or stone screenings or combination of both passing No. 10 sieve. Aggregate shall conform to ASTM C 33 except for gradation. Use sand composed of sound,durable stone particles free from loams or other injurious foreign matter. Furnish screenings of same or similar material as specified for coarse aggregate. Plasticity index of that part of fine aggregate passing No.40 sieve shall be not more than 6 when tested by Tex-106-E. Sand equivalent shall have a minimum value of 45 when tested by Tex-203-F. C. Composite Aggregate: Conform to the grading limits of TxDOT Item 340 for the paving type indicated on the Plans. D. Asphaltic Material: Moisture-free homogeneous material which will not foam when heated to 347°F, meeting following requirements: VISCOSITY GRADE TEST AC-10 AC-20 MIN. MAX. MIN. MAX. Viscosity, 140° stokes 1000 ±200 2000 ±400 Viscosity, 275° stokes 1.9 - 2.5 - Penetration, 77°, 100 g, 5 sec. 85 - 55 - Flash Point, C.O.C., F. 450 - 450 - Solubility in trichloroethylene,percent 99.0 - 99.0 - Tests on residues from thin film oven tests: Viscosity, 140° stokes - 3000 - 6000 Ductility, 77°, 5 cms per min., cms 70 - 50 - Spot tests Negative for all grades 1. Material shall not be cracked. 2. The Engineer will designate grade of asphalt to use after design tests have been made. Use only one grade of asphalt after grade is determined by test design for project. 2.02 EQUIPMENT A. Mixing Plant: Weight-batching or drum mix plant with capacity for producing continuously mixtures meeting specifications. Plant shall have satisfactory conveyors, power units, aggregate handling equipment,hot aggregate screens and bins, and dust 5/2013 02741 -3 of 7 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT collectors. Provide equipment to supply materials adequately in accordance with rated capacity of plant and produce finished material within specified tolerances. Following equipment is essential: 1. Cold aggregate bins and proportioning device. 2. Dryer. 3. Screens. 4. Aggregate weight box and batching scales. 5. Mixer. 6. Asphalt storage and heating devices. 7. Asphalt measuring devices. 8. Truck scales. B. Bins: Separate aggregate into minimum of four bins to produce consistently uniform grading and asphalt content in completed mix. 2.03 MIXES A. Employ and pay certified testing laboratory to prepare design mixes. Test in accordance with Tex-126-E or Tex-204-F and Tex-208-F. B. Density and Stability Requirements: PERCENT DENSITY PERCENT HVEEM STABILITY PERCENT MIN. MAX. OPTIMUM NOT LESS THAN 95 99 97 35 C. Proportions for Asphaltic Material: As specified in TxDOT Item 340 for the paving type shown on the Plans. 3.0 EXECUTION 3.01 EXAMINATION A. Verify compacted base course is ready to support imposed loads. B. Verify lines and grades are correct. 3.02 PREPARATION A. Prime Coat: If indicated on the Plans,apply a prime coat conforming to requirements of Section 02742—Prime Coat. Do not apply a tack coat until primed base has cured to satisfaction of the Engineer. 5/2013 02741 -4 of 7 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT B. Tack Coat: Conform to requirements of Section 02743 — Tack Coat. Where the mixture will adhere to the surface on which it is to be placed without use of a tack coat, tack coat may be eliminated if approved by the Engineer. C. Do not use cutback asphalt during the period of April 16 to September 15. 3.03 PLACEMENT A. Do not place asphaltic mixture in rain or when air temperature is below 50° F and falling. Mixture may be placed when air temperature taken in shade and away from artificial heat is above 40 F and rising. B. Haul prepared and heated asphaltic concrete mixture to the project in tight vehicles previously cleaned of foreign material. Mixture shall be at temperature between 250° F and 325°F when laid. C. Spread material into place with approved mechanical spreading and finishing machine of screening or tamping type. Use track-mounted finish machine to place base course directly on earth subgrade. D. Surface Course Material: Surface course 2 inches or less in thickness may be spread in one lift. Spread all lifts in such manner that,when compacted,finished course will be smooth, of uniform density, and will be to section,line and grade as shown. Coincide construction joints on surface courses with lime lines, or as directed by the Engineer. E. Place courses as nearly continuously as possible. Pass roller over unprotected ends of freshly laid mixture only when mixture has cooled. When work is resumed,cut back laid material to produce slightly beveled edge for full thickness of course. Remove old material which has been cut away and lay new mix against fresh cut. F. When new asphalt is laid against existing or old asphalt mat, existing or old asphalt shall be saw cut full depth to provide straight smooth joint. G. In restricted areas where use of paver is impractical, spread and finish asphalt by mechanical compactor. Use wood or steel forms, rigidly supported to assure correct grade and cross section. Carefully place materials to avoid segregation of mix. Do not broadcast material. Remove any lumps that do not break down readily. Place asphalt courses in same sequence as if placed by machine. 3.04 COMPACTION A. Begin rolling while pavement is still hot and as soon as it will bear roller without undue displacement or hair cracking. Keep wheels properly moistened with water to prevent adhesion of surface mixture. Do not use excessive water. 5/2013 02741 -5 of 7 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT B. Compress surface thoroughly and uniformly, first with power-driven, 3-wheel, or tandem rollers weighing from 8 to 10 tons. Obtain subsequent compression by starting at side and rolling longitudinally toward center of pavement,overlapping on successive trips by at least one-half width of rear wheels. Make alternate trips slightly different in length. Continue rolling until no further compression can be obtained and all rolling marks are eliminated. Complete all rolling before mixture temperature drops below 175 F. C. Use tandem roller for final rolling. Double coverage with approved pneumatic roller on asphaltic concrete surface is acceptable after flat wheel and tandem rolling has been completed. D. Along walls,curbs,headers and similar structures,and in all locations not accessible to rollers, compact mixture thoroughly with lightly oiled tamps. E. Compact binder course and surface course to density not less than 93 percent of the maximum possible density of voidless mixture composed of same materials in like proportions. 3.05 TOLERANCES A. Furnish templates for checking surface in finished sections. Maximum deflection of templates, when supported at center, shall not exceed 1/8 inch. B. Completed surface,when tested with 10-foot straightedge laid parallel to center line of pavement,shall show no deviation in excess of 1/8 inch in 10 feet. Correct any surface not meeting this requirement. 3.06 FIELD QUALITY CONTROL A. At the direction of the Engineer, minimum of one core may be taken at random locations per 1,000 feet per lane of roadway or 500 square yards of asphalt concrete pavement to determine in-place depth and density. B. In-place density will be determined in accordance with Tex-207-F and Tex-227-F from cores or sections of asphaltic base located near each core. Other methods of determining in-place density,which correlate satisfactorily with results obtained from roadway specimens, may be used when approved by the Engineer. C. 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 average depth'of four cores. D. Fill cores and density test sections with new compacted asphaltic concrete pavement. 5/2013 02741 -6 of 7 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT 3.07 NONCONFORMING PAVEMENT A. Recompact pavement sections not meeting specified densities or replace them with new asphaltic concrete material. Replace with new material sections of surface course pavement not meeting surface test requirements or having unacceptable surface texture. Patch asphalt pavement sections in accordance with procedures established by Asphalt Institute. B. Remove and replace areas of asphaltic concrete pavement found by cores to be deficient in thickness by more than 10 percent at no cost to Owner. Use new asphaltic concrete pavement of thickness shown on Plans. C. Areas of asphaltic 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 asphaltic 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. D. No adjustments will be made for excess thickness. 3.08 PROTECTION OF THE WORK A. Do not open pavement to traffic until 12 hours after completion of rolling,or as shown on Plans. B. Maintain asphaltic concrete pavement in good condition until completion of Work. C. Repair defects immediately by replacing asphaltic concrete pavement to full depth at no cost to Owner. END OF SECTION 5/2013 02741 -7 of 7 CITY OF PEARLAND PRIME COAT Section 02742 PRIME COAT 1.0 GENERAL 1.01 SECTION INCLUDES A. Prime coat for asphaltic concrete paving B. References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item,no separate payment will be made for prime coat under this Section. Include cost in Bid Items for which this Work is a component. B. If prime coat 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 product data for proposed prime coat. C. Submit report of recent calibration of distributor. 2.0 PRODUCTS 2.01 CUTBACK ASPHALT A. Provide moisture-free homogeneous material which will not foam when heated to 347° F and which meets following requirements: 1. Asphalt material for prime coat shall be MC-30 or MC-70 and shall meet following requirements: 5/2013 02742- 1 of 4 CITY OF PEARLAND PRIME COAT TYPE-GRADE MC-30 MC-70 PROPERTIES MIN. MAX. MIN. MAX. Water,percent --- 0.2 --- 0.2 Flash Point, T.O.C., °F 100 --- 100 --- Kinematic Viscosity at 140°F, cst 30 ' 60 70 140 2. Distillate shall be as follows,expressed as percent by volume of total distillate to 680°F: MC-30 MC-70 MIN. MAX. MIN. MAX.i to 437°F --- 25 --- 20 to 500°F 40 70 20 60 to 600°F 75 93 65 90 Residue from 680°F Distillation, Volume,percent 50 --- 55 --- 3. Tests on Distillation Residue: MC-30 MC-70 MIN. MAX. MIN. MAX. Penetration at 77°F, 100g, 5 sec. 120 250 120 250 Ductility at 77°F, 5 cm/min. cms 100* --- 100* --- Solubility in trichloroethylene, % 99 --- 99 --- Spot Test All Negative * If penetration of residue is more than 200 and ductility at 77°F is less than 100 cm, material will be acceptable if its ductility at 60°F is more than 100. 5/2013 02742-2 of 4 CITY OF PEARLAND PRIME COAT 2.02 EMULSIFIED PETROLEUM RESIN A. EPR-1 Prime: Slow curing emulsion of petroleum resin and asphalt cement conforming to the following requirements: PROPERTIES MIN. MAX. Fural Viscosity at 77 °F, sec 14 40 Residue by Evaporation, %by weight 60 - Sieve Test, % - 0.1 Particle Charge Test Positive Tests on the Distilation Residue: Flash Point, COC (F) 400 • - Kinematic Viscosity @ 140°F (cSt) 190 350 B. For use,EPR-1 maybe diluted with water up to a maximum of three parts water to one part EPR-1 in order to achieve the desired concentration of residual resin/asphalt and facilitate application. 3.0 EXECUTION 3.01 EXAMINATION A. Verify base is ready to support imposed loads. B. Verify lines and grades are correct. 3.02 PREPARATION A. Thoroughly clean base course surface of loose material by brooming prior to application of prime coat. B. Prepare sufficient base in advance of paving for efficient operations. 3.03 APPLICATION, GENERAL A. Apply prime coat with approved type of self-propelled pressure distributor. Distribute prime coat evenly and smoothly under pressure necessary for proper distribution. B. Keep all storage tanks,piping,retorts,booster tanks and distributors used in handling asphaltic materials clean and in good operating conditions. Conduct operations so that asphaltic material does not become contaminated. C. If yield of asphaltic material appears to be in error, recalibrate distributor prior to continuing Work. 5/2013 02742-3 of 4 CITY OF PEARLAND PRIME COAT D. Maintain the surface until Work is accepted by Owner. 3.04 APPLICATION, CUTBACK ASPHALT A. Do not use cutback asphalt during the period of April 16 to September 15. B. Do not place prime coat in rain or when air temperature is below 60° F and falling. Materials may be placed when air temperature taken in shade and away from artificial heat is above 50°F and rising. C. Distribute at rate of 0.25 to 0.35 gallons per square yard. D. Provide all necessary facilities for determining temperature of asphaltic material in all heating equipment and in distributor, for determining rate of application, and for obtaining uniformity at junction of two distributor loads. Provide and maintain in good working order, recording thermometer at storage Heating unit at all times. E. Temperature of application shall be based on temperature-viscosity relationship that will permit application of asphalt with viscosity of 100 to 125 centistokes. Maintain asphalt within 15°F of temperature required to meet viscosity. Selected temperature shall be within following range: PRIME COAT TYPE MINIMUM (° F) MAXIMUM (° F) MC-30 70 150 MC70 125 175 F. Do not allow temperature of MC-30 to exceed 175°F at any time. G. Do not allow temperature of MC-70 to exceed 200°F at any time. 3.05 APPLICATION, EMULSIFIED PETROLEUM RESIN A. Do not place prime coat in rain or when air temperature is below 36°F and falling. B. Distribute at rate of 0.15 to 0.25 gallons per square yard. 3.06 PROTECTION OF THE WORK A. No traffic or placing of subsequent courses shall be permitted over freshly applied prime coat until authorized by the Engineer. END OF SECTION 5/201.3 02742-4 of 4 CITY OF PEARLAND TACK COAT Section 02743 TACK COAT 1.0 GENERAL 1.01 SECTION INCLUDES A. Tack coat for asphaltic concrete paving. 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 244, "Standard Test Methods and Practices for Emulsified Asphalts" 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item,no separate payment will be made for tack coat under this Section. Include cost in Bid Items for which this Work is a component. B. If tack coat 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 product data for proposed tack coat. C. Submit report of recent calibration of distributor. 2.0 PRODUCTS 2.01 QUTBACK ASPHALT A. Provide moisture-free, homogeneous material which will not foam when heated to 347° F and which meets following requirements: 5/2013 02743 - 1 of 4 CITY OF PEARLAND TACK COAT 1. Asphalt material for tack coat: RC-250 and meet following: PROPERTIES MIN. MAX. Water,percent --- 0.2 Flash Point, T.O.C., °F 80 --- Kinematic Viscosity at 140°F, cst 250 400 2. Distillate: Expressed as percent by volume of total distillate to 680°F: MIN MAX to 437°F • 40 75 to 500°F 65 90 to 600°F 85 --- Residue from 680°F Distillation Volume,percent 70 --- 3. Tests on Distillation Residue: MIN. MAX Penetration at 77°F, 100g, 5 sec. 100 150 Ductility at 77°F, 5 cms 100 --- Solubility in trichloroethylene, % 99 --- Spot Test All Negative 2.02 EMULSION A. Provide homogeneous material which shall show no separation of asphalt after mixing and shall meet the viscosity requirements at any time within 30 days after delivery. 1. Emulsion material for tack coat: SS-1 and meet following: 400. 5/2013 02743 -2 of 4 CITY OF PEARLAND TACK COAT MIN. MAX Furol Viscosity at 77°F, sec. 30 100 Residue by Distillation, % 60 --- Oil Portion of Distillate, % --- 2 Sieve Test, % --- 0.1 Miscibility(Standard Test) Passing Passing Cement Mixing, % --- 2.0 Storage Stability, 1 Day, % --- 1 Test on Residue: Penetration at 77°F, 100 g, 5 sec 120 160 Solubility in Trichloroethylene, % 97.5 --- Ductility at 77°F, 5 cm/min, cros 100 --- 2. For emulsions used for tack coats during the period of April 16 to September 15,volatile organic compound solvents(VOC)shall not exceed 12%by weight when tested in accordance with ASTM D 244. 3.0 EXECUTION 3.01 EXAMINATION A. Verify compacted base is ready to support imposed loads. B. Verify lines and grades are correct. 3.02 PREPARATION A. Thoroughly clean base course or concrete surface of loose material by brooming prior to application of tack coat. 3.03 APPLICATION A. Apply tack coat uniformly by use of approved distributor at rate not to exceed 0.05 gallons per square yard of surface. B. Paint all contact surfaces of curbs and structures, and all joints with thin uniform coat of tack coat. 5/2013 02743 -3 of 4 CITY OF PEARLAND TACK COAT C. Cutback Asphalt: 1. Do not use cutback asphalt during the period of April 16 to September 15. 2. Do not place tack coat in rain or when air temperature is below 50° F and falling. Materials may be placed when air temperature taken in shade and away from artificial heat is above 40°F and rising. 3. Temperature of tack coat shall be between 125° F and 180° F when applied. 4. Do not heat tack coat above 200° F at any time. 3.04 PROTECTION OF THE WORK A. No traffic or placing of subsequent courses shall be permitted over freshly applied tack coat until authorized by the Engineer. END OF SECTION 5/2013 02743 -4 of 4 CITY OF PEARLAND SINGLE COURSE SURFACE TREATMENT Section 02744 SINGLE COURSE SURFACE TREATMENT 1.0 GENERAL 1.01 SECTION INCLUDES A A wearing surface, also known as Seal Coat or Chip-Seal, composed of a single application of asphaltic material, covered with aggregate, constructed on a prepared surface or base course. B References to Technical Specifications: 1. Section 01100—Summary of Work 2. Section 01200—Measurement and Payment Procedures 3. Section 01350—Submittals 4. Section 02980—Pavement Repair C Referenced Standards: 1. Texas Department of Transportation (TxDOT) a. Standard Specifications for Construction and Maintenance of Highways, Streets and Bridges, 2004 Adoption 1) Item 300, "Asphalts, Oils, and Emulsions" 2) Item 302, "Aggregates for Surface Treatments" 3) Item 316, "Surface Treatments" 4) Item 210, "Rolling" 1.02 MEASUREMENT AND PAYMENT A Measurement for Single Course Surface Treatment is on square yard basis,measured and completed in place. Payment includes materials, equipment, preparation, and work associated with the application of the Surface Treatment. B Unless indicated as a Bid Item,no separate payment will be made for repair of failed or defective areas of pavement prior to resurfacing. C If paving repair is included as a Bid Item,measurement is on a square yard basis. The limits are as defined in Section 01100—Summary of Work, or as shown 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 test results and certifications that asphaltic materials and aggregates meet requirements of this Section prior to use. 07/2006 02744- 1 of 4 CITY OF PEARLAND SINGLE COURSE SURFACE TREATMENT C Submit manufacturer's description and characteristics of aggregate spreading and finishing machine(s) for approval. D Submit calibration report of emulsion distributor. The requirement of this submittal may be waived by Engineer when a computer controlled distributor is used. 2.0 PRODUCTS 2.01 EMULSION A Asphaltic material shall conform to the requirements of TxDOT,Item 300, "Asphalts, Oils, and Emulsions". B The asphaltic material shall be Grade CRS-JP or CRS-2P 1. The CRS-1P shall be a rapid setting, cationic emulsion for use in placing surface treatments when the air temperature is between 40°F and 70°F. 2. The CRS-2P shall be a rapid setting, cationic emulsion for use in placing surface treatments when the air temperature is 60°F and rising. C The emulsion shall break and cure in a reasonable amount of time when the aggregate is applied, regardless of sunlight or humidity conditions. 2.02 AGGREGATE A Aggregate material shall conform in type, grade, classification, and quality to the requirements of TxDOT, Item 302, "Aggregates for Surface Treatments". Samples submitted for testing shall be taken from stockpiles located on the Project Site. B Stockpile aggregate separately. Take necessary steps to prevent stockpiles from being contaminated. Do not add materials to approved stockpiles without the Engineer's approval. C When tested by TxDOT, Tex-200-F, Part 1, the aggregate gradation shall meet the requirements in the table below for the specified grade: Aggregate Gradation Requirements (Cumulative % Retained) SIEVE GRADE GRADE SIZE 3 4 3/ in 0 % in 0-2 0 s/in 20-40 0-5 % in 80— 100 20-40 '/a in 95 - 100 — #4 — 95 — 100 #8 99 - 100 98 - 100 07/2006 02744-2 of 4 CITY OF PEARLAND SINGLE COURSE SURFACE TREATMENT 2.03 EQUIPMENT A Equipment used in each phase of application shall conform to the requirements of TxDOT, Article 316.3 "Equipment". 3.0 EXECUTION 3.01 EXAMINATION A Verify compacted base or prepared surface is ready to support imposed loads. B Verify lines and grades are correct. 3.02 PREPARATION A All holes, ruts, depressions, or other defects in the surface shall be repaired and defective areas cleaned out by scarifying or acceptable hand methods under the provisions of Section 02980—Pavement Repair. B Fill defects with new material of the same character,or other materials approved by the Engineer,the road surface shall be compacted by rolling or tamping so that a smooth, hard, well cemented surface, conforming to the lines,grade, and typical cross-section shown on the plans is-secured. C After the patches have been allowed to set-up under traffic, sweep the surface of the roadway clean from dirt, dust, and other deleterious matter by means of mechanical, rotary street sweeper, hand brooms, or compressed air. D Before any asphaltic material is applied,all cakes of dust or clay and all foreign matter shall be removed and the surface thoroughly cleaned until the embedded aggregate is cleaned but not discharged or loosened. E The surface may be lightly sprinkled just prior to application of the asphalt if found necessary by the Engineer. 3.03 APPLICATION A Air temperature shall be taken in the shade and away from artificial heat. 1. Treatment may be applied when air temperature is above 40°F and rising. 2. Do not apply treatment when air temperature is below 50°F and falling. 3. Do not apply treatment when roadway surface temperature is below 60°F. 4. When, in the opinion of the Engineer, general weather conditions are not suitable, do not apply treatment. B When Grade 3 aggregate is specified, the asphaltic material shall be applied on the prepared surface at a rate of approximately 0.35 gallons per square yard. C When Grade 4 aggregate is specified, the asphaltic material shall be applied on the prepared surface at a rate of approximately 0.30 gallons per square yard. 07/2006 02744-3 of 4 CITY OF PEARLAND SINGLE COURSE SURFACE TREATMENT D When Type B (crushed gravel,crushed slag,crushed stone,or limestone rock asphalt) aggregate is specified, the rate of spread shall be one cubic yard to each 90 square yards of surface area. E When Type PB (precoated crushed gravel, crushed slag, crushed stone, or limestone rock asphalt) aggregate is specified, the rate of spread shall be one cubic yard to each 95 square yards of surface area. F The surface shall be thoroughly rolled as soon as aggregate is applied with a self- propelled light, pneumatic roller in accordance with applicable sections of TxDOT, Item 316, "Surface Treatment" and TxDOT, Item 210, "Rolling". G The Contractor shall repair all fatty areas with additional cover material and all lean areas by adding asphalt to the extent that a uniformly dense treatment is finally obtained. Should depressions, unevenness, or irregular spots develop on the surface, they shall be remedied and the surface brought to true grade and cross-section. H The surface shall be broomed to remove excess aggregate as soon as aggregate has sufficiently bonded. Brooming shall be repeated the following work day. 3.04 PROTECTION OF THE WORK A No traffic or placing of subsequent courses shall be permitted over freshly applied tack coat until authorized by the Engineer. B Contractor is responsible for maintaining Single Course Surface Treatment until Owner accepts the Work. END OF SECTION 07/2006 02744-4 of 4 CITY OF PEARLAND CONCRETE PAVEMENT Section 02751 CONCRETE PAVEMENT 1.0 GENERAL 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) 1. 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" 08/2011 02751 - 1 of 15 CITY OF PEARLAND CONCRETE PAVEMENT 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. 08/2011 02751 -2 of 15 CITY OF PEARLAND CONCRETE PAVEMENT 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 PRODUCTS 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 C33, 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: PERCENT BY WEIGHT ITEM 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* 08/2011 02751 -3 of 15 CITY OF PEARLAND CONCRETE PAVEMENT All other concrete. 5.0* Coal and lignite: Where surface appearance of concrete is of 0.5 importance. 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 08/2011 02751 -4 of 15 CITY OF PEARLAND CONCRETE PAVEMENT 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: 08/2011 02751 -5 of 15 CITY OF PEARLAND CONCRETE PAVEMENT 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. 08/2011 02751 -6 of 15 CITY OF PEARLAND CONCRETE PAVEMENT 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 EXECUTION 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 he 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 08/2011 02751 -7 of 15 CITY OF PEARLAND CONCRETE PAVEMENT 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. - 08/2011 02751 -8 of 15 CITY OF PEARLAND CONCRETE PAVEMENT 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. 08/2011 02751 -9 of 15 CITY OF PEARLAND CONCRETE PAVEMENT 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. 08/2011 02751 - 10 of 15 CITY OF PEARLAND CONCRETE PAVEMENT 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 filleraccurately 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. 08/2011 02751 - 11 of 15 CITY OF PEARLAND CONCRETE PAVEMENT 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. 08/2011 0275.1 - 12 of 15 CITY OF PEARLAND CONCRETE PAVEMENT 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. 08/2011 02751 - 13 of 15 CITY OF PEARLAND CONCRETE PAVEMENT 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. 08/2011 02751 - 14 of 15 CITY OF PEARLAND CONCRETE PAVEMENT 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 08/2011 02751 - 15 of 15 CITY OF PEARLAND CURB, CURB & GUTTER,AND HEADERS Section 02770 CURB, CURB & GUTTER,AND HEADERS 1.0 GENERAL 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. 07/2006 02770- 1 of 4 CITY OF PEARLAND CURB, CURB & GUTTER,AND HEADERS 2.0 PRODUCTS 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 11/2 parts of fine aggregate. Use only when approved by the Engineer. 3.0 EXECUTION 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. 07/2006 02770-2 of 4 CITY OF PEARLAND CURB, CURB & GUTTER,AND HEADERS 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. 07/2006 02770-3 of 4 CITY OF PEARLAND CURB, CURB & GUTTER,AND HEADERS B Replace damaged curbs and gutters to comply with this Section. (I")END OF SECTION "I") II 'al) 07/2006 02770-4 of 4 CITY OF PEARLAND CONCRETE SIDEWALKS Section 02771 CONCRETE SIDEWALKS 1.0 GENERAL 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" 1. 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 5/2013 02771 - 1 of 5 CITY OF PEARLAND CONCRETE SIDEWALKS 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 PRODUCTS 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 EXECUTION 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. 5/2013 02771 -2 of 5 CITY OF PEARLAND CONCRETE SIDEWALKS 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. F. Immediately after subgrade'is prepared, cover with compacted sand bed to depth as shown on Drawings. Lay concrete when sand is moist but not saturated. 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. 5/2013 02771 -3 of 5 CITY OF PEARLAND CONCRETE SIDEWALKS D. Place concrete in forms to specified depth and tamp thoroughly with "jitterbug" tamp, or other acceptable method. Bring mortar to surface. 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. 5/2013 02771 -4 of 5 CITY OF PEARLAND CONCRETE SIDEWALKS F. Take slump tests when cylinders are made and when concrete slump appears excessive. 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 5/2013 02771 -5 of 5 CITY OF PEARLAND CONCRETE DRIVEWAYS Section 02775 CONCRETE DRIVEWAYS 1.0 GENERAL 1.01 SECTION INCLUDES A. Portland Cement Concrete Pavement for Driveways. 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 94, "Standard Specification for Ready-Mixed Concrete" b. ASTM C 33, "Standard Specification for Concrete Aggregates" c. ASTM C 260 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 (Nonextruding 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 143, "Standard Test Method for Slump of Hydraulic Cement Concrete" k. ASTM C 231,"Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method" 1. ASTM C 171, "Standard Specification for Sheet Materials for Curing Concrete" m. ASTM C 309, "Standard Specification for Liquid Membrane- Forming Compounds for Curing Concrete" n. ASTM C 42, "Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete" 5/2013 02775- 1 of 8 CITY OF PEARLAND CONCRETE DRIVEWAYS 1.02 MEASUREMENT AND PAYMENT A. Measurement for concrete driveways is on square yard basis and includes removal of existing driveway, driveway curbs, select fill subgrade and reinforcement dowels. B. Payment includes all labor and materials required for installation of concrete driveways,joints and curing material. No payment will be made for work in areas where driveway has been removed for contractor's convenience. 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 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 product data for joint sealing compound and proposed sealing equipment for approval. D. Submit samples of dowel cup, metal supports, and deformed metal strip for approval. 2.0 PRODUCTS 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 for reinforcing steel of Section 02751 - Concrete Paving. Use No. 4 reinforcing bars. C. Subgrade Materials: Conform to subgrade material requirements of Section 02335 - Subgrade. D. Joints: Conform to concrete joint requirements of Section 02751 - Concrete Paving. 5/2013 02775-2 of 8 CITY OF PEARLAND CONCRETE DRIVEWAYS 3.0 EXECUTION 3.01 EXAMINATION A. Verify compacted subgrade is ready to support imposed loads and meets compaction requirements. B. Verify lines and grades are correct. 3.02 PREPARATION A. When removing existing concrete, all sawcuts shall be full depth unless otherwise approved by City. B. Properly prepare, shape and compact each section of subgrade before placing forms, reinforcing steel or concrete. C. Excavate subgrade 6 inches beyond outside lines of driveway. Shape to line, grade and cross section. Place compacted select fill as needed to bring grade up. Select fill shall be compacted to minimum of 95% maximum dry density at optimal or above optimal moisture content as per ASTM D698. Stabilize top 8" of subgrade 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 driveway square yard unit pricing. 3.03 FORMS A. Side Forms: Use clean 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. 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 5/2013 02775-3 of 8 CITY OF PEARLAND CONCRETE DRIVEWAYS 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. 3.04 REINFORCING STEEL AND JOINT ASSEMBLIES A. Accurately place reinforcing steel and joint assemblies and position them securely. 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. 3.05 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. When concrete temperature is 85 degrees F or above, do not exceed 60 minutes between introduction of cement to the aggregates and discharge. When the weather is such that the concrete temperature would exceed 90 degrees F, employ effective means, such as pre-cooling of aggregates and mixing water, using ice or placing at night, as necessary to maintain concrete temperature, as placed, below 90 degrees F. 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 4 inches. 5/2013 02775-4 of 8 CITY OF PEARLAND CONCRETE DRIVEWAYS 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. 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. 3.06 FINISHING A. Finish concrete driveway 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. B. On narrow strips and transitions, finish concrete driveway 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. 3.07 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. 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 5/2013 02775-5 of 8 CITY OF PEARLAND CONCRETE DRIVEWAYS 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. C. 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. D. 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. E. 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. F. 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. G. 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. H. 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. I. Install the first expansion joint at Right-of-Way. The expansion joint shall be spaced at intervals same as the width of driveway. Expansion joint shall be placed at half of the width of the driveway if the width of driveway exceeds 20'. 3.08 CONCRETE CURING A. Concrete driveway 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. 5/2013 02775-6 of 8 CITY OF PEARLAND CONCRETE DRIVEWAYS C. Cotton Mat Curing: 1. 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. 2. 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. D. Liquid Membrand-Forming Compounds: 1. Immediately after finishing surface, and after concrete has taken its initial set, apply liquid membrane-forming compound in accordance with manufacturer's instructions. 3.09 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 and longitudinal to center of driveway. Correct any depressions and all high spots. 3.10 FIELD QUALITY CONTROL A. Testing will be performed under provisions of Section 01450 —Testing Laboratory Services and Section 02751 - Concrete Paving. 3.11 PAVEMENT MARKINGS A. Restore pavement markings to match those existing in accordance with City of Pearland Standard Details and the Engineer's requirements. 3.12 PROTECTION A. Barricade pavement section from use until concrete has attained minimum design strength. B. On those sections of driveway to be opened to traffic, seal joints, clean pavement and place earth against pavement edges before permitting use by traffic. Such opening of driveway to traffic shall not relieve Contractor from his responsibility for Work. C. Maintain concrete paving in good condition until completion of Work. 5/2013 02775-7 of 8 CITY OF PEARLAND CONCRETE DRIVEWAYS D. Repair defects by replacing concrete to full depth and limits as directed by Project Manager. Replace nonconforming work at no additional cost to City. END OF SECTION 5/2013 02775-8 of 8 CITY OF PEARLAND LANDSCAPE IRRIGATION Section 02811 LANDSCAPE IRRIGATION 1.0 GENERAL 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. 12/2014 02811 - 1 of 19 CITY OF PEARLAND LANDSCAPE IRRIGATION 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) 12/2014 02811 -2 of 19 CITY OF PEARLAND LANDSCAPE IRRIGATION 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 maybe 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 12/2014 02811 -3 of 19 CITY OF PEARLAND LANDSCAPE IRRIGATION 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. 12/2014 02811 -4 of 19 CITY OF PEARLAND LANDSCAPE IRRIGATION 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. 12/2014 02811 -5 of 19 CITY OF PEARLAND LANDSCAPE IRRIGATION 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 PRODUCTS 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 B 16.22,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 B 16.22,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: 12/2014 02811 -6 of 19 CITY OF PEARLAND LANDSCAPE IRRIGATION 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 D1785. 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. 12/2014 02811 -7of19 CITY OF PEARLAND LANDSCAPE IRRIGATION 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 2'/2 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 12/2014 02811 -8 of 19 CITY OF PEARLAND LANDSCAPE IRRIGATION 4 1. Gate valves and control wire splice boxes shall be heavy duty plastic 10 inch diameter by 10'/4 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(1.5mm dia.)wire,or 15,000 ft.over 12 AWG(2mm dia.) 12/2014 02811 -9of19 CITY OF PEARLAND LANDSCAPE IRRIGATION 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: 12/2014 02811 - 10 of 19 CITY OF PEARLAND LANDSCAPE IRRIGATION 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 12/2014 02811 - 11 of 19 . CITY OF PEARLAND LANDSCAPE IRRIGATION 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 EXECUTION 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. 12/2014 02811 - 12 of 19 CITY OF PEARLAND LANDSCAPE IRRIGATION 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. 12/2014 02811 - 13 of 19 CITY OF PEARLAND LANDSCAPE IRRIGATION 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 12/2014 02811 - 14 of 19 CITY OF PEARLAND LANDSCAPE IRRIGATION 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. 12/2014 02811 - 15 of 19 CITY OF PEARLAND LANDSCAPE IRRIGATION 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 1"-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 be 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. 12/2014 02811 - 16 of 19 CITY OF PEARLAND LANDSCAPE IRRIGATION 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. 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, corners,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. 12/2014 02811 - 17 of 19 CITY OF PEARLAND LANDSCAPE IRRIGATION 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. 12/2014 02811 - 18 of 19 CITY OF PEARLAND LANDSCAPE IRRIGATION 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 12/2014 02811 - 19 of 19 CITY OF PEARLAND WOOD FENCES AND GATES Section 02820 WOOD FENCES AND GATES 1.0 GENERAL 1.01 SECTION INCLUDES A Fence framework, material components, and accessories. B Excavation for post bases, concrete foundation for posts, and installation of gates. 1. Manual gates and related hardware. C References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals D Referenced Standards: 1. 'American Society of Testing and Materials (ASTM) 2. American Association of State Highway and Transportation Officials (AASHTO) 1.02 MEASUREMENT AND PAYMENT A Measurement for fencing shall be on a linear foot basis for type and height noted, measured and complete in place. B Measurement for gates shall be per each, complete in place. C 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 Shop Drawings: Indicate plan layout, spacing of components, post foundation dimensions, hardware anchorage, and specific description of material components. C Product Data: Provide data on material components including posts, rails, bracing, accessories, fittings, and hardware. 1.04 SYSTEM DESCRIPTION A Fence height shall be as indicated on Plans or as noted to match height of existing. B Line post spacing shall not exceed 10 feet, or as shown on Plans. 07/2006 02820- 1 of 3 CITY OF PEARLAND WOOD FENCES AND GATES C Provide bracing as appropriate for structural integrity. D Concrete posts in the ground at a depth of, at least, 1/a the height of the fence. E The diameter of the post hole shall be, at least, 11/2 times that of the post,or as shown on Plans. 1.05 QUALIFICATIONS A Company specializing in installation of the products specified in this Section with minimum three years experience. 1.06 FIELD MEASUREMENTS A Verify that field measurements are as indicated on Shop Drawings. 2.0 PRODUCTS A When the Work entails replacement of fence structures, the products shall match or exceed the quality of existing. 3.0 EXECUTION 3.01 INSTALLATION A Install fence in accordance with the directions of the manufacturer and these Technical Specifications. B Use a Class B concrete base or better to set posts into the ground. Allow concrete to cure for at least 7 days before attaching remainder of fence. C Where type of material applies,use standard fence stretching equipment to stretch the fencing before tying it to the rails and posts. Repeat the stretching and tying operations about every 100 feet. Use bottom tension wire where specified on Plans. D Erect gates so they swing or slide in the appropriate direction. Provide gate stops as required. Secure hardware, adjust, and leave in perfect working order. Adjust hinges and diagonal bracing so that gates will hang level. Adjust rollers and guides of sliding gates so that gates are level. E Accommodate contour of ground as indicated on Plans. F Where new fence joins an existing fence, set a corner post and brace post at the junction, or tie in as directed on Plans. G Nuts and bolts shall be in conformance with ASTM-A307 and shall be galvanized in accordance with AASHTO M232. 07/2006 02820-2 of 3 CITY OF PEARLAND WOOD FENCES AND GATES H Other hardware indicated on Plans shall be in accordance with ASTM Standards. END OF SECTION 07/2006 02820-3 of 3 CITY OF PEARLAND CHAIN LINK FENCES AND GATES Section 02821 CHAIN LINK FENCES AND GATES 1.0 GENERAL 1.01 SECTION INCLUDES A Fence framework, fabric, and accessories. B Excavation for post bases, concrete foundation for posts and center drop for gates. 1. Manual gates and related hardware. 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 570, "Standard Practice for Roof System Assemblies Employing Steel Deck, Performed Roof Insulation, and Bituminous Built-Up Roofing" b. ASTM A 1011, "Standard Specification for Steel, Sheet, and Strip,- Hot-Rolled, Carbon, Structural, High-Strength Low Alloy and High- Strength Low Alloy with Improved Formability" c. ASTM A 307, "Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength" 2. American Association of State Highway and Transportation Officials (AASHTO) 1.02 MEASUREMENT AND PAYMENT A Measurement for fencing shall be on a linear foot basis for height noted,measured and complete in place. B Measurement for gates shall be per each, complete in place. C Payment for chain link fences and gates 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. 07/2006 02821 - 1 of 4 CITY OF PEARLAND CHAIN LINK FENCES AND GATES B Shop Drawings: Indicate plan layout, spacing of components, post foundation dimensions, hardware anchorage, and schedule of components. C Product Data: Provide data on fabric, posts, accessories, fittings and hardware that indicates that items match or exceed the quality of existing. 1.04 SYSTEM DESCRIPTION A Fence Height shall be as indicated on Plans or as noted to match height of existing. B Extension arms for barbed wire shall match existing. C Line Post Spacing shall not exceed 10 feet, or as shown on Plans. 1.05 QUALIFICATIONS A Manufacturer: Company specializing in manufacturing the products specified in this Section with minimum three years experience. 1.06 FIELD MEASUREMENTS A Verify that field measurements are as indicated on Shop Drawings. 2.0 PRODUCTS 2.01 GALVANIZED FENCING A Fence fabric shall be No. 9 steel wire, hot galvanized after weaving, to match or exceed existing. B Framework shall be hot-dipped galvanized with a minimum coating of 2 ounces/sf,or one ounce/sf plus 30 micrograms/square inch chromate conversion coating. C Line posts shall be 2" and conform to ASTM A 570 Grade 45 steel or ASTM A 569, cold rolled steel. All posts shall have spherical plugs. D End corner, angle, and pull posts shall be 2 1//2" and conform to ASTM A 570 Grade 45 steel or ASTM A 569 for steel pipe. E Top rails shall be 1.65 x 1.25 inch formed C-section; or 1.6 inch round ASTM A 569, 1.35 lbs/ft; or one 5/8 inch outside diameter steel pipe,2.27 lbs/ft. Top rails shall pass through openings provided for that purpose in post tops. F Fabric ties shall be hog rings, galvanized steel wire not less than 9-ga with a zinc coating of not less than 1.2 ounces/sf. G Bolts and nuts shall be in conformance with ASTM A 307 and shall be galvanized in accordance with AASHTO M232. 07/2006 02821 -2 of 4 CITY OF PEARLAND CHAIN LINK FENCES AND GATES H Install horizontal braces fabricated of one 5/8 inch,2.271b copper bearing steel pipe at all corner, gate, and end posts. I All posts to have malleable iron top caps. J Bottom tension wire shall be#7 gauge wire. K Gates shall be either swing or slide as shown on the plans. Swing gates shall be hinged to swing 90 degrees from closed to open or hinged to swing 180 degrees from close to open. Slide gates shall be roller type with no vertical obstructions. All gate leaves shall have intermediate members and diagonal stress rods as required for rigid construction and shall be free from sag or twist. All gates shall be fitted with vertical extension arms or shall have frame end number extended to carry barbed wire. Gate posts for gates shall be 4-inch, 9.1 lb pipe. Gate frames shall be made of 2-inch outside diameter,castings. Fabric shall be the same as for the fence. Gates shall have malleable iron ball and socket hinges, catches, stops and padlocks with 3 keys each. Posts for single gates shall be the same as end posts. 3.0 EXECUTION 3.01 INSTALLATION A Install chain link fence in accordance with the directions of the manufacturer and these Specifications. B Install line fence posts at not more than loft centers and concreted at least 36 inches x 12" diameter into the ground in a Class B concrete base. Allow concrete to cure for at least 7 days before erecting remainder of fence. Fasten fabric to line posts with wire ties spaced about 14 inches apart and to top rail spaced about 24 inches apart. C Use standard chain link fence stretching equipment to stretch the fabric before tying it to the rails and posts. Repeat the stretching and tying operations about every 100 feet. D Erect gates so they swing or slide in the appropriate direction. Provide gate stops as required. Secure hardware, adjust,and leave in perfect working order. Adjust hinges and diagonal bracing so that gates will hang level. Adjust rollers and guides of sliding gates so that gates are level. E At small natural or drainage ditches where it is not practical for the fence to conform to the contour of the ground, span the opening below the fence with wire fastened to stakes of required length. The finished fence shall be plumb, taut, true to line and ground contour. When directed, stake down the chain link fence at several points between posts. 07/2006 02821 -3 of 4 CITY OF PEARLAND CHAIN LINK FENCES AND GATES F Where new fence joins an existing fence, set a corner post and brace post at the - junction and brace as directed. If the connection is made at other than the corner of the new fence the last span of the old fence shall contain a brace. END OF SECTION 07/2006 02821 -4 of 4 CITY OF PEARLAND TOPSOIL Section 02910 TOPSOIL 1.0 GENERAL 1.01 SECTION INCLUDES A Furnishing and placing topsoil for finish grading and for seeding, sodding, and planting. 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 02200—Site Preparation 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 topsoil under this Section. Include,cost in Bid Items for which topsoil is a component. B If topsoil 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 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 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. 07/2006 02910- 1 of 3 CITY OF PEARLAND TOPSOIL 2.0 PRODUCTS 2.01 TOPSOIL A Topsoil shall be fertile, friable, natural sandy loam surface soil obtained from excavation or borrow operations having the following characteristics: 1. pH value of between 5.5 and 6.5. 2. Liquid limit: topsoil not exceed 50 3. Plasticity index: 10 or less. 4. Gradation: maximum of 40 percent with a passing the#280 sieve. B Topsoil shall be reasonably free of subsoil, clay lumps,weeds,non-soil materials and other litter or contamination. Topsoil shall not contain roots,stumps,and stones larger than 2 inches. C Obtain topsoil from the top material from naturally well drained areas where topsoil occurs at a minimum depth of 4 inches and has similar characteristics to that found at the placement site. Do not obtain topsoil from areas infected with a growth of, or reproductive parts of nut grass or other noxious weeds. 3.0 EXECUTION 3.01 EXAMINATION A Verify that excavation and embankment operations have been completed to correct lines and grades: 3.02 TOPSOIL STRIPPING AND SOTCKPILING A Conform to topsoil stripping and stockpiling requirements of Section 02200 — Site Preparation. 3.03 PLACEMENT A Contractor shall conduct erosion control practices described in Section 01566-Source Controls for Erosion and Sedimentation during topsoil placement operations. B For areas to be seeded or sodded, scarify or plow existing surface material to a minimum depth of 4 inches, or as indicated on the Plans. Remove any vegetation and foreign inorganic material. Place 4 inches of topsoil on the loosened material and roll lightly with an appropriate lawn roller to consolidate the topsoil. C Increase depth pf topsoil to 6 inches when placed over cement stabilized sand used as bedding and backfill material. D For areas to receive bushes or trees,excavate existing material and place topsoil to the depth and dimensions shown on the Plans. 07/2006 02910-2 of 3 CITY OF PEARLAND TOPSOIL E Remove spilled topsoil from curbs, gutters, and, paved areas and dispose of excess topsoil in accordance with requirements of Section 01140 — Contractor's Use of Premises. 3.04 PROTECTION OF THE WORK A Protect and maintain topsoil until a vegetative cover is established. B Repair areas damaged by Contractor's operations at no cost to Owner. END OF SECTION 07/2006 02910-3 of 3 CITY OF PEARLAND HYDROMULCH SEEDING Section 02921 HYDROMULCH SEEDING 1.0 GENERAL 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. 07/2006 02921 - 1 of 4 CITY OF PEARLAND HYDROMULCH SEEDING 2.0 PRODUCTS 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 EXECUTION 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. 07/2006 02921 -2 of 4 CITY OF PEARLAND HYDROMULCH SEEDING 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: APPLICATION PLANTING TYPE RATE DATE POUNDS/A Hulled Common Bermuda Grass 98/88 40 Unhulled Common Bermuda Grass 98/88 40 Jan 1 to Mar 31 Hulled Common Bermuda Grass 98/88 40 Apr 1 to Sep 30 Hulled Common Bermuda Grass 98/88 40 Unhulled Common Bermuda Grass 98/88 40 Oct 1 to Dec 31 Annual Rye Grass(Gulf) 30 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. 07/2006 02921 -3 of 4 CITY OF PEARLAND HYDROMULCH SEEDING 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 • 07/2006 02921 -4 of 4 CITY OF PEARLAND SODDING Section 02922 SODDING 1.0 GENERAL • 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. 07/2006 02922- 1 of 4 CITY OF PEARLAND SODDING 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 PRODUCTS 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 EXECUTION 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. 07/2006 02922-2 of 4 CITY OF PEARLAND SODDING 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. 07/2006 02922-3 of 4 CITY OF PEARLAND SODDING 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 07/2006 02922-4 of 4 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING Section 02931 , LANDSCAPE AND TREE PLANTING 1.0 GENERAL 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. 12/2014 02931 - 1 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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. 12/2014 02931 -2 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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 fmal 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. 12/2014 02931 -3 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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 PRODUCTS 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. 12/2014 02931 -4 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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 0 0 0 5.1 - 6.0 50 75 100 <5.0 100 125 175 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: 12/2014 02931 -5 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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. 12/2014 02931 -6 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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. 12/2014 02931 -7 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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. _ 12/2014 02931 -8 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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. 12/2014 02931 -9 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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. 12/2014 02931 - 10 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 3.0 EXECUTION 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. 12/2014 02931 - 11 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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. 12/2014 02931 - 12 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING E Incorporate amendments into the soil as a part of the soil preparation process prior to r 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 fmish 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. 12/2014 02931 - 13 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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. 12/2014 02931 - 14of15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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 ~5 12/2014 02931 - 15of15 CITY OF PEARLAND PAVEMENT REPAIR Section 02980 , PAVEMENT REPAIR 1.0 GENERAL 1.01 SECTION INCLUDES A Repairing streets,highways,driveways,sidewalks,and other pavements that have been cut, broken, or otherwise damaged during construction. B Repairing areas of failed paving in preparation for resurfacing. C References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 01500—Temporary Facilities and Controls 4. Section 02335 —Subgrade 5. Section 02710—Base Course for Pavement 6. Section 02330—Embankment 7. 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 pavement repair under this section. Include cost in Bid Items for which this Work is a component. B If pavement repair is included as a Bid Item,measurement is on a square yard basis. as follows: 1. Trench width plus 48 inches for utilities. 2. Trench width plus 10 feet for structures. 3. As marked in field for failed paving. C If provisions of this Section, 3.01D, require the limits of pavement repairs to be increased, then the payment limits shall be increased to the same extent. D No payment will be made for work outside payment limits, in areas that are not specifically called out as pay items and are incidental to the work or in areas removed for Contractor's convenience. 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. 05/2008 02980- 1 of 3 CITY OF PEARLAND PAVEMENT REPAIR 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 PRODUCTS 2.01 MATERIALS A Provide materials of the same character as existing materials encountered in a cross section of the area to be repaired, or as approved by the Engineer. B Subgrade: Provide on site soil stabilized with lime, lime fly ash, etc., as required by the testing laboratory under the provisions of Section 02335 —Subgrade. C Base: Provide new base material as required by applicable portions of Section 02710— Base Course for Pavement. D Pavement: Provide new paving materials as required by Technical Specifications of applicable surface course treatments. 3.0 EXECUTION 3.01 EXAMINATION A Verify backfill is complete before repairing pavement over installed utilities or structures. B Verify remaining subgrade is ready to support imposed loads before repairing areas of failed paving. 3.02 PREPARATION A For installation of utilities and utility appurtenances, saw cut and remove pavement (including base material for asphalt paving)24 inches beyond the width of excavation, unless otherwise indicated on Plans. B For installation of structures, saw cut and remove pavement(including base material for asphalt paving) 5 feet beyond the width of excavation,unless otherwise indicated on Plans. C For repair of areas of failed paving, saw cut and remove pavement (including base material for asphalt paving) where indicated in the field or as directed by Engineer. Remove subgrade that is soft and yielding, or to depth as directed by Engineer. D If removed pavement is greater than one-half of pavement lane width, or within 18 inches of a longitudinal joint, on concrete pavement, replace pavement for full lane width or to nearest longitudinal joint as approved by the Engineer. 05/2008 02980-2 of 3 CITY OF PEARLAND PAVEMENT REPAIR E Protect edges of existing pavement to remain from damage during removals, utility placement,backfill, and paving operations. For concrete pavement,leave and protect minimum of 18 inches of undisturbed subgrade on each side of trench to support replacement slab. 3.03 EXAMINATION : A Verify backfill is complete before repairing pavement over installed utilities or structures. B Verify remaining subgrade is ready to support imposed loads before repairing areas of failed paving. 3.04 INSTALLATION A Replace subgrade with material specified in this Section, 2.01B. Place and compact under the provisions of Section 02330—Embankment for areas under future paving to match lines and grade of surrounding subgrade. B Replace base course with material specified in this Section,2.O1C. Place and compact under the provisions of Section 02710—Base Course for Pavement to match lines and grade of surrounding base course. C Replace pavement with material specified in this Section,2.O1D,and according to the Technical Specifications of the particular surface course treatment so that a smooth, hard, well cemented surface, conforming to the lines and grade of the surround pavement is secured D For concrete pavement, install size and length of reinforcing steel and pavement thickness indicated on Plans. Place types and spacing of joints to match existing or as indicated on Plans. E Where existing pavement consists of concrete pavement with asphaltic surfacing, resurface with minimum 2-inch depth asphaltic pavement. F Repair state highway crossings in accordance with highway department permit and within 1 week after utility work is installed. 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. ') 3.06 PROTECTION OF THE WORK A Protect and maintain all pavement in good condition until completion of Work. B Replace pavement damaged by Contractor's operations at no cost to Owner. END OF SECTION 05/2008 02980-3 of 3 CITY OF PEARLAND PRECAST REINFORCED CONCRETE VALVE VAULT 03419S PRECAST REINFORCED CONCRETE VALVE VAULT 1.00 GENERAL 1.01 WORK INCLUDED A. Furnish all labor, materials, equipment, incidentals and transportation necessary for placing precast reinforced concrete valve vault. 1.02 QUALITY ASSURANCE A. Design Criteria: 1. Precast reinforced concrete valve vault shall conform: a. To the requirements of ASTM C857 and C858 for underground precast concrete utility structures. b. Be designed for the specific site conditions and construction document requirements. c. Be designed to resist buoyant forces due saturated soil. ? B. Test Requirements: 1. For testing of precast(machine-made)valve vaults, a minimum of four test cylinders for design compressive strength shall be made for each day's production run of each size and class of culvert section. Strength tests for each production run will be based on the average strength of two cylinders which may be tested any time after completion of the specified curing period. When design strength is attained on the initial test,further tests on that run will not be required. Should the initial test fail to meet the design strength,subsequent tests shall be made at 28 days unless additional test cylinders were made during production of that run. Failure to attain design compression strength by the 28-day test will result in rejection of the run represented by the test. Equipment required for testing for precast(machine-made)valve vaults shall be furnished by the fabricator. Cylinders for compressive strength tests shall be made in accordance with ASTM C31. C. Permissible Variations: 1. Tolerances for precast sections shall conform to ASTM C858. a. Deviations from the above tolerances will be acceptable if the sections can be fitted at the plant or job site and it is determined that an acceptable joint can be made. For this condition an acceptable joint is: 1). When two sections are fitted together on a flat surface, in proper alignment and in the position they will be installed,the longitudinal opening at any point shall not exceed 1 inch. Sections fitted together at the plant and accepted in this manner shall be match-marked for installation. Precast Reinforced Concrete Valve Vault 03419S-1 CITY OF PEARLAND PRECAST REINFORCED CONCRETE VALVE VAULT D. Inspection: 1. The quality of materials,the process of manufacture,and the finished valve vault shall be subject to inspection and approval by the Owner or an authorized representative at the manufacturing plant. In addition,the valve vault shall be subject to further inspection by the Owner at the Project Site prior to and during installation. E. Cause for Rejection: 1. The valve vault shall be subject to rejection on account of failure to conform to any of the specification requirements. Individual sections of valve vault may be rejected because of the following: a. Fractures or cracks in the vault. b. Defects that indicate imperfect proportioning, mixing and molding. c. Surface defects indicating honeycombed or open texture. d. Damaged ends, where such damage would prevent making a structurally sound and water tight joint. 1.03 SUBMITTALS A. Submittals shall be in accordance with Section 01300 "Submittal Procedures", and shall include: 1. Manufacturer's product data sheets. 2. Concrete mix and test results. 1.04 STANDARDS A. The applicable provisions of the following standards shall apply as if written here in their entirety: 1. American Society of Testing and Materials (ASTM) Standards: ASTM C857 Standard Practice for Minimum Structural Design Loading for Underground Precast Concrete Utility Structures ASTM C858 Standard Specification for Underground Precast Concrete Utility Structures ASTM C31 Standard Practice for Making and Curing Concrete Test Specimens in the Field 2. American Association of State Highway and Transportation Officials (AASHTO) Standards: Standard Specification for Joints for Concrete Pipe, Manholes, AASHTO M198-08 and Precast Box Sections using Preformed Flexible Joint Sealants 3. State Department of Highways and Public Transportation,Austin,Texas. Precast Reinforced Concrete Valve Vault 03419S-2 CITY OF PEARLAND PRECAST REINFORCED CONCRETE VALVE VAULT 1.05 DELIVERY AND STORAGE A. Coordinate delivery with installation where possible to avoid unnecessary handling and equipment movement. When stockpiling is required,storage shall be made as close as possible to the point of installation. B. Store precast sections on level blocking in a manner acceptable to the Engineer. No load shall be placed upon them until design strength is reached and curing completed. Shipment of sections may be made when the design strength and curing requirements have been met. C. Store flexible gasket materials not on the box section, and joint lubricating compounds in a cool dry place. Gaskets and preformed plastic materials for pipe joint construction shall be kept clean, away from oil, grease, excessive heat and out of the direct rays of the sun. 2.00 PRODUCTS 2.01 MIXES A. Concrete: Mixed in a central batch plant or other approved batching facility from which the quality and uniformity of the concrete can be assured. Transit mixed concrete will not be acceptable. Concrete shall be 5000 psi minimum. 2.02 MANUFACTURED PRODUCTS A. Valve Vault: Materials, manufacture and curing of precast reinforced concrete valve vault shall conform to ASTM C858. Vault shall be a precast concrete structure in accordance with the Drawings and Specifications, and shall be manufactured by Oldcastle Precast, 1100 Heritage Pkwy, Mansfield,TX 76063-2759, or approved equal. B. Cold Applied Preformed Gaskets: 1. Cold applied preformed gaskets shall be suitable for sealing joints of tongue and groove concrete box sections. The gasket sealing the joint shall be produced from blends of refined hydrocarbon resins and-plasticizing compounds reinforced with inert mineral filler and shall contain no solvents, irritating fumes or obnoxious odors. The gasket joint sealer shall not depend on oxidizing, evaporating, or chemical action for its adhesive or cohesive strength, and shall be supplied in extruded rope-form of suitable cross-section. The size of the gasket joint sealer shall be in accordance with the manufacturer's recommendations and sufficient to obtain the squeeze-out as described in Paragraph 3.02. 2. Gasket joint sealer shall be protected by a suitable removable two-piece wrapper. The two-piece wrapper shall be so designed that half may be removed longitudinally without disturbing the other half to facilitate application as noted below. 3. The chemical composition of the gasket joint sealing compound shall conform to the requirements of AASHTO M198-08 1,Type B, Flexible Plastic Gasket(Bitumen). C. Workmanship and Finish: Valve Vault shall be substantially free from fractures, large or deep cracks and surface roughness. The ends of the valve vault shall be normal to the walls and centerline of the valve vault within the limits of Permissible Variations specified above. The vault exterior shall be coated with a bituminous coating for areas to be install below grade. Precast Reinforced Concrete Valve Vault 034193-3 CITY OF PEARLAND PRECAST REINFORCED CONCRETE VALVE VAULT D. Markings: The following information shall be clearly marked on each section. Markings shall be indented on the valve vault or painted thereon with waterproof paint. 1. The load rating and ASTM Designation No.of the valve vault. 2. The date of manufacture. 3. The name or trade name of the manufacturer. 3.00 EXECUTION 3.01 EXCAVATION AND EMBEDMENT A. Excavation and embedment shall conform to the requirements in Section 02255 "Bedding, Backfill, & Embankment Materials" 3.02 INSTALLATION • A. Laying: 1. Valve vault sections shall be installed such that the bottom section(s) shall be full sections. Partial sections, if necessary, shall be utilized'for the top most section only. Valve vault cover shall be separate from the vault walls. B. Jointing: 1. Joints using cold applied preformed plastic gaskets shall be made as follows: a. A suitable primer of the type recommended by the manufacturer of the gasket joint sealer shall be brush-applied to the tongue and groove joint surfaces and the end surfaces and allowed to dry and harden. No primer shall be applied over mud, sand, dirt or sharp cement protrusions. Clean and dry the surface to the primed when primer is applied. b. Before laying the valve vault in the trench, attach the plastic gasket sealer around the tapered tongue or tapered groove near the shoulder or hub of each joint. Remove the paper wrapper from one side only of the two-piece wrapper on the gasket and press firmly to the clean, dry valve vault joint surface. Do no remove the outside wrapper until immediately before pushing the valve vault into its final position. c. When the tongue is correctly aligned with the flare of the groove, remove the outside wrapper on the gasket and pull or push home the valve vault with sufficient force and power(Back Hoe shovel, chain hoist, ratchet hoist or winch)to cause the evidence of squeeze-out of the gasket material on the side of outside around the complex valve vault joint perimeter. d. When the atmospheric temperature is below 60 F, plastic joint seal gaskets shall either be stored in an area warmed to above 70 F, or artificially warmed to this temperature in a manner satisfactory to the Engineer. Apply gaskets to valve vault joints immediately prior to placing valve vault in trench,followed by connection to previously laid box section. Precast Reinforced Concrete Valve Vault 034195.-4 CITY OF PEARLAND PRECAST REINFORCED CONCRETE VALVE VAULT 3.03 BACKFILL A. After the valve vault has been placed, bedded and jointed as specified and approved by the Owner or his authorized representative, perform backfilling in accordance with Section 02255 "Bedding, Backfill, & Embankment Materials."Take special precautions in placing and compacting the backfill to avoid any movement of the valve vault or damage to the joints. END OF SECTION Precast Reinforced Concrete Valve Vault 03419S-5 CITY OF PEARLAND VALVE VAULT HATCHES 03420S VALVE VAULT HATCHES 1.00 GENERAL 1.01 WORK INCLUDED A. Furnish labor, materials, equipment and incidentals necessary to install new access hatches as indicated on the plans. B. Provide safety grate at each of the access doors to the precast valve vault. Verify actual size of the access doors. Installation of the safety grate shall be in accordance with the manufacturer's recommendations and the manufacturer shall provide an Equipment Installation Report certifying that it was installed properly. The manufacturer shall furnish brackets, anchor bolts and anchor bolt layouts and appurtenances required for the installation of the safety grate. C. References to Technical Specifications: 1. Section 01350"Submittals" 1.02 QUALITY ASSURANCE A. ACCEPTABLE MANUFACTURERS 1. Halliday. 2. USB Fab. 3. Xylem. 4. Approved Equal. 1.03 SUBMITTALS A. Submittals shall be in accordance with Section 01350"Submittals" and shall include: 1. Shop Drawings. 2. Operation and Maintenance Manuals 1.04 DELIVERY AND STORAGE A. The Vendor shall be responsible for delivery of the hatch and accessories,f.o.b.to the job site or to such storage site as may be designated by the Owner or Construction Contractor, in good condition and undamaged. B. Unloading and storage of the equipment shall be the responsibility of the Construction Contractor who shall inspect the equipment for apparent damage. Equipment which is found to be damaged shall not be accepted until properly repaired or replaced by the Vendor. 2.00 PRODUCTS 2.01 ACCESS COVER Valve Vault Hatches 03420S-1 CITY OF PEARLAND VALVE VAULT HATCHES A. Heavy duty access cover shall be constructed of a minimum 3/8-inch aluminum checkered plate. The structural frame for the cover shall be designed to support a minimum live load of 300 pounds per square foot for one of the valves at any location on the cover. The supplier shall provide the construction details and dimensions for the cover to the Contractor so that he will have adequate information to construct the adjacent flooring system. The access cover shall be provided with open assist-slow closure device and hold open device. Provide hasp and staple or other means for locking. Coat access cover frame exterior in contact with concrete with bituminous coating. 2.02 SAFETY GRATE A. The safety grate shall be designed to withstand a minimum live load of 300 pounds per square foot using 17,300 psi as the design stress for the aluminum. Deflection shall not exceed 1/150th of the span. Each safety grate shall be designed to combine covering of the opening,fall through protection per OSHA standard 1910.23 and controlled confine space entry per OSHA standard 1910.146. B. The safety grate shall be made of 6061-T6 aluminum and designed per the "Specifications for Aluminum Structures", by the Aluminum Association, Inc., 5th Edition, Dec. 1986 for "Bridge Type Structures." This specification requires the manufacturer to use 38,000 psi as the ultimate strength and 35,000 psi as the minimum yield strength,for grade 6061-T6 aluminum and then a safety factor of 2.2 be applied, leaving a 17,300 psi design stress. C. Grate openings shall allow for visual inspection, limited maintenance and float adjustments while the safety grate fall through protection is left in place. D. Grating design shall provide an opening for the valve power cable once the valve is pu,Iled. This design allows the safety grate(s)to be closed after the valve is pulled, while leaving a space for the power cable. E. Design must assure that the fall through protection is in place before the doors can be closed. F. Each grate shall be provided with a permanent hinging system, which will lock the grate in the 90 degree position once opened. G. Each grate shall have an opening arm,which will allow opening of the grate,while providing the grate as a barrier between the operator and the pit. The opening arm shall also be equipped with a controlled confined space entry lock(lock provided by Owner). This locking device will prevent unauthorized entry to the confined space. The grating system will allow anyone to make visual inspection and float adjustments without entering the confined space. H. Each aluminum safety grate shall be coated with a safety orange color, promoting visual awareness of the hazard. Powder coat system shall be applied by the electrostatic spray process. The coating is a thermosetting, powder coat finish with a minimum thickness of 2 to 4 mils and shall be baked at 350 to 375 F, or as recommended by the manufacturer, until cured. I. Welding shall be in accordance with ANSI/AWS D1.2-90 Structural Welding Code for Aluminum. J. All mounting hardware, bolts, nuts,etc. shall be 316 stainless steel. Valve Vault Hatches 03420S-2 CITY OF PEARLAND VALVE VAULT HATCHES 3.0 EXECUTION 3.01 INSTALLATION A. Installation shall be in accordance with the Manufacturer's instructions. Any modification to the structure as a result of requiring different size access door hatchways is the responsibility of the Contractor. END OF SECTION Valve Vault Hatches 03420S-3 CITY OF PEARLAND VALVE VAULT HATCHES THIS PAGE INTENTIONALLY LEFT BLANK Valve Vault Hatches 03420S-4 CITY OF PEARLAND TECHNICAL SPECIFICATIONS DIVISION 11 TECHNICAL SPECIFICATIONS DIVISION 11 EQUIPMENT 07/2006 CITY OF PEARLAND PRESSURE REDUCING VALVES SECTION 11280 PRESSURE REDUCING VALVES 1.00 GENERAL 1.01 WORK INCLUDED A. Furnish labor, materials, equipment and incidentals with all appurtenances and accessories necessary to install and test the pressure reducing valve at the location indicated on the contract documents. B. The equipment furnished under this specification shall be suitable for use in a potable municipal water system. 1.02 QUALITY ASSURANCE A. Experience Requirements: Valves shall be the product of a manufacturer who has a least 10 years' of successful experience in the design, manufacture and application of pilot operated pressure reducing valves used in water service. B. Assembly: The valve,strainers, piping, opening and closing speed control valves and other appurtenances shall be completely assembled, and tested at the factory. The valve seats shall be adjusted at the factory for correct seating. C. Manufacturer's Representative: The valve manufacturer shall furnish the services of a competent service technician for the duration of time necessary to assist in the installation,adjustment and start-up operation, and field acceptance testing. Thetechnician shall issue a written certification that the equipment has been properly installed.The technician shall also provide a minimum of 16 hours of training for up to 8 of the Owner's personnel in the proper care, maintenance, adjustment and operation of the equipment. D. Acceptable Manufacturers: Acceptable valve manufacturers include the following: 1. Cla-Val Company 2. Or Approved Equal • 1.03 SUBMITTALS A. Submittals shall be provided in accordance with Section 01350 "Submittals" and shall include: /1. Shop Drawings. a. Data sheets of pilot systems, and pressure reducing device being provided b. Provide specific information on all optional features specified and confirm that these items are provided. 2. Operation and Maintenance Manuals. 11280 - 1 of 6 CITY OF PEARLAND PRESSURE REDUCING VALVES 1.04 STANDARDS A. The applicable provisions of the following standards shall apply as if written here in their entirety. 1. American Society for Testing and Materials(ASTM) Standards: ASTM A48 Standard Specification for Gray Iron Castings ASTM B61 Standard Specification for Steam or Valve Bronze Castings ASTM B62 Standard Specification for Composition Bronze or Ounce Metal Castings 2. American Water Works Association (AWWA) Standards: AWWA C530- 12 Standard Specification for Pilot-Operated Control Valves AWWA C550 Standard Specification for Protective Interior Coatings for Valves and Hydrants 3. American National Standards Institute (ANSI). 1.05 WARRANTY A. Vendor shall warrant the equipment furnished under this specification for a period of three years against defects in materials,workmanship and operational failure from the date of project final acceptance as outlined in the manufactures product warranty excluding installation by others. B. In the event of failure of any part or parts of the equipment during the first three years of operation, the Vendor shall furnish, deliver and install the defective part or parts at no additional expense to the Owner as outlined in the manufactures product warranty excluding installation by others. 2.00 PRODUCTS 2.01 PRESSURE REDUCING VALVE A. General: 1. The valves shall meet NSF, and AWWA requirements for potable water service. 2. The valve body shall be hydraulically operated diaphragm actuated,globe or angle pattern.See drawing for pattern configuration. 3. Valves shall be diaphragm actuated, hydraulic operated, pilot controlled type, and designed to limit downstream pressure to the preset maximum, regardless;of changing upstream pressure. The diaphragm assembly shall be the only moving part and shall be fully guided by bearings in the valve cover and lower operating unit. 4. Valves shall be tight closing,with BUNA-N-Synthetic rubber discs. The discs shall be field replaceable, and the valves shall be serviceable inline by removing the cover. Valves shall be drip tight at rated pressures with flow in one direction and shall be satisfactory for applications involving valve operation after long periods of inactivity. 5. Valve body interior and exterior surfaces shall be epoxy resin coated and shall be suitable for high velocity service.The coating shall be applied by the fusion bond method and will be a minimum thickness of 8 mills when complete. 11280 -2of6 CITY OF PEARLAND PRESSURE REDUCING VALVES 6. The pilot system shall have an inline hydraulic check valve option. 7. End Connections for control valve shall be flanged per ASME/ANSI B16.42, Class 150. 8. Provide piping to convey water expelled from the valve bonnet to floor drains, sumps or as directed by the Owner. 9. The valve body and cover shall be ductile iron in accordance with ASTM A536. The disc guide, seat, and cover bearing shall be Stainless Steel 316L. 10. Pilot system check valve shall be of the diaphragm type to assure drip type shutoff and equipped with one y-pattern strainer to protect the pilot system from foreign matter. Pilot system materials to be cast bronze ASTM B62 with 303 stainless steel trim. 11. Valve shall be Model#90-01 BCSY KC Pressure Reducing valve. Material Specifications Main Valve Body&Cover ASTM A536, Ductile Iron End Connections Flanged 150# Fig. Class ANSI Standard B16.42 rated for 250 psi max. working pressure Main Valve Trim Stainless Steel 316L Valve Seat Stainless Steel Pilot control system Cast Brass ASTM B62 with 303 Stainless Steel trim Seal Disc Buna-N®Synthetic Rubber Diaphragm Nylon Reinforced Buna-N® Rubber Tubing&Control Piping Stainless Steel Piping& Fittings Stem, Nut and Spring Stainless Steel B. Operation: 1. The valve shall function to limit downstream pressure to the preset maximum, regardless of upstream pressure.The pilot system shall be a direct acting diaphragm valve designed to close when the controlling differential exceeds the adjustable spring setting. 2. The range of downstream pressure set points for the valve shall be adjustable from 30 pounds per square inch to 90 pounds per square inch and set initially as shown in the Schedule. 3. Over long periods of inactivity(6 months)the valve should be exercised open and close to ensure the continued operation of the main valve and pilot system. 4. Valve rubber components in the main valve and pilot system should be replaced as needed to ensure proper continued operation.The frequency should be determined by water chemistry and historical data for that system and rubber components. 5. Strainers on the valves should also checked and cleaned as needed to ensure proper continued operation.The frequency should be determined by water chemistry and historical data for that system. 2.02 VALVE FLOW MEASUREMENTS A. See Attached 2.03 MAIN VALVE BODY • 11280 -3 of 6 CITY OF PEARLAND PRESSURE REDUCING VALVES A. The valve shall contain a resilient, synthetic rubber disc with a rectangular cross-section and that forms a tight seal against a single removable seat insert. No 0-ring type discs shall be permitted as the seating surface.The disc guide shall be of the contoured type to permit smooth transition of flow and shall hold the discs firmly in place.The disc retainer shall be of a sturdy one-piece design capable of withstanding opening and closing shocks. B. The valve seat shall be a solid,one-piece design and drip-tight shut off.The stem shall be drilled and tapped in the cover end to receive and affix such accessories as may be deemed necessary. The diaphragm assembly shall be the only moving part and shall form a sealed chamber in the upper portion of the valve, separating the operating pressure from the line pressure. C. The diaphragm shall not be used as the seating surface.The diaphragm shall be fully supported in the valve body and cover by machined surfaces which support no less than one-half of the total surface area of the diaphragm in either the fully opened or fully closed position. D. The main valve seat and stem bearing in the valve cover shall be removable.The valve seat in the 8" and larger size valves shall be retained by flat head machine screws for ease of maintenance. The lower bearing of the valve stem shall be contained concentrically within the seat and shall be exposed to the flow on all sides to avoid deposits. Cover bearing, disc retainer and seat shall be made of the same material. All necessary repairs and/or modifications other than replacement of the main valve body shall be possible without removing the valve from the pipeline. The valve shall be designed such that both the cover assembly and internal diaphragm assembly can be disassembled and lifted vertically straight up from the top of a narrow opening/vault.The seat shall be of the solid one-piece design. 2.04 PILOT CONTROL SYSTEM A. The pressure reducing pilot control shall be a direct-acting, adjustable, spring-loaded, normally open, diaphragm valve designed to permit flow when controlled pressure is less than the spring setting. The pilot control is held open by the force of the compression on the spring above the diaphragm and it closes when the delivery pressure acting on the underside of the diaphragm exceeds the spring setting. The pilot control shall have a second downstream sensing port which can be utilized to install a pressure gauge. Pilot shall comply with NSF/ANSI 61 and certified lead free to NSF/ANSI 372 as a safe drinking water system component. B. The pilot control system shall include a strainer, a fixed orifice closing speed and all required control accessories, equipment, control tubing and fittings. No variable orifices shall be permitted. The pilot system shall include an opening speed control on all valves sizes 3" and smaller as standard equipment. The pilot system shall include isolation ball valves on sizes 4" and larger as standard equipment. A full range of spring settings shall be available in ranges of 0 to 400 psi. Pilot to be manufactured by control valve manufacturer. Material Specifications Body&Cover Bronze, Low Lead CuZn21Si3P or UNS C87850 Pilot Trim Brass&Stainless Steel 303 Rubber Buna-N® Connections FNPT Pressure Rating 400 psi Max. Control Tubing Copper Control Fittings Brass 2.05 FACTORY TESTING: 11280-4 of 6 CITY OF PEARLAND PRESSURE REDUCING VALVES A. Each control valve shall be factory tested. B. The Quality Management System of the factory shall be certified in accordance with ISO 9001: 2008 C. The standard factory tests shall include a valve body and cover leakage test, seat leakage test and a stroke test. Control valves and pilot valves, in the partially open position,with both ends closed off with blind flanges (valves) and pipe plugs (pilots),shall be subject to an air test. The applied air pressure shall be 90 psi minimum. All air pressure tests shall be applied for a minimum of 15 minutes. No visible leakage is permitted through the valve seat,the pressure boundary walls of the valve body,valve cover, pilot body, pilot cover or the body-cover joint. D. The diaphragm must withstand a Mullins Burst Test of a minimum of 600 X per layer of nylon fabric and shall be cycled tested 100,000 times to ensure longevity. E. Control valve manufacturer shall, upon request,offer additional testing, such as high pressure hydrostatic testing, positive material inspection testing,ferrite testing, liquid penetration inspection testing, magnetic particle examination testing and radiographic examination testing. 2.06 FACTORY ASSEMBLY A. Each control valve shall be factory assembled. B. The Quality Management System of the factory shall be certified in accordance with ISO 9001: 2008. C. For all control valves,the factory assembly shall include the complete main valve, pilot valve(s), and all associated accessories and control equipment. D. During factory assembly the control valve manufacture shall make all necessary adjustments and correct any defects. 3.00 EXECUTION 3.01 INSTALLATION A. Install the valve in the piping with the valve diaphragm shaft in the vertical position. Make all connections between the valve and the valve pilot. Installation of the valve shall be in accordance with the valve manufacturer's recommendations. 3.02 FIELD QUALITY CONTROL A. Upon completion of the installation of the equipment, an acceptance test to verify the satisfactory operation of the valve shall be performed. The test shall be conducted in a manner, approved by and in the presence of the Engineer. The valve manufacturer's representative shall be present during the valve acceptance test. The unit must perform in a manner acceptable to the Engineer before final acceptance will be made by the Owner. 3.03 CLEAN AND ADJUST A. All adjustments will be performed in accordance with the valve manufacturer's instructions. 3.04 SCHEDULES A. The control valve furnished under this specification shall meet the following requirements: Location Size(in.) Initial Setting for Downstream Pressure STA 16+00 16" Full Port 40 PSI 11280 -5of6 CITY OF PEARLAND PRESSURE REDUCING VALVES END OF SECTION 11280 - 6of6 APPENDIX "A" GEOTECHNICAL REPORT The report has been prepared for use in developing an overall design concept. Paragraphs, statements, test results, boring logs, diagrams, etc. should not be taken out of context, nor utilized without a knowledge and awareness of their intent within the overall concept of the report. Statements, conclusions, and recommendations in the report are directed to the Owner and the Owner's design engineers, and not to bidding contractors. The context of statements, conclusions, and recommendations have been conveyed to the Owner and the Owner's design engineers through various meetings, correspondence, and shall not be interpreted by bidding contractors to have singular meaning or interpretation for bidding purposes. The report was made for design purposes only. Any verification of the subsurface conditions for other purposes including, but not limited to determining difficulty of excavation, traffic ability, suitability of on site soil materials or quantities, etc., is the sole responsibility of bidding contractors. GEOTECHNICAL INVESTIGATION PROPOSED MCHARD ROAD EXTENSION CULLEN BLVD. TO MYKAWA RD. PEARLAND, TEXAS Submitted to: Texas + iofr epartment hash s Di Transportation ,s P. 0,' Prepared for: FREESE ®® QNICHOLS 11200 Broadway St., Suite 2332 Pearland, Texas 77584 Submitted by: , GEOTEST ENGINEERING,INC. 5600 Bintliff Drive Houston, Texas 77036 May 19, 2017 . 1 Ell TES ,`0: I i , I, \,! ( Geotechnical Engineers&Materials Testing 5600 Bintliff Drive Houston,Texas 77036 Telephone: (713) 266-0588 Fax: (713) 266-2977 Report No. 1140215001 • May 19, 2017 Joseph AHD Waring, P.E. Freese and Nichols, Inc. 10497 Town and County Way, Suite 600 Houston, Texas 77024 • Reference: Geotechnical Investigation McHard Road Extension City of Pearland, Texas CSJ: 0912-31-290 Dear Mr. Waring, Submitted herein is our final report of the geotechnical investigation performed for the referenced project. This report presents geotechnical recommendations for the design of drilled shaft and driven pile foundations for the traffic signals, pavement subgrade soil information, open cut excavation stability,groundwater control and bedding and backfill criteria for storm sewers and stable • slope for the detention ponds. TxDOT WinCore logs were forwarded to you on April 4, 2016. Pavement recommendations for side streets were provided to you on May 24,2016 and June 7,2016. A draft report was submitted to you on August 2,2016. A revised draft report was submitted to you on August 31, 2016. This final report supersedes all previously submitted reports,transmittals, etc. for the referenced project. This study was authorized through subcontract for professional services agreement effective October 6, 2014 and a notice to proceed on November 18, 2015. We appreciate this opportunity to be of service to you on the referenced project. Please call us if you have any questions regarding this report, or if we can be of further assistance. 4 o........... 13i2 Very truly yours, `,P° 1 i �� GEOTEST ENGINEERINQ, r •• 6 •• pLtl • TBPE Registration No. F-416;'...`�1P !F�1K• `...9 •r lrjl„0.% .� Og2B s a.�=� r Naresh Kolli,P.E. -41,1 Project Engineer F'��e + Mohan Ballagere, P.E. g MOHAN BALLAGERE Vice President v •., 87622 MB\FL\ego Qo�� s�%CEN• .-• � kk98%, ttiti .FN Copies Submitted: (4+1-pdf) aN,-,%17 ; PC38\Geotechnical\}0215001 F.DOC TABLE OF CONTENTS Page EXECUTIVE SUMMARY 1 1.0 INTRODUCTION 1.1 General 4 1.2 Project Description 4 1.3 Scope of Work 5 2.0 FIELD EXPLORATION 2.1 General 7 2.2 Sampling Methods 7 2.3 Groundwater Observations 8 2.4 Borehole Completion 8 2.5 Piezometer Installation 8 3.0 LABORATORY TESTING 9 4.0 GENERAL SITE CONDITIONS 4.1 Site Geology 12 4.2 Geologic Faults 12 4.3 Existing Pavement 12 4.4 Subsurface Conditions 13 4.5 Groundwater Conditions 15 5.0 GEOTECHNICAL RECOMMENDATIONS 5.1 Traffic Signal Foundation 18 5.1.1 Recommended Foundation Types 18 5.1.2 Minimum Embedment Requirement 18 5.1.3 Axial Capacities of Drilled Shafts and Driven Piles 19 5.1.4 Group Effects 21 5.1.5 Settlement 21 5.1.6 Lateral Capacity 21 5.2 Proposed Storm Sewer 22 5.2.1 Geotechnical Parameters 22 5.2.2 Trench Stability 22 5.2.3 Groundwater Control 24 5.2.4 Bedding and Backfill 24 5.2.5 Live Loads on Pipeline Due to Traffic 24 5.3 Trenchless Installation 24 5.3.1 Geotechnical Parameters 24 5.3.2 Earth Pressure on Pipe and Auger Casing 25 5.3.3 Influence of Tunneling on Adjacent Structures 25 5.3.4 Groundwater Control 26 TABLE OF CONTENTS (cont'd) Page 5.4 Structures 26 5.4.1 Foundation Conditions 26 5.4.2 Foundation Design Recommendations 26 5.4.3 Structural Backfill 29 5.4.4 Protection of Below Grade Structures 29 5.4.5 Groundwater Control During Construction 29 5.5 Detention Ponds 29 5.5.1 Slope Stability Analyses 30 5.5.2 Method of Analyses 30 5.5.3 Soil Parameters and Water Level 30 5.5.4 Loading Conditions 32 5.5.5 Factors of Safety 32 5.5.6 Conclusions and Recommendations 33 5.5.7 Clay Liner Properties 34 5.5.8 Borrow Material Analysis 35 5.5.9 Slope Protection and Erosion Control 35 5.6 Pavement Structure Design 36 5.6.1 Design Parameters 36 5.6.2 Recommended Pavement Section 39 5.6.2.1 McHard Road 39 5.6.2.2 Side Streets 40 5.6.3 Preparation of Pavement Subgrade 40 6.0 CONSTRUCTION CONSIDERATIONS 6.1 Drilled Shaft Foundation Installation 42 6.2 Driven Pile Foundation Installation 42 6.3 Groundwater Control 42 7.0 PROVISIONS 43 ILLUSTRATIONS Figure Vicinity Map 1 Plan of Borings 2.1 thru 2.6 Boring Log Profile 3.1 thru 3.7 Symbols and Abbreviations used on Boring Log Profile 4 Skin Friction Design—Drilled Shaft Design(Accumulative Graphs) 5.1 thru 5.7 Skin Friction Design—Driven Pile Design(Accumulative Graphs) 6.1 thru 6.7 Point Bearing Design—Drilled Shaft Design 7.1 thru 7.7 Excavation Support Earth Pressure 8.1 thru 8.3 Stability of Bottom for Braced Cut 9 Vertical Stress on Pipes Due to Traffic Loads 10 Earth Pressure on Pipe and Casing Augering 11 Lateral Earth Pressure Diagram for Permanent Wall 12.1 thru 12.3 Uplift Pressure and Resistance 13 Slope Stability Analyses for Detention Ponds 14.1 thru 14.15 Possible Horizontal Limits of Cohesionless Soils 15.1 thru 15.3 TABLES Table Summary of Boring Information 1 Summary of Soil Parameters for LPile Input 2 Geotechnical Design Parameter Summary—Open-Cut Excavation 3 Geotechnical Design Parameter Summary—Trenchless Installation 4 Summary of Soil Parameters Used for Slope Stability Analyses for Detention Ponds 5.1 thru 5.4 APPENDIX A Figure Logs of Borings A-1 thru A-37 Symbols and Terms Used on Boring Logs A-38 Piezometer Installation Report A-39 thru A-41 APPENDIX B Figure Summary of Laboratory Test Results B-1 thru B-32 Grain Size Distribution Curves B-33 thru B-36 • California Bearing Ratio (CBR) of Laboratory—Compacted Soils B-37a thru B-37f Dry Density versus Laboratory CBR B-38a and B-38b Consolidated Undrained Triaxial Compression Test Results B-39 thru B-42 Permeability Test Results B-43 thru B-45 Pinhole Test Results B-46 APPENDIX C Figure WinCore Soil Strength Analysis—Drilled Shaft Design C-1 thru C-7 WinCore Soil Strength Analysis—Piling Design C-8 thru C-14 APPENDIX D Borings from Previous Study APPENDIX E Phase I Geologic Fault Study Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City ofPearland, Texas EXECUTIVE SUMMARY A geotechnical investigation was performed for the design and construction of McHard Road extension from Cullen Boulevard to Mykawa Road in City of Pearland, Texas. The project calls for the design and construction of approximately 18,150 LF of 4-lane concrete roadway with proposed storm sewer. The storm sewer range from 24 to 48-inch diameter and will be placed at depths ranging from 5 to 12 feet. The proposed construction of storm sewer is generally by open cut method except at the roadway and utility crossings, where tunneling is proposed. The project includes several traffic signals at the intersections of Max Road, Roy Road Garden Road, O'Day Road, and Hatfield Road. The existing traffic signals at Cullen Road and Mykawa Road will be modified. The project also includes construction of three detention ponds (HS-1, HS-2 and CC-1). The pond HS-1 is about 5 feet deep and has a side slope of 4H:1V; the pond HS-2 is about 9 feet deep with a side slope of 411:1V and pond CC-1 is about 15 feet deep with a side slope of 4H:1V. The purposes of this study were to evaluate soil and groundwater,conditions and to provide geotechnical recommendations for the proposed McHard Road Extension in City ofPearland,Texas. This investigation included drilling and sampling thirty seven (37) soil borings to depths ranging from 3 to 35 feet, converting three (3) borings to piezometers for long term water level measurements,performing laboratory tests on soil samples recovered from the borings,performing engineering analyses and developing geotechnical engineering recommendations and preparing a geotechnical report. I The principal findings and conclusions developed from this investigation are summarized as follows. • Based on. the Phase I Geologic Fault.Assessment, two active faults cross the project alignment. Geologic Fault 40A crosses the project alignment near the west end and Geologic Fault 41A crosses the project alignment near Woody Road. The Phase I Geologic Fault Study report is presented in Appendix E. 1 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas • The subsurface soils, as encountered along proposed roadway and at detention ponds, are summarized below: • Proposed Roadway (Borings GB-49 through GB-68 and C-1 through C-5). The subsurface soil soils as encountered in borings GB-49 through GB-68 consist of soft to hard dark gray,yellowish and reddish brown and gray clay, sandy and silty clay to the explored depths of 25 and 35 feet. Stratum of loose to compact silty sand and clayey sand were encountered between the depths of 6 and 16.5 feet and 25 to 35 feet in borings GB-55, GB-56, GB-63 and GB-66. Fill material consisting of medium stiff dark gray and brown clay and sandy clay with calcareous and ferrous nodules were encountered to depths of 1 to 3 feet in borings GB-49 through GB-53, GB-56, GB-58„ GB-62 and GB-64. The subsurface soils below the pavement as encountered in borings C-1 through C-5, drilled along the side streets consist of gray and brown clay and sandy clay to the explored depth of 3 feet. • Detention Pond HS-1 (Borings GB-69 through GB-71). The subsurface soils as encountered in borings GB-69 through GB-71 consist of soft to very stiff dark gray and brown clay and sandy clay to the explored depth of 15 feet. A stratum of very loose brown silty sand was encountered between depths of 5 and 9 feet in boring GB- 70. • Detention Pond HS-2 (Borings GB72 through GB-78). The subsurface soils as encountered in borings GB-72 through GB-78 consists of very soft to very stiff brown, reddish brown and gray clay, silty clay and sandy clay to the explored depth of 20 feet. A stratum of loose to slightly compact gray silty and sandy silt was encountered between depths of 6 to 11.5 feet in borings GB-72 and GB-75. • Detention Pond CC-1 (Borings GB-79 through GB-84). The subsurface soils as encountered in borings GB-79 through GB-84 consists of soft to very stiff clay,silty clay and sandy clay to the explored depth of 30. Stratum of loose to compact silt, sandy silt and silty sand was encountered between the depths of 12.5 to 21.5 feet in borings GB-79, GB-80, GB-82 and GB-83. Further, loose to compact gray and 2 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas brown silty sand was encountered between the depths of 10 and 30 feet in boring GB-84. • Groundwater was initially encountered at depths ranging from 4.0 to 22 feet below existing grade during drilling in all the borings except in borings GB-73,GB-83 and C-1 through C-5 drilled for this study. The groundwater measured 15 minutes after water was first encountered was at depths of 2.0 to 14.4 feet below the existing grade in these borings. The water level measured 30 days after completion of drilling in Piezometers GB-70P, GB-75P and GB-81P was at a depths ranging from 1.6 to 7.0 feet. No ground water was encountered in borings GB-73 and GB-83 and shallow borings C-1 through C-5. • Recommendations for design of drilled shafts and driven full-displacement piles (i.e., prestressed precast concrete piles),for support of the traffic signal foundations are presented in Section 5.0 of this report. • The storm sewer installation"recommendations are presented in Sections 5.2 and 5.3 of this report. • The recommendations pertaining to proposed manholes are presented in Section 5.4 of this report. • The recommendations pertaining to the proposed detention ponds are presented in Section 5.5 of this report. • Pavement subgrade conditions and stabilization requirements for the pavement subgrade including proposed pavement section by TxDOT and City of Pearland are presented in Section 5.6 of this report. • Construction considerations for installation of drilled shaft and driven pile foundations are provided in Section 6.0 of this report. • 3 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas 1.0 INTRODUCTION 1.1 General A geotechnical investigation was performed for the design and construction of McHard Road extension from Cullen Boulevard to Mykawa Road in City of Pearland, Texas. 1.2 Project Description The project calls for the design and construction of approximately 18,150 LF of 4-lane concrete roadway with proposed storm sewer. The storm sewer range from 24 to 48-inch diameter and will be placed at depths ranging from 5 to 12 feet. The proposed construction of storm sewer is generally by open cut method except at the roadway and utility crossings, where tunneling is proposed. The project includes several traffic signals at the intersections of Max Road,Roy Road Garden Road, O'Day Road, and Hatfield Road. The existing traffic signals at Cullen Road and Mykawa Road will be modified. The project also includes construction of three detention ponds (HS-1, HS-2 and CC-1). The pond HS-1 is about 5 feet deep and has a side slope of 4H:1V; the pond HS-2 is about 9 feet deep with a side slope of 4H:1V and pond CC-1 is about 15 feet deep with a side slope of 4H:1V. The project also includes construction of three detention ponds(HS-1,HS-2 and CC-1). The details of each detention pond are given below. • The detention pond HS-1 is located near the intersection of proposed McHard Road and O'Day Road. The proposed pond is about 5 feet deep and will have a side slope of 4(H):1(V). The detention pond will include construction of an outfall structure at the southwest corner of the pond. • The detention pond HS-2 is located along the proposed McHard Road between the intersections of Hatfield Road and Woody Road. The proposed pond is about 9 feet deep and will have a side slope of 4(H):1(V). The detention pond will include construction of a 1211f of 4'x2'RC Box on the northwest corner and a 42 inch RCP on the southeast side. The 100-year flood elevation is at El. 46.0 feet. 4 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City ofPearland, Texas • The detention pond CC-1,is offsite and will be constructed as two interconnecting ponds. Both ponds will be approximately 15 feet deep and will have a side slope of 4(H):1(V). There are several 24 to 30-inch HDPE inlets into the pond and a 6'x4'RCB connecting the two ponds. There will also be a 6'x4'RCB outlet at the northwest corner of the proposed pond. The 100-year flood elevation is at El. 47 feet. The vicinity map is shown on Figure 1. 1.3 Scope of Work The purposes of this study were to perform a geotechnical investigation and to develop geotechnical recommendations for the proposed McHard Road extension with roadway construction, traffic signals, storm sewer and proposed detention ponds. The scope of services consisted of the following: 1) Pavement coring was performed at seven(7)locations to access the subsurface soils and to verify the existing pavement thickness. 2) Drilled and continuous sampled thirty seven(37)soil borings to depths ranging from 3 to 35 feet. Texas Cone Penetration (TCP) tests were performed on every 5-foot interval for all borings, except shallow 3-foot borings. 2) Performed laboratory tests on representative soil samples to evaluate the engineering properties of the soils. Perform California Bearing Ratio tests to determine modulus of subgrade reaction in accordance with AASHTO criteria for Rigid Pavement Design. 3) Performed engineering analyses to develop geotechnical recommendations for the design of the proposed roadway extension. The recommendations as a minimum include the following: ■ Developed design axial capacity curves for traffic signal foundation and other structure(if any)including skin friction and point bearing for piling 5 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas and drilled shaft in accordance with TxDOT Houston District's procedures. • Provided geotechnical recommendations pertaining to the proposed storm sewer construction including bedding and backfill criteria(in accordance with TxDOT or available Brazoria County guidelines),trench excavation stability, ground water control and select fill criteria, if required. • Performed slope stability analyses for the proposed detention ponds and provide recommendations for the side slopes and clay liner properties. • Provided subgrade stabilization requirement for the proposed pavement section by TxDOT and City of Pearland. 6 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas 2.0 FIELD EXPLORATION 2.1 General Subsurface conditions along the proposed McHard Road and detention ponds were investigated by drilling thirty seven(37)soil borings,designated as GB-49 through GB-84 and C-1 through C-5,in general accordance with TxDOT procedures. Borings GB-49 through GB-68 were drilled to depths ranging from 25 to 35 feet along the proposed McHard Road. The borings C-1 through C-3 were drilled to a depth of 3 feet in the side streets. Pavement coring was also performed in the existing asphalt pavement at these locations(C-1 through C-5). Borings GB-69 through GB- 71 were drilled to a depth of 15 feet in the proposed detention pond HS-1. Borings GB-72 through GB-78 were drilled to a depth of 20 feet in the proposed detention pond HS-2 and the borings GB-79 through GB-84 were drilled to a depth of 30 feet in the proposed detention pond CC-1. All borings were drilled with a buggy mounted drilling rig at the approximate locations shown on Figures 2.1 through 2.6,Plan of Borings. A summary of boring information is provided in Table 1. The staking and tie-in of soil borings (Station no., offset and ground surface elevation)were provided to us by Freese and Nichols. The borings GB-57,GB-59,GB-65 and GB-74 could not be drilled due to wet ground and difficulty in accessing the boring locations. Borings (GB-1 through GB-48) from previous study were included for information only in Appendix D. 2.2 Sampling Methods At each boring location soil samples were obtained at 5-ft intervals in granular soils, and continuously in cohesive soils between the TxDOT Cone Penetrometer Tests. TxDOT Cone Penetrometer Tests (Tex-132-E) were performed at approximate 5-foot intervals throughout the depth of each boring. Results of the tests are recorded on the boring logs as the number of blows for the first and second 6 inches of penetration at the respective test depths; Samples of cohesive soils were obtained with a 3-inch diameter thin-walled tube sampler in general accordance with ASTM Method D 1587. Granular soils were sampled every 5 feet with a 2-inch diameter split-barrel sampler in general accordance with ASTM Method D`1586. Each sample was removed from the sampler in the field by our soils technician, carefully examined, and classified according to the Unified Soil Classification System (USCS). Suitable portions of each sample were wrapped and 7 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas sealed in the field and transported to Geotest's laboratory. The shear strength of cohesive soil samples was estimated in the field using a calibrated hand pocket penetrometer. Detail descriptions of the soils encountered,together with recorded blow counts from TxDOT, Cone Penetrometer Tests,are provided on the boring logs presented on Figures A-1 through A-37 in Appendix A. A key to symbols and terms used on the boring logs is given on Figure A-38 in Appendix A. The consistency (strength description) of cohesive soils is based on test data from triaxial compression test (TAT) and TxDOT cone penetrometer data, where TAT data is not available. 2.3 Groundwater Observations Measurements of the depth to water were taken in the open boreholes during drilling. The results of these observations are noted at the bottom of the boring logs presented on Figures A-1 through A-37, in Appendix A. 2.4 Borehole Completion After taking final measurements of the depth to groundwater at each boring location,each of the open boreholes with exception of the boring converted to piezometer, were backfilled with cement-bentonite grout. 2.5 Piezometer Installation During the field investigation, piezometers were installed in the open boreholes of borings GB-70, GB-75 and GB-81. The location of the piezometer designated as GB-70P, GB-75P and GB-81P are shown on Figures 2.4, 2.5 and 2.6. The piezomter installation reports showing the, details of the construction of the piezometers are provided on Figures A-39 through A-41 in Appendix A. 8 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas 3.0 LABORATORY TESTING A laboratory test program was developed to measure pertinent physical and strength characteristics of representative samples from the field exploration. Classification tests were performed on selected samples to aid in soil classification. All geotechnical tests were performed in accordance with TxDOT procedures and ASTM procedures where TxDOT procedures are not available. Undrained shear strengths of selected cohesive soil samples were measured by unconfined compression(ASTM ID 2166)and unconsolidated-undrained(U-U)triaxial compression(Tex-118- E)tests. Shear strengths of cohesive samples were also estimated in the field using a calibrated hand pocket penetrometer and in the laboratory with a Torvane. Moisture content and dry unit weight were measured for each unconfined compression and U-U triaxial compression test sample. Moisture content measurements (Tex-103-E) were also conducted on most samples to identify the moisture profile at each boring location. Liquid and plastic limit tests(Tex-104-E,Tex-105-E)were performed on selected cohesive samples to measure soil plasticity characteristics and to aid in soil classification. Sieve analysis tests(Tex-110-E)were performed on selected samples to provide information on grain size distribution. Results of most laboratory tests are tabulated on the boring logs presented on Figures A-1 through A-37,in Appendix A. The laboratory tests data are also summarized in the Summary of Laboratory Test Results presented on Figures B-1 through B-32 in Appendix B. Grain size distribution curves, based on results of sieve analyses tests,are presented graphically on Figure B-33 through B-36 in Appendix B. Two (2) California Bearing Ratio (CBR) tests (ASTM D 1883) were conducted on a composite sample(1 to 6 feet) of the near surface clay soils. Results of the CBR test are presented on Figures B-37a, through B-37f in Appendix B. The curves of dry density versus CBR are presented.on Figures B-38a and B-38b in Appendix B. Four(4)multi-stage Consolidated-Undrained(CU)triaxial compression tests were conducted on two undisturbed soil samples. Three stages of consolidation (with pore pressure measurements) 9 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City ofPearland, Texas were carried out on the samples following saturation of the samples and consolidation to approximately 100%,200%and 400%of estimated in situ overburden pressures. Results of consolidated-undrained (C-U)triaxial compression tests with pore pressure measurements are presented in the table below and also presented on Figures B-39 through B-42 in Appendix B. Summary of C-U Triaxial Compression Test Results Total Stress Effective Stress Sample ID Cru(psf) 4 (deg) C'(psf) 4' (deg) GB-69, 6.5'-8', Sandy Clay 608 20 173 27.2 GB-75, 13'-15', Clay• 548 14.8 107 22.0 GB-79, 2'-4', Clay 589 15 145 23.5 GB-80, 8'-10', Sandy Clay 391 20.9 139 26.0 Three(3)permeability tests(ASTM D5084)with back pressure saturation were performed on three (3) selected soil samples. Permeability tests were conducted to measure the hydraulic conductivity of the side slope and bottom soils in the proposed canal. The permeability laboratory test results are presented in the table below and also shown on Figures B-43 through B-45 in Appendix B. Summary of Permeability Test Results Boring Depths Soil Description Hydraulic Conductivity at No. (feet) 20°c(K20),cm/sec GB-70 3-5 Sandy Clay 1.15 x 10"7 GB-78 6.5-8 Sandy Clay ' 5.58 x 10-' GB-83 4-5 Sandy Clay 5.27 x 10-8 Four(4)pinhole tests(ASTM D4647)were performed to measure the potential for dispersion of soils in distilled water. Pinhole dispersion test results provide a qualitative evaluation of the potential for soil dispersion in the presence of distilled water. The test results for the pinhole dispersion tests are presented in the table below and also shown on Figure B-46 in Appendix B. 10 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas Summary of Dispersive Test Results Dispersive Test Results Boring No. Depth(feet) Soil Description Pinhole(ASTM D 4647) GB-71 8-10 Sandy Clay ND2 -Nondispersive GB-76 4-5 Sandy Clay ND2—Nondispersive GB-80 4-5 Sandy Clay ND1 —Nondispersive GB-84 6.5-8 Sandy Clay ND 3—Nondispersive • 11 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas 4.0 GENERAL SITE CONDITIONS 4.1 Site Geology The geology of Brazoria County is characterized by two formations, the Beaumont and the Alluvium. These formations are a part of the fluvial and marine coastal complex resulting from the glacial cycles within Holocene/Pleistocene epoch. The lithology includes clay, silt and sand. The McHard Road project lies within the Beaumont Formation. The clays and sands of this formation are overconsolidated as a result of desiccation or frequent raising and lowering of the sea level and subsequently the groundwater table. Consequently, clays of this formation have moderate to high shear strength and relatively low compressibility. Sands of the Beaumont Formation are typically very fine and often silty. 4.2 Geologic Faults A Geological Phase I Fault study was performed by HVJ Associates,Inc.,a subconsultant for Geotest for the project area. Based on the Phase I Geologic Fault Assessment,two active faults cross the project alignment. Geologic Fault 40A crosses the project alignment near the west end and Geologic Fault 41A crosses the project alignment near Woody Road. The Phase I Geologic Fault Study report is presented in Appendix E. 4.3 Existing Pavement The existing pavement as encountered in borings GB-58 and GB-60 drilled along McHard Road consist of 1.5 to 3 inches of asphalt over 11 to 16 inches of limestone base and sand,gravel and oyster shell mix. The existing pavement as encountered in the borings/corings C-1 through C-5 performed on the side streets consists of 2.75 to 5 inches of asphalt over 5.5 to 9 inches of limestone, sand and shell mix. The details are given below. 12 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas Boring/Coring Location Pavement GB-58 McHard Road 3" asphalt over 11" limestone base GB-60 McHard Road 1.5" asphalt over 16" sand, gravel and oyster shell mix C-1 Stone Road 4" asphalt over 9" limestone base C-2 Max Road 3.5" asphalt over 5.5" limestone, sand and shell mix C-3 O'Day Road 2.75" asphalt over 5.5" limestone, sand and shell mix C-4 Hatfield Road 5" asphalt over 8.5" limestone, sand and shell mix C-5 Woody Road 5" asphalt over 8.5" shell and sand mix 4.4 Subsurface Conditions Graphical representations of the major strata encountered in borings drilled along the project alignment are presented on a boring log profiles on Figure 3.1 through 3.7. To the left of each boring shown on/the profile is an indication of the consistency or density of soils within each stratum. For cohesive soils, consistency is related to the undrained shear strength of the soil. Consistency of granular soils is related to the relative density of the soil. To the right of each boring shown on the profile is the USCS classification of the soil within each stratum. The symbols and abbreviations used on the boring log profiles are given on Figure 4. Proposed Roadway(Borings GB-49 through GB-68 and C-1 through C-5). The subsurface soil soils as encountered in borings GB-49 through GB-68 and also presented on boring log profiles Figures 3.1 through 3.4,consist of soft to hard dark gray,yellowish and reddish brown and gray clay, sandy and silty clay to the explored depths of 25 and 35 feet. Stratum of loose to compact silty sand and clayey sand were encountered between the depths of 6 and 16.5 feet and 25 to 35 feet in borings GB-55, GB-56, GB-63 and GB-66. Fill material consisting of medium stiff dark gray and brown clay and sandy clay with calcareous and ferrous nodules were encountered to depths of 1 to 3 feet in borings GB-49 through GB-53, GB-56,GB-58,GB-62 and GB-64. The subsurface soils below the pavement as encountered in borings C-1 through C-5, drilled along the side streets consist of gray and brown clay and sandy clay to the explored depth of 3 feet. 13 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas The clay is of high to very high plasticity with liquid limits ranging from 50 to 85 and plasticity indices ranging from 29 to 54. The sandy clay and silty clay are of low to high plasticity with a liquid limits ranging from 24 to 49 and plasticity indices ranging from 9 to 31. The percent fines of sandy silt ranges from 52 to 58 percent. The fines content(passing No. 200 sieve) of silt with sand ranges from 71 to 78 percent. The fines content of clay and silty clay ranges from 71 to 87 percent. The fines content of sandy clay ranges from 69 to 78 percent. The fines content of silt is about 71 percent. The fines content of clayey sand is about 47 percent. The fines content of silty sand ranges from 30 to 31 percent. Detention Pond HS-1 (Borings GB-69 through GB-71). The subsurface soils as encountered in borings GB-69 through GB-71 and also presented on boring log profile Figure 3.5,consist of soft to very stiff dark gray and brown clay and sandy clay to the explored depth of 15 feet. A stratum of very loose brown silty sand was encountered between depths of 5 and 9 feet in boring GB-70. The clay is of high to very high plasticity with liquid limits ranging from 56 to 78 and plasticity indices ranging from 31 to 49. The sandy clay are of low to high plasticity with a liquid limits ranging from 32 to 45 and plasticity indices ranging from 12 to 25. The fines content of silty sand is about 32 percent. Detention Pond HS-2(Borings GB72 through GB-78). The subsurface soils as encountered in borings GB-72 through GB-78 and also presented on boring log profile Figure 3.6 consists of very soft to very stiff brown,reddish brown and gray clay,silty clay and sandy clay to the explored depth of 20 feet. A stratum of loose to slightly compact gray silty and sandy silt was encountered between depths of 6 to 11.5 feet in borings GB-72 and GB-75. The clay is of high to very high plasticity with liquid limits ranging from 51 to 82 and plasticity indices,ranging from 31 to 49'. The sandy clay and silty clay are of low to high plasticity with a liquid limits ranging from 27 to 49 and plasticity indices ranging from 10 to 31. The fines content of clay is about 83 percent and the fines content of sandy clay ranges from 73 to 74 percent. The fines content of sandy silt is about 56 percent. The fines content of silty sand is about 15 percent. 14 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City ofPearland, Texas Detention Pond CC-1 (Borings GB-79 through GB-84). The subsurface soils as encountered in borings GB-79 through GB-84 and also presented on boring log profile Figure 3.7,consists of soft to very stiff clay, silty clay and sandy clay to the explored depth of 30 feet. Stratum of loose to compact silt, sandy silt and silty sand was encountered between the depths of 12.5 to 21.5 feet in borings GB-79,GB-80,GB-82 and GB-83. Further,loose to compact gray and brown silty sand was encountered between the depths of 10 and 30 feet in boring GB-84. The clay is of high to very high plasticity with liquid limits ranging from 50 to 82 and plasticity indices ranging from 30 to 49. The sandy clay and silty clay are of low to high plasticity -with a liquid limits ranging from 21 to 49 and plasticity indices ranging from 5 to 29. The percent fines of clay and silty clay ranges from 67 to 98 percent. The fines content of sandy clay ranges from 53 to 85 percent. The fines content of sandy silt is about 56 percent. The fines content of silt is about 82 percent. The fines content of silty sand ranges from 12 to 36 percent. 4.5 Groundwater Conditions Groundwater was initially encountered at depths ranging from 4.0 to 22 feet below existing grade during drilling in all the borings except in borings GB-73,GB-83 and C-1 through C-5 drilled for this study. The groundwater measured 15 minutes after water was first encountered was at depths of 2.0 to 14.4 feet below the existing grade in these borings. The water level measured 30 days after completion of drilling in Piezometers GB-70P, GB-75P and GB-81P was at a depths ranging from , 1.6 to 7.0 feet. No groundwater was encountered on borings GB-73 and GB83 and shallow borings C-1 through C-5. The details of the groundwater is encountered in each boring are presented in the table below. Boring Groundwater Groundwater Measured Groundwater Encountered During 15 minutes after Measured after 24 Drilling,ft completion of drilling,ft hours or more GB-49 18 8.5 NA GB-50 22 15.75 NA GB-51 15 3.42 NA GB-52 10 5.67 NA GB-53 13 4.42 NA 15 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas Boring Groundwater Groundwater Measured Groundwater • Encountered During 15 minutes after Measured after 24 Drilling, ft completion of drilling,ft hours or more GB-54 15 4.33 NA GB-55 15 7.58 NA GB-56 5.0 3.0 NA GB-58 21.0 12.08 NA GB-60 15 7.17 NA GB-61 16.5 3.0 NA GB-62 13.0 10.0 NA GB-63 5.3 2.0 NA GB-64 13.0 5.92 NA GB-66 9.0 3.3 NA GB-67 12.0 4.0 NA GB-68 15.5 6.0 NA GB-69 13.25 6.75 NA GB-70P 8.0 5.17 1.6 (01-28-16) 3.3 (02-29-16) GB-71 10.0 6.75 NA GB-72 4.0 2.0 NA GB-75P 10.0 6.17 2.5 (01-26-16) 2.8 (02-26-16) GB-76 13.0 10.66 NA GB-77 16.0 14.42. NA GB-78 10.0 7.83 NA GB-79 15.0 8.66 NA GB-80 15.0 8.25 NA GB-81P 16.0 9.17 7.0 (04-01-16) , 5.0 (05-02-16) GB-82 17.0 9.0 NA GB-84 - 17.0 11.0 NA 16 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas However,various environmental and man-made factors such as amounts of precipitation and changes in construction, can substantially influence groundwater level. 17 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City ofPearland, Texas 5.0 GEOTECHNICAL RECOMMENDATIONS 5.1 Traffic Signal Foundations As part of McHard Road Extension proj ect,traffic signals will be installed at the intersections of Max Road,Roy Road,Garden Road, O'Day Road and Hatfield Road. The existing traffic signals r at Cullen Boulevard and Mykawa Road will be modified. 5.1.1 Recommended Foundation Types. Based on the subsurface conditions revealed by borings GB-49,GB-56,GB-58,GB-60,GB-62, GB-64,and GB-68,the traffic signals at Max Road, Roy Road, Garden Road, O'Day Road and Hatfield Road can be supported on either cast-in-place drilled shafts or driven prestressed precast concrete piles. Design of the traffic signal foundations should ensure adequate axial and lateral capacities of the foundations under consideration. Capacity curves for both drilled shafts and driven piles are presented and discussed in the following sections. The capacity curves were developed for these borings drilled near the proposed traffic signal foundations. 5.1.2 Minimum Embedment Requirement. We recommend that design of the shafts or piles consider the following minimum embedment requirements: • The shafts or piles should have a depth of embedment adequate for support of the imposed axial and lateral loads. • Computation of design capacities of the shafts or piles should provide for reductions in capacities due to construction-related disturbance and shrink-swell of surficial soils with changes in moisture. • Shafts and piles should penetrate into the base stratum(the stratum in which the shaft tip is placed) at least 2 times their diameter or width. 18 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas 5.1.3 Axial Capacities of Drilled Shafts and Driven Piles. Allowable skin friction capacity and point bearing capacity were computed for cast-in-place drilled shafts and driven full- displacement piles(i.e.,prestressed precast concrete piles)for the boring locations GB-49,GB-56, GB-58, GB-60, GB-62, GB-64 and GB-68 using TxDOT WinCore (Version 3.1) software. The WinCore software was developed by TxDOT to compute pile capacities based on design methods included in the TxDOT Geotechnical Manual. The program computes allowable axial capacity based on a safety factor of at least 2.0 for skin friction and end bearing. Allowable axial capacities of cast-in-place drilled shafts should be computed based on the sum of the allowable skin friction acting on the side area of the shaft plus the allowable point bearing, acting on the end area of the shaft. It should be noted that TxDOT Houston District places a limit an end bearing values of 2.0 tsf, for shafts with diameters over 24 inches and less than or equal to 48 inches. End bearing is neglected in the design of shafts with diameters less than,or equal to 24 inches. End bearing developed based on TAT data and/or TCP data can be used for shafts with diameter over 48 inches. TxDOT Houston District practice calls for computation of allowable axial capacities of driven piles based on the accumulative allowable skin friction acting on the side area of the pile,without any contribution due to point bearing. Values of accumulative skin friction for drilled shafts and driven full-displacement piles are based on unit skin friction values computed from laboratory triaxial (TAT) tests for cohesive soils, and from TxDOT cone penetrometer (TCP) tests for cohesionless soils. A soil reduction factor(SR)of 0.7 was applied to the computed values of allowable skin friction for drilled shaft design. The computed unit skin friction values were limited to 1.25 tsf for driven piles and 0.88 tsf for drilled shafts in accordance with TxDOT Houston District practice. In addition,the ratio of TCP unit friction to TAT unit friction in cohesive soils was verified with reference to TxDOT Houston District practice which is between 0.5 and 2.0. Adjustments were made accordingly to meet the above ratio requirements. Allowable axial capacity for cast-in-place drilled shafts, installed at the location of borings GB-49, GB-56, GB-58,GB-60,GB-62, GB-64 and GB-68 should be computed using the curves of accumulative static frictional resistance (in tons/ft of perimeter)presented on Figures 5.1 through 5.7, respectively, and curves of allowable unit point bearing presented on Figures 7.1 through 7.7, respectively. The allowable point bearing for a given shaft size should be computed based on the 19 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas value of allowable unit point bearing (in TSF), at the design penetration, times the end area of the shafts. Thus, an equation to determine the allowable axial capacity, Qa,for the drilled shafts can be expressed as below. it Qa = irdS n d-qp in tons Where, S is Accumulative Friction in tons per foot of perimeter of drilled shaft qp is Point Bearing in tsf d is Diameter of drilled shaft in feet Allowable axial capacity for driven full-displacement(precast concrete)piles,installed at the location of borings GB-49, GB-56, GB-58, GB-60, GB-62, GB-64 and GB-68 should be computed using the curves of accumulative static frictional resistance (in tons/ft of perimeter) presented on Figures 6.1 through 6.7, respectively. Thus, an equation to determine the allowable axial capacity, Qa, for driven piles can be expressed as below. Qa= 4wS in tons Where, S is Accumulative Friction in tons per foot of perimeter of driven pile w is Width of square driven pile in feet Tables of numerical values of unit skin friction, computed using WinCore software, are provided on forms titled "Soil Strength Analysis" in Appendix C, on Figures C-1 through C-7 for drilled shafts, and on Figures C-8 through C-14 for driven piling. , 20 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas The designer should account for the effects of seasonal moisture variations at traffic signal foundation location by subtracting the accumulated skin friction at a depth of seasonal moisture variations from the total accumulated skin friction at the design tip elevation. A 5 to 10-foot depth may be considered as the zone of seasonal moisture variation. The final design tip elevation should be based on a total load equivalent to the design load plus the capacity of accumulated skin friction determined at the depth(elevation)of the seasonal moisture variations from the skin friction design curve. 5.1.4 Group Effects. To reduce group effects it is recommended that the piles or shafts be spaced with a minimum center-to-center distance(i.e.,based on a single row of piles or shafts)of at least 3 times the pile width or 2.5 times the shaft diameter. 5.1.5 Settlement. Although detailed settlement analyses were not within the scope of this study, it is believed that drilled shafts and driven piles,designed in accordance with the above recommendations, should experience small settlements. Differential settlements, resulting from variation in subsurface conditions and loading conditions, are also expected to be small. 5.1.6 Lateral Capacity. The lateral load capacity will depend on the ground surface deflection,maximum bending moment,stiffness factor and soil modulus between the shafts/piles and surrounding soils. Allowable lateral load can be developed based on allowable ground surface deflection, soil modulus and stiffness of shaft or pile. However,maximum bending moment in the pile or shaft will need to be verified. Lateral load-deflection analyses, using a soil-structure interaction (p-y) model, can be used (if needed).to provide refined estimates of deflections and bending moments along the length of the pile or shaft. The soil parameters which include LPile program soil type, submerged unit weight, undrained cohesion/internal friction angle and£50 were developed for the borings GB-49, GB-56, GB-58, GB-60, GB-62, GB-64 and GB-68 and are presented in Table 2. These soil parameters can be used for LPile program input for the design of traffic signal foundations at Max Road, Roy Road, Garden Road, O'Day Road and Hatfield Road. 21 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas 5.2 Proposed Storm Sewer Based on the information provided by Freese and Nichols, Inc., it is understood that the proposed storm sewer will be installed by open cut method of construction except at the roadway crossings and utility crossings where tunneling is proposed. The following subsections provide information for the design and construction of the proposed storm sewer and the excavations required for the proposed open cut installations and access shafts. 5.2.1 Geotechnical Parameters. Based on the soil conditions revealed by the borings GB-49 through GB-68, geotechnical parameters were developed for the design of the storm sewer installation. The design parameters are provided in Table 3. For design, the groundwater level should be assumed to exist at the ground surface, since these conditions may exist after a heavy rain , or flooding. 5.2.2 Trench Stability. The trench excavation may be shored or laid back to a stable slope or supported by some other equivalent means used to provide safety for workers and adjacent structures, if any. The excavating and trenching operations should be in accordance with OSHA Standards, OSHA 2207, Subpart P, latest revision or the TxDOT Specifications. • Excavation Shallower Than 5 Feet - Excavations that are less than 5 feet deep (critical height)should be effectively protected when an indication of dangerous ground movement is anticipated. • Excavations Deeper Than 5 Feet-Excavations that are deeper than 5 feet should be sloped, shored, sheeted,braced or laid back to a stable slope or supported by some other equivalent means or protection such that workers are not exposed to moving ground or cave-ins. The slopes and shoring should be in accordance with the trench safety requirements as per OSHA Standards. The following items provide design criteria for trench stability. 22 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas (i) OSHA Soil Type. Based on the soil conditions revealed by borings drilled for this study and assumed groundwater level at surface,OSHA soil type"C"should be used for determination of allowable maximum slope and/or the design of shoring along the alignment for full proposed depth of trench excavation. For shoring deeper than 20 feet(if needed),an engineering evaluation is required and deeper soil borings will be needed. (ii) Trench Support Earth Pressure. Based on the subsurface conditions indicated by our field investigation and laboratory testing results, trench support earth pressure diagrams were developed and are presented on Figures 8.1 through 8.3. These pressure diagrams can be used for the design of temporary trench bracing. For a trench box, a lateral earth pressure resulting from an equivalent fluid with a unit weight of 94 pcf can be used. The effects of any surcharge loads at the ground surface should be added to the computed lateral earth pressures. A surcharge load,q, will typically result in a lateral load equal to 0.5 q. The above value of equivalent _ fluid pressure is based on assumption that the groundwater level is near the ground surface, since these conditions may exist after a heavy rain or flooding. (iii) Bottom Stability. In braced cuts,if tight sheeting is terminated at the base of the cut, the bottom of the excavation can become unstable. The parameters that govern the stability of the excavation base are the soil shear strength and the differential hydrostatic head between the groundwater level within the retained soils and the groundwater level at the interior of the trench excavation. For cut in cohesive soils as predominantly encountered in borings, the bottom stability can be evaluated as outlined on Figure 9. However, in semi-cohesionless (such as sandy silt and silty sand)or granular soils(such as silty sand),as encountered in borings GB-52,GB-55, and GB-63 at the invert or within 3 feet below bottom of invert, the excavation should be done after dewatering to avoid bottom stability problems. 23 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas 5.2.3 Groundwater Control. Excavations for the storm sewer may encounter groundwater seepage to varying degrees depending upon the groundwater conditions at the time of construction and the location and depth of the trench. In cohesive soils,if groundwater is encountered then it may be managed by collection in trench bottom sumps for pumped disposal. In granular or semi cohesionless soils, as encountered near borings GB-52, GB-55 and GB-63 at the invert or within 3 feet below bottom of invert, dewatering such as vacuum well points for excavation depths up to 15 feet or deep well with submersible pumps for excavation depths greater than 15 feet will be required to lower the groundwater level to at least 5 feet below the bottom of the excavation. It is recommended that the actual groundwater conditions should be verified by the contractor at the time of construction. It is contractor's responsibility to perform appropriate groundwater control during construction. 5.2.4 Bedding and Backfill. The bedding and backfill for storm sewer should be in accordance with TxDOT Standard Specification Item No. 400 "Excavation and Backfill for Structures", Section 400.3.2 and 400.3.3. 5.2.5 Live Loads on Pipeline Due to Traffic. Loads on the pipe due to traffic should be considered. A graph providing calculated vertical stress on pipe due to traffic loads is given on Figure 10. 5.3 Trenchless Installation It is understood that the proposed storm sewer will be installed by trenchless method of construction at the existing roadway crossings and utility crossings. 5.3.1 Geotechnical Parameters. Based on the soil conditions revealed by soil borings and laboratory test data,geotechnical design parameters were developed for cohesive soils and cohesionless soils and are provided in Table 4. The cohesive soils include clays and lean clays,and the cohesionless soils include fine sand w/silt,silty sand and sandy silt. For design conditions,the groundwater levels should be assumed to exist at the ground surface, since these conditions may exist after heavy rain or flooding. 24 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas 5.3.2 Earth Pressure on Pipe and Auger Casing. The earth pressure values on pipe and auger casing should be determined from Figure 11. Equations to calculate the tunnel liner loads are also shown on Figure 11. 5.3.3 Influence of Tunneling on Adjacent Structure. Surface and near-surface structures near the tunnel alignment consist primarily of private properties,city streets and public and private utilities. Ground movement,in terms of loss of ground or ground lost,is commonly associated with soft ground tunneling. If such ground movement is excessive,it may cause damage to the structures,roads and services located above the tunnel. While ground movement cannot be eliminated, it can be controlled within certain limits by the use of proper construction techniques and good quality workmanship. These include, but are not limited to, prevention of excessive ground loss during tunneling with the use of grouting and filling the annular space between the pipe or casing and the surrounding soil and prevention of undue loss of fines through dewatering. The selection and execution of tunneling methods that are best suited to anticipated ground conditions along the proposed tunnel are, in fact, the contractor's primary contribution to successful completion of the proposed tunnel. On review of the boring logs,the ground conditions for tunneling (excavation face)will be primarily through cohesive soils and interface of cohesive and cohesionless soils. The cohesive soils are stiff to very stiff and the ground in this area may be expected to behave as firm to raveling ground near the invert. Cohesionless soils consisting of medium dense to dense silty sand and sandy silt were encountered near or within 3 feet of the proposed invert depths of trenchless installation in borings GB-52, GB-55 and GB-63. The ground at these locations may be expected to behave raveling to running ground near the invert depths. Hence,extra precautions will be required at these locations during the trenchless installation to prevent any excessive ground loss due to the disturbance and removal of the cohesionless soils. Close monitoring of ground movement should be carried out during the trenchless installation. At locations near borings GB-52, GB-55 and GB-63 the ground conditions for trenchless operation (excavation face) will be through cohesive soil interface with cohesionless soils. In such conditions,dewatering will be required. However due to spacing of borings,soil conditions other than those encountered in borings could exist. 25 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City ofPearland, Texas The proposed tunnel is parallel with or cross beneath utility lines. The largest potential problems from utilities may result from: • Leaking water pipes • Gas pipe breakage leading to a potential explosion • Breakage of storm or sanitary sewers In general,it is the contractor's responsibility to investigate these and other possible third party interactions along the proposed tunnel alignment and to accommodate all of these interactions with the use of good construction methods. 5.3.4 Groundwater Control. Groundwater control should be followed in accordance with the section 5.2.3 of this report. 5.4 Structures The structures for the McHard Road extension will include storm sewer manholes. The depth of the proposed manholes range from 4 feet to 12 feet. The project also includes construction of outfall structure at detention pond HS-1, 4'x2' RC Box in detention pond HS-2 and 6'x4' RC Boxes in detention pond CC-1. 5.4.1 Foundation Conditions. Based on the soil conditions revealed by borings GB-49 through GB-68 the manhole bases placed at depths ranging from 4 to 12 feet will be in soft to very stiff clay, sandy clay and silty clay. Based on the soil conditions encountered in borings GB-69 through GB-84, the RC Boxes in detention ponds HS-1, HS-2 and CC-1 placed at depths ranging from 5 to 16 feet will be in medium stiff to stiff clay and/or medium dense silty sand. 5.4.2.Foundation Design Recommendations. The bases of structures placed at approximate depths ranging from 4 to 16 feet at the various locations may be proportioned for an allowable(net) bearing pressure as presented in the table below. 26 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas Station No. Nearest Boring Depth Allowable Bearing (ft.) Pressure(psf) 0 to 20+00 GB-49, GB-50 4-10 2,500 and GB-51 20+00 to 35+00 GB-52 and 8-12 2,500 GB-53 35+00 to 50+00 GB-54 and 8-12 1,000 GB-55 50+00.to 80+00 GB-56 and 6-12 2,500 GB-58 80+00 to 100+00 GB-60 6-10 3,750 10-12 2,000 100+00 to 125+00 GB-61 and 6-12 3,750 GB-62 125+00 to 150+00 GB-63 and 6-12 2,500 GB-64 150+00 to 181+00 GB-66, GB-67 6-12 1,250 and GB-68 Outfall Structure at GB-69 through 5 1,800 Detention Pond HS-1 GB-71 4'x2'RC Boxes Outfall GB-72 through 8-12 1,250 and inlet structures at GB-78 Detention Pond HS-2 6'x4' RC Boxes, Outfall GB-79 through 13-16 2,000 and inlet structures at GB-84 Detention Pond CC-1 The allowable bearing pressures include a safety factor of 2.0. The above recommendation assumes that the final bearing surfaces consist of undisturbed natural soils and that underlying semi- transmissive zones are properly pressure-relieved. 27 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas • Bottom Stability. Bottom stability is described earlier in Section 5.2.2 under Excavation Stability. • Lateral Earth Pressure. The pressure diagrams presented on Figures 8.1 through 8.3 can be used for the design of braced excavation. The lateral earth pressure diagram presented on Figures 12.1 through 12.3 are applicable for the design of the permanent walls. • Hydrostatic Uplift Resistance. Structures extending below the groundwater level should be designed to resist uplift pressure resulting from excess piezometric head. Design uplift pressures should be computed based on the assumption that the water table is at ground surface. To resist the hydrostatic uplift at the bottom of the structure,one of the following sources of resistance can be utilized in each of the designs. a. Dead weight of structure, b. Weight of soil above base extensions plus weight of structure, or c. Soil-wall friction plus dead weight of structure. The uplift force and resistance to uplift should be computed as detailed on Figure 13. In determining the configuration and dimensions of the structure using one of the approaches presented on Figure 13, the following factors of safety are recommended. a. Dead weight of concrete structure, Sn = 1.10, b. Weight of soil (backfill) above base extension, Sf2= 1.5, and c. Soil-wall friction, Sf3 =3.0. Friction resistance should be discounted for the upper 5 feet, since this zone is affected by seasonal moisture changes. 28 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City ofPearland, Texas 5.4.3 Structure Backfill.Excavations for the proposed structures should be backfilled in accordance with the TxDOT Specification Item 400. 5.4.4 Protection of Below Grade Structures. The design of the proper means for protection of below grade structures will depend upon the potential of the aggressivity or corrosivity of soil and groundwater properties. The aggressivity testing was not within the scope of this study. The design of the protection of below grade structures is beyond the scope of services for the study. 5.4.5 Groundwater Control During Construction. Excavations may encounter groundwater seepage to varying degrees depending upon groundwater conditions at the time of construction and the location and depth of excavation. The groundwater control should be followed according to the Section 5.2.3 of this report. 5.5 Detention Ponds The project also includes construction of three detention ponds(HS-1,HS-2 and CC-1). The details of each detention pond are given below. • The detention pond HS-1 is located near the intersection of proposed McHard Road and O'Day Road. The proposed pond is about 5 feet deep and will have a side slope of 4(H):1(V). The detention pond will include construction of an outfall structure at the southwest corner of the pond. • The detention pond HS-2 is located along the proposed McHard Road between the intersections of Hatfield Road and Woody Road. The proposed pond is about 9 to 10 feet deep and will have a side slope of 4(H):1(V). The detention pond will include construction of a 121 if of 4'x2'RC Box on the northwest corner and a 42 inch RCP on the southeast side. The 100-year flood elevation is at El. 46.0 feet. • The detention pond CC-1,is offsite and will be constructed as two interconnecting ponds. Both ponds will be approximately 15 feet deep and will have a side slope of 4(H):1(V). There are several 24 to 30-inch HDPE inlets into the pond and a 6'x4'RCB connecting the 29, Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas two ponds. There will also be a 6'x4'RCB outlet at the northwest corner of the proposed pond. The 100-year flood elevation is at El. 47 feet. 5.5.1 Slope Stability Analyses. Slope stability analyses were performed for the proposed detention ponds HS-2 and CC-1. Since the detention pond HS-1 is about 5 feet deep, no slope stability analyses was performed for this pond. The analyses were performed using GSTABLE7 and the Modified Bishop Method of Analyses. Analyses conditions consisted of End of Construction, Rapid Drawdown and Long Term cases. The TxDOT minimum required factors of safety for short term(end of construction and rapid drawdown)and long term condition are 1.3 and 1.5,respectively. 5.5.2 Method of Analyses. Experience indicates that the failure of a slope occurs by slippage along a surface of nearly circular cross section. Sufficiently accurate estimates of the stability of such slopes can be made if the surface of sliding is assumed to be circular. Several methods of slope stability analysis are available. The most commonly used method is known as the Bishop Method. For this study, the slope stability analyses were conducted using a computer program. The calculation of the factor of safety against instability was performed using the Modified Bishop Method. Slope stability analyses were performed on critical sections of the proposed detention pond by computer program GSTABLE7 with the built-in critical section search algorithm. 5.5.3 Soil Parameters and Water Level. To evaluate the potential stability of a slope, or to assess the effectiveness of a slope, requires the physical properties of the geological material involved to be measured. Based on the subsurface conditions encountered in borings two (2) soil cases were evaluated for each pond. The soil parameters are derived from empirical correlation between the soil index properties as well as consolidated undrained triaxial results and shear strength characteristics of corresponding types of soil. Slope stability analyses were performed for the End of Construction,Rapid Drawdown and Long Term design cases for the proposed earthen bank slope of 4(H):1(V). The soil parameters used for the slope stability analyses are presented in Tables 5.1 through 5.4 • End of Construction: The rapid drawdown case models the condition where high floodwater saturates and piezometrically"loads"the slope and then quickly recedes leaving 30 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City ofPearland, Texas a large unbalanced piezometric head in the bank slope. This unbalanced force increases the shear stresses in the soils behind the slope. For this analysis, the 100-year flood level within each pond was considered to be near the pond top of the bank and a completely saturated slope from the bottom of each pond to near the top of the pond slope was considered for analyses. The water level within each pond was assumed to instantaneously drop from the 100-year flood level to the bottom of pond. For granular/cohesionless soils, the angle of internal friction is based on the Standard Penetration test(SPT)data obtained in the field. For cohesive soil, unconsolidated undrained shear strength parameters were used for the analyses. The selected unconsolidated undrained shear strength parameters were based on a lower bound value of the undrained shear strength profile developed from the laboratory unconfined compression tests, unconsolidated-undrained triaxial compression tests, torvanes, and pocket penetrometers. • Rapid Drawdown: The rapid drawdown case models the condition where high floodwater saturates and piezometrically "loads" the slope and then quickly recedes leaving a large unbalanced piezometric head in the bank slope. This unbalanced force increases the shear stresses in the soils behind the slope. For this analysis,the 100-year flood level within the pond was considered to be near the pond top of the bank and a completely saturated slope from the bottom of pond to near the top of the pond slope was considered for analyses. The water level within the pond was assumed to instantaneously drop from the 100-year flood level to the bottom of pond. For earthen slopes, a most critical rapid drawdown case occurs when shrinkage cracks develop all through the slope soils due to the drying of the soil, the shrinkage cracks are filled with water as the water level rises in the pond and the slopes become"saturated"and then the water level in the pond drops rapidly. This case is most common in highly plasticity clay. As shrinkage cracks develop in the high plasticity clay after long periods of exposure to environmental conditions(wetting-drying, swelling-shrinking, etc.),the high plasticity clay shear strength degrades to weathered effective stress shear strength. Experience with shallow slope failure associated with matric suction loss and strength degradation suggests that realistic crack depths will vary between 3 and 8 feet with an 31 LJ Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City ofPearland, Texas average of about 6 feet. Thus, based on the depth of assumed seasonal moisture variation zone, a crack depth of 7 feet was used for developing the weathered soil parameters. In order to incorporate the effects of weathering on the high plasticity'clay shear strength,we used a weathered effective stress angle of internal friction WW) and weathered effective stress cohesion(C'W)for the rapid drawdown condition analyses. The(I)'W was assumed to be the residual secant friction angle of the soil and the C'W was assumed to be the mobilized cohesion intercept of the soil. • Long-Term: The long term design case represents steady state piezometric and stress conditions. When a slope is excavated, altered stress conditions create pore pressure changes within the slope and the undrained strength of the bank soils is mobilized. With time, the soil pore pressures adjust to the imposed stress and piezometric conditions and the bank soils rely on their available strength for long term stability. In this analysis, the static water level within the embankment soils and within the pond was assumed to be the water level measured in the borings. For earthen slopes, the shear strength of the upper 7 feet of the slope soils can degrade because of the weathering or wetting and drying and shrinking/swelling of these soils (especially highly plastic clays). Weathered effective stress shear strength parameters consisting of a weathered effective stress angle of internal friction (h) and a weathered effective stress cohesion (C'W), as described in the previous section rapid drawdown, were used to analyze the long term condition in order to account for the degradation of the slope soil shear strength due to weathering. 5.5.4 Loading Conditions. A surcharge load(construction or maintenance equipment)of 250 psf was assumed at the top of the bank and was considered for the short term(end of construction), rapid drawdown and long term conditions. 5.5.5 Factors of Safety. Based on the soil parameters and water level conditions discussed previously, slope stability analyses were performed for proposed 4(H):1(V)earthen bank slope for - detention ponds HS-2 and CC-1. The results of these analyses are presented on Figures 14.1 through 32 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas 14.12. The computed factors of safety for these soil conditions are also summarized below. Detention Soil Factor of Safety Boring No. Slope Figure No. Pond Case EC RD LT Pond HS-2 GB-72 4(H):1(V) 1 2.29 1.33 1.89 14.1, 14.2, 14.3 through 2 4.11 1.43 1.76 14.4, 14.5, 14.6 GB-78 Pond CC-1 GB-79 4(H):1(V) 1 1.86 1.31 1.95 14.7, 14.8,14.9 through 2 1.94 1.25 1.95 14.10, 14.11, 14.12 GB-84 Based on the above table of factor of safety for soil case 2, the proposed section of 4(H):1(V) slope does not meet the required factor of safety for rapid drawdown condition. Additional analyses was performed for this case by placing a 2-foot thick clay liner at the side slopes and bottom of the proposed detention pond. The slope stability analyses results are presented on Figures 14.13 through 14.15 and in the table below. Detention T I Soil Factor of Safety Boring No. Slope Figure No. Pond Case EC RD LT Pond CC-1 GB-79 4(H):1(V) 2 2.10 1.34 2.04 14.13, 14.14, 14.15 through GB-84 As can be seen from the above table, the proposed detention pond with a 4(H):1(V) slope with a 2-foot clay liner will meet the minimum required factors of safety. 5.5.6 Conclusions and Recommendations. A minimum factor of safety of 1.3 is considered acceptable for short term condition(end of construction and rapid drawdown conditions),while a minimum factor of safety of 1.5 is considered acceptable for long term condition. Based on the slope stability analyses results,the proposed detention ponds HS-2 and CC-1 with a 4(H):1(V)side slope will be stable. 33 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas The side slopes in the offsite detention ponds HS-2 and CC-1 may be improved by lining the slope bottom and along the slope (where sand and silt layers are encountered)with a 24- inch thick clay liner for 4(H):1(V) slope inclination. Further,the shallow pond HS-1 may be improved by lining the slope bottom and along the slope (where sand and silt layers are encountered) with a 24-inch thick clay liner for 4(H):1(V) slope inclination. Approximate horizontal limits of the cohesionless soils encountered in detention ponds are presented on Figures 15.1 through 15.3. The areas where silty sand and sandy silt encountered in the borings are given below. Detention Pond Boring No. Range of Soil Type Depth, ft HS-1 GB-70 5-9 Silty Sand HS-2 GB-72 6-11.5 Silty Sand GB-75 8-11 Sandy Silt CC-1 GB-79 13-16.5 Silt GB-80 12.5-20 Sandy Silt GB-82 13-21.5 Silty Sand 21.5-23 Silt GB-83 10-16.5 Silty Sand GB-84 10-30 Silty Sand 5.5.7 Clay Liner Properties. The properties of the constructed clay liner material should meet the following criteria: Property Criteria Coefficient of Permeability <4 x 10-7 cm/sec Soil Fines > 65%passing No. 200 sieve 34 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas Property Criteria Liquid Limit > 35 and< 65 Moisture/Density Relationship >95% of maximum dry density at or above optimum moisture content Thickness Minimum 24 inches over granular/cohesionless soils 5.5.8 Borrow Material Analysis. Based on TxDOT"Texas Standard Specifications—2014" Item 132, Type A, the liquid limit for select fill should not be greater than 45 and plasticity index should not be greater than 15. The soils that meet the TxDOT Fill Specifications criteria are: Detention Pond Boring No. Range of Depths, feet Soil Type HS-2 GB-75 4-8 Clay, Sandy GB-82 6-13 Clay, Sandy CC-1 GB4i4 4-10 Clay, Sandy The borrow material (described earlier) at this site can be used as a backfill material for trenches and due to its swelling and shrinkage potential, it is least suitable as backfill for building pads or behind retaining walls. 5.5.9 Slope Protection and Erosion Control. It is expected that pond side slope sloughing and erosion will occur in areas where silty sand, sandy silt and silt were encountered near borings GB-70 in detention pond HS-1 borings GB-72 and GB-75 in detention pond HS-2 and in borings GB-79,GB-80,GB-82,GB-83 and GB-84 in detention pond CC-1. To minimize the sloughing and erosion,riprap with a woven geosynthetic beneath the riprap or a clay lining can be used to protect the slopes along these cohesionless soil zones as given below. 35 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas Detention Pond Boring No. Range of Soil Type Depth, ft HS-1 GB-70 5-9 Silty Sand HS-2 GB-72 6-11.5 Silty Sand GB-75 8-11 Sandy Silt CC-1 GB-79 13-16.5 Silt GB-80 12.5-20 Sandy Silt GB-82 13-21.5 Silty Sand 21.5-23 Silt GB-83 10-16.5 Silty Sand GB-84 10-30 Silty Sand 5.6 Pavement Structure Design It is understood that McHard Road extension will be a 4-lane boulevard with a rigid pavement from Cullen Boulevard to Mykawa Road. The project also includes construction of small section of pavement at the intersections of side streets at Adamo Lane,Stone Road,Max Road,Roy Road,Garden Road,O'Day Road,Hatfield Road,and Woody Road. The pavement design presented below was developed in accordance with "AASHTO Guide for Design of Pavement Structures," r 1993 Edition. 5.6.1 Design Parameters Subgrade Soil Properties. Based on the laboratory test data obtained from the natural subgrade soils, the effective roadbed soil resilient modulus (MR) is estimated to be about 2,792 psi. Based on an estimated resilient modulus of the 8-inch lime- stabilized subgrade,the effective modulus of subgrade reaction(k)is estimated to be about 62 pci. The effective modulus of subgrade reaction(k),with a loss of support 36 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas value of 1, was estimated to be about 110 pci for a composite base/subbase course consisting of 1-inch bond breaker(ASB)over 6-inch cement stabilized base(CTB) and over 8-inch lime stabilized subgrade. Traffic Data. A traffic data of approximately 10.6 x 106 ESAL(W18)over a 30 year design period was utilized for the pavement design for McHard Road extension. This traffic volume is based on a total of 11,633 vehicles per day with 3%truck traffic and a growth rate of 2% as provided by Freese and Nichols, Inc. and also meeting the minimum requirements for major thoroughfare road per City of Pearland Standards. A traffic data of approximately 0.33 x 106 ESAL(W18)over a 10 year design period was utilized of the pavement design for the side streets. This traffic volume is based on a total of 1,000 vehicles per day with 2%percent busses and 2%truck traffic with a growth rate of 2%. Other Design Parameters. Other design parameters used in the development of rigid pavement and flexible pavement(side streets) thickness are given below: TxDOT Criteria Material Properties of Concrete: Modulus of Elasticity of Concrete (Es): 500,000 psi Mean value of Modulus of Rupture of Concrete after 28 days (S'O: 620 psi Load Transfer coefficient(J): 2.6 Drainage coefficient(Cd): 0.95 Overall Standard Deviation(So): 0.35 Reliability Level (R): 95% Serviceability Index Initial (Po): 4.5 Terminal (Pt): 2.50 37 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas Reinforcement Variables Allowable Working Stress (fs): 45,000 psi (grade 60 steel) Friction Factor(F): 1.8 City of Pearland Criteria Material Properties of Concrete: Modulus of Elasticity of Concrete (E.): 3,600,000 psi Mean value of Modulus of Rupture of Concrete after 28 days (S'.): 650 psi Load Transfer coefficient(J): 3.2 Drainage coefficient(Ca): 1.20 Overall Standard Deviation (S0): 0.35 Reliability Level (R): 95% Serviceability Index Initial (P0): 4.5 Terminal (Pt): 2.50 Reinforcement Variables Allowable Working Stress (fs): 45,000 psi (grade 60 steel) Friction Factor(F): 1.8 Flexible Pavement. • Flexible Pavement: Overall Standard Deviation (S0): 0.45 Reliability Level (R): 90% Serviceability Index Initial (P0): 4.2 Terminal (Pt): 2.0 Layer, coefficient: 38 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City ofPearland, Texas al, a2, a3 = layer coefficient for surface,base and subbase course,respectively. Values of the layer coefficient for each pavement material are as follows: al =0.44 for HMHL asphalt concrete surface a2 =0.34 for Asphalt concrete black base =0.23 for Cement stabilized base = 0.17 for lime and flyash stabilized base a3 = 0.11 for Lime stabilized soils Drainage coefficient: m2, m3 = Drainage coefficient for base and subbase layers; m2 = 1.15 and m3 = 1.15 (based on a fair quality of drainage) 5.6.2 Recommended Pavement Section Based on the design parameters described above and the AASHTO design procedures,the thickness of rigid pavement for McHard Road and flexible pavement for side streets were determined. The recommended pavement sections are given below: 5.6.2.1 McHard Road TxDOT Criteria Pavement Course Thickness, inches Reinforced Concrete (CRCP) 10 Bond Breaker 1 Cement Stabilized Base 6 6% Lime-Stabilized Subgrade 8 39 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas City of Pearland Criteria Pavement Course Thickness, inches Reinforced Concrete (JRCP) 10 6%Lime-stabilized subgrade 8 For the 10-inch continuous reinforced concrete pavement(CRCP),the required longitudinal reinforcing steel and transverse reinforcing steel as provided in TxDOT drawing CRCP(1)-13 should be followed. Based on the reinforcement variables and recommended pavement section, the minimum required longitudinal and transverse reinforcing steel (No. 4, Grade 60 Steel) spacing for 10-inch concrete pavement are 12 inches and 30 inches, respectively. The reinforcement details should be followed in accordance with TxDOT Standard Specification Item No. 440. 5.6.2.2 Side Streets (Flexible Pavement). Pavement Course Thickness, Inches Asphaltic,Cement Concrete 2 Black Base 6 5%Lime stabilized subgrade 8 Or Pavement Course Thickness,Inches Asphaltic Cement Concrete 2 Black Base 9 5.6.3 Preparation of Pavement Subgrade Based on the field and laboratory test data,the subgrade soils at this site consist of clay and sandy clay of high plasticity. These soils should be stabilized with approximately 6 percent lime to a depth of at least 8 inches. This corresponds to approximately 40 pounds of hydrated lime per square 40 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas yard based upon a soil dry unit weight of 110 pcf. The actual percentage of lime must be confirmed by laboratory tests at the time of construction. Subgrade preparation for the proposed pavement should consist of stripping,proof-rolling, and stabilization. The following procedures for subgrade preparation are recommended: 1. Strip the surficial soils to a suitable depth to remove all surficial vegetation and achieve grade. In isolated areas where soft, compressible, or very loose soils are encountered, additional stripping may be required. Stripping should extend to a minimum of 2 feet beyond the edge of the proposed pavement. 2. After stripping, the exposed surface should be proof-rolled with a minimum of 3 passes of a 30-ton pneumatic-tired roller or a partially loaded truck utilizing a tire pressure of approximately 90 psi. If rutting develops, the tire pressure should be reduced. The purpose of the proof-rolling operation is to identify any underlying zones or pockets of soft soils so these weak materials can be removed and replaced. 3. Lime stabilization of clay and sandy clay subgrade should be performed in accordance with TxDOT Standard Specification Item No. 260. 41 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas 6.0 CONSTRUCTION CONSIDERATIONS 6.1 Drilled Shaft Foundation Installation Drilled shaft construction should follow TxDOT Standard Specifications for Construction and Maintenance of Highways, Streets, and Bridges,2004,Item 416. Due to the presence of water bearing cohesionless soils encountered at the site,it is anticipated that shaft installation will require the use of slurry displacement methods,and possible surface casing. The surface casing is temporary and shall be retrieved as outlined in TxDot Standard Specifications. If structural design calls for shaft diameters in excess of 60 inches to terminate in sand, we recommend a more restrictive construction specification that limits slurry sand content to four(4)percent. 6.2 Driven Pile Foundation Installation Piling should be installed in accordance with TxDOT Standard Specifications for Construction and Maintenance of Highways, Streets and Bridges, 2004, Items 404 and 409. The allowable skin friction curves,presented on Figures 6.1 through 6.7,were based on the assumption that the piles will be installed by driving. 6.3 Groundwater Control Excavations for the water,sanitary sewer and storm sewer lines may encounter groundwater seepage to varying degrees depending upon the groundwater conditions at the time of construction and the location and depth of the trench. In cohesive soils,if groundwater is encountered then it may be managed by collection in trench bottom sumps for pumped disposal. In granular or semi cohesionless soils, as encountered near borings GB-52, GB-55 and GB-63 at the invert or within 3 feet below bottom of invert, dewatering such as vacuum well points for excavation depths up to 15 feet or deep well with submersible pumps for excavation depths greater than 15 feet will be required to lower the groundwater level to at least 5 feet below the bottom of the excavation. It is recommended that the actual groundwater conditions should be verified by the contractor at the time of construction. It is contractor's responsibility to perform appropriate groundwater control during construction. 42 Geotest Engineering,Inc. Report No. 1140215001 McHard Road Extension May 19, 2017 City of Pearland, Texas 7.0 PROVISIONS The subsurface conditions and design information contained in this report are based on the test borings made at the time of drilling at specific locations. Some variations in soil conditions may exist between test borings. Should any subsurface conditions other than those described in our boring logs be encountered,Geotest should immediately be notified so that further investigation and supplemental recommendations can be provided. The depth to the groundwater level may vary with changes in environmental conditions such as frequency and magnitude of rainfall, as well as area construction activities. The analysis and recommendations presented in this report are based, in part,upon the data obtained from subsurface explorations made at the time test borings were drilled at specific locations. The stratification lines on the boring logs represent approximate boundaries between soil types. Actual transitions between soil types may be more gradual than depicted. This report has been prepared for the exclusive use of Freese and Nichols, Inc., City of Pearland,and TxDOT,specifically for the design of the McHard Road Extension project in Pearland, Texas. This report may not be reproduced in whole or part without the written permission of Geotest Engineering, Inc., Freese and Nichols, Inc., City of Pearland, or TxDOT. 43 ILLUSTRATIONS Figure Vicinity Map 1 Plan of Borings 2.1 thru 2.6 Boring Log Profile 3.1 thru 3.7 Symbols and Abbreviations used on Boring Log Profile 4 Skin Friction Design—Drilled Shaft Design(Accumulative Graphs) 5.1 thru 5.7 Skin Friction Design—Driven Pile Design(Accumulative Graphs) 6.1 thru 6.7 Point Bearing Design—Drilled Shaft Design 7.1 thru 7.7 Excavation Support Earth Pressure 8.1 thru 8.3 Stability of Bottom for Braced Cut 9 Vertical Stress on Pipes Due to Traffic Loads 10 Earth Pressure on Pipe and Casing Augering 11 Lateral Earth Pressure Diagram for Permanent Wall 12.1 thru 12.3 Uplift Pressure and Resistance 13 Slope Stability Analyses for Detention Ponds 14.1 thru 14.15 Possible Horizontal Limits of Cohesionless Soils 15.1 thru 15.3 o . I— .• ,.., 0 z 0 • ti To To • Tomball Spring To Porter L.!9_5 To 1960 t19601 Waller Humble. Cypress Vglia h ,a,m 290 / 8 ` • 90_ . Houston Katy, : ; 1110411111 To • Pasadena 1 oni • 225 Clodine 'PROJEC Bellaire SITE • 90 Ak Sugarland- 1-- � �s' 288' • v To Alvin . . VICINITY MAP .(NOT TO SCALE) Ge otest Engineering, Inc. • FIGURE 1 Job No. 1140215001 0 J m z W J J D U BEGIN STA-1+00,00 0+00 STA 25+00 W z 1+00 0+00 GB-49 1 BEGIN STA 0+00.00 McHARD RD 25+00 N87' 00' 41"E 1,976.59' 5+00 5+00 N86' 57' 03"E 1,821.65' 30+00 35+00 L2 GB-53 30+00 N87' 00' 41 "E 1,976.59' 10+00 L19 O O + O L22 N2' 44' 351W 1,240.69' 10+00 McHARD RD 71 C-1+ 35+00 0 0 L1 L12 1 N87' 23' 00'E 2,586.65' 15+00 - G B-51 15+00 N87' 00' 41 "E 1,976.47' STONE RD 5+00 40+00 N85' 53' O9" E 74.16' L20 L11 N2' 37' 00'W 288.58' PC STA 44+63,12 PC STA 43+82.78 1 GB-54 40+00 2+89 20+00 20+00 PI STA 18+95.80 L21 ADAMO LN LINE STA 45+00 0 O N87' 23' 00"E 510.39' PI STA 24+86.65 25+00 PI STA 24+06.19 0 0 1n 1a- w z U i- Q I I 0 50' 100' 200' SCALE IN FEET LEGEND 011) Boring Boring w/Piezometer NOT FOR CONSTRUCTION 1N5 DOCUMENT 6 RE EASED FOR DIE PURPOSE OF IIITERM RENEW UNDER THE AUTHORITY OF UEHRAN BAVARWI P.E. TEXAS NO:48811 011 DATE.7/6/2016 R TS N01 TO OE USED FOR CONSTRUCTION, 0101340 OR PERMIT PURPOSES. FREESE NICHOLS 11200 Broadway Street, Suite 2332 Pearland, Texas 77584 Phone — (832) 456-4700 Fax — (832) 456-4701 Freese and Nichols, Inc. Texas Registered Engineering Firm F-2144 HORIZONTAL ALIGNMENT DATA McHARD ROAD CULLEN BLVD TO MYKAWA RD SHEET 3 OF 7 Texas Department of Transportation 2016 FED.RO. 0 v.T40. PROJECT NO. SHEET No. 6 STP 2014 (326) MM 65 SLATE DIST. COUNTY PLAN OF BORINGS TEXAS 12 BRAZORIA CONT SECT. JOB HIGHWAY NO. 912 31 290 CS FIGURE 2.1 Job No. 1140215001 45+00 C1 CURVE DATA A = 13.25' R = 2000,00' = 232.25' = 462.42' PCC STA 49+25.54 50+00 G B 5 5-•�rj r �`Ii 45+UU c10 CURVE DATA = 1125' R = 1965.00' T = 228.18' L = 454.33' PCC STA 48+37.11 50+00 CURVE DATA A = 24.34' R = 965.00' T = 208.08' L = 409.88' PRC STA 52+46.99 C2 C11 CURVE DATA A = 24.34' R = 1000.00' T = 215.63' L = 424,75' • 55+00 PRC STA 53+50.29 55+00 C12 CURVE DATA A = 37.59' R = 1035.00' T = 352.20' L = 678.96' in in 4. •4. 10+00 CURVE DATA A = 37.59' R = 1000.00' T = 340.29' L = 656.00' GB-56 C3 0 0 to 0 0 0 N2' 48' 31 "W 1,457.08' L13 60+00 PT STA 60+06.29 60+00 — PT STA 59+25.95 McHARD RD N87' 00' 3211E 4,410.95' 65+00 G B-57 1 65+00 MATCH LINE STA 70+00 0 50' 100' 200' SCALE IN FEET LEGEND Boring Boring w/Piezometer NOT FOR CONST UCTION HIS DOCUMENT 5 RELEASED FOR THE URPOSE OF INERRA RENEW UNDER THE AUTHORITY OF MEHRA/I BAVARIAN P.E ERAS 110:48811 ON OATE:7/6/2016 IT IS NOT TO OE USED FOR CONSTRUCTION, OIODNC OR PERMIT PURPOSES. FREESE NICHOLS 11200 Broadway Street, Suite 2332 Peariand, Texas 77584 Phone — (832) 456-4700 Fax — (832) 456-4701 Freese and Nichols, Inc. Texas Registered Engineering Firm F-2I44 HORIZONTAL ALIGNMENT DATA McHARD ROAD CULLEN BLVD TO MYKAWA RD SHEET 4 OF 7 Texas Depaltnt,ent of Transportation 2016 FEO.RD. D VNO. PROJECT NO. SHEET NO. 6 STP 2014 (326) MM 66 PLAN OF BORINGS STATE DIST. COUNTY TEXAS 12 BRAZOR IA CON T. SECT. 912 31 JOB 290 HICIIWAY NO. CS FIGURE 2.2 Job No. 1140215001 0 0 0 N w 0 F—• 0 0 + 10 rn 10 LiJ Z J 0 0 0 0 70+00 N87' 00' 32'E 4,410495' 75+00 70+00 12+46 95+00 0 0 1 — 95+00 N2' 57' 59'W 1,246.47' 0 0 to i` t-.GB-60?i / 75+00 L15 100+00 0 cc Z W Q i5 100+00 5+00 0 0 + 0 GB-584 s PC STA 104+17.24 10+62 L14 NT 59' 56'W 1,061.52' 80+00 0 >- 0 CURVE DATA e= 9.99' R = 2000.00' T = 174.73' L = 348.58' PC STA 103+36.90 CURVE DATA = 9.99' R = 1965.00' T = 171.67' L = 342.48' 105+00 — 105+00 GB-61 C13 C4 PRC STA 106+79.38 — L23 CURVE DATA e = 9.72' R = 2035.00' T = 172499' L = 345.16' McHARD RD 90+00 GB-59 1 I t t ( t I PRC STA 107+65.82 C5 85+00 N87' 00' 32't 44410.95' CURVE DATA e = 9.72' R = 2000.00' T = 170.02' L = 339.22' 110+00 PT STA 111+05.04 11114111M Y =alllir C14 1 10+00 McHARD RD PT STA 110+24.54 115+00 0 0 to 1 (✓ L►_! Z J 0 90+00 STA 95+00 0 50' 100' 200' SCALE IN FEET LEGEND Boring Boring w/Piezometer NOT FOR CONSTRUCTION H6 DOCUUDTT IS RE EASED TOR DIE PURPOSE OF 1RERIU REVIEW UNDER THE AUDIORRY OF UEHRA I DAVAAUII P. . EXAS H0: 40811 0R DATE: 7/6/2 16 R 6 001 TO BE USED FOR COHSTRucT10H, DIDOfG OR PERUR PURPOSES. FREESE NICHOLS 11200 Broadway Street, Suite 2332 Pearlond, Texas 77584 Phone — (832) 456-4700 Fax — (832) 456-4701 Frees* and Nichols, Inc. Texas Registered Engineering Firm F-2144 HORIZONTAL ALIGNMENT DATA McHARD ROAD CULLEN BLVD TO MYKAWA RD SHEET 5 OF 7 Texas Department of Transportation 2016 FED.RO. D V.NO. PROJECT N0. SHEET No. 6 STP 2014 (326) MM 67 STATE 01sr. COUNTY 0 0 0 0 PLAN OF BORINGS TEXAS 12 BRAZORIA COY T. SECT. JOU HIGHWAY N0. 912 31 290 CS FIGURE 2.3 ri 0 1n N 0 r-1 0 MATCH LINE STA 0 12+19 L4 McHARD RD 7 0 O + O GB 62 L24 '- N87' 16' 37'E 1,148.29' 115+00 11+25 L17 0 0 0 S89' 00' 0411E 73.65' N86' 49' 21 "E 293.76' L6 IGB-64 L26 PI STA 138+60.95 5+00 L27 N3' 28' 41 "W 1,125,47' 0 0 1n C-4 r .101 140+00 L16 PC STA 122+53.33 120+00 [-- 00 GB-69 GB-70P CURVE DATA A = 16.17' R = 2000.00' T = 284.10' L = 564.43' 125+00 ct 0 N87' 16' 37E 1,148.29' N3' 04' 13"W 1,218,67' 0+00 PC STA 12 PI STA 140+16.11 McHARD RD 140+00 CURVE DMA A = 16.17' R = 1965.00' T = 279.13' L = 554.55' 145+00 17 PI 139+34.57 P1 S' G B-7212'45 GB-73 145+00 N86' 55' 2911E 2,040.19' C6 125+00 PT Sl i 97+27.37 GB-71 S76' 33' 1211E 250.65' L28 — PT STA 128+17.75 G B-63 L5 S76' 331 1211E 250.65' 130+00 PC STA 130+68.41 4411.4111111111.11°111111--- ”1111.11111"11.1111111 L25 130+00 �� pa __- CURVF DATA A = 16.62' R = 2000.00' T = 292.19$ L = 580.28' PT STA 136+48.69 135+00 PC STA 129+78.02 CURVE DATA 6 = 16.62' R = 2035.00' T = 297.31' L = 590.44' N86' 55' 2911E 2,038.95' 155+00 C7 C16 1 1 150+00 G B-74 z- 0+00 MATCH LINE STA 135+00 PT STA 135+68.46 0 0 N 0 50' 100' 200' SCALE IN FEET LEGEND ® Boring Boring w/Piezometer NOT FOR CONSTRUCTION THIS OOCUUDR 6 RELEASED FOR Inc PURPOSE OF NTERRU RENEW UNDER THE AUTHORITY OF LIDIRAN OAVARWI P.E. TEXAS NO:46811 011 DATE:7/6/2016 R 6 NOT TO 8E USED FOR CONSTRUCTION, 0100010 OR PERUR PURPOSES. FREESE NICHOLS 11200 Broadway Street, Suite 2332 Pearlond, Texos 77584 Phone — (832) 456-4700 Fox — (832) 456-4701 Freese and Nichols, Inc. Texos Registered Engineering Firm F-2144 HORIZONTAL ALIGNMENT DATA McHARD ROAD CULLEN BLVD TO MYKAWA RD SHEET 6 OF 7 AggeH Texas Department of Transportation 2016 FEORO. DIV.NO. 6 STATE PROJECT NO. STP 2014 (326) MM SHEET Na 68 TEXAS PLAN OF BORINGS 912 Dist. 12 SECT. 31 COUNTY BRAZORIA J00 290 HIGHWAY NO. CS 1FIGURE 2.4 Job No. 1140215001 1486' 55' 29" E 2,040.19' 13+54 CURVE DATA A = 4.86' R = 2035.00' T = 86.29' L = 172.47' PC STA 160+55.05 160+00 McHARD RD PC STA 159+74,76 160+00 CURVE DATA A = 4.86' R — 2000.00' T = 84.80' L = 169.51' GB-78 0 0 + 0 8 GB-76n f >- 0 GB-77j I C-5 111110110. L18 165+00 PC STA 164+81,95 — N82' 04' O8"E 257 40' L29 C17 C8 L9 N82' 04' O8"E 257.40' CURVE DATA A = 5.33' R = 1965.00' T = 91.53' L = 182.92' C9 C18 165+00 PC STA 164+04.63 PT STA 162+24.56 PT STA 161+47.23 N3' 30' 04'W 1,353.98' 0+00 CURVE DATA A = 5.33' R = 2000.00' T = 93.16' L = 186.18' PT STA 166+68.13 — N87' 24' 09'E 732.99' PT STA 165+87.55 GB-67 L30 —1 170+00 PI STA 173+20.54 170+00 L10 N87' 24' 09'E 1,528.74' L31 N88' 18' 26"E 285,04' 175+00 175+00 PI STA 176+05.58 N87' 24' 09"E 454.76' END STA 181+96.87 180+00 GB-68 180+00 —� L32 END STA 180+60,34 0 50' 100' 200' 0 181+97 >— SCALE IN FEET LEGEND Boring Boring w/Piezometer NOT FOR CONSTRUCTION THIS DOCUUUR 5 RELEASED FOR THE PURPOSE OF I BERM REVIEW UNDER 111 AUTHORITY OF %EIIRAN DAVARWI P, . TEXAS NO:488 1 ON UATE:7/6/2016 R IS INN 10 DE USED FOR CONSTRUCTION, 8100R1C OR PERUIT PURPOSES. FREESE NICHOLS 11200 Broadway Street, Suite 2332 Pearlond, Texos 77584 Phone — (832) 456-4700 Fax — (832) 456-4701 Freese and Nichols, Inc. Texos Registered Engineering nrm F-2144 HORIZONTAL ALIGNMENT DATA McHARD ROAD CULLEN BLVD TO MYKAWA RD SHEET 7 OF 7 a* Texas Department of Transportalion 2016 FED.RO. DIVNO. 6 srATE PROJECT NO. STP 2014 (326) MIA SHEET N0. 69 DIST. 12 SECT. 31 COUNTY PLAN OF BORINGS TEXAS CON T. 912 BRAZORIA JoO 290 IIIOHWAY NO. CS FIGURE 2.5 1140215001 z O ti E to -o Z a. 0 0 a. 0 to .c 0 0 I }.SPHA T UZIVE PROP. 30' EDRAINAGE/ACCESS EST PROP 2-6'X4' RCB 1 Rr� cFt\T in GRAVEL PROP. BACKSLOPE INTERCEPTOR STURCTURE SIMMONS %MA ISIS' Ili MI MOM IS OM OEM WM WENN MU PROP. BACKSLOPE INTERCEPTOR STURCJ RE E POND SUMMARY PROPOSED POND cc-1_ G B-80 PROP. BACKSLOPE INTERCEPTOR STURCTURE BWF PROP. 195' DE STORM WATER DETENTION REQUIRED - 13.2 AC -FT FLOODPLAIN MITIGATION REQUIRED - 1,0 AC -FT TOTAL POND VOLUME REQUIRED - 14,2 AC -FT TOTAL POND VOLUME PROVIDED - 18.0 AC -FT 100-YR W S E - 47.0 FT OUTFALL STRUCTURE - 1-6'X4' BOX AT EL. 34.70 FT BARBWIRE FENCE/TR GB-81P __ � ,1 PROP. BACKSLOPE INTERCEPTOR STURCTURE E LINE RARBWIRE FENCE/TREE LIN C �. NNW WSW -- IN gliMIAA IA _ _ iGB-rail G�� SII MIINEEMI OM VMS has��� NISI \\\\\\ "' : MINIM Illkh,1111111111, ) PROPOSED _ PON[4N 1 45 PROP. 195' DE PROP. INTERCEPTOR STURCTURE PROP. BACKSLOPE INTERCEPTOR STURCTURE BARBWIRE FENCE PROPERTY LINE LEGEND Boring Boring w/Piezometer \ PLAN OF BORINGS PROP. 140' DE \ r FROM CLEAR CREEK CENTERLINE (PER BDD4) 'III�X4' RCB tGBGB-84 GC ENGINEERING, INC. 2505 Park Avenue, Pearland, Texas 77581 PH: 281-412-7008, FAX: 281-412-4623 TBPE Registration No. F-7889 NOT FOR CONSTRUCTION 7HIS DOCUVEITT IS RELEASED FOR THE PURPOSE OF MERIII REVIEW UUOER THE AITRTORJTY OF A VAHEIWRA ROL IGO, P.E. TEXAS NO: 87523 ON DATE: 01/19/2016 IT 15 NOT TO BE USED FOR COISTRUCIWN, HODIHG OR PERMIT PURPOSES. NICHOLS 11200 Broadway Street, Suite 2332 Pearland, Texas 77564 Phone — (832) 456-4700 Fax — (832) 456-4701 Freese and Nichols. Inc. Teach s Registered Engineering Firm F-2144 McHARD ROAD EXTENSION DRAINAGE OVERALL POND LAYOUT FED.RD. D V.NO. 6 STATE DIS TEXAS 12 CANT. SECT. JOB POND CC-1 SHEET 1 OF 4 PROJECT NO. SHEET NO. 110 COUNTY BRAZORIA HIGHWAY NO. FIGURE 2,6 GB-51 ELEVATION IN FEET 35 25 15 5 -15 GENERAL NOTES: 1. See Figure 2.1 for approximate locotion of borings and profile section. 2. Doto concerning subsurface conditions hove been obtained of boring locations only. Actual conditions between borings moy differ from the profile shown here. 3. See logs of boring for detailed description of soils encountered in each borehole. 4. See Figure 4 for symbols and obbreviotions used on this profile. 5. Ground surface elevotion at eoch boring location wos based on survey doto provided to us by Frees and Nichols GB-52 GB-53 GB-54 V/So-So so-V/St CL CH Proposed 36" to 48" Storm Sewer 45 35 25 15 -5 -15 ELEVATION IN FEET BORING LOG PROFILE McHard Road 0 200 400 600 800 HORIZONTAL SCALE IN FEET Job No. 1140215001 Geotest Engineering, Inc. FIGURE 3.1 GB-55 So-V/S 45 35 SC So-V/S CH ELEVATION IN FEET 25 15 5 -5 -15 GENERAL NOTES: Proposed 42" to 36" Storm SSwer GB-56 So -5 Lo So -St St-Hd M/St-St i CH SC CH CL CL 1. See Figures 2.2 & 2.3 for approximate location of borings and profile section. 2. Data concerning subsurfoce conditions have been obtained at boring locations only. Actuol conditions between borings may differ from the profile shown here. 3. See logs of boring for detailed description of soils encountered in eoch borehole. 4. See Figure 4 for symbols and abbreviations used on this profile. 5. Ground surface elevation at each boring location wos based on survey data provided to us by Freese and Nichols GB-58 So-V/S CI Q Si So -St CH Stil':I St CL CH Proposed 30" to 36" Storm Sewer GB-60 St -V/St St St M/St -St t. • CL CF r.5 35 25 15 5 -5 -15 ELEVATION IN FEET BORING LOG PROFILE McHard Road 0 200 400 600 B00 HORIZONTAL SCALE IN FEET Job No. 1140215001 Geotest Engineering, Inc. FIGURE 3.2 Proposed 24" to 36" Storm Sewer ELEVATION IN FEET 45 35 25 15 -15 GENERAL NOTES: GB-61 v/Sl So-M/St St 1. See Figures 2.3 & 2.4 for approximate location of borings and profile section. 2. Doto concerning subsurfoce conditions hove been obtoined at boring locutions only. Actuol conditions between borings may differ from the profile shown here. 3. See logs of boring for detailed description of soils encountered in eoch borehole. 4. See Figure 4 for symbols and obbreviotions used on this profile. 5. Ground surfoce elevotion at eoch boring location wos bosed on survey doto provided to us by Freese and Nichols GB-62 GB-63 SM CH CL CL Proposed 24" to 42" Storm Sewer 45 35 25 15 5 -15 w w ELEVATION IN BORING LOG PROFILE McHard Rood 0 200 400 600 800 HORIZONTAL SCALE IN FEET Job No. 1140215001 Geotest Engineering, Inc. FIGURE 3.3 55 GB-66 So-st ELEVATION IN FEET •5 35 25 15 — 5 -15 GENERAL NOTES: 1. See Figure 2.5 for opproximote location of borings and profile section. 2. Data concerning subsurface conditions have been obtained of boring locotions only. Actuol conditions between borings moy differ from the profile shown here. 3. See logs of boring for detailed description of soils encountered in each borehole. 4. See Figure 4 for symbols and abbreviations used on this profile. 5. Ground surfoce elevotion at each boring location was bosed on survey dato provided to us by Freese and Nichols GB-67 Proposed 24" to 30" Storm Sewer - -- GB-68 So-V/St St-V/St V/St MIMEINMEME 3 3 35 25 15 5 —5 -15 ELEVATION IN FEET BORING LOG PROFILE McHard Road 0 200 400 600 800 HORIZONTAL SCALE IN FEET Job No. 1140215001 Geotest Engineering, Inc. FIGURE 3.4 NI O 33 NI NOIVA31:1 L-8J dOL-8O • o V) I ton N > Nii (n r 0 ,(//0y•(/' • ..!:•/:%'• • •// t /// /!� •• .' . • -I VI > > I 0 J o 0 fr/ C to N N N 1) N N V M 1333 NI NOIIVAJ13 NG LOG PROFILE Cn W O Z O CY LLI w 0 0 0 0 0 0 N O Detention Pond HS-1 _T 0 O p O L.,3 a) U C • •L L c O tn 44 N .O -0 = C • 0 -0 2O :,- O o_� O OC O OL c N y 0 O oEm3 •� • C O 00 c O k.-(1)y0 d , O O O N (n C— C t O• D o.0 O >�p 0 c ol o c E O N O O to U OLJAPI O O - C C O O 00O�0 E �0a'c°' • �•9 0�. rn O O c O N O 0 p _0 a)-oc C o D 3 •z • N TO p • ND �N °j� N .0 L O C L N• . c.0.0o uQ) • Did OW N C O N U p O 3 C 0 to O • O Op O(N o O N p 0) O O O 0 Cn OQ(n V)" N l(] HORIZONTAL. SCALE IN FEET Jab No. 114021 001 Geotest Engineering, Inc. FIGURE 3.5 55 ELEVATION IN FEET 45 35 25 15 5 -15 GENERAL NOTES: v/So GB-72 S/Co So-V/St V/So GB-73 s7;17\74. V/So CH 1. See Figures 2.4 & 2.5 for opproximate locotion of borings and profile section. 2. Dota concerning subsurface conditions hove been obtained at boring locotions only. Actuol conditions between borings may differ from the profile shown here. 3. See logs of boring for detailed description of soils encountered in eoch borehole. 4. See Figure 4 for symbols and abbreviations used on this profile. 5. Ground surfoce elevation at each boring location was bosed on survey doto provided to us by Freese & Nichols. Approx. Bottom of the Pond at El. 37.5 ft. to El. 39 ft. GB-76 GB ,••� so -sr CL V/So-V/St ML CL CH V/So-St CH GB-77 GB-78 55 45 35 25 15 5 -15 ELEVATION IN FEET BORING LOG PROFILE Detention Pond HS-2 0 150 300 450 600 HORIZONTAL SCALE IN FEET Job No. 1140215001 Geotest Engineering, Inc. FIGURE 3.6 5 _- GB-80 GB-81P ELEVATION IN FEET 35 25 15 5 -5 —15 GENERAL NOTES: 1. See Figure 2.6 for approximate location of borings and profile section. 2. Data concerning subsurfoce conditions hove been obtained of boring locotions only. Actual conditions between borings moy differ from the profile shown here. 3. See logs of boring for detailed description of soils encountered in each borehole. 4. See Figure 4 for symbols and abbreviations used on this profile. 5. Ground surface elevotion at each boring location was bosed on survey doto provided to us by Freese & Nichols. GB-82 S��v7Si T. GB-83 • GB-84 Approx. Bottom of the Pond at El. 35.5 ft. to El 34.5 ft, c'5 -445 35 25 15 5 —5 —15 ELEVATION IN FEET BORING LOG PROFILE Detention Pond CC-1 0 100 200 300 400 HORIZONTAL SCALE IN FEET Job No. 1140215001 Geotest Engineering, Inc. FIGURE 3.7 0 0 in r.. o SYMBOLS AND ABBREVIATIONS USED ON BORING LOG PROFILE Ti- , 0 Z LEGEND a 0 CLAY SAND SILT CLAY, Sandy CLAY, Silly SAND, Clayey SAND. Silty a s °o 401i ao°o° __ SILT. Clayey SILT, Sandy GRAVEL FILL SANDSTONE SHALE or LIMESTONE or SILTSTONE CLAYSTONE I .0074 JUL e¢c a id{1n dPJuL MUCK, PEAT ASPHALT CONCRETE BRICK SHELL BLACKBASE RUBBLE or LIGNITE or HMAC or DEBRIS — v.v. 4 z rsAe ♦LAG 'EM Depth of Water Depth of Water after SLAG PAVEMENT Encountered During Completion of Boring Drilling (for details see individual boring log) ABBREVIATIONS USED FOR CONSISTENCY/DENSITY COHESIVE SOILS COHESIONLESS SOILS V/So : Very Soft V/Lo : Very Loose So : Soft Lo : Loose Fm : Firm S/Co : Slightly Compact M/St : Medium Stiff Co : Compact St : Stiff M/De : Medium Dense V/St : Very Stiff De : Dense Hd : Hord V/De : Very Dense V/Hd : Very Hard Geotest Engineering, Inc. FIGURE 4 SKIN FRICTION DESIGN WinCoCounty Brazoria Hole GB-49 District Houston Version 1.1 Highway McHard Road Structure Traffic Signals Modification Date 1-6-16 Control 0912-31-290 Station 0+84.4 Grnd.Elev. 51.30 ft .`, Offset 31.6'RT GW Elev. NIA Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Skin Friction Limit=0.88 tsf per TxDOT Houston District Practice Unit Frictional Resistance(TISF) 0 1 2 3 4 +51.3 0 P, 41.3 10 N +31.3 20 E D (\o‘" e I +21.3 C. ..., ____°JmeV+off 30 p I.C. vt i4- Unit Frictional Resistance • h (Ft) +11.3 40 (Ft) + 7.3 50 • 87 - 60 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. -18.7 70 tea` 0 5 10 15 20 25 30 Accumulative Friction(TIF) FIGURE 5.1 SAGeotechnical lobs\1 a@150n1Cny of Pearland Mciard Road Expans'on WNCore Design\14021 W%Jloadway_storm sewee_Tremc elgnals_0B49.56.5860s2,64,68 C10 / . SKIN FRICTION DESIGN WinCore Version 3.1 County Brazoria Hole GB-56 District Houston Highway McHard Road Structure Roadway/Storm Sewer Date 1-11-16 Control 0912-31.290 Sta0on 58+00.00 Grnd.Elev. 50.10 ft y Offset 10'RT GW Elev. NIA 'u Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Skin Friction Limit=0.88 tsf per TxDOT Houston District Practice Unit Frictional Resistance(T/SF) 0 1 2 3 4 +50.1 0 +40.1 10 +30.1 20 �t`o00 E ______ `oJae D 3 F� V +20.1 ie.,V+00). 30 e e — p ✓ t 4—Unit Frictional Resistance • h (Ft) +10.1 40 (Ft) +0.1 50 -9'9 Note: The designer should take into account the effects of - 60 seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. -19.9 70 0 5 10 15 20 25 30Nod Accumulative Friction (T/F) ----- FIGURE 5.2 S rGeoledmieal Joes11140215001 Guy of Pearland McHard Road ExpansionIWinCore Resign l 140215001 Roa&way Storm Sewer imhc Sigmis_GB4956,5B,60.6$64,68.GLG . F SKIN FRICTION DESIGN / L WinCore County Brazoria Hole GB-58 District Houston Version 3.1 Highway McHard Road Structure Roadway/Storm Sewer Date 1-7-15 Control 0912-31-290 Station 78+09.3 Grnd.Elev. 50.00 ft /few Offset 9.9'LT GW Elev. N/A Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Skin Friction Limit=0.88 tsf per TxDOT Houston District Practice Unit Frictional Resistance(T/SF) 0 1 2 3 4 +50 0 \ i li it 1 \ +40 10 +30 i 20 E Iomd`oO`le c`\oo D \P'SP V I e +20 30 e I \ P v t I,1'unuFrictional Resistance h +• 10 40 (Ft) (Ft) 0 50 • -10 - 60 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. -20 70 0 5 10 15 20 25 30 Accumulative Friction (T/F) FIGURE 5.3 S\Geol hnical Jobs11140215001-City M Pear'kind McHard Road ExpenslonlWlnCora Dmign1140215001_Roadway_Slorm Sewer Tran S'grals_GB49,$586062.646 CLG SKIN FRICTION DESIGN • WinCore County Brazoria Hole GB-60 District Houston Version 3.1 Highway McHard Road Structure Roadway/Storm Sewer Date 1-2846 Control 0912.31-290 Station 98+36.9 Grnd.Elev. 50.00 ft } Offset 14 LT GW Elev. N/A V Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Skin Friction Limit=0.88 tsf per TxDOT Houston District Practice Unit Frictional Resistance(T/SF) 0 1 2 3 4 +50 0 40 j 10 V 30 20 E D e +20 \ n 30 e pccomulaii ✓ \ eptica° P r t Unit Frictional Re,' h (Ft) +10 nce 40 (Ft) 0 50 -10 - 60 Note: The designer should take Into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. -20 70 0 5 10 15 20 25 30 Accumulative Friction (TIF) ----- FIGURE 5.4 S IGeotechnrcal Jobs1114021500lL'y of Pearfand McHard Road ExpansioclWnCore Oesign1114021300I_Roadway_61orm SewerTrafm elgnaIs_GO49.56.56.60.62i64,66 CLO SKIN FRICTION DESIGN WinCore Version 3.1 County Brazoria Hole GB-62 District Houston Highway McHard Road Structure Roadway/Storm Sewer Date 1-11-16 Control 0912-31-290 Station 118+00.8 Grnd.Elev. 48.90 ft Name Offset 15.9'LT GW Elev. NIA Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Skin Friction Limit=0.88 tsf per TxDOT Houston District Practice Unit Frictional Resistance(T/SF) 0 1 2 3 4 +48.9 0 \-11 +38.9 --`-� 10 oc v +28.9 pc° 20 ie m5 9 E et D V- i \/ I e +16.9 30 e 1 p ✓ \ t r,Unit Frletio0al Reh slstanea (Ft) +8.9 40 (Ft) -1.1 50 -11.1 - 60 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. -21.1 70 %ow 0 5 10 15 20 25 30 Accumulative Friction(T/F) FIGURE 5.5 SrGeoledinical Jobs11140215001Lily of Pearland McHard Road Expanelen\P(nCore Gesipn11140215001 Roa*ay_Storm Sewer—Traffic Signals_G13495656,60. 2v4.66.CLG --A- SKIN FRICTION DESIGN WinCore County Brazoria Hole GB-64 District Houston Version 3.1 Highway McHard Road Structure Roadway/Storm Sewer Date 1-8-16 Control 0912.31-290 Station 139+39.9 Grnd.Elev. 47.30 ft Offset 10.1'RT GW Elev. N/A Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Skin Friction Limit=01181st per ThDOT Houston District Practice Unit Frictional Resistance(T/SF) 0 1 2 3 4 +47.30 • • • • +37.3 — 10 +27.3 _ 20 E aoo D Qac +17.3 ---� �a 30 e N ooF P pc v r t r–Unit Frictional Resistan • ce (Ft) +7.3 40 (Ft) -2.7 50 -12.7 Note: The designer should take Into account the effects of 60 seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design Up penetration. -22.7 70 } 0 5 10 15 20 25 30 ‘•+/ Accumulative Friction(T/F) ------ FIGURE 5.6 S\Geatetntcal Jcbs/140215001 City of Pearland McHard Road Expansion\Wneore Design 1140215001Roadway_Sbnn Sewer_Traffic Signals GB49,56.586062,646e6LG . 4' SKIN FRICTION DESIGN 7th. WinCore Version 3.1 County Brazoria Hole GB-68 District Houston Highway McHard Road Structure Traffic Signals Modification Date 2-1-16 Control 0912-31-290 Station 181+20.2 Grnd.Elev. 44.70 ft Niare Offset 15.3'RT GW Elev. NIA Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Skin Friction Limit=0.88 tsf per TOOT Houston District Practice Unit Frictional Resistance(T/SF) 0 1 2 3 4 +44.7 0 N +34.7 10 , +24.7 00. 20 �aV� \ Oc°� P E D `eI + 14.7 \ veer 30 e _ p Th ✓ \ t • DnirF nation a/Resistants h (Ft) +4.7 40 (Ft) -5.3 50 -15.3 - 60 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. -25.3 70 view 0 5 10 15 20 25 30 Accumulative Friction(TIE) FIGURE 5.7 a‘Geotechnical Jobs\119@15001 Oily of 4earland Mo ave Road Expansion 1WInCore Design\11403153I_Roedway_$1wm Sewer Trapc Signals Ga<9.55,58,s0.e2646B CLG Fe:- SKIN FRICTION DESIGN WinCore County Brazoria Hole GB-49 District Houston Version 3.1 Highway McHard Road Structure Traffic Signals Modification Date 1-6-16 Control 0912-31-290 Station 0+84.4 Grnd.Elev. 51.30 ft Offset 31.6'RT GW Elev. N/A Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit=1.25 tsf Unit Frictional Resistance(T/SF) 0 1 2 3 4 +51.3 0 • +41.3 10 +31.3 20 E "ifD Qs �m +21.3 p�o'S 30 e e of P V. v IV t r—Unit Frictional Resistance h (Ft) +11.3 40 (Ft) +1.3 50 -8.7 Note: The designer should take into account the effects of -- 60 seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. • -18.7 70 0 5 10 15 20 25 30 Accumulative Friction (TIF) FIGURE 6.1 6\Geoteclmlml lchs\1140216001 Lily of Peetland McHard Road Eapens c4\WinCore Design1114021 c001Jtoadway_Slorm Sewer_Traffic S ynals OB4%56506062.61.6e CLG .. ii' SKIN FRICTION DESIGN Z WinCore Version 3.1 County Brazoria Hole GB-56 District Houston Highway McHard Road Structure Roadway/Storm Sewer Date 1-11.16 Control 0912-31-290 Station 58+00.00 Grnd.Elev. 50.10 ft `V.+ Offset 10'RT GW Elev. NM Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit=1.25 tsf Unit Frictional Resistance(T/SF) 0 1 2 3 4 +50.1 0 7--- \ I I l\ +40.1 A 10 +30.1 I 20 aoo E ��a� p I Ismer +20.1 —__�. P° 30 e e �J P ✓ L______,It-Unit Frictional Resistance t h • (Ft) +10.1 40 (Ft) +0.1 50 -9.9 •• 60 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. -19.9 - ' 70 0 5 10 15 20 25 30 Accumulative Friction(T/F) FIGURE 6.2 SiGeoletlmlval dob91110215001-Cny or Pearland McHard Road Expansion lwlncore oeilgnu 14021`001_Roadway_storm Sewer Tram SigneU ce4e,5 5660e2,5469.CLG --* SKIN FRICTION DESIGN WinCore County Brazoria Hole GB-58 District Houston Version 3.1 Highway McHard Road Structure Roadway/Storm Sewer Date 1-7-15 Control 0912-31-290 Station 78+09.3 Grnd.Elev. 50.00 ft g Offset 9.9'LT GW Elev. NIA V Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit=1.251sf Unit Frictional Resistance(TISF) 0 1 2 3 4 +50 0 i +40 10 J +30 20 J E 0tG. D etNo a Nes' lj I +20 { r PGGotc3p p v 4—Unit Frictional Resistance \ t h +10 40 (Ft) (Ft) 0 50 -10 - 60 Note: The designer should take Into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. -20 70 0 5 10 15 20 25 30 Accumulative Friction(TIF) --- - FIGURE 6.3 S'Geolecbnkal Jobs l 140215001.Ci1y of Pearland IMHerd Road ElpansonlWnCOre Gesign11140715001_Roadway_Slcrm Sewed Traflm Si9nals_GB49i56i59.60.62i64.68 LUG SKIN FRICTION DESIGN WlnCore Version 3.1 County Brazoria Hole GB-60 District Houston Highway McHard Road Structure Roadway/Storm Sewer Date 1-28-16 Control 091241-290 Station 98+36.9 Grnd.Elev. 50.00 ft 'fir Offset 1T LT GW Elev. N/A Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit=1.25 tsf Unit Frictional Resistance(T/SF) 0 1 2 3 4 +50 0 +40 I \ 10 N N +30 1 20 \E D L e +20 \; ka<`vopitcfloo 30 e N°como p v Jr t t unit Pt/Ctiona/ h + 10 Resistanee 40 (Ft) (Ft) 0 50 -10 - 60 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. -20 70 yew 0 5 10 15 20 25 30 Accumulative Friction(T/F) ----- FIGURE 6.4 S lGeolechnlrar.Mbs l 140215001 Cily of PearlaM McHard Road ExpanslonMincore Gas19A1140215001fRoadway Slorm Smwr liat Ix SlBnals G849,5S56,6n,62i64i6601G -4 SKIN FRICTION DESIGN le- WinCore County Brazoria Hole GB-62 District Houston Version 3.1 Highway McHard Road Structure Roadway/Storm Sewer Date 1-11-16 Control 091231-290 Station 118+00.8 Grnd.Elev. 48.90 ft Offset 15.9'LT GW Elev. NIA Nacid Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit=1.25 tsf Unit Frictional Resistance(T/SF) 0 1 2 3 4 +46.9 0 +38.9 J 10 C4C 4� +28.9 - -r-c—--r cc 20 O I 1 30 e + 18.9 e P v C t f—Unit Frictional Resistance h • +8.9 40 (Ft) (Ft) -1.1 50 -11.1 - 60 Note: The designer should take Into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. -21A 70 J 0 5 10 15 20 25 30 Accumulative Friction (TIF) - —_---- FIGURE 6.5 S 1Geolechmcal lobs11I4021 W0)City of Pearlar✓I McHard Road ExpafsiorMinCore Despn111<0215001 RoaArry_Gidm Sewer_Traffic SignalsGe4956.58Gn,62,H.68.CLG SKIN FRICTION DESIGN WlnCore Version 3.1 County Brazoria Hole GB-64 District Houston Highway McHard Road Structure Roadway/Storm Sewer Date 1-8-16 Control 0912-31-290 Station 139+39.9 Grnd.Elev. 47.30 ft "ewe Offset 10.1'RT GW Elev. N/A Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit=1.25 tsf Unit Frictional Resistance(T/SF) 0 1 2 3 4 +47.3 0 1 +37.3 - 10 +27.3 20 00 E 0 te �o + 17.3 „...2 4, 30 e e 8�F P \\KP vt r Unit Frictional Resistance h (Ft) +7.3 40 (Ft) -2.7 50 -12.7 60 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. -22.7 70 fir'" 0 5 10 15 20 25 30 Accumulative Friction (T/F) --- -- FIGURE 6.6 S IGeolecbniwl Jobs11140215001 Clly of Pearland McHard Road ExpanslonlWinCore Design11140215001Roadway Storm SewerTrafIC Signals G849.56.50.60.62264,68.CIG SKIN FRICTION DESIGN it WinCore County Brazoria Hole 09-66 District Houston Version 3.1 Highway McHard Road Structure Traffic Signals Modification Date 2-1-16 Control 0912-31-290 Station 181+20.2 Grnd.Elev. 44.70 ft . Offset 15.3'RT GW Elev. NIA " S Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit=125 tsf Unit Frictional Resistance(T/SE) 0 1 2 3 4 +44.7 0 +34.7 10 1 +24.7 e 20 e�m E m°�� D Ie + 14.7 30 e t N'N ✓ +-Unit Frictional Resistance \\ t h (Ft) +4.7 - 40 (Ft) -5.3 50 -15.3 60 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. -25.3 70 Viti 0 5 10 15 20 25 30 Accumulative Friction (TIF) - — FIGURE 6.7 S 1Geolchnlcal.obs11140215001-Gly of Pearland mcHard Road Erpansim\WrnCore 0es'gn111402150e1Roadway_Sform Sewer_Trafm SIgnals_G849565866,6264.6btLG 4 POINT BEARING DESIGN WinCore Version 3.1 County Brazoria Hole GB-49 District Houston Highway McNard Road Structure Traf0c Signals Modification Date 1-6-16 Control 0912-31-290 Station 0+04.4 Grnd.Elev. 51.30 ft `r Offset 31.6'RT GW Elev. N/A Diameters Below Tip Checked = 0 TAT Bearing Values Used + 51.30 +41.3 • 10 +31.3 20 E D lir I e +21.3 30 e I P ✓ t h (Ft) + 11.3 40 (Ft) + 1.3 50 -8.7 - — - 60 For Shaft Size: In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >24 inches and<48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers,if exist. -18.7 I I I 70 Nor 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.1a s IGeolechnlwl Jobs11140215001 Cily of Fearland McHard Road EapensionlW'nCve nesign1114021500I_Roadway_Slorm Sewed➢M SignalsGae9,56,,56,66,6164.68 CUB -F POINT BEARING DESIGN / . WinCore Version 3.1 County Brazoria Hole G134.9 District Houston Highway McHard Road Structure Traffic Signals Modification Date 1-6-16 Control 0912-31-290 Station 0+84.4 Grnd.Elev. 51.30 ft } Offset 31.6 RT GW Elev. N/A head Diameters Below Tip Checked= 0 TAT Bearing Values Used +51.3 0 +41.3 10 +31.3 20 E D I 30 a ',Si +21.3 e P ✓ t h (Ft) +11.3 40 (Ft) +1.3 50 -8.7 — 60 For Shaft Size In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers,if exist. -18.7 ' I I 70Naid 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.1b S.Geotechnical Jobs\1140215001-City of Pearland MoMard Road Evpansm\W'Core 0ssyn1114021501 Raadway_Smn Sewer_Traffic Signals GB9e56,58,60,62.54,69.CLO POINT BEARING DESIGN It WinCore Version 3.1 County Brazoria Hole GB.56 District Houston Highway McHard Road Structure Roadway/Storm Sewer Date 1-11-16 Control 0912.31-290 Station 58+00.00 Gmd.Elev. 50.10 ft `e Offset 10'RT GW Elev. N/A Diameters Below Tip Checked= 0 TAT Bearing Values Used +50.1 • 0 • +40.1 -- -- - - 10 +30.1 20 E D `r I e +20.1 30 e p v - t h (Ft) +10.1 40 (Ft) +0.1 50 -9.9 — - 60 For Shaft Size: In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >24 inches and<48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers,if exist. -19.9 � I °� 70 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.2a S\Geolechnl®uoMtl1402155001 City of Pearland Mwam Road ExpanslenlwnGo a Design1114021500I Roadway_6Iorm sever Trams agnea—Ga49.56,50.00.6264.0a.CLG it POINT BEARING DESIGN /,. a WinCore Version 3.1 County Brazoria Hole GB-56 District Houston Highway McHard Road Structure Roadway/Storm Sewer Date 1-11-16 Control 0912-31-290 Station 58+00.00 Grnd.Elev. 50.10 tt Offset 10'RT GW Elev. NIA Diameters Below Tip Checked= 0 TAT Bearing Values Used +50.1 0 +40.1 10 +30.1 20 E D I 30 a Vi +20.1 e P ✓ t h (Ft) +10.1 40 (Ft) +0.1 50 -99 - 60 For Shaft Size • In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers,if exist. -19.9 I I 70 ;i 0 1 2 3 4 5 6 J Point Bearing(TSF) FIGURE 7.2b SAGeMxhnical Jobs11140216 1C4 of Pearland McHard Road Expansion\WnCore Design\114M16N1 Roadway_srwm Sewer_Tnlric Signals GB49,56.5560.6264,sa.CLG POINT BEARING DESIGN WinCore Version 3.7 County Brazoria Hole GB-58 District Houston Highway McHard Road Structure Roadway/Storm Sewer Date 1-7-15 Control 0912-31-290 Station 78+09.3 Grnd.Elev. 50.00 ft `w Offset 9.9'LT GW Elev. NIA Diameters Below Tip Checked = 0 TAT Bearing Values Used +50 0 +40 10 +30 20 E D Nee I +20 - 30 e p ✓ t h + 10 40 (Ft) (Ft) 0 50 -10 - — - 60 For Shaft Size: In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >24 inches and<48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers,if exist. -20 70 ‘0111' 0 1 2 3 4 5 6 Point Bearing(TSF) FIGURE 7.3a S\Gemec mica)Jcbs\1140215001-CIIy ci Pealend McHard Road E pansionlWincore Design\1140215001 Roadway_SIorm sewer_Traffic Signals GB4e5856,60,62,6488 LUG POINT BEARING DESIGN WinCoCounty Brazoria Hole GB-50 District Houston Version 3.1 Highway McHard Road Structure Roadway/Storm Sewer Date 1-7-15 Control 0912-31-290 Station 78+09.3 Grnd.Elev. 50.00 ft Offset 9.9'LT GW Elev. N/A Diameters Below Tip Checked= 0 TAT Bearing Values Used +50 0 +40 10 +30 20 E D +20 30 e P ✓ t h (Ft) + 10 40 (Ft) 0 50 -10 - 60 For Shaft Size In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers,if exist. _20 r 70 vead 0 1 2 3 4 5 6 Point Bearing(TSF) FIGURE 7.36 S'.\Geotechnical Jcb%l l4OR15001 Llry of Pearand MCHartl Road @panslon1w1Core Oeslgn1114G215001_RoaMay_Slwm 6ewer_Trafc Signals GB49,56,5e.6o.6a64,ee CLG -4 POINT BEARING DESIGN WinCore Version 3.1 County Brazoria Hole GB-60 District Houston Highway McHard Road Structure Roadway/Storm Sewer Date 1.28-16 Control 0912-31-290 Station 98+36.9 Grnd.Elev. 50.00 ft Now Offset 12'LT GW Elev. N/A Diameters Below Tip Checked= 0 TAT Bearing Values Used +50 0 +40 I 10 +30 i 20 E D 'V I +20 30 e f p ✓ t (Ft) +10 40 (Ft) 0 50 -10 - - 60 For Shaft Size: In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >24 inches and<48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers,if exist. -20 70 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.4a 51Geotec nlwl Jobs11140215001-Ci1y o1 Pearland MCNaM Road Expansion\WiOMe Desian1114021 WOt Roa&ay_Slo,m Sever Traffic Signals Ga4e56,68,60,6264,68 LIG -# POINT BEARING DESIGN WinCore County Brazorla Hole GB-60 District Houston Version 3.1 Highway McHard Road Structure Roadway/Storm Sewer Date 1-28-16 Control 0912-31-290 Station 98+36.9 Grnd.Elev. 50.00 ft Offset 12'LT GW Elev. N/A Diameters Below Tip Checked = 0 TAT Bearing Values Used +50 0 +40 10 +30 • 20 E D I 'wed +20 - 30 e e P ✓ t h (Ft) +10 40 (Ft) 0 50 -10 - - 60 For Shaft Size In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers, if exist. -20 ' , 70 y 0 1 2 3 4 5 6 V Point Bearing (TSF) FIGURE 7.4b s.Geo:echncai aobs\1 1 4°215W1-city of Peariend mcHard Road ExpansionMincore Deslem1 ta0215W1_Raadway_storm Sewer_Traffic Signala_GB49,5650.60,e2,54.606LG POINT BEARING DESIGN WinCore Version 3.1 County Brazoria Hole GB-62 District Houston Highway McHard Road Structure RoadwaylStorm Sewer Date 1-11-16 Control 0912-31-290 Station 118+00.8 Grnd.Elev. 48.90 ft Near Offset 15.9'LT GW Elev. N/A Diameters Below Tip Checked= 0 TAT Bearing Values Used +48.9 0 I _ +38.9 I 10 +28.9 20 E D bar +18.9 - 30 e p ✓ t h (Ft) +8.9 40 (Et) -1.1 50 -11.1 - — - 60 For Shaft Size: In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >24 inches and<48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers,if exist, -21.1 70 Now 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.5a S Weoledimml Jobs\1140215001-City of PeaLnd McHerd Road Expansion\WinCore Design11140215001_Roa wsy Slmm Sewer_Traffic Signals GB4956,58,6g6264,6B.CLG Az., POINT BEARING DESIGN WinCore Version 3.1 County Brazoria Hole GB-62 District Houston Highway McHard Road Structure RoadwaylStorm Sewer Date 1-11-16 Control 0912-31-290 Station 110+00.8 Grnd.Elev. 48.90 ft Offset 15.9'LT GW Elev. N/A NS old Diameters Below Tip Checked= 0 TAT Bearing Values Used +48.9 0 + 38.9I 10 n +28.9 I 20 E I D I 30 a IS +18.9 e P V t h (Ft) +8.9 40 (Ft) -1.1 50 -11.1 - - 60 For Shaft Size In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers,if exist. -21.1 70 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.5b S IGeoU[M1mrel Jabs 110 0 21 5 001 Odyof Pearland McHard Road ErpanslwlWnCora Design\1140215001_Roadway_Slorm Sewer Traffic Signals_GB4955,58.6062 6.66 CtG POINT BEARING DESIGN WinCore Version 3.1 County Brazoria Hole GB-64 District Houston Highway McHard Road Structure Roadway/Storm Sewer Date 1-8-16 Control 0912-31-290 Station 139+39.9 Grnd. Elev. 47.30 ft Offset 10.1'RT GW Elev. N/A Diameters Below Tip Checked= 0 TAT Bearing Values Used +47.3 0 J +37.3 10 • +27.3 20 E D + 17.3 — 30 e p • V t h +7.3 40 (Ft) (Ft) -2.7 50 • -12.7 - — - 60 In developing the shaft capacity,the designer should check For Shaft Size: if softer/weaker layers exist within two shaft diameters of >24 inches and<48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers,if exist. -22.7 � � 70 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.6a s.lceotechnital JWsn 140215001 City of Peanand Md4aro Road ErpenaonNincore Design11140215001_Roa&vey_stem sever TraKc slab Ga49,G6,5e,W,63.646S 0Lc 1=- POINT BEARING DESIGN WinCore County Brazoria Hole GB-64 District Houston Version 3.1 Highway McHard Road Structure Roadway/Storm Sewer Date 1-8-16 Control 0912-31-290 Station 139+39.9 Grnd.Elev. 47.30 ft Offset 10.1'RT GW Elev. NIA vvel Diameters Below Tip Checked= 0 TAT Bearing Values Used +47.3 0 +37.3 10 +27.3 20 E D +17.3 30 e p v t h (Ft) +7.3 40 (Ft) -2.7 50 -12.7 - - 60 For Shaft Size In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers,if exist. -22.7 70 J 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.6b s:1Geoechnlcal 1Ms11140215001QIy W Peartand F&Hard Road EwansleMwincore neslenu 140215001_Rwtlway_Stormm sewer traffic eignals_GB495858,60.6$64,se.CLG POINT BEARING DESIGN WinCore Version 3.1 County Brazoria Hole GB-68 District Houston Highway McHard Road Structure Traffic Signals Modification Date 2.1-16 Control 0912-31-290 Station 181+20.2 Gold.Elev. 44.70 ft `/ Offset 15.3'RT GW Elev. N/A Diameters Below Tip Checked = 0 TAT Bearing Values Used +44.7 0 +34.7 - - - 10 \+24.7 - 20 E D Isar- I e + 14.7 30 e p ✓ t h (Ft) +4.7 40 - (Ft) -5.3 50 -15.3 - - 60 In developing the shaft capacity,the designer should check For Shaft Size: if softer/weaker layers exist within two shaft diameters of the proposed tip and should use allowable point bearing >24 inches and<_48 inches values of the underlying softer/weaker layers,if exist. -25.3 I 70 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.7a S IGeoled nivel Jobs1114O215001-Cly of Penland Md a,E Road Espanslmlw'Cole Design111 W21`A01_RoaWay_$bnn Sewer_Traffic Gignals_GB4O h,5R6n,a{6O,S&CLG -* POINT BEARING DESIGN WinCore Version 3.1 County Brazorla Hole GB-66 District Houston Highway McHard Road Structure Traffic Signals Modification Date 2-1-16 Control 0912-31-290 Station 181+20.2 Grnd.Elev. 44.70 ft Offset 15.3'RT GW Elev. N/A Diameters Below Tip Checked= 0 TAT Bearing Values Used +44.7 0 +34.7 10 +24.7 20 E D +14.7 30 e e P v t h +4.7 40 (Ft) (Ft) -5.3 50 -15.3 - — 60 For Shaft Size In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers, if exist. -25.3 70 j 0 1 2 3 4 5 6 ter/ Point searing(TSF) FIGURE 7.7b SlGenletfmcal Jolas11140215001-City of Penland MWand Road ExpansimlWlnCare nesign1114021 W0t Roadway—S1am Sewer Traffic Signals_G949.56,58.60,62,64,68 CIG O O v q z NOME x d o H/4 • H COHESIVE Pa= H/2 + + H/4 • — —I k- RH P' TYPICAL SOIL PARAMETERS BRACED WALL See Table 3 for typical For yH/c s 4 values of soil parameters - Pi=0.3y.'H P.=y.H=62.4 H P.=0.5q Where: yd=Submerged unit weight of cohesive soil,pcf; y.=Unit weight of water,pcf; q =Surcharge load at surface,psf, P.=Lateral pressure,psf, P,=Active earth pressure,psf; P.=Horizontal pressure due to surcharge,psf; P.=Hydrostatic pressure due to groundwater,psf; H =Depth of braced excavation,feet c =Shear strength of cohesion soil,psf; EXCAVATION SUPPORT EARTH PRESSURE \.. SUBMERGED COHESIVE SOIL Geoteet Engineering, Inc. FIGURE 8.1 0 CD , EEO T H/4 d COHESIVE z - Pi 0 .) COHESIONLESS • or H SEMI-COHESIONLESS H/2 + + pa= • COHESIVE IT H/I4 i F— Pa —'I Pq—I TYPICAL SOIL PARAMETERS BRACED WALL See Table 3 for typical PI - 0.3 Inavg H values of soil parameters Pw - Yw H - 62.4 H Pei - 0.5q Vel d + Y5' (e-d) + (R-e) Y avg - H Yw - 62.4 pcf Where: = Submerged unit weight of cohesive soil,pcf 7.1 = Submerged unit weight of cohesionless or semi-cohesionless soil,pcf; y- - Unit weight of water, pcf; .yc.r = Average submerged unit weight of soil,pcf; q = Surcharge load at surface,psf; P, = Lateral pressure,psf; P, =Active earth pressure,psf; Pa = Horizontal pressure due to surcharge,psf; P„ = Hydrostatic pressure due to groundwater,psf; H = Depth of braced excavation,feet EXCAVATION SUPPORT EARTH PRESSURE SUBMERGED COHESIVE SOIL INTERBEDDED WITH COHESIONLESS OR SEMI-COHESIONLESS SOIL Geotest Engineering, Inc. • FIGURE 8.2 O O h Iwo OMEN = z - H/4 d COHESIVE — R H Pa= + + /.H COHESIONLESS w SEMI.COIfSIONLESS PI I, I —I I- P.' kP' TYPICAL SOIL PARAMETERS BRACED WALL `' See Table 3 for typical values of soil parameters P�=0.3y'...H y,'d+y;(H-d) P.=62.4 H H Where: y.' =Submerged unit weight of cohesive soil,pcf; y.' =Submerged unit weight of cobesionless soil,pcf; y'm=Average submerged unit weight of soils,pcf; q =Surcharge load at surface,psf; P. =Lateral pressure,psf P� =Active earth pressure,psf, P. =Horizontal pressure due to surcharge,psf, =Hydrostatic pressure due to groundwater,psf, H =Depth of braced excavation,feet EXCAVATION SUPPORT EARTH PRESSURE v.. SUBMERGED COHESIVE SOIL OVER COHESIONLESS OR SEMI-COHESIONLESS SOIL Geotest Engineering, Inc. FIGURE 8.3 0 0 CUT IN COHESIVE SOIL, DEPTH OF COHESIVE SOIL UNLIMITED (T>0.7 Bd) L = LENGTH OF CUT ad isia �� WWI 1427:1 13 FAILURE SURFACE If sheeting terminates at base of cut: NcC Safety factor, Fs = y H + q Ne = Bearing capacity factor, which depends on dimensions of the excavation : Bd , L and H (use Nc from graph below) C = Undrained shear strength of day in failure zone beneath and surrounding base of cut Ned y = Wet unit weight of soil:(see Table 3) q = Surface surcharge (assumed q=500 psf) If safety factor is less than 1.5, sheeting or soldier piles must be carried below the base of cut to insure stability -(see note) NIBuried length = Ed 2 5 feet Note : If soldier piles are used, the 2 center to center spacing should not exceed 3 times the width or Force on buried length, PH: diameter of soldier pile . 2 Bd If Ht >— — , PH = 0.7 (y HBd - 1.4CH - nCBd) in lbs/ linear foot 3 V2 2 Bd 1.4CH If H, <— — , PH = 1.5H1 (y H - — - 4C) in lbs/linear foot 3 ✓2 B4 9 a 7 - � 5 i 2 3 4 5' STABILITY OF BOTTOM 0 H/Bd FORNed For trench excavations BRACED CUT For squore pit or circle shaft Genies! Engineering, inc. FIGURE 9 VERTICAL STRESS, psf in O Weir c 0 60 t'20 180 240 300 - 360 n 10 20 ui Er u. 0 30 o. a Ll ° 40 I `v I 50 ' - 60 Legend: One passing truck Two passing trucks _ _ _ Four passing trucks Notes: 1. The vertical stress wos estimated using AASHTO H2O or HS20 truck axle loadings on paved surfaces. 2. Impact factor was included in the vertical stress. VERTICAL STRESS ON PIPES DUE TO TRAFFIC LOADS ♦r Ceotest Engineering, Inc. FIGURE 10 0 0 o PI • ! 11111111111111 $ P2 2 • • • O • • P3 111111 11ii1i1 3 P1 4.014 P1 = [ (H + ) x (Y — Yv) + Dw x yw1 + qs , for Dw< H + 2 Pl = [ (H + 2) x7) + qs , for D>_ H + 2 P2 = (H x Y)+ qs P3 = [ (H + D) x y1+ qs Where: P1, P2, P3 = Tunnel liner load, psf. D = Tunnel outside diameter, ft. H = Depth to top of tunnel; ft. Dw = Depth to ground water level; ft. 7 = Wet unit weight of soil, pcf (seeTable4) Yw = Unit weight of water, 62.4 pcf qs = Surcharge load, psf. EARTH PRESSURE ON PIPE AND CASING AUGERING Ned Genies! Engineering, Inc. FIGURE 11 Niro fly. z I S a a H . COHESIVE = H + + • Ia P, SRH HH TYPICAL SOIL PARAMETERS PERMANENT WALL NS, R=K.y.H See Table 3 for typical values of soil parameters P.=y.H=62.4 H P.=0.5q Ka= 1.0 Where: y.' =Submerged unit weight of cohesive soil,pcf; =Coefficient of at-rest earth pressure in cohesive soil; y. =Unit weight of water,pef; q =Surcharge load at surface,psf; P. =Lateral pressure,psf; P, =At-rest earth pressure,psf; P. =Horizontal pressure due to surcharge,psf; P. =Hydrostatic pressure due to groundwater,psf, H =Depth of excavation,feet LATERAL EARTH PRESSURE DIAGRAM FOR PERMANENT WALL 1r SUBMERGED COHESIVE SOIL Coolest Engineering, Inc. FIGURE 12.1 0 9 d COHESIVE , d z e 1 ®Plc e COHESIONLESS or SEMI-COHESIONLESS Pa= Ile - + + � • c COHESIVE 11•1111111111 P •3 • DPW Pq TYPICAL SOIL PARAMETERS PERMANENT WALL Pm=y'.dKa See Table 3 for typical values of soil parameters Pa=y'°d I{a' Pas Pas '.(e-d)K„ IC0(= 1.0 Kos= 1 -sin+. _ [y'.d+'t''.(e-d))K� Ps=(Y=d+y'.(e-d)+y'.(H-e)I K. =62.4 psf Pa=y„H=62.4H _ Where: Pv=0.5q y,' = Effective unit weight of cohesive soil,pcf; y, ' = Effective unit weight of cohesionless or semi-cohesionless soil, pcf; • 4), = Internal friction angle of cohesionless or semi-cohesionless soil, degree; = Coefficient of earth pressure at rest in cohesive soils; Ko„ = Coefficient of earth pressure at rest in cohesionless or semi-cohesionless soil; y„ = Unit weight of water, pcf; q = Surcharge load at surface, psf; P, = Lateral pressure, psf; Pf, P. Pa = Earth pressure at rest, psf; i = 1, 2, 3; Pa = Horizontal pressure due to surcharge,psf; PW = Hydrostatic pressure due to groundwater, psf; H = Height of wall, feet • • LATERAL EARTH PRESSURE DIAGRAM FOR PERMANENT WALL • SUBMERGED COHESIVE SOIL INTERBEDDED WITH COHESIONLESS OR SEMI-COHESIONLESS SOIL Ceotest Engtin,eerin.g, Inc. FIGURE 12.2 0 0 h L a q ■■■E 0., d COHESIVE d _ I Wis1111111 P.. H P,= + + COHESIONLESS MEM or SEMI-COHESIONLESS MEM • p, f P' k- P4 TYPICAL SOIL PARAMETERS PERMANANT WALL °%a , See Table 3 for typical values of soil parameters Pm=y.'d K. K.=1.0 - P. y.'d K. K.=1-sin¢. A=(Y•'d+y'(H-d)]R.. P.=y.H=62.4H P,=0.5q Where: y.'=Submerged unit weight of cohesive soil,pct y'..=Submerged unit weight of cohesionless or semi-cohesionless soil,pcf; =Internal friction angle of cobesionless or semi-cohesionless soil,degree; K.=Coefficient of at-rest earth pressure in cohesive soil; K.=Coefficient of at-rest earth pressure in cohesionless or semi-cohesionless soil; y. =Unit weight of water,pet q =Surcharge load at surface,psf; P. =Lateral pressure,psi; Py Pk,Pb =At-rest earth pressure,psi;i=1,2; P, =Horizontal pressure due to surcharge,psf; P. =Hydrostatic pressure due to groundwater,psi; H =Height of wall,feet LATERAL EARTH PRESSURE DIAGRAM FOR PERMANENT WALL SUBMERGED COHESIVE SOIL OVER '`` COHESIONLESS OR SEMI-COHESIONLESS SOIL Geotest Engineering, Inc. FIGURE 12.3 • o (a)DEAD WEIGHT OF STRUCTURE (b)WEIGHT OF SOIL ABOVE BASE (e)SOIL-WALL FRICTION PLUS O tn 0 EXTENSION PLUS DEAD WEIGHT DEAD WEIGHT OF STRUCTURE cJ OF STRUCTURE O zak it, W iy S!. Wf UHL 1AYEa"m" W. M . H YW 1 ..t• i• F W F, 1 W, ,r: Is $6 .2itaitgwV44..i4,41e3 a . i P. I HUI . 1111111111111 P. Ulna F F, F. • P. = Hyw P. =Hyw. P. = Hyw • Fu=AeP Fu=AeP Fu=AbP . t' = F. Sf +BWp=F° +I_ Fu a I s Predominantly Cohesive Soils, Fr— a q.A. See Table 3 for typical Predominantly Cohesionless Soils, Fr=p.,A=K tan S. values of soil parameters Where: As - area of base,sq.ft. A. = cylindrical surface area of layer"m",sq.ft. o,. - undrained cohesion of soil layer"m" psf. K, = hydrostatic uplift force,lbs. F, = frictional resistance,lbs. H = height otburied structure,ft. K = coefficient of lateral pressure=0.5. POI average overburden pressure for layer"In,"psf. p. = hydrostatic uplift pressure,psi. Sr, s = factor of safety. W1 = dead weight of concrete structure,lbs. W2 = weight of backfill above base extension,lbs. a = cohesion reduction factor=0.5. S,. = friction angle between soil layer"m"and concrete wall,degrees=0.75 0„ 0. = internal angle of friction of soil layer'tn",degrees. yw = , unit weight of water= 62.4 pcf. UPLIFT PRESSURE AND RESISTANCE Ceotest Engineering, Inc. FIGURE 13 N O Z O • •• 0 0 N 0 • • M a a W Q C a n t a ^eo m > w o ✓ o w r N lm 4:2 ' 2 I i ��. 0 rr � 9 5 N O y '' >1. N E 10 m I CO U El- -_ co J o N o Mw Nig a = i Now L aNz°3333 cn (7 m x (- o G o ci O o • o Q •a . ary - M M M C a `n • _ o0 c C 0 ai O cp 0000a 0 LL w o 0 c •- N i d N CI i3M000 N 2 mCION eet :3Co m a='ONNON w. NjZrNMd' rd h� OOcoU mnrm,-NommN NNm NMp Culbbb LLNNN NNNNNNN C I 1 -. o o 0 0 0 0 W N o a °`r' 1331 NI NOI1VA313 Geotest Engineering, Inc. FIGURE 14.1 0 O a N O O O Z I o ! 0 CV T 9 O t Ce 2 11• Q N > n co 0b S c•▪ -;- c" v > N R o m 10 m c - 0 _ ��t Er D y r 02 N U Q = / 2N N8 r CO SI •ad i aNz3333 V' U c - o � LLnI a c90 < nm" o os _ a M u • N d n O __ _ N V } U- dUoA3S.00No m a N>7`C q•- co n It '� Q0,-tvmc N� VUNU :71,191Pi%Co m mom LL -t---- - � c I I Is o 0 oo COCN CO v 1333 NI NOI1VA313 Geotest Engineering, Inc. FIGURE 14.2 O I N LO `1O I V O z 0 0 F o N I- v• 0 r ' d 2 �m • a 0. ✓ co CO 0 o n0 NI. C �'� O Tc, O aON3 m 1" 1 IL U m I e a ErL . JJ Na d r ! �m aCO I _s el 1%; c, � \/ cr 1-triOU O e CO •LL QaNN(9N O m - co' m N y0) 2 _ ¢ is. N 0 o . N o qgg0000 q CO o3V O = nryNON O � FZ.-Nane O we 0en0 u)WSi m m m SS n m m0) 4 . Sl AG VDN� m.— �. la O oO O O O , r m a r —w 1333 NI NOI.LVAJ13 Geotest Engineering, Inc. FIGURE 14.3 O N -4- V O Z .0 0 o o N U O t wQ 75 > m _.... . .. _..... _. ._ o _ _... .. . . Cc o s N in 2 1" 6 " v " .e z ` O in IL C N V rc `^o Am o h ~ 0 6 J N Ur e4N 03 re � lia 30 N p a r u J 0 713 O `1z a„ 2 0 co g U. 4 3 n f N 02 D w U U N v N 0.1 CV Nzfrja (NCV §Foo yFZ N OH rob 000 9 r��NraN m n moo d464W - OI.0 it IOL V V N" U L - r I I di o CO N W V O 133d NI NOIlVA313 Geotest Engineering, Inc. FIGURE 14.4 0 O ry N N a Z a 0 0 _.. ......... _.. _ o N CO a 9 O 0L n 0 `meg v N o co- m O L N Pt m y N x v 9 o to 5L. 11 Ucc _ � r�' EI- o � — ; N WT VI a m N U I. r J N fA ¢ , n 50 teg Q -1 \' _ oCII a oz333 o m • O 0 2 - o9o. o EL c ` �m0 cSLLa@ 2 coo vdcco u L O co r- c v u yU Usn •-•- T dat Ca 83€000 co coo m06 � zEo° - n F No NFZ rvm cr woxoo U w(4 x0(0000.-tJ LLOPVPv PpuION 1* yea 00 an- 0e . I- I I Ii O coo N W O O r r 1333 NI NOIIVA313 Geotest Engineering, Inc. FIGURE 14.5 0 F- r 0 1'RI N V O o Z Jo I 2 o oN ci F D J fa ID o r ,ram S` r L ry N x � I- Nt. m vmw ei Y a„ CO 'C CZ 2a \)Ic‘ F O W m Jr C N U Er a O LL T O.) a -1"' ca r n 9 N v ro • m fnN a i I- c 2 y y,t d N � J a Ti C N O g � III R NNNQENCO LL 0C Oy _ NC LL 2 _2_ N NO U� o § moo21 Co N_uocoo `13- fokeu6 r n ~7n O Do 1.- -,z ° 0- 0 2o0 U mmmntomo Nnn LLn'1--0: 000 m.qm I- I it o m H co a to 1333 NI NOIIVA313 Geotest Engineering, Inc. FIGURE 14.6 OI N N e a z n 0 5n - O N O c LLI L . g .i!, c: , co 0 b r L N T ry 9 am d Y �a s mD 0 Nm II coc o c t U aN \ 21- 5 a _.__. . ..._ _ .. _ ___. ._ �. 4 a N LL T N . N J I▪ O N m N W F c9 i� Uci a�2. 3 0 q = 0 =vwoo2o OE C'aodNd a LL<- _• m 2 _ a « o all000 co 0 o• U a O n2am r.oc. 41 - uo mFz - g mAm ma 00m0 N wormunco0oc, cnWmmmmm0000 unauaormt --_ I- I I 4 e o o WS N COCO O I' Itialial 1333 NI NOLLVA313 Geotest Engineering, Inc. FIGURE 14.7 0 in1I I •'r N N V O Z I 0 0 oi a O o L b I Q E v ei ` n \ O O- w r 3 = o O m CO Ir- T- v CI M IIo A m c CV 0ErL- N K O N T .. ..__ N 16 03 u J u U c> p,�z°33�� o m -co ti 1- U 00 - aa000 cciRoice a C 0 c— 0 2 O ° vco o m O Gm °" n ' LL0 0a 0— f 0a0� Z m d co wDa.-,-'-,- • -3 ti a VI F = t7NON 6 O coFz nnC — 7 3 0� I020 y LL I;11 CO 71 72)lO in'I MM * RL UD0 - Oi--.. I I _ I O c. 0 0 CO 0 0 K 'NISI 1333 NI NOI1VA313 Geotest Engineering, Inc. FIGURE 14.8 I I Cln N 41.11•00P O I Z a O a , C o t iii N o n co 0 =o Nco r a et. \co hal gn Z >r ' II U Ez a Er- U J J W m Ni 'tz3333 y _' 0 6 u \. V9 m' i CDU C• E CE _Qm0000 ` d o LL¢v�ry NN Q C 3 W '0 ' 0 v $co0 o u ▪ o . acoC r a d▪ U o i a N a 0 O eccs! a to To 3c0 oui0i 0i 0= ancw0iJ �Fz Nmc a r 6 30 3 O 0 N ' N N0p0000--.� LL at 0100 Of 000000 NNNN # COO O V a),- m e—.— r 0 o 0 CO y O 1333 NI NOIIVA313 Geotest Engineering, Inc. FIGURE 14.9 0 � N in 31oV O z a 0 0 a - N a 1 m U .' O aI L m rn \ !d _ _. L •rm A m zd N. ty. co NY E m 0 z N m >R % 2 e Ij E iE aN •Ow _A .. ___ . . N LLm (n q J J N e.i � I U� w 5 . . F v U ti a >3�3 ". 0 0'0 — N bA C o `o 0— Q a n Eta co o G 0 O m 0 8 C A •C 0 ( a LL w e U c n N Q $�Et ,.00a y CO/gv 76§F.1= ei o= nrvno .- _.. — O O ad.-on') 3 Nw U Ug co 0)ZotI `8imr nm mm # Aa ua v'- ca= -- r I I - o 0tr. crs co o V 0 (00 "Si 1331 NI NOILVA313 Geotest Engineering, Inc. FIGURE 14.10 Cr N inN 1/411100. p O z a o I C v 0 N I N O w O LC o a d ._.. 0 o. =o a Zit ry 9 N m Y b p NG O mII U c Cpl — � 'E i! O fa a N a Uo m1' 8 l < Name v u a-c7) r 0 C5 C `o U O o ` C N LLao,-Nm 3 • m 0 S O m N o t u- 2 U U I' N v a O 'Oc. 3c4 a NjmCl)a IN CO 0 c4 n r?a N o o = 3 m0 MO2 N LLNryNN N NNNN0 at as Oa a - mc I— I I o coso N NO p 0 *low 1333 NI NOIlVA313 Geotest Engineering, Inc. FIGURE 14.11 0 toN N I C Z a o O v o —I $ al to. . , V g .... r co N \ 0] r \ N N m v a S °'. o A• 6 7r ry c d U m . E1- CO 113:1 c LI- CO 0di- J «N co E O o 2 4 C o LLQa-e4M , c as « 3 al o pin m d N O 3rGmo� co N=a -5 001 00• �� M F=ate O NFZ N0 3 o w w o 0 w ioor- r-.000000 WmcomMOMO000 # Na----- m N r 1 Iz 1 O 0 O O 0 0 co < 1333 NI NOI1VA313 Geotest Engineering, Inc. FIGURE 14.12 O N N O O Z a 0 i Ieq 0 ihf \ m 3 Elk O 3Q A�� o \ r r2 UO HN o a c wo C ie_ to z a o Sm >n N2 II d• c CL 0 CN a EF • N _ y a i r ra U c0i v m `"' m O o a'c z3333 r N = 00 0 03 c o qa U r LLctaoomo G Uo 0 0 4 m 4' aoo C m m __. m o O o '9 ti c a 000 d o e3�� co d N - CR .n o 0= oozrocool 333 v 3- 0 3 m O N 501_s yU (00.77-`r--p-- • NN NN N N NNNN ik Nn UD Nr Oi-._.- C I I ; o .,p- N 0 0 0 V 14V 1333 NI NOIlVA3l3 Geotest Engineering, Inc. FIGURE 14.13 co N .41 id a 0 Z a 0 0 —. . R N L H , a O 6 to o Ce mN s m --- It\ 7? n y ia M o z 2 C d co N ¢ o N j N LLm A d il ' 1.-. W m 14 (jv at,z3333 0 �j o N U N LL<g' Cmvgcco 0os O oUa F_ u' a0 z. C d O q �cy Cac'cn0'- N n oo mFz'-NMa 3 No 0 unj LLn8 i°!'m f n`,23.1— F I I o o O ON Ov O N )y .1I 1331 NI NOI1VA313 Geotest Engineering, Inc. FIGURE 14.14 I 0 I N 1 i O a 40111.0, < I O Z Jo 0 .-� L I N ID C • Iry U O to t N m Cr' w r d Q =_Z 1n O p Q m Jr C C a Nto _ E m • N stor DI u *as, fA a a'CZ°03333 1- u U' U U so° U N LLag� a C o -'y Stag po -__ __ __. .. O = y ado - N q d 3 U LL co T o fico d zC .e..- aNmory co O co 1 -4,,,,,.. li 1:10.1C9 O 3 coo O SURA NU yyy LLOOO�NNNNNNNNNN * CO.0 Oa d OIL._._, r I __E; I O 0 CO C'l Oy 0 0 4/111100 1331 NI NOIIVA913 Geotest Engineering, Inc. FIGURE 14.15 0 0 N 0 `c1' O O re) r 121 19 0 0 + 0 N87' 16' 37"E 1,148.29' 115+00 11+25 0 0 i• 0 L17 S89' 00' 04"E 73.65' N86' 49' 21"E — 293.76' L6 G B-64 L26 PI STA 138+60.95 5+00 L27 N3' 28' 41"W 1,125.47' 0 0 In C-4 140+00 LL. L16 PC STA 122+53.33 120+00 0,4 0 a 0 O CURVE DATA A = 16,17' R = 2000.001 T = 284.10' L = 564,43' 125+00 N87' 16' 37"E 1,148.29' N3' 04' 13"W 1,218.67' 0+00 PI STA 140+16.11 McHARD RD 140+00 `- L7 CURVE DMA A = 16.17' R = 1965.00' T = 279.13' L = 554.55' 145+00 r:13930.5Gfi-73 C6 Alltr C15 N86' 55' 29"E 2,040.19' •„ "` 125+00 PT Sir 27+27.37 GB-71 S76' 33' 12"E 250.65' L28 — PT STA 128+17.75 GB-63 L5 S76' 33' 12"E 250.65' gitftft, 130+00 fts444_, ass L25 130+00 --.. CURVE DATA A = 16.62' R = 2000.00' T = 292,19' L = 580.28' PC STA 129+78.02 CURVE DATA A = 16.62' R = 2035.00' T = 297.31' L = 590.44' N86' 55' 29"E 2,038.95' PC STA 130+68.41 155+00 C7 C16 150+00 GB-74 O O 10 co W U SQ PT STA 136+48.69 135+00 135+00 PT STA 135+68.46 — O O V) MATCH LINE 0 50' 100' 200' SCALE IN FEET LEGEND Boring Boring w/Piezometer NOT FOR CONSTRUCTION MI5 DOCUUENT IS RELEASED FOR 111E PURPOSE OF INTERN RENEW UNDER 111 AUTHORITY OF UENRA)I BAVARWI P.E. TEXAS NO:48811 011 DATE:7/6/1016 N IS 110T 10 BE USED FOR CONSTRUCTION. DIDDNG OR PERUR PURPOSES FREESE %NICHOLS 11200 Broadway Street, Suite 2332 Pearland, Texas 77584 Phone — (832) 456-4700 Fox — (832) 456-4701 Freese and Nichols, Inc. Texas Registered Engineering Arm F-2144 HORIZONTAL ALIGNMENT DATA McHARD ROAD CULLEN BLVD TO MYKAWA RD SHEET 6 OF 7 Texas Department of Transportation Air©2016 FED.RO. D V140. PROJECT N0. SHEET N0. 6 STP 2014 (326) MM 68 0+00 gi;i POSSIBLE HORIZONTAL LIMITS OF COHESIONLESS SOILS STATE Dlsr. COUNTY TEXAS 12 BRAZORIA CONT. SECT. JOB HIGHWAY NO. 912 31 290 CS FIGURE 15.1 Job No. 1140215001 Q V) bJ J 0 2 N86' 55' 2911E 2,040.19' 13+54 CURVE DATA A = 4.86' R = 2035.00` T = 86.29' L = 172.47' PC STA 160+55.05 McHARD RD 160+00 `Ir 0 0 + 0 • 5: :'tiioo.00'.GB 76n T = 84 80' L = 169.51' G B-78 • • loom 141 L18 165+00 PC STA 164+81.95 — N82' 04' 0811E 257.40' L29 L9 L9 GB-66 ems C-5 • C17 C8 N82' 04' 0811E 257.40' — CURVE DATA A= 5.33• R = 1965.00' T = 91.53' L = 182.92' C9 C18 — 165+00 PC STA 164+04.63 PT STA 162+24.56 PT STA 161+47,23 N3' 30' 041'W 1,353.98' 0+00 CURVE DMA A = 5.33' R = 2000.00' T = 93.16' L = 186.18' PT STA 166+68.13 N87' 24' 0911E 732,99' PT STA 165+87.55 GB-67 L30 --I 170+00 PI STA 173+20.54 170+00 L1O N87' 24' 0911E 1, 528.74' L31 N88' 18' 26"E 285,04' 175+00 175+00 PI STA 176+05.58 N87. 24' 0911E 454.76' END STA 181+96.87 180+00 GB-68180+00 J L32 END STA 180+60.34 0 50' 100' 200' 0 181+97 5 SCALE IN FEET LEGEND Boring Boring w/Piezometer POSSIBLE HORIZONTAL LIMITS OF COHESIONLESS SOILS NOT FOR CONSTRUCTION 1H)S DOCUMENT IS RELEASED FOR TIIE UiPOSE OF NUM RENEW UNDER NE AUOpRRY OF UENRMI BMW P.E. E%AS 110:48811 01 OAT@ 7/6/2016 R 5 NOT ID BE USED FOR CONS110CD ,, 8100C10 OR PERUW PURPOSES. FREESE NICHOLS 11200 Broadway Street, Suite 2332 Pearlond, Texas 77584 Phone — (832) 456-4700 Fax — (832) 456-4701 Freese and Nichols, Inc. Texas Registered Engineering Firm F-2144 HORIZONTAL ALIGNMENT DATA McHARD ROAD CULLEN BLVD TO MYKAWA RD SHEET 7 OF 7 Texas Department of Transportation 02016 FT:O.RO. D VJJO. 6 srATE TEXAS cofT. PROJECT NO. STP 2014 (326) MM SHEET NO. 69 DIST. 12 SECT. couNtt JOB BRAZORIA HIGHWAY NO. CS 912 31 290 FIC;I IRF 1 A 9 1140215001 O 4 0 0 0 E N m 0 0 c 0 0 IC 0 14. 0 BWF 0 ADAMO LN 0 0 S 0 0 BWF t•SPHAt9T '1 •IVE PROP 2-6'X4' RCB BWF BW OI 0 0 0 0 Id"o'6 -0o L••'0 z DO lo" cT m c f*i 0 PROP. BACKSLOPE I o 0 0 m o� INTERCEPTOR STURCTURE o NZ ° aT' mXoo (Th. CZe°W 00 xicz PROP. 1 ACKSLOPE INTERCEPTOR STURCTURE 1WGW0 . rvlewvsn�` .�� • • • +••rm®' 'ww v•9nwr •isuwaw wwa"nlinsnesr1 �� vt .�.. ---- wuwigniti t�anar'r•4• ------ l?S'•1.T7ZDd11R�'at talk NRXHXMCgi 7o 1 POND SUMMARY • 14 1 •tIv PROP. BACKSLOPE INTERCEPTOR STURCTURE PROP. 195' DE 1. STORM WATER DETENTION REQUIRED — 13.2 AC —FT 2. FLOODPLAIN MITIGATION REQUIRED — 1.0 AC —FT 3. TOTAL POND VOLUME REQUIRED — 14.2 AC —FT 4. TOTAL POND VOLUME PROVIDED — 18.0 AC —FT 5. 100—YR W.S.E. — 47.0 FT 6. OUTFALL STRUCTURE — 1-6'X4' BOX AT EL. 34.70 FT 5ECNON 'A" PROP. BACKSLOPE INTERCEPTOR STURCTURE 13AR8WIRE FENCE/TR'E LINE e.7 11�6 7R f Ra 1111i1if 1C� .FI7vYsdA , . .O flfr wwili syw.uw e. "w 3a:: • • wwriyl TIWWWW$ICWarILMAJOLIIIi 11YYwNN W 11•WWIA11••••01allit IgitMajetaMirtannin "n^.al •.•. tiN1IyV• n Z 00 A W o i. in o_ .n • • • • POW ItigrX4:4 PROP. 195' DE PROP. BACKSLOPE INTERCEPTOR STURCTURE BARBWIRE FENCE PROPERTY LINE LEGEND Boring Boring w/Piezometer W•T8 A PROP. INTERCEPTOR STURCTURE POSSIBLE HORIZONTAL LIMITS OF COHESIONLESS SOILS SCALE IN FEET \� loe PROP. 140' DE To„ 'FROM CLEAR CREEK 4, ;CENTERLINE (PER BDD4) • GC ENGINEERING, INC. 2505 Park Avenue, PearlondTexas 77581 PH: 281-412-7008, FAX: 281-412-4623 TBPE Registration No. F-7889 NOT FOR CONSTRUCTION DES DOCUVEHT IS RELEASED FOR THE PURPOSE OF L•RERIU RENEW UHOER THE AUTHORITY OF A I/AHE /RA RODRIGO, P.L TUAS HOE 87523 ON DATE: 01/19/2016 IF TS NOT TO DE USED FOR COIHSI UCTION. BODING OR PEWIT PURPOSES. FREESE NICHOLS 11200 Broadway Street, Suite 2332 Pearlond, Texos 77584 Phone — (832) 456-4700 Fax — (832) 456-4701 Freese and Nichols, Inc. Texas Re•islered En•ineerin• Firm F-2144 McHARD ROAD EXTENSION DRAINAGE OVERALL POND LAYOUT POND CC-1 PRO.£CT NO. COUNTY BRAZORIA SHEET 1 OF 4 SHEET NO. FIGI1RF 1R'l TABLES Table Summary of Boring Information 1 Summary of Soil Parameters for LPile Input 2 Nor Geotechnical Design Parameter Summary—Open-Cut Excavation 3 Geotechnical Design Parameter Summary—Trenchless Installation 4 Summary of Soil Parameters Used for Slope Stability Analyses for Detention Ponds 5.1 thru 5.4 TABLE 1 SUMMARY OF BORING INFORMATION BORING NO. STATION OFFSET ELEVATION DEPTH (ft) (ft) GB-49 0+84.4 31.6'RT 51.3 35 GB-50 8+10.3 3.9' LT 51.4 25 GB-51 15+24.5 17.3'RT 51.0 25 GB-52 24+10.5 12.9'LT 51.5 25 GB-53 32+61.2 7.4'RT 50.8 35 GB-54 40+80.4 7.4'RT 49.4 25 GB-55 46+50.7 34.2' RT 48.5 25 GB-56 58+00.0 10.0'RT 50.1 35 GB-57 * -- -- -- -- GB-58 78+09.3 9.9'LT 50.0 35 GB-59 * -- -- -- -- GB-60 98+36.9 12.0'LT 50.0 35 GB-61 106+40.0 10.0'LT 48.2 25 GB-62 118+00.8 15.9' 48.9 35 GB-63 128+17.8 7.3'LT 48.1 25 GB-64 139+39.9 10.1'RT 47.3 35 GB-65 * -- -- -- -- GB-66 161+99.9 10.0'RT 48.3 35 *sr GB-67 170+98.7 14.0'RT 46.0 25 GB-68 181+20.2 15.3' RT 44.7 35 GB-69 119+94.0 123.7' RT 47.7 15 GB-70P 123+02.4 134.7'RT 47.2 15 GB-71 126+60.9 145.3'RT 47.0 15 GB-72 142+29.9 130.1' RT 46.2 20 GB-73 146+00.1 130.2'RT 45.4 20 OB-74 * -- -- -- -- GB-75P 157+00.0 130,0'RT 46.1 20 GB-76 159+95.3 163.2'RT 47.1 20 GB-77 160+20.0 550.0'RT 47.1 20 GB-78 158+80.0 400.0'RT 46.8 20 GB-79 18+78.95 431.15' LT 50.5 30 GB-80 20+48.39 671.36' LT 50.0 30 GB-81P 18+98.38 838.88'LT 50.0 30 GB-82 20+17.84 1043.34'LT 50,0 30 GB-83 18+77.42 1166.58'LT 48.5 30 GB-84 19+46.93 1366.82'LT 49.5 30 Note: I. Survey information was provided to us by Freese and Nichols,Inc. *These borings were not drilled during the preparation of the draft report. TABLE 2 1 of 1 SUMMARY OF SOIL PARAMETERS FOR LPILE INPUT j MCNARD ROAD EXTENSION -TRAFFIC SIGNALS V Submerged Unit Undrained Internal Elevation(feet) Depth(feet) Lpile Program Friction Boring Sta.No. Offset Soil Type Weight Cohesion Angle cS0 No. From To From To (pct) (lbs/in3) (psf) (psi) (degree) GB-49 0+84.4 31.6 Rt 51 48 0 3 Stiff Clay 80 0.03472 1000 6.94444 0.010 48 45 3 6.5 Soft Clay 60 0.03472 320 2.22222 0.015 45 40 6.5 11.5 Soft Clay 58 • 0.03356 760 5.27778 0.011 40 36 11.5 15 Stiff Clay 71 0.04109 1700 11.80556 0.022 36 31 15 20 Soft Clay 71 0.04109 800 5.55556 0.036 31 26 20 25 Stiff Clay 71 0.04109 2500 17.36111 0.024 26 20 25 31.5 Stiff Clay 71 0.04109 2300 15.97222 0.016 20 18 31.5 33 Stiff Clay 71 0.04109 1300 9.02778 0.026 18 15 33 36.5 Stiff Clay 70 0.04051 1800 12.50000 0.007 GB-56 58+00 10.0 Rt 50 49 0 1.5 Stiff Clay 60 0.03472 1000 6.94444 0.010 49 40 1.5 10 Stiff Clay 68 0.03935 1200 8.33333 0.017 40 37 10 13.5 Soft Clay 68 0.03935 600 4.16667 0.010 37 35 13.5 15 Sand 51 0.02951 25 35 24 15 26.5 Stiff Clay 62 0.03588 1400 9.72222 0.008 24 17 26.5 33 Stiff Clay 76 0.04398 2500 17.36111 0.011 17 14 33 36.5 Soft Clay 68 0.03935 600 4.16667 0.024 GB-58 78+09.3 9.9 LI 50 39 0 11 Stiff Clay 65 0.03762 1250 8.68056 0.015 39 37 11 13 Stiff Clay 71 0.04109 1700 11.80556 0.020 37 27 13 23 Stiff Clay 62 0.03588 1300 9.02778 0.005 27 23 23 27 Stiff Clay 66 0.03819 1300 9.02778 0.014 23 20 27 30 Stiff Clay 68 0.03935 1700 11.80556 0.039 20 14 30 36.5 Stiff Clay 82 0.03588 1300 9.02778 0.017 06-60 98+36.9 12.0 LI 50 42 0 8 Soft Clay 65 0.03762 434 3.01389 0.024 42 40 8 10 Stiff Clay 72 0.04167 1500 10.41667 0.017 40 34 10 16.5 Soft Clay 72 0.04167 600 4.16667 0.024 34 29 16.5 21.5 Stiff Clay 70 0.04051 2800 19.44444 0.019 29 23 21.5 27 Stiff Clay 76 0.04398 1000 6.94444 0.027 23 20 27 30 Stiff Clay 69 0.03993 2000 13.88889 0.026 20 17 30 33 Stiff Clay 70 0.04051 2000 13.88889 0.007 17 14 33 36.5 Soft Clay 65 0.03762 800 5.55556 0.036 06-62 118+00.8 15.9 Lt 49 48 0 2.5 Stiff Clay 60 0.03472 1000 6.94444 0.010 46 42 2.5 6.5 Stiff Clay 65 0.03762 1500 10.41667 0.013 42 37 6.5 11.5 Soft Clay 66 0.03819 800 5.55556 0.024 37 34 11.5 15 Stiff Clay 68 0.03935 2000 13.88889 0.011 34 22 15 26.5 Stiff Clay 70 0.04051 1200 8.33333 0.028 22 17 26.5 31.5 Stiff Clay 73 0.04225 2700 18.75000 0.027 17 16 31.5 33 Stiff Clay 65 0.03762 3000 20.83333 0.008 16 12 33 36.5 Soft Clay 70 0.04051 700 4.86111 0.010 GB-64 139+39.9 10.1 Rt 47 44 0 3 Soft Clay 63 0.03646 700 4.86111 0.016 44 41 3 8 Soft Clay 60 0.03472 720 5.00000 0.010 41 36 6 11.5 Stiff Clay 68 0.03935 1450 10.06944 0.022 36 32 11.5 15 Soft Clay 61 0.03530 B00 5.55556 0.012 32 24 15 23 Stiff Clay 60 0.03472 1300 9.02778 0.010 24 20 23 27 Stiff Clay 72 0.04167 1400 9.72222 0.032 20 17 27 30 Stiff Clay 70 0.04051 2400 16.66667 0.028 17 14 30 33 Stiff Clay 69 0.03993 1200 8.33333 0.027_ 14 11 33 36.5 Stiff Clay 60 0.03472 2400 16.66667 0.005 181+20.2 15.3 Rt 45 43 0 2 Stiff Clay 65 0.03762 900 6.25000 0.010 43 39 2 6 Stiff Clay 66 0.03819 1120 7.77778 0.020 39 33 6 12 Stiff Clay 68 0.03935 _ 1350 9.37500 0.013 33 27 12 18 Stiff Clay 63 0.03646 1000 6.94444 0.020 27 23 18 22 Stiff Clay 68 0.03935 900 6.25000 0.033 23 18 22 27 Stiff Clay 72 0.04167 2450 17.01389 0.020 18 12 27 33 Stiff Clay 68 0.03935 1500 10.41667 0.023 12 8 33 38.5 Stiff Clay 70 0.04051 3500 24.30556 0.013 Notes: 1.Use groundwater level at ground surface(flood condition) 2.Use Internal defult p-y subgrade modulus k computed by Lpile(input k as 0) TABLE 3 Ni,.. GEOTECHNICAL DESIGN PARAMETER SUMMARY OPEN-CUT EXCAVATION Boring Stratigraphic Range of Wet Submerged Internal Nos. Unit Depths,ft Unit Unit Undrained Friction Weight, Weight,y', Cohesion, Angle,4, y,pcf pcf psf degree GB-49 Cohesive 0-6 116 54 1,000 -- 6-11.5 130 65 2,000 -- 11.5-15 133 66 800 -- 15-30 128 64 3,200 -- 30-35 125 63 1,200 -- GB-50 Cohesive 0-15 120 60 1,000 - through 15-25 125 63 1.500 -- GB-52 GB-53 Cohesive 0-4 125 63 1,400 -- 4-14 130 65 2,000 -- 14-15 125 63 1,000 -- 15-20 127 64 2,100 -- 20-25 126 63 500 -- 25-30 125 63 4,000 -- 30-35 125 63 2,200 -- GB-54 Cohesive 0-10 124 62 1,000 -- 10:15 126 63 400 -- 15-20 129 65 2,000 -- **sr 20-25 132 66 2.000 -- GB-55 Cohesive 0-5 125 63 1,500 -- 5-10 130 65 2,400 -- 10-13 128 64 500 -- Cohesionless 13-16.5 105 43 -- 30 Cohesive 16.5-25 127 63 2,400 -- GB-56 Cohesive 0-13.5 126 63 1,000 -- Cohesionless 13,5-I5 100 38 -- 28 Cohesive 15-30 124 62 2,000 -- 30-35 128 64 500 -- GB-58 and Cohesive 0-8 125 63 500 -- GB-60 8-15 130 65 1,500 -- 15-35 125 63 1,000 -- GB-61 Cohesive 0-10 125 63 2,000 -- 10-25 126 63 1,000 -- GB-62 Cohesive 0-12 130 65 1,500 -- 12-25 125 63 2,000 -- 25-35 130 65 600 -- GB-63 Cohesive 0-6 125 63 500 -- Cohesionless 6-12 105 43 -- 30 Cohesive 12-25 130 65 1,500 -- GB-64 Cohesive 0-5 126 63 1,500 -- 5-10 125 63 2,000 -- 10-15 126 63 1,000 -- 15-35 132 66 1,500 -- TABLE 3 GEOTECHNICAL DESIGN PARAMETER SUMMARY OPEN-CUT EXCAVATION •ad Boring Stratigraphic Range of Wet Submerged Internal Nos. Unit Depths,ft Unit Unit Undrained Friction Weight, Weight,y', Cohesion, Angle,iii, y,pef pef psf degree GB-66 Cohesive 0-5 125 63 1,000 -- 5-10 120 60 500 -- 10-25 125 63 1,600 -- Cohesionless 25-35 106 44 -- 30 GB-67 Cohesive 0-10 125 63 800 -- 10-16 130 65 2,000 -- 16-25 130 65 1,500 -- GB-68 Cohesive 0-5 130 65 1,000 -- 5-15 130 65 2,000 -- 15-20 126 63 1,000 -- 20-35 130 65 2,000 -- Note: I. Cohesive soils include clay,sandy clay,and silty clay. 2. Cohesionless soils include silty sand,clayey sand and sandy silt. TABLE 4 GEOTECHNICAL DESIGN PARAMETER SUMMARY TRENCHLESS INSTALLATION O.. (Based on Borings GB-49 through GB-68) PROPERTY COHESIVE COHESIONLESS SOILS(2) SOILS(o Wet Unit Weight,y,pcf 0-6 116 -- 6-13 124 105(GB-63 only) 13-16.5 126 100(GB-55 and GB-56 only) 16.5-20 125 -- 20-25 128 -- 25-35 123 106(GB-66 only) Submerged Unit Weight,y',pcf 0-6 54 -- 6-13 62 43 (GB-63 only) 13-16.5 63 38(GB-55 and GB-56 only) 16.5-20 63 -- 20-25 64 -- 25-35 62 44(GB-66 only) Moisture Content(%) 0-6 18 -- 6-13 20 19(GB-63 only) 13-16.5 22 20(GB-55 and GB-56 only) 16.5-20 16 -- 20-25 22 -- 25-35 18 21 (GB-66 only) UNDRAINED PROPERTIES Undrained Cohesion,c,,,psf 0-6* 500 -- 6-13* 800 -- 13-16.5 * 1,000 -- Now 16.5-20* 500 -- 20-25* 1,000 -- Angle of Internal Friction,Q,degrees 0-6* -- -- 6-13* -- 30(GB-63 only) 13-16.5 * -- 30(GB-55 and GB-56 only) 16.5-20* -- -- 20-25* -- -- Elastic Modulus,E,psf 0-6* 150,000 -- 6-I3* 240,000 196,000(GB-63 only) 13-16.5 * 400,000 70,000(GB-55 and GB-56 only) l6.5-20* 150,000 -- 20-25* 300,000 -- Coefficient of Lateral Earth pressure at Rest,le..„, 04* 1.2 -- 6-13* 1,2 0.5(GB-63 only) 13-16.5* 1.2 0.5(GB-55 and GB-56 only) 16.5-20* 1.2 -- 20-25* 1.2 -- Poisson's Ratio,p 0.45 0.3 TABLE 4 (cont'd) GEOTECHNICAL DESIGN PARAMETER SUMMARY TRENCHLESS INSTALLATION (Based on Borings GB-49 through GB-68) PROPERTY COHESIVE COHESIONLESS SOILS(2) 1/2.100 SOILS(t) DRAINED PROPERTIES Drained Cohesion,c',psf 0-6* 0 — 6-13* 0 -- 13-16.5 * 0 -- 16.5-20* 0 -- 20-25* 0 -- Angle of Internal Friction,6',degrees 0-6* 19 — 6-13* 20 30(GB-63 only) 13-16.5 * 26 30(GB-55 and GB-56 only) 16.5-20* 21 -- 20-25* 21 -- Elastic Modulus,E,psf 0-6* 90,000 -- 6-13* 144,000 196,000(GB-63 only) 13-16.5 * 240,000 70,000(GB-55 and GB-56 only) 16.5-20* 90,000 -- 20-25* 180,000 -- Notes: 1.Cohesive soils include Clay,Sandy Clay,and Silty Clay. 2.Cohesionless soils include Silty Sand,Clayey Sand,Silt and Sandy Silt. * Tunneling zone between depths of 0 and 25 feet(one bore diameter,but not less than 6 feet,above and below tunnel bore. o Le 2 = CS N I, - ; { | ' B .1-2 I ` it ; - ta / 3 . � ',Et ; 0 : \ . : ) \ VL ; F- § 9o. \_ \ ~ vp } ( $ a % / ` of _ . 2 i el ; [ a ! , NN , , / 0L. leeLal 7 - - ' no - 0t' ° ( o ! t /0/4 /� ' ' ` ) ) Z4o Su ) . \ § - / , o \ , \\ } a 77 ° ; C !! 0 Ai § § } 12 12) � } / # , , = 0 , f § , ! 2 \ in _ ) ! ) ] ) t > > 0 4E4 211 4 ! ! : iifl Hj .4 .a, ! ! ] f HIJUJUI \ \ ! ! e & aQ� ;la\ { Ni / N. } ) NI moeCA . ) ) } ® k - - - I § S. \ : v In \ 144 PI ;et N { k k \- - - | 3. 2 . -N 1/40 ... C \ Cem 7 ! I C « ) 2 a 3 | J : / , & : § fR 7 NN \ §o \ j \ ! — — / 0 /$ . \ ( i § /k� I I , | Cl, \ ` 0 _ . . � ! aIr2 02 .0 01 k _ — - : ! , 77 ] a co 41 � ` . ! $ ! ! ` A. - , ) t ,}\ � t \ k_S ! ! ! § ® / 12 l — — — .4 Z, a ; ) ) {f . (/] k | C"VV- o ; ; /\ � ) ) ) ) \ � }\ « a 0 § ! $a: ;J=!® \ ¥ - , G.S ) . _ r----) 1.---) "...--) TABLE 5.3: SUMMARY OF SOIL PARAMETERS USED FOR SLOPE STABILITY ANALYSES—DETENTION POND CC-1-SOIL CASE 1 (GB-79,GB-80 and GB-81) Shear Strength Elevation Material Wet Density (ft) Description (pcf) End of Construction Rapid Drawdown Long Term _ Friction Cohesion Angle Effective Weathered Effective Effective Weathered Effective (psi)=c,,,, (deg)= - u c'(psi) 4)' c'w(psi) 4)'w c'(psi) 4)' c'w(psi) clew +50—.+45 Clay 130 1,500 — 107 22 57 16 107 22 57 16 +45—+37 Sandy Clay 125 500 — 173 27 173 27 173 27 173 27 +37—+30 Silty Sand/ 102 — 29 — 29 — 29 — 29 — 29 Sandy Silt +30—+20 Clay 125 1,000 — 139 26 139 26 139 26 139 26 Where LL: Average Liquid Limit PI: Average Plasticity Indices c,;,,: Unconsolidated-Undrained Cohesion 46: Unconsolidated-Undrained Friction Angle c': Effective Stress Cohesion V: Effective Stress Friction Angle c'w; Weathered Effective Stress Cohesion 4)'w: Weathered Effective Stress Friction Angle Note: For rapid drawdown and long term conditions,weathered effective stress parameters were used for clay(with PI>20)within 7'zone below top of bank,slope surface,and bottom of the pond,wherever is applicable within each layer. ---— - TABLE-5.4:_SUMMARY OF SOIL PARAMETERS USED FOR SLOPE STABILITY ANALYSES—DETENTION POND CC-1-SOIL CASE 2 (GB-82,GB-83 and GB-84) Shear Strength Elevation Material Wet Density (ft) Description Oct) End of Construction Rapid Drawdown Long Term Friction Cohesion Angle Effective Weathered Effective Effective Weathered Effective (pst)=co„ (deg)= Cm c'(psi) 4)' c'w(Psi) 4)'w c'(psi) 0' c'w(pst) O'w +50—+45 Clay 125 1,500 — 145 23 83 17 145 23 83 17 +45—+40 Sandy Clay 130 800 — 173 27 173 27 173 27 173 27 +40—+20 Silty Sand 105 — 30 — 30 — 30 — 30 — . 30 Where LL: Average Liquid Limit PI: Average Plasticity Indices el.: Unconsolidated-Undrained Cohesion 46: Unconsolidated-Undrained Friction Angle c': Effective Stress Cohesion 4)': Effective Stress Friction Angle c' . Weathered Effective Stress Cohesion 4)'w: Weathered Effective Stress Friction Angle Note: For rapid drawdown and long term conditions,weathered effective stress parameters were used for clay(with PI>20)within 7'zone below top of bank,slope surface,and bottom of the pond,wherever is applicable within each layer. G Gi U APPENDIX A Figure Logs of Borings A-1 thru A-37 Symbols and Terms Used on Boring Logs A-38 Piezometer Installation Report A-39 thru A-41 '`. DRILLING LOG 1ofI it County Brazoria Hole GB-49 District Houston WinCore Highway McHard Road Structure Traffic Signals Modification Date 1-6-18 Iletwv Version 3.1 CSJ 0912-31-290 Station 0+84.4 Grnd.Elev. 51.30 ft Offset 31.6'RT GW Elev. N/A L Texas Cone Triaxial Test Properties Ea)v. 0 Penetrometer Strata Description reLateral rDeviator MC LL PI Den. Additional Remarks losil (psi) (pcft FILL,clay,medium stiff,dark 28 w/roots and sand seams 0'-1' gray and gray w/shell fragments 1'-3' 48.3 —4—�1 34 85 54 119 or CLAY,very soft to medium stiff, 35 6 / 2(6)2(6) gray w/ferrous nodules and ferrous / stains(CH) gray and yellowish brown 6'-e' / 8 11 36 T8 49 120_Jw/calcareous nodules 6'-8' 10 / 4(6)6(6) 28 39.8 0 CLAY,silty,soft to stiff,brown 0 25 20 41 25 111 and gray w/sand seams,calcareous 18 15 di T(6)8(6) and ferrous nodules and ferrous stains(CL) 18 10 21 30 14 113 w/sand seams 1r-18' 20 % 24 9(6)12(8) - / very stiff 21.5'-23' 0 51 19 47 26 133 / _ 19 26.3 25 / 9612 6 ,/ CLAY,stiff to very stiff,brown and gray w/sand seams and caicareo s 0 44 • 19 50 24 111 nodules(CH) 21 `t 30 /PP 11 (6)13(6) reddish brown and gray w/sand 19'8 ; CLAY,silty,stiff (CL) a 18 19 33 15 133 seams and calcareous 18.3 nodules 31.6'-33' PP 10(6)12(6) CLAY,stiff,reddish brown and 25 36 gray w/ferrous nodules and ferrous 14.8 Afal stains(CH) • 40 45 50 55 Rn • Remarks:1)Dry auger to 18.0 ft.,wet rotary from 18.0 ft.to 36.0 ft.2)Free water encountered at 18.0 ft.during drilling,water level measured after 15 mins.is at 8.5 ft. The ground water elevation was not determined during the course of this boring. Driller:Adalberto Perez Logger:John A.Gentry Organization:Geotest Engineering,Inc. FIGURE A-1 0.1000140215301 RaMwey_Slam Svwnr_G849,ft9.CLG 14- DRILLING LOG 1of1 Are,. County Brazoria Hole GB-50 District Houston WinCore Highway McHard Road Structure Roadway/Storm Sewer Date 1-7-16 Version 3.1 CSJ 0912-31-290 Station 8+10.3 Grnd.Elev. 61A0 ft kJ Offset 3.9'LT GW Elev. N/A L Texas Cone Triaxial Test Properties Elev. 0 penetrometer Strata Description Lateralress. StressvtDeviator MC LL PI Den. (psi) Additional Remarks (%) G (psi) (nail IPCfI FILL,clay,sandy,w/oyster shell, 72 48.9 sand and roots 29 wfsand fragments 2'-2.5' P CLAY,soft to medium stiff,gray 5 12 29 72 45 118 6 0 3(6)3(6) (CH) gray and yellow 5'-11' Irv/ferrous nodules and 32 stains 6'-13' 10 10 12 33 75 47 120 / 5(6)6(6) 39.9 / CLAY,silly,soft to stiff,brown 19 40 22 and gray whantl seams,ferrous 16 24 18 2914-13 15 ! 6(6)716) nodules antl ferrous stains(CL) di la 0 25 28 _49_.79__1 32.4 23 20 ! 9(6)11(6) CLAY,stiff to very stiff,reddish 'w/ferrous nodules and ferrous brown and gray w/calcareous and stains 20'-25' / ferrous nodules and ferrous stains 24 (CH) w/calcareous nodules 23'-25' ed 10(6)11 (6) 0 28 23 58 34 127 25 24.9 I 30 36 40 45 50 T y' 55 - G9— Remarks:1)Dry auger to 22.0 ft.,wet rotary from 22.0 ft.to 25.0 ff.2)Free water encountered at 22.0 ft.during drilling,water level measured after 15 mins.Is at 15.75 ft. The ground water elevation was not determined during the course of this boring. Driller:Adalberto Perez Logger:John A.Gentry Organization:Geotest Engineering,Inc. FIGURE A-2 CMoba\1140115001\1140$15]1 Roadway_Storm Sewer_GBW,51,52,54.5L5],59,61,6],65,6].CLG -A- DRILLING LOG 1of1 Aro="' County Brazoria Hole GB-51 District Houston WinCore Highway McHard Road Structure Roadway/Storm Sewer Date 1-6-16 ail/ Version 3.1 CSJ 0912-31-290 Station 16+24.5 Grnd.Elev. 51.00 ft Offset 17.3'RT GW Elev. NIA L Texas Cone Triaxial Test Properties Elev. 0 Strata Description Lateral Deviator Wet Additional Remarks cmG Penetrometer Press. Stress MC LL PI Den. lost) (psi) (pd) . CLAY,soft to very stiff,dark sv -w/grass roots and shell gray(CH) 3 9 28 80 37 122 fragments 0'-T il/ gray 3'-6' / 28 33 5 ( )2{8 1 very soft 5-6.5' gray&yellow w/ferrous stains --,s4 _8_18— 29 67 47 122 '.&ferrous nodules V-10' 10 4(6)6(6) 30 brown and gray 10'-13' 24 clay,sandy 13'-14' 15 8(5)10(6) 15 11 34 65 40 126 w/sand&silt seams 16'-17' vre° reddish brown and gray 10 62 6 0 33 24 54 33 111 w/calcareous and ferrous 20 �- (�--_( 1 nodules 113'-22' _._ 22 brown and gray 22'-25' Th.." —0—._.47 21 56 31 133 25 9(6)11(6) 24.5 —w 30 35 i 40 i 45 50 55 SO Remarks:1)Dry auger to 16.0 ft.,wet rotary from 15.0 ft.to 26.0 ft.2)Free water encountered at 15.0 ft.during drilling,water level measured atter 16 mins.is at 3.42 ft. The ground water elevation was not determined during the course of this boring. Name Driller:Adalberto Perez Logger:John A.Gentry Organization:Geotest Engineering,Inc. FIGURE A-3 C:LIoMtl 140215001\1140215001 Raadaay_61wm Sewer Ga50,5152,54,5557,59,61,6355.67..CLG DRILLING LOG 1 of 1 Ar.. "'" County Brazorla Hole GB-52 District Houston WinCore Highway McHard Road Structure Roadway/Storm Sewer Date 1-7-16 Version 3.1 CSJ 0912-31-290 Station 24+10.5 Grnd.Elev. 51.50 ft Offset 12.9'LT GW Elev. NIA L Texas Cone Triaxial Test I Properties Elev. 0 Strata Description Lateral Deviatol Wet Additional Remarks (T0I MC LL PI Den. loaf) los!) (pan 50.5 FII L clay sandy gray 19 w/oyster shell,sand,and CLAY,silty,stiff,gray w/sand 3 18 21 43 27 123 clay mix w/roots 0'-0' 48.5 seams(0I) CLAY,soft,gray w/calcareous 27 60 37 5 o'S 4(6)4(6) and ferrous nodules and ferrous stains(CH) brown and gray 6'-8' 24 43.5 CLAY,silty,stiff,brown and 10 76 19 42 25 136 w/calcareous nodules B'-10' _1 4(6)3(6) ga t`J 41.5 10 _ SILT,very loose,brown w/sand wlsantl&clay seams 11.5'-13' (ML) 27 %passing 1/200 sieve=71% 38.5 CLAY,silty,brown and gray(CL) 22 37 17 36.5 15 /7(6)8(6) CLAY,soft to very stiff,reddish brown w/ferrous stains(CH) 132 w/calcareous nodules 16'-20' 20 31 30 62 38 123 w/slit seams 18'-23' 20 7(6)8(8) / 24 w/calcareous nodules 23'-25' • 25 8(6)9(6) 0 26 23 51 29 127 25. 30 35 40 45 50 J 55—. 60- I Remarks:1)Dry auger to 11.5 ft.,wet rotary from 11.5 ft.to 25.0 ft.2)Free water encountered at 10.0 ft.during drilling,water level measured atter 15 mins.Is at 5.67 ft. The ground water elevation was not determined during the course of this boring. 11111 Driller:Adalberto Perez Logger:John A.Gentry Organization:Geotest Engineering,Inc. FIGURE A-4 C:Uobs IA0215001111 W215W1 Ro dw y_Siwm Sewed Ga50,51,5354,55,57,596185,65,67 CLG DRILLING LOG 1of1 ®'"�", • County Brazorla Hole GB-53 District Houston WlnCore Highway McHard Road Structure Roadway/Storm Sewer Date 1-6-16 1184,0- Version 3.1 CSJ 0912-31-290 Station 32+61.2 Grnd.Elev. 50.80 ft Offset T.4'RT SW Elev. N/A Triaxial Test Properties L Texas Cone Lateral Deviator Wet Additional Remarks Elev. 0 penetrometer Strata Description Press. Stress MC LL PI Den. (ft) G hash (Psi) (pet) FILL,clay,sandy,gray 11 w/grass roots,shell fragments 48.8 ..... S sand seams 0'-2' CLAY,sandy,soft to very stiff, 4 21 21 45 26 130 5 /4(6)7(6) brown and gray w/ferrous nodules 1L_ wlcalcareous nodules 4'-5' (CL) 18 10 ) 5(6)6(6) 0 28 18 36 20 134 25 w/santl seams 13'-13.5' P. 7(6)9(6) 15 7 32 37 18 126 35.0 15 CLAY,soft to very stiff,reddish / brown and gray w/ferrous stains, 24 calcareous nodules and silt seams ril 816)6(6) (CH) __Cr 30 27 64 40 127 I 30.8 20 / CLAY,silty,soft to medium stiff, Pa brown w/silt seams(CL) 23 12 73 29 9 128 27S wlcalcareous nodules and OPP 8 18(6) CLAY,stili,reddish brown and _213ferrous stains 23'-25' 25 16 l 1 gray(CH) I 243 gray and brown 26'-28' I, CLAY,sandy,very stiff(CL) 0 54 19 47 31 131 wlcalcareous nodules 28'-30' 22'8 OP CLAY,stiff to very stiff,gray `� 22-. 30 / 16(8)18(6) and brown w/ferrous nodules and reddish brown and gray 30'-35' / ferrous stains(CH) / 0 32 26 60 38 125 wlcalcareous nodules 33'-35' 36 1918)2016) 27 14.3 40 45 I I 50 • 55 60 Remarks:1)Dry auger to 13.0 ft.,wet rotary from 13.0 ft.to 35.0 ft.2)Free water encountered at 13.0 ft.during drilling,water level measured after 15 mins.Is at 4.42 ft. The ground water elevation was not determined during the course of this boring. ...er Driller:Adalberto Perez Logger:John A.Gentry Organization:Geotest Engineering,Inc. FIGURE A-5 C Vobs\11402150011114m15001 RosO,vry_Slam Sewer 01349,53.56,58,60,5264,6858.CLG DRILLING LOG 1of ,a' County Brazoria Hole GB-54 District Houston WinCore Highway McHard Road Structure Roadway/Storm Sewer Date 1-29-16 Version 3.1 CSJ 0912-31-290 Station 40+80.4 Grnd.Elev. 49.40 ft SNad Offset 7.4'RT GW Elev. WA L Texas Cone Triaxial Test Properties Elev. 0 Strata Description Lateral Deviator Wet Additional Remarks (ft) G Penetrometer Press. Stress MC LL PI Den. (PSI) (pep Ince / CLAY,sandy,soft to very stiff, 26 w/grass roots 0'-2' gray and yellow(CL) w/ferrous nodules 2'-10' / 4 14--21A2 23 123 w/ca careo 5 4(6)5(8) 21 stainls 4-10 nodules&ferrous 0 30 191.24 131 19 10Ir 6(6)6(8) 17.9 % CLAY,silty,very soft to soft, 24 / reddish brown,brown and gray 15 3 27 30_11 190 15 ! 8(6)9(6) wlcalcareous and ferrous nodules (CL) 32.9 , CLAY,soft to very stiff,reddish 26 PP brown,brown and gray wlcalcareous 0 . 25 28 71 44 129 20 / 9(6)10(6) and ferrous nodules and silt seams / (CH) 22 0 44 20 52 30 136 25 0 13(6)13(6) 22.9 30 J 35 40-. 45 —'. 50 — 55— 60 -, Remarks:1)Dry auger to 16.5 ft.,wet rotary from 16.5 ft.to 25.0ft.2)Free water encountered at 15.0 ft.during drilling,water level measured after 15 mins.is at 4.33 ft. 1 The ground water elevation was not determined during the course of this boring. `a/ Driller Jose Munoz Logger:Felipe Gamez Organization:Geotest Engineering,Inc. FIGURE A-6 C VOENt1402150011114021 W31_Rwdxey_Stam Sewer Ga50.5152.54.55.57,5981 a3,65,87 CLG 11- DRILLING LOG 1of1 "" County Brazoria Hole GB-55 District Houston WinCore Highway McHard Road Structure Roadway/Storm Sewer Date 1-29-16 *4100... Version 3.1 CSJ 0912-31-290 Station 46+50.7 Grnd.Elev. 48.50 ft Offset 34.2'RT GW Elev. N/A Texas Cone Triaxial Test Properties St) Penetrometer Strata Description Lateral D Additional Remarks a Penetrometer Press. Stress si CLAY,sandy,soft to very stiff, 13 8 6 8 6 gray and yellow w/calcareous and ferrous nodules and ferrous stains ' / (CL) • 4 6 5 6 laI SAND,clayey,loose,brown and • I 9(6 9 6 - yellow(SC) �� CLAY,soft to very stiff,reddish /4 passing#200 sieve=87% brown and gray w/calcareous and slickensided 18'-20' did. 48 8 11 6 ferrous nodules and ferrous stains _ / (CH) 5 / 126298 dli Slate Remarks:1)Dry auger to 16.5 ft.,wet rotary from 16.5 ft.to 25.0 ft.2)Free water encountered at 16.0 ft.during drilling,water level measured after 15 mins.is at 7.58 ft. The ground water elevation was not determined during the course of this boring. `a Driller:Jose Munoz Logger:Felipe Gomez Organization:Geotest Engineering,Inc. FIGURE A-7 C Vabf l 140715[01111@15001 Rmdway_sMm Sews)GB50,51.52,54.55.57,59.616365.137 CLG --A DRILLING LOG 1 o 1 ��""'" County Brazoria Hole GB-56 District Houston WinCore Highway McHard Road Structure Roadway/Storm Sewer Date 1-11-16 } Version 3.1 CSJ 0912-31-290 Station 58+00.00 Gmd.Elev. 50.10 ft `s/ Offset 10'RT GW Elev. N/A L Texas Cone Triaxial Test Properties Elev. 0 Strata Description Lateral Deviator Wet Additional Remarks (ft) G Penetrometer Press. Stress MC LL PI Den. (osll (psi) loon FILL,clay,gray 71 w/calcareous nodules and 48.6ddir sand seams 0'-2' CLAY,candy,soft to stiff,gray 4 19 22 47 30 111 w/calcareous and ferrous nodules gray and yellowish brown 4'-10 6 /4(6)518) and ferrous stains(CH) 15 Oddi w/sand pockets 6.5'-13' 0 24 18 ]5 19 111 10Pr 0 4(8)4(6) 22 brown 11N-13.5' 27 24 9 %passingg 1/20 O200 sieve=]8% 36.6 6(6)](6) SAND,clayey,loose,brown(SC) 22 %passing 5200 sieve=47% 35.1 15 CLAY,soft to stiff,reddish brown 1041 and brown w/sill seams(CH) 27 52 31 w/calcareous and ferrous I 31 70 45 nodules 18'-25' 20 / 7 16)8(6) I brown and gray 20'-23' slickenslded 21.5'-23' 40 0 27 24 60 41 124 Pr reddish brown S gray 23'-25' 26 / 24 8(6)10(6) 23.6 ea Y CLAY,sandy,stiff to hard,brown 0 62 16 42 28 138 �1 reddish brown,brown and 30 !/ and gray w/sand seams(CL) 20 i gray 28'-33' ^s/ 14(8)15(6) A 19 17.1 ! 1](6)18(6) CLAY,silty,medium graystiff to stiff,en0 7 24 94 1B 130 36 ! reddish brown and w/santl 13.6 seams(CL) 40 45 50 H 55 1 1 -1 ao�i I Remarks:1)Dry auger to 8.8 ft.,wet rotary from 6.6 ft.to 35.0 N.2)Free water encountered at 5.0 ft.during drilling,water level measured after 15 mins.Is at 3.0 ft. The ground water elevation was not determined during the course of this boring. NaII} Driller:Adalberto Perez Logger:John A.Gentry/Felipe Garnet Organization:Geotest Engineering,Inc. FIGURE A-8 C Vobs1140215001n1W215m1 Roadway_SW,m sawsr_Ga49,53,56,5808261.66.68CLG alf DRILLING LOG 1of1 i"'""" County Brazoria Hole GB-513 District Houston WinCore Highway Mallard Road Structure Roadway/Storm Sewer Date 1-7.15 *awe Version 3.1 CSJ 0912-31-290 Station 78+09.3 Grnd.Elev. 50.00 ft Offset 9.9'LT GW Elev. N/A L Texas Cone Triaxial Test Properties Elev. 0 Strata Description Lateral Deviato Wet Additional Remarks (ft) G Penetrometer Press. Stress MC LL PI Den, (Psi) (psi/ (peg 48.8 PAVEMENT 10 3"Asphalt over 11"Limestone Base w/oysterOP CLA�so dtoa va9ry sUB,Barky 20 shell fragments,sand seams& 8 8 gray(CH) 5 78 21 53 33 130 calcareous nodules 14"-2' fi 4 O 5 U grays'-0' / 24 w/ferrous nodules and ferrous stains DA 10 32 22 60 37 130 gray and yelloww/calcareous 10 / 6(6)7(8) nodules 8'-10' 38. c/ CLAY,sandy,stiff,grayand brown Y 13 25 10 32 16 133 %passing S200 nodules 07 seams f(f,1) w/calcareous nodules 13'-18' CLAY,softyto stiff,reddish dul brown 24 15 ! 6 8)8(6) and gray w/ferrous nodules and / ferrous stains(CH) 31 / 28 slickensldetl 18'-20' 20 !7(6)8(6) 0 21 28 b8 36 124 ' 21 27. % CLAY,sandy,stiff,brown and 0 18 22 45 25 128 25M.115(6)15(6) gray(CL) w/calcareous and ferrous nodules&sand seams 2M-28' 8 ro, w/sand&silt seams 28'-30' 9 O 12(8)6 30_ 25 70 32 15 131 ye/ferrous stains 30'-33' 20. 30 CLAY,stiff,reddish brown and / gray(CH) 76 w/slit seams 3M-35' 35 17 26 51 31 175 35 / 11 (6)12(6) 13.5 , 40 45 50 55 an Remarks:1)Dry auger to 21.6 ft.,wet rotary from 21.6 ft.to 35.0 ft.2)Free water encountered at 21.0 ft.during drilling,water level measured after 15 mins.Is at 12.00 ft. The ground water elevation was not determined during the course of this boring. Driller:Adalberto Perez Logger:John A.Gentry Organization:Geotest Engineering,Inc. FIGURE A-9 CUoln111002150011 4c21WJ1_PoaMrzy_Storm Sewer_G1349,53,6.58,60,62,64 e8,68.CLG DRILLING LOG 1of1 �`�"" County Brazode Hole GB-60 District Houston WinCore Highway MCHard Road Structure Roadway/Storm Sewer Date 1-28-16 aj Version 3.1 CSJ 0912-31-290 Station 98+36.9 Grnd.Elev. 50.00 ft t/ Offset 12'LT GW Elev. N/A L Texas Cone Triaxial Test Properties Elev. 0 Strata Description Lateral Deviate Wet Additional Remarks (ft) G Penetrometer Press. Stress MC LL PI Den. IDsil Mei) Inch PAVEMENT 1.5"Asphalt over 16"Sand, 48.6 18 Gravel and Oyster Shell Mix FILL,clay,sandy 47. 22 dark gray S gray w/shell CLAY,sandy,very soft to stiff, 5 13 20 448 130fragments and calcareous 5 / 1(6)3(6) brown and gray w/calcareous and nodules 17.5"-3' ferrous nodules and ferrous stains w/slit seams 4'-3' (CL) 21 10 % 7(6)7(6) 10 22 19 49 31 134 –Xf2- 20 15 5(6)4(6) 15 9 21 28 11 114 33.5 CLAY,stiff to very stiff,reddish 30 brown w/calcareous and ferrous 0 39 23 5a 32 113 ,✓ 18 p3)17(6) nodules and sand seams(CH) 20 _`- 28.5 f CLAY,sandy,stiff,gray and brown 18 _1 w/sand pockets,ferrous nodules 25 15 17 24 9 138 25 j 18(6)19(6) and ferrous stains(CL) _;,....4 18 0 32 21 33 14 132 J 20. 30 12(6)13(6) Cl" CLAY,stiff,reddish brown and w/slit seams 315'-33' gray w/ferrous nodules and ferrous 29 _.v1 u 17. / CLAY silty,(CH) stiff to stiff, 35 12 24 31 12 128 35 j 10(6)10(6) reddish brown and brown w/slily 13.5 sand layer(CL) - 40 45 50 55 --.I -1 fin- Remarks:1)Dry auger to 16.5 ft.,wet rotary from 16.5 ft.to 35.0 ft.2)Free water encountered at 15.0 ft.during drilling,water level measured after 15 mine.Is at 7.17 ft. The ground water elevation was not determined during the course of this boring. Driller:Jose Munoz Logger:John A.Gentry/Felipe Gamez Organization:Geotest Engineering,Inc. FIGURE A-10 C4obs11140215001%1140215C01_Roadnay_alam Sew GB49.53.5658.60.82.64.06,BB.CLG DRILLING LOG 1 of 1 Ira County Brazoria Hole GB-61 District Houston WinCore Highway McHard Road Structure Roadway/Storm Sewer Date 1-28-16 Nis/ Version 3.1 CSJ 0912-31-290 Station 106+40.0 Grnd.Elev. 48.20 ft Offset 10'LT GW Elev. N/A L Texas Cone Triaxial Test Properties Elev. G Strata Description Lateral Deviator Wet Additional Remarks Penetrometer Press. Stress MC LL PI Den. (psi) los') Inc) / -5 CLAY,sandy,soft to very stiff, 20 w/gross roots 0'-2' gray w/silt seams,calcareous w/ferrous nodules 2' ' nodules and ferrous stains(CH) 4 34 17 39 21 135 5 10(6)9(6) 17 41.7 , 8 29 22 68 34 130 •wlcalcareous nodules 6.5'-8' diir CLAY,very stiff,gray and brown w/ferrous nodules and ferrous 23 38.2 10 / 5(6)6(6) stains(CH) CLAY,sandy,soft to medium stiff, w/silt seams,ferrous nodules gray and brown(CL) X3_13 21 28 11 127 S ferrous stains 11.5'-13' 35'2 CLAY,stiff,reddish brown and pL w/calcareous nodules 13'-15' 15 % 10(6)11(6) gray w/silt seams,ferrous nodules / and ferrous stains(CH) dm fa 20 ]0 >d 45 126_ 30.2 r CLAY,silty,stiff,reddish brown 124 20 0 10(6)11 (6) w/calcareous nodules(CL) w/silt seams 21.6'-23' 26.7 .arCLAY,sandy,stiff,gray and brown 23 18 19 12 15 1% w/calcareous and ferrous nodules 20 25 18(6)19(6) (CL) 21.7 i *e 30 35 40 46 50 55 so Remarks:1)Dry auger to 16.5 ft.wet rotary from 16.5 ft.to 25.0 ft.2)Free water encountered at 16.5 ft.during drilling,water level • measured after 15 mins.Is at 3.0 ft. The ground water elevation was not determined during the course of this boring. Driller:Jose Munoz Logger:Felipe Gamez Organization:Geotest Engineering,Inc. FIGURE A-11 c umsulaozl50]nt lacisco1 Roaaway_Ste,m Sewer GBW.5152$4,55.57,59.61$36567CLc DRILLING LOG 1of1 ,m"'""` County Brazoria Hole GB-62 District Houston WinCore Highway MCHard Road Structure Roadway/Storm Sewer Date 1-11-16 Version 3.1 CSJ 0912-31-290 Station 118+00.8 Grnd.Elev. 48.90 ft Offset 16.9'LT GW Elev. N/A Triaxial Test Properties L Texas ConeEleLateral Deviator Wet Additional Remarks (ft) 0 Penetrometer Strata Description Press. Stress MC LL PI Den. (ft) G (psi) Iasi) loch FILL,clay,gray wlcalcareous 19 46.4 nodules and sand seams J CLAY,very soft to stiff,gray 4 24 21 56 33 130 w/calcareous nodules and ferrous 24 w/ferrous nodules 4'-5' 5 3(6)4(6) stains(CH) —._.._ 424 - 23 w/calcareous nodules 6.5'-8' CLAY,silty,very soft to stiff, brown and gray w/silt,ferrous 10 18 73 29 10 132 10 ▪ 3(6)4(6) nodules and ferrous stains(CL) 37.4 -4 P6 CLAY,very stiff,reddish brown -,w/ferrous nodules and ferrous and gray wlcalcareous nodules 14 28 25 75_4L130 stains 13'-15' / 6(6)7(6) (CH) 33.9 16 0" CLAY,sandy,soft to very stiff, 1 reddish brown and gray w/sill 27 seams(CL) 20 28 22 42 22 112 20 6(6)6(6) w/ferrous nodules and ferrous 19 stains 21.5'-23' J 0 7L 19 34 16 132 w/calcareous nodules 21.6'-25' 25,J1-' 7(6)10(6) L wlcalcareous nodules 28.6'-28' 22.4 CLAY,silty,stiff to very stiff, 22 brown w/sand seams(CL) w/silt stone 28'-30' / 30 % 10(6)20(6) 30 41 73 24 7 115 J 174 _4 reddish brown&gray 31.5'-33' `I / CLAY,very stiff(CH) 33 41 76 68 42 127 88amca eou.sjnodules and slit 15.9 -1 CLAY,silty,hard,brown w/sill 75 37 17 36 • 50(5)50(4) stone(CL) 12.4 -/ r 40 - 46-- • 50- • 55 an - Remarks:1)Dry auger to 15.0 ft.,wet rotary from 15.0 ft.to 35.0 ft.2)Free water encountered at 13.0 ft.during drilling,water level measured after 15 mins.is at 10.0 ft. The ground wafer elevation was not determined during the course of this boring. Driller:Adalberto Perez Logger:Felipe Gamez Organization:Geotest Engineering,Inc. FIGURE A-12 GUob:u 110215Wm1402150. 1 Roedwny_SKnn Sever ca 49s3,56,59.W,62.64,Wse.IMO —A- DRILLING LOG 1ot1 Az_ '"" County Brazorla Hole GB-63 District Houston WinCore Highway McHard Road Structure Roadway/Storm Sewer Date 1-27-16 aeser Version 3.1 CSJ 0912-31-290 Station 128+17.8 Grnd.Elev. 48.10 ft Offset 7.3'LT GW Elev. N/A L Texas Cone Triaxial Test Properties Elev. 0 Strata Description Lateral Deviator Wet Additional Remarks (ft) G Penetrometer Press. Stress MC LL PI Den. (Psi) (psi) (Pcf) aCLAY,sandy,soft to medium stiff, 19 w/grass roots 0'-4' 2 dark gray w/sand seams,ferrous 95 gray 7-3' nodules and ferrous stains(CL) I w/calcareous nodules 7-6' 5 10 23 44 27 125 gray and yellow 3'-6' 5 4(6)4(6) 42.1 / SAND,silty,slightly compact, 19 %passing 4200 sieve=30% brown and gray(SM) 10 115(6)18(6) 36.1 , CLAY,stiff to very stiff,reddish 21 w/silt and silty clay ! 108106 brown w/silt seams and calcareous 14 32 31 ,76_.St 124 seams at 13' 15 O O nodules(CH) / _ 22 30.1 / CLAY,silty,stiff,brown w/silt _20 16 22 41 24 113 28.1 20 / 6 6 11 6 _and grind tamale(a) Ira CLAY,sandy,soft to very stiff, gray and yellow w/calcareous and 17 r ferrous nodules(CL) 0 29 18 27 11 195 25 5(6)6(6) 21.6 de I 30 35 40 45 50 I 1 55 60 I Remarks:1)Dry auger to 6.5 ft.,wet rotary from 6.5 ft.to 25.0 ft.2)Free water encountered at 5.33 ft.during drilling,water level measured after 15 mins.is at 2.0 ft. The ground water elevation was not determined during the course of this boring. Near Driller:Adrian Perales Logger:John A.Gentry Organization;Geotest Engineering,Inc. C VMs 114021YA1U 140215001_RwAnm y_SipScam 085051$354,55,57,5961,a3,65,fi].CLG FIGURE A-13 -A. DRILLING LOG 1 of 1 County Brazorla Hole GB-84 District Houston WinCore Highway McHard Road Structure Roadway/Storm Sewer Date 1-8-16 Version 3.1 CSJ 0912-31-290 Station 139439.9 Grnd.Elev. 47.308 Offset 10.1'RT GW Elev. NIA L Texas Cone Triaxial Test Properties Elev. 0 Strata Description Lateral Deviato Wet Additional Remarks (ft) G Penetrometer Press. Stress MC LL PI Den. (Psi) (psi) lost) 45.9 FILL,clay,sandy,gray and brown fngmantaaots,sand seams calcareous and and shell CLAY,sandy,dark gray(CL) - ferrous nodules 0'47" 44.3 CLAY,soft,gray and yellowish w/roots 1y"-3' 5 4(6)5(6) brown w/sand seams and ferrous '%passing#200 sieve•81% • w/ferrous nodules and ferrous 41.3 CLAY,sandy,soft to very stiff, 20 stains 6'-10' gray and yellowish brown(CL) w/sand seams 6'-11.5' 0 29 70 43 24 131 10 6(6)8(8) w/ferrous stains 10'-13' gray and brown w/sill 35.8 CLAY,soft to stiff,reddish brown 16 seams 1110"-13' and gray w/silt seams,ferrous 15 11 30 52 30 124. 15 7(6)7(6) nodules and ferrous stains(CH) 32 20 T(6)8(6) 0 25 32 70 42 123 w/calcareous nodules 21'-23' 24 brown and gray wlferrous 24.3 nodules 22'-23' 8(6)12(6) CLAY,sandy,stiff to very stiff, 0 21 18 30 14 114 26 gray w/sand seams and calcareous nodules(CL) gray&yellow 26'-28' 16 gray&brown 28'-30' 12(6)13(6) 0 36 70 34 16 132 17.3 30 CLAY,silty,stiff,brown and gray w/sand and slit seams and 0 16 21 36 18 112 • 14.3 CLAY,stiff,reddish brown and 23 95 14(6)15(6) gray wlcalcareous nodules(CH) 10.8 40 - 45-1 1 60 y 55 - i RO Remarks:1)Dry auger to 13.0 ft.,wet rotary from 13.0 ft.to 35.0 ft.2)Free water encountered at 13.0 ft.during drilling,water level measured atter 15 mins.is at 5.92 ft. The ground water elevation was not determined during the course of this boring. held Driller:Adalberto Perez Logger:John A.Gentry Organization:Geotest Engineering,Inc. FIGURE A-14 C UobA1 N021YA11114O215m1Roadway_SlwmSwu_GB49,53,54$5. ,62,6466,58.CLG ..,4- DRILLING LOG 1of1 /St% County Brazorla Hole GB-66 District Houston WlnCore Highway McHard Road Structure Roadway/Storm Sewer Date 1-8-15 east Version 3.1 CSJ 0912-31-290 Station 161+99.9 Glint.Elev. 48.30 ft Offset 10'RT GW Elev. N/A L Texas Cone Triaxial Test I Properties Elev. 0 Penetrometer Strata Description ress. ,Lateral StresDeviator MC LL PI DpiAdditional Remarks (ft) G IPSO (pall (pcf) CLAY,sandy,soft to stiff,dark 19 'w/grass roots 0'-2' gray w/sand seams(CL) yellowish brown 3 gray 4 19 14 43 25 126 w/calcareous nodules 2'-5' 5 — 5(6)6(6) 18 brown&gray w/ferrous stains &ferrous nodules 5'-11' -1 _ 21 i 10 7 19 26 10 129 10 %4(6)6(6) 37.3 CLAY,soft to very stiff,reddish 27 brown and gray w/calcareous and ferrous nodules and ferrous stains - 29 15 / ]16)6(6) (CH) 0 31 30 78 48 126_ 29.3 20 . 5(6)6(6) CLAY,sandy,soft to stiff,gray w/ferrous nodules 20'-23' -✓ and brown w/ferrous stains and -/ sand seams(CL) 23 22 22 36 19 134 23.3 26 i 17 10(6)18(6) SAND,silty,slightly compact to compact,brown and gray(SM) 21 %passing#200 sieve=31% `,r 30 ',iji: 26(6)27(6) • 21 I 35 I�'d 23(6)25(6) 11.8 — 40 • • • 45 50 i 55 BD-t Remarks:1)Dry auger to 10.0 ft.,wet rotary from 10.0 fL to 35.0 ft.2)Free water encountered at 9.0 ft.during drilling,water level measured after 15 mins.Is at 3.33 ft. The ground water elevation was not determined during the course of this boring. Driller:Adalberto Perez Logger:John A.Gentry Organization:Geotest Engineering,Inc. FIGURE A-15 Cuob:nuo2tsoomt4O2I5 Ol Roadway Sty sw=r_0B495355,58,60,82.5466.58CLG DRILLING LOG 1 of 1 County Brazorla Hole GB-67 District Houston WlnCore Highway McHard Road Structure Roadway/Storm Sewer Date 2-1-16 Version 3.1 CSJ 0912.31.290 Station 170+98.7 Grnd.Elev. 46.00 ft Offset 14'RT GW Elev. N/A Triaxial Test Properties L Texas Cone Lateral Deviator Wet ft) G0 Penetrometer Strata Description Press. Stress MC LL PI Den. Additional Remarks ( (k) G (PSI) (Pall Mob • CLAY,dark gray and gray w/roots 26 w/roots and sand seams 0'-2' `H 44. CLAY,sandy,stiff,gray and yellow 20 41. 5 ✓ 4(6)4(6) —a dndwan-seams(ferrous nodules 5 20 20 45 26 1)] CLAY,silty,soft to medium stiff, gray and brown w/sand seams,tenons 23 nodules and ferrous stains(CL) 10 13 24 37 18 130 10 6(6)11(6) 34.6 w/calcareous and ferrous CLAY,soft to very stiff,reddish 30 nodules 11.5'-15' brown and gray(CH) 0 28 32 81 61 175 15— B(6)10(8) / 31 w/sand seams and ferrous _20 24 23 52 30 133 nodules 18'-20' 20 : 7(6)10(6) 24.5 CLAY,silty,stiff to very stiff, - 17 brown and gray w/calcareous nodules 0 15 22 32 14 133 25— 23(6)22(6) and sand pockets(CL) 19.5 no 30 35 90 45 50 55- 80 Remarks:1)Dry auger to 13.0 ft.,wet rotary from 13.0 ft.to 25.0 ft.2)Free water encountered at 12.0 ft.during drilling,water level measured after 15 mins.is at 4.0 ft The ground water elevation was not determined during the course of this boring. Driller:Adrian Perales Logger:Felipe Gamez Organization:Geolest Engineering,Inc. FIGURE A-16 CUtM111LON500111106215OO1 Roe oy Siorm asxar_GB50,5152,ASiA59,61.C3,65.67 CLG DRILLING LOG 1 of 1 County Brazoda Hole GB-68 District Houston WinCore Highway MCHard Road Structure Traffic Signals Modification Date 2.1-18 Neer Version 3.1 CSJ 0912-31-290 Station 181+20.2 Grnd.Elev. 44.70 ft Offset 16.3'RT GW Elev. N/A L Texas Cone Triaxial Test Properties Elev. 0 Strata Description Lateral Deviator Wet Additional Remarks (ft) G Penetrometer Press. Stress MC LL PI Den. WW1 (ssi) (PGO CLAY,sandy,dark gray w/roots _ 20 42.7 w/sand seams 2'3' 9 CLAY,soft to very stiff,gray 73 7(6)7(6) and brown w/ferrous nodules and ferrous stains(CH) 5 28 20 63 28 13^ 5 / 40 22 O 6(6)7(6) 10 _J0 26 28 52 32 131 / 36 reddish brown 8 gray 11.5'-15' Want seams 13'-15' 5 / 8(8)9(6) 15 14 28 51 31 126 wlcaleareou>nodules 18.5.-18' 26 26'7 CLAY,sandy,stiff to very stiff, 20 12 21 41 25 111 20 / 9 6 16-) brown and gray w/calcareous nodule MI and silt seams(CL) PP 17 25 113(6)16(6) 0 42 20 38 19 134 20 `e 14 6 15 6 -J1--22 20 28 12 131 30 1 ) 1 > 23 %passing 8200 sieve=69 11.7 OP CLAY,very stiff,reddish brown 0 49 25 64 41 112 35 / 22(6)25(6) w/calcareous nodules(CH) 8.2 , 40 45 50 55 6n Remarks:1)Dry auger to 15.0 ft.,wet rotary from 16.0 ft.to 35.0 ft.2)Free water encountered at 15.5 ft.during drilling,water level measured after 15 mins.is at 6.0 ft. The ground water elevation was not determined during the course of this boring. Driller:Adrian Logger:Felipe Gamez Organization:Geotest Engineering,Inc. FIGURE A-17 CVobs11140215001\1140215001 nondistAlorm Sewer GB49.6aCMG DRILLING LOG loft County Brazoria Hole GB-69 District Houston WlnCore Highway MCHard Road - Structure Detention Pond-O'Day Date 1.27-16 Version 3.1 CSJ 0912-31-290 Station 119+94.0 Gmd.Elev. 47.70 ft ter/ Offset 123.7'RT GW Elev. NM L Texas Cone Triaxial Test Properties Elev. 0 Penetrometer Strata Description Lateral Stress Deviator MC LL PI Oen. Additional Remarks (ff) G loan (Psi) (Pan CLAY,sandy,stiff to very stiff, 15 w/grass roots 0'-i' dark gray and gray wlcalcareous 3 28 15 41_2,1_137_ nodules and ferrous stains(CL) gray 3'-5' 5 5(6)10(6) 19 soft 6'-6.6' w/ferrous nodules 5'-10' 17 38 20 gray and brown 5'-13' 10 23 , 22 110 10 % 11 (6)9(6) 17 32 12 34.7 CLAY,soft,reddish brown and __._ 33 16 91L11(01 _ grayw/ferrous nodules and ferrous 31.2 — stains(CH) 20 25 ad 30 35 40 45 50 55 80 Remarks:1)Dry auger to 15.0 ft.,wet rotary from 15.0 ft.to 15.0 ft.2)Free water first encountered at 13.25 ft.during drilling; atter 15 mins.at 6.75 ft. The ground water elevation was not determined during the course of this boring. Driller:Adrian Perales Logger:John A.Gentry Organization:Geotest Engineering,Inc. FIGURE A-18 C UobOfl40215m11114a215W1 Gelmem Pond_GUay_G9e91o71 GLG _ DRILLING LOG 1 of 1 �"""' County Brazoria Hole GB-70p District Houston WlnCore Highway McHard Road Structure Detention Pond-O'Day Date 1-27-16 '4W" Version 3.1 CSJ 0912-31-290 Station 123+02.4 Grnd.Elev. 47.20 ft Offset 134.7 RT GW Elev. N/A L Texas Cone Trlazlal Test Properties Elev. 0 Strafe Description Lateral Deviator Wet Press. Stress MC LL PI Den. Additional Remarks .(g) G Penetrometer (Psi) (psi) 1pcfl CLAY,sandy,stiff,dark gray 21 wfgrass roots o'-2' and gray w/calcareous and ferrous 3 16 20 43 23 122 nodules(CL) w/calcareous nodules 3'-5' 22 42 25 42.2 5 % 4(6)3(6) _ SAND,silty,very loose,brown and gray(SM) 20 %passing 4200 sieve•32% 38.2 `' 10 31 23 56 31 121 sllckensided 9'-10' 10-�B(8)9l8) CLAY,soft to very stiff,reddish brown and gray w/calcareous nodules and ferrous stains(CH) 2) 131 78 49 15� 5(6)7(6) 30.7 20 25 1V 30 35 40 45 50 55 • 80 Remar s:1)Dry auger to 8.0 ft.,wet rotary from 8.0 ft.to 16.0 ft.2)Free water first encountered at 8.0 ft.during drilling;after • 15 mins.at 5.17 ft. The ground water elevation was not determined during the course of this boring. Driller:Adrian Perales Logger:John A.Gentry Organization:Geotest Engineering,Inc. FIGURE A-19 C VMzn 140115001n140215WI oxenrm Pond oory_OBCAml ZUG DRILLING LOG loft County Brazorla Hole GB-71 District Houston Wincore Highway McHard Road Structure Detention Pond-O'Day Date 1-27-16 6 Version 3.1 CSJ 0912-31-290 Station 126+60.9 Grnd.Elev. 47.00ft V Offset 145.3'RT GW Elev. N/A L Texas Cone Triaxial Test Properties Elev. 0 penetrometer Strata Description reLateral DeviatorStress MC LL PI Den. Additional Remarks (ft) G loaf) (psi) (pc0 CLAY,sandy,stiff to very stiff, 23 w/grass roots 0'-2' dark gray w/calcareous and ferrous 16 41 23 w/sand seams 0'6' -� nodules and ferrous stains(CL) 6 33 _17 132 gray and yellow 2'-T 5 X10(6)12(6) 8 43 20 /5 25 132 gray&w/san seams sh IV-1 ' ]'-10' wlsantl seams 6'-10' 22 37. 10 2(B)2(8) CLAY,very soft to soft,reddish brown and gray and and 26 ferrous nodules ferrous stains 131 72 45 15 4(6)6(6) (CH) .__ 30.5 20 25 II 30 35 40 45 50- 55 - 60 Remarks:1)Dry auger to 10.0 ft.,wet rotary from 10.0 ft.to 15.0 ft.2)Free water first encountered at 10.0 ft.during drilling;after 15 mine.at 6.75 ft The ground water elevation was not determined during the course of this boring. `YI Driller:Adrian Perales Logger:John A.Gentry Organization:Geotest Engineering,Inc. FIGURE A-20 C1obM114021sWnn0215W1 oo,ention aond_owy_GB691o71.CLG DRILLING LOG 1 of 1 ia'-^"` County Brazoria Hole GB-72 District Houston WlnCore Highway McHard Road Structure Detention Pond-Hatfield Date 1-26-16 "%or Version 3.1 CSJ 0912-31-290 Station 142+29.9 Grnd.Elev. 46.20 ft Offset 130.1'RT GW Elev. N/A L Texas Cone Triaxial Test Properties Elev. 0 Penetrometer Strata Description Lateral Deviatortress MC LL PI WetDeAdditional Remarks IR) G (psi) (pcf) / CLAY,sandy,very soft to medium 21 w/grass roots 0'-2' tistiff,dark gray w/calcareous gray 2'-4' / and ferrous nodules(CL) 4 9 18 38 23 127 5 2(6)2(6) 22 stains 4'andbellow w/ferrouc 40.2 SAND,silty,slightly compact, 18 brown and gray(SM) 10 1116)1118) 17 %passing#200 sieve=15% 14.7 CLAY,soft to very stiff,reddish 26 ---- brown and gray(CH) slickensided,w/ferrous /4(6)3(6) 15 31 27 79 66 128 very soft 15les 6 15 165' / 31 20 0 7(6)7(6) 20 54 37 24.7 •, 25 1v 30 36 • 40 45 50 55 ea Remarks:1)Dry auger to 5.0 ft.,wet rotary from 5.0 ft.to 20.0 ft.2)Free water first encountered at 4.0 ft.during drilling;after 15 mins.at 2.0 ft. The ground water elevation was not determined during the course of this boring. Driller:Adrian Perales Logger:John A.Gentry Organization:Geotest Engineering,inc. FIGURE A-21 CuoMV140215WIH 14021NA1 Detention P Hatra14_GBR1o]a CLO DRILLING LOG 1 of 1 County Brazorla Hole GB-73 District Houston WinCore Highway McHard Road Structure Detention Pond-Hatfield Date 1-26.16 Version 3.1 CSJ 0912-31-290 Station 146+00.1 Grnd.Elev. 45.40 ft Offset 130.2'RT GW Elev. N/A L Texas Cone Triaxial Test Properties Elev. 0 Strata Description Lateral Deviator Wet Additional Remarks (ft) G Penetrometer Press. Stress MC LL PI Den. (pal) (psi) loon 401 CLAY,soft to very stiff,gray _ 23 w/ferrous nodules,ferrous stains gray and brown 2'-5 and sand seams(CH) 2l1 54 31 OFF 6 6(6)6(6) 19 gray and yellowish brown B 90— 0-51_11 129 I wfsiit and sand seams 6'-10' 6(6)](6) 22 10 / 24 66 43 wlcalcareous nodules 11.6'-18' / / 6(6)](6) 15 33 3B 30 ]4 45 124 sllckensided 18.5'-18' 18 21 20 0 3(6)3(6) very soft 20'-21.5' 23.9 25 30 35 40 45 50 65 an H' Remarks:1)Dry auger to 13.0 R.,wet rotary from 13.0 ft.to 20.0 ft.2)Hole caved in at 13.0 ft. The ground water elevation was not determined during the course of this boring. V Driller:Adrian Perales Logger:John A.Gentry Organization:Geotest Engineering,Inc. FIGURE A-22 C Woad 11ON5Wn110e215001_DaleMlm Pand_Halred_Ga72107eC10 - DRILLING LOG 1of1 County Brazoria Hole GB-75P District Houston WinCore Highway MCHard Road Structure Detention Pond-Hatfield Date 1-25.16 'Item/ Version 3.1 CSJ 0912-31-290 Station 167+00.00 Gmd.Elev. 46.10 ft Offset 130'RT GW Elev. NIA L Texas Cone Triaxial Test [ Properties (ft) 0 penetrometer Strata Description Press.Lateral Stress r MC LL PI Den. Additional Remarks (ft) G Iasi) Wei) (pcf) di CLAY,sandy,soft to stiff,gray 25 w/roots 0'-2' ri and brown w/calcareous and ferrous nodules and ferrous stains(CL) 4 16 22 41 24 128 %passing#200 sieve=73% 5 di4(6)5(6) 18 5 8 9 18 27 10 127 41 38.1 Ai/ 6(6)4(6) SILT,sandy,loose,brown w/sandy _17 1%passing#200 sieve=56% ip clay seams and calcareous nodules 36.1 �M�� w/silt stone 11.5'-13' ,silty,reddish brown(CL) 26 33.1 CLAYwlferrous stains 1T-15) % J(6)4(6) CLAY,very soft to very stiff, 28 74 46 15 gray and reddish brown w/calcareous / nodules(CH) 36 w/santl seams 18'-20' 20 3(6)3(6) 20 39 31 56 33 132 ii 24.6 25 r►= 30 35 40 i 45 50 55 60 Remarks:1)Dry auger to 10.0 ft.,wet rotary from 10.0 ft.to 20.0 ft.2)Free water first encountered at 10.0 ft.during drilling;after 15 mins.at 6.17 ft. The ground water elevation was not determined during the course of this boring. iamr Driller:Adrian Perales Logger:John A.Gentry Organization:Geotest Engineering,Inc. FIGURE A-23 C lobs111402l5 111140215001 nelnbon Pond_Halfield Ga]21o79.CLG A- DRILLING LOG toff 'St. County Brazoria Hole GB-76 District Houston Wincore Highway MCHard Road Structure Detention Pond-Hatfield Date 1-25-16 j Version 3.1 CSJ 0912-31-290 Station 169+95.3 Grnd.Elev. 47.10 ft "✓ Offset 163.2'RT GW Elev. N/A L Texas Cone Triaxial Test Properties Elev. O Strata Description Lateral Deviator Wet Additional Remarks (ft) G Penetrometer Press. Stress MC LL PI Den. (PSI) (Pall (rich / CLAY,sandy,soft to stiff,dark 21 w/roots 0'-2' p. gWy(CL) gray and brown w/sand seams, 4 19 19 42.28_111_ferrous nodules and ferrous _- ZS__ stains 2'-6.5' 6 518)5(8) -- _. %passing 4200 sieve=74% Pp- 40.6 CLAY,silty,soft,gray w/silt ____23 36 to 0 stone and calcareous nodules(CL) 73 w/sandy slit 8'-9' 10 !4(6)6(6) 35.6 , CLAY,very soft to stiff,reddish 27 56 79 brown w/silt seams,calcareous 15 22 32 124 15 / 2(6)3(6) nodules and ferrous stains(CH) OA 30 77 47 33 20 05(6)3(6) 25.6 25 `ead 30 35 40 45 50 —, J 55 —. se— 1 Remarks:1)Dry auger to 13.0 ft.,wet rotary from 13.0 ft.to 20.0 ft.2)Free water first encountered at 13.0 ft.during drilling;after 20 mins.at 10.86 ft. The ground water elevation was not determined during the course of this boring. Driller:Adrian Perales Logger:John A.Gentry Organization:Geotest Engineering,Inc. FIGURE A-24 C:uoh.e A@150fll 14021 Yb. 1 eeIenian eend_H.retl Ger21er&CLG DRILLING LOG 1 of 1 ice"'^` County Brazoria Hole GB-77 District Houston WinCore Highway McHard Road Structure Detention Pond-Hatfield Date 1-25-16 kea,/ Version 3.1 CSJ 0912-31-290 Station 160+20.0 Grnd.Elev. 47.10 ft Offset 560'RT GW Elev. N/A L Texas Cone Triaxial Test Properties ' Elev. 0 Strata Description Lateral Deviator Wet Additional Remarks (ft) G Penetrometer Press. Stress MC LL PI Den. (psi) (psi) foci 01 CLAY,sandy,dark gray and gray 21 'w/roots 0'-4' 1r1 15.1 CLAY,stiff,gray and yellowish 4 26 20 60 28 130 brown w/d-saw'ous nodules,ferrous %passing 6200 sieve=83% 42.1 5 16 6 7 6 _-LAY,sand sann serve ray an Cu) u w/sand 4'-5' CLAY,silty,soft,gray and brown w/silt and sand seams(CL) 25 49 31 39dCLAY,soft to stiff,reddish brown 27 10 9 516)9(6) w/calcareous nodules and ferrous / stains(CH) 13 19 32 89 40 12 5— slickensided 11.5'-13' / ! 8(6)9(6) 15 Al 34 / �fl-26. 31 82 56 120 w/ferrous nodules 18'-20' / 7(8)10(6) ______.3.4______ 20 25.6 25 Nae/ 30 35 40 45 50 I 55 80 Remarks:1)Dry auger to 16.0 ft.,wet rotary from 16.0 ft.to 20.0 ft.2)Free water first encountered at 16.0 ft.during drilling;after 20 mins.at 14.42 ft. The ground water elevation was not determined during the course of this boring. tee- Driller:Adrian Perales Logger:John A.Gentry Organization:Coolest Engineering,Inc. FIGURE A-25 CUobsl a4o21axlll 140215X1 Delenaan emd_HaIfield GanIo7B CLO DRILLING LOG 1of1 ��'"'""" County Brazorie Hole GB-76 District Houston WinCore Highway McHard Road Structure Detention Pond-Hatfield Date 1-25-16 } Version 3.1 CSJ 0912-31-290 Station 158+80.0 Grnd.Elev. 46.80 ft V Offset 400'RT GW Elev. N/A Triaxial Test Properties L Texas Cone Elev. 0 Strata Description Lateral Deviator Wet Additional Remarks (ft) G Penetrometer Press. Stress MC LL PI Den. los]) (osi) (peg / CLAY,sandy,soft to medium stiff, 22 w/grass roots 0'-4' A gray and dark gray w/ferrous nodules w/calcareous nodules and 4 13 72 49 79 126 ferrous stains 2'-5' (CL) 19 w/sand seams 4'-5' 5 j4(6)6(6) Mil Prol 17 29 14 37.8 / 20 Iw/sill seam 9'-13' 10 6(6)6(6) _ CLAY,soft to stiff,gray and brown wderrous nodules and ferrous / stains(CH) 13 73 33 74 47 122 reddish brown 13'-16' 4686 32 31.8 15 / CLAY,sandy,soft,brown and gray Pri w/ferrous nodules and ferrous 19 29 12 stains(CL) 17 20 06(6)5(6) 25.3 25 J 30 35 40 45 50 55 e0 Remarks:1)Dry auger to 10.0 ft.,wet rotary from 10.0 ft.to 20.0 ft.2)Free water first encountered at 10.D ft.during drilling;after 20 mina,at 7.83 ft. The ground water elevation was not determined during the course of this boring. j Driller:Adrian Perales Logger:John A.Gentry Organization:Geotest Engineering,Inc. FIGURE A-26 Cobsn 1402150011140215001 o.snum on aond_H. ae C9721000LG \J DRILLING LOG 1of1 °"'°° County Brazorla Hole GB-79 District Houston WinCore Highway McHard Road Structure Detention Pond-Clear Creek Date 04-0146 `' Version 3.1 CSJ 0912-31-290 Station 18+76.95 Grnd.Elev. 50.60 ft Offset 431.15'LT GW Elev. N/A L Texas Cone Triaxial Test Properties Elev. 0 (g) G Penetrometer Strata Description Lateral Deviator Wet Press. Stress MC LL PI Den. Additional Remarks (psi) (psi) (pck CLAY,stiff,dark gray w/sand 16 w/roots 0'4 seams(CH) 24 64 41 %passing#200 sieve=82% 46.5 6 no/ 3(6)7(6) _-6_20 23________11.1_1 CLAY,sandy,soft to very stiff, gray and yellowish gray w/calcareous 13 and ferrous nodules and ferrous 10 —./9(6)11(6) stains(CL) 1e 30 15 35 19 149_%passing#200 sieve=83% —/ w/sand seams 11.5'-13' 24 37.5 w/sandy clay seams 13.5'-15' 15 7(617(8) SILT,loose,brown w/sand(ML) 19 %passing#200 sieve a 82% 34. CLAY,stiff,reddish brown w/silt 22 seams and calcareous nodules(CH) 20 _26 27 70 43 122 s% 20-285200 sieve:98% 20 — 6(6)9(6) sokft 20'-21.5' / 27 22 53 33 %passing#200 sieve=86% 16(6)19f0.) r 25 _ yellowish gray and 25 _brown 26.5'-30' lea30 9(6)15(6) 23 n/ 19. — 35 40 45 60 55 60 Romer s:1)Dry auger to 15.0 ft.,wet rotary from 15.0 ft.to 30.0 ft.2)Free water first encountered at 16.0 ft.during drilling;after 20 mins.8.66 ft. The ground water elevation was not determined during the course of this boring. *sr Driller:Bo-Van&Sons Logger;Shapoor Golshan Organization:Geotest Engineering,Inc. FIGURE A-27 cuacsnao215mnn4a2rsoa_onenron Pono_Ciaer Creek ce7910a4 CLO DRILLING LOG 1of1 County Brazoria Hole GB-80 District Houston WinCore Highway Mallard Road Structure Detention Pond-Clear Creek Date 03-31-16 Version 3.1 CSJ 0912-31-290 Station 20448.39 Gmd.Elev. 60.00 ft Offset 671.36'LT GW Elev. N/A L Texas Cone Triaxial Test Properties Elev. 0Strata Description Lateral Deviator Wet Additional Remarks (ft) G Penetrometer Press. Stress MC LL PI Den. (psi) (Mil (Pcf) CLAY,sandy,dark gray(CL) iB wlgrass roots 0'-2' 48. CLAY,very stiff,dark gray and 4 30 19--5235 131 %passing#200 sieve=77% Frown(Cu) 46. 5 6(6)7(6) CLAY,sandy,soft,gray and brown 19 wlcalcareous nodules,ferrous w/ferrous nodules 6.5'-10' stains and sand seams(CL) 19 % 20 44 2 %passing#200 sieve=76% 10 7(6)7(6) very sandy clay 11.6'-12.5' 37.5 l 13 9 21 131 SILT,sandy,slightly compact, - 12(6)14(6) brown(ML) 23 15 22 %passing#200 sieve e'56% 30. 20 7(6)5J ) CLAY,silty,soft to stiff,yellowish w/silt seams 21.5-23' brown w/sand seams and ferrous 22 stains(CL) 26 11 23 211 12 127 %passing#200 sieve=88% 25 14(6)11 (8) 23.6CLAY,soft,reddish brown w/calcareoi V 0 3B 94 68 41 122— nodules(CH) 31 30 7(6)12(6) 18.5 35 40 45 50 - 56 - s0 Remarks:1)Dry auger to 16.0 ft.,wet rotary from 16.0 ft.to 30.0 ft.2)Free water first encountered at 15.0 ft.during drilling;after 20 mins.8.25 ft. The ground water elevation was not determined during the course of(Ills boring. Driller:Rusty-Van 8 Sons Logger:Shapoor Goishan Organization:Geotest Engineering,Inc. c mmsnam+soovaoz scm oaemmo rand CearCreek Ge79M4CLG FIGURE A-28 DRILLING LOG 1of1 County Brazoria Hole GB-81P District Houston WinCore Highway McHard Road Structure Detention Pond-Clear Creek Date 03-31-16 `' Version 3.1 CSJ 0912-31-290 Station 18«98.38 Grnd.Elev. 50.00 ft Offset 838.88'LT GW Elev. NIA L Texas Cone Triaxial Test Properties Elev. O Strata Description Lateral Deviator Wet Additional Remarks (ft) G Penetrometer Press. Stress MC LL PI Den. (Psi) (Psi) (PO CLAY,sandy,dark gray w/roots 19 48. (rI) CLAY,soft to stiff,gray and 4 26 722 70 45 127 %passing#200 sieve•79% dark gray w/sand seams and ferrousP3 gray and yellowish gray 4'-10' 5 -„,.. 4(8)5(6) nodules(CH) - - w/sand stone 6.5'-9' 7w/ferrous stains 6.5'-10' 43. CLAY,sandy,stiff,brown and - _ _ 22 9(6)9(6) gray w/calcareous nodules(CL) 0 25 21 39 20 127 w/slltsseams28-1sieve=85% 40. 10 CLAY,silty,soft,brown and reddish brown w/sand and silt seams(CL) 24 37, w/calcareous nodules 13'-15' 6 18 8 CLAY,stiff,reddish brown and 34 73 47 14 15 1 1 O gray(CH) 33.5 CLAY,silty,stiff,reddish brown 22 37 19 %passing#200 sieve•979 (CL) _0__, 15 23 131 w/calcareous notlules l0'-2y,' 20 / 12(6)14(6) 28.5 CLAY,stiff,reddish brown w/calcareous 27 _....0 nodules and silt seams(CH) r 6D 35 %passing#200 sieve=98% 25 10(6)16(6) 20 'taw/ 30 11 (6)17(6) 26 18.5 35 40 45 50 55 60 Remarks:1)Dry auger to 16.0 ft.,wet rotary from 16.0 ft.to 30.0 ft.2)Free water first encountered at 16.0 ft.during drilling;after 20 mins.9.17 ft. The ground water elevation was not determined during the course of this boring. *Nov Driller:Bo-Van 8 Sons Logger:Shapoor Golshan Organization:Geotest Engineering,Inc. FIGURE A-29 CI c V WAit4021500NUO215o01 Debmi0n Pond_Clear #A er Creek G .a094. G 4- DRILLING LOG 1of1 " County Brazoria Hole GB-82 District Houston WlnCore Highway McHard Road Structure Detention Pond-Clear Creek Date 03-30.16 Version 3.1 CSJ 0912-31-290 Station 20+17.84 Grod.Elev. 50.00 ft Offset 1043.34'LT GW Elev. NIA Triaxial Test Properties L Texas Cone Lateral Deviator Wet 0 Penetrometer Strata Description Press. Stress MC LL PI Den. Additional Remarks (ft) („) G (nail Well (oaf) . CLAY,sandy,soft to very stiff, 20 w/roots 0'-2' gray w/ferrous nodules and ferrous w/calcareous nodules 0'4.5' -/ stains(CL) 4 43 12 38 24 137 _%passing#200 sieve a 76% 5 / 3(6)4(6) 18 gray and Yellowish gray 2'-13' very soft 5'-8.5' 21 w/silt seams 6.6'-13' 0 15 22 29 12 111 %passing#200 sieve=74% 10 6(6)6(6) 22 37. _ SAND,silty,loose,brown(SM) 24 le passing#200 sieve=23% 15 -.':`. 4(6)5(6) 25 20- .r1. 7(6)5(6) 28.5SILT,brown w/santl seams(ML) 24 w/silly clay 22'-23' 27. ��/ CLAY,stiff to very stiff,reddish 0 36 27 65 42 132 %passing#200 sieve=99% 25 12(8)11 (6) brown(CH) J sided,w/calcareous nodules_nodules 28.5'-28' w/silt seams 28'-30' 30 / 11(6)16(6) 24 J 18.5 — 35 40 45 50 55 an Remarks:1)Dry auger to 17.0 ft.,wet rotary from 17.0 ft.to 30.0 ft.2)Free water first encountered at 17.0 ft.during drilling;after 20 mina.9.0 ft. The ground water elevation was not determined during the course of this boring. j Driller:Rusty-Van&Sons Logger:Shapoor Golshan Organization:Geotest Engineering,Inc. `V FIGURE A-30 C uobe914O215a0n1I 4e25wm pnemmn aond_cIeer CreeL_Gmalo54.CLn . DRILLING LOG 1 oft County Brazoda Hole GB-83 District Houston WinCore Highway McHard Road Structure Detention Pond-Clear Creek Date 0341-16 mar Version 3.1 CSJ 0912-31-290 Station 18+77.42 Grnd.Elev. 48.50 ft Offset 1166.58'LT GW Elev. NIA LTexas Cone Triaxial Test Properties Elev. G Penetrometer Strata Description LateralresDeviator MC LL PI Den. Additional Remarks (Psi) (psi) loch CLAY,sandy,dark gray and brown 18 w/tree roots 0'-2' n 46.5 CLAY,very hartl,dark gray w/sand 4 112 14 51 32 128—%passing#200 sieve=74% O8(8) seams(CH) 16 51 31 nollowiis4gray ye/calcareous/calcareous -/ 4 6 43.5 5 CLAY,sandy,medium stiff,brown and gray wfferrous nodules and 20 - ferrous stains(CL) j3(6)4(8) 10 10 20 44 29 119 %passing*200 sieve=64% 38.5 10 SAND,silty,loose,brown w/sandy clay lumps(SM) 22 %passing*200 sieve=36% 15 - B,6)7(6) 32. _� CLAY,silty,medium stiff,brown 19 F w/sand seams(CL-ML) 10(6)10(6) 0 12 21 21 5 112 j%passing#200 sieve=85% 28.5 20 CLAY,stiff,reddish brown w/calcareou r nodules and silt seams(CH) 0 31 28 61 36 125 25–/ 12(6)15(6) - 26 ---gray and brown w/sand seams& calcareous nodules 26.5'-28' 22. J yellowish brown&gray 27'40' —,..,v,' CLAY,silly,stiff(CL) 0 15 22 44 28 125 %passing*200 sieve=88% 20.5 CLAY,stiff,gray and brown w/calcareous 23 50 30 `e 30 / 14(6)16(6) nodules(CH) 17. 35 40 45 , 50 55 60 I Remarks:1)Dry auger to 30.0 ft. The ground water elevation was not determined during the course of this boring. -fid Driller:Rusty-Van&Sons Logger:Shapoor Golshan Organization:Geotest Engineering,Inc. cmome um15mnn402r5csi GeIedron ecnd_CInr geek Gwaow.aa FIGURE A-31 DRILLING LOG 1 of 1 /'"nom^` County Brazarla Hole GB-84 District Houston WinCore Highway McHard Road Structure Detention Pond-Clear Creek Date 03-30-16 9 Version 3.1 CSJ 0912-31-290 Station 19+46.93 Grnd.Elev. 49.50ft tea/ Offset 1366.82'LT GW Elev. NIA Triaxial Test Properties I L Texas Cone Elev. 0 Strata Description Additional Remarks (g) G LateraDeviator Wet Penetrometer Press. Stress MC LL PI Den. (Dsll (nal) (PcFl CLAY,sandy,dark gray(CL) 22 wares roots 0'-2' 47.5 w/canodules 2'-6' CLAY,gray and brown w/sand(CH) 24 52 32 %passingssing 02#200 slave=67% 45.5 6(6)t2(6) CLAY,sandy,very stitl,gray 5 45 14 43 26 140 %passing#200 sieve•57% 5 soft 5'-6.5' and brown w/ferrous nodules and -/ ferrous stains(CL) 14 10 34 13 23 9 134 39.5 10 i 14(6)12(6) %passing 0200 sieve=53% SAND,silty,loose to compact, wlsantl clay 11.5'-13' gray and brown(SM) _F16 23 7 Y 15 'i� 7(6)9(6) 20 21 %passing#200 sieve=12% 20 Isi 21(6)26(6) 21 25 5'' 36(6)32(6) 20 30 : NS ',...: 15(6)19(6) 16. 35 40 45 50 55 60 Remark :1)Dry auger to 17.0 ft.,wet rotary from 17.0 ft.to 30.0 ft.2)Free water first encountered at 17.0 ft.during drilling;after 20 mins.11.0 ft. The ground water elevation was not determined during the course of this boring. V Driller:Rusty-Van&Sons Logger:Shapoor Golshan Organization:Geotest Engineering,Inc. FIGURE A-32 oom l402rawru em�14021s00l_p . vod_Crear Creek b0 08794.mG C v DRILLING LOG 1of1 County Brezoria Hole C-1 District Houston WinCore Highway McHard Road Structure Roadway/Storm Sewer Date 5-2-16 'PPP' Version 9.1 CSJ 0912-31-290 Station Grnd.Elev. 100.00 ft Offset GW Elev. N/A L Texas Cone Thula!Test Properties Elev. 0 Strata Description Lateral Deviate Wet Additional Remarks )ft) G Penetrometer Press. Stress MC LL PI Den. (Psi) (psi) loci) PAVEMENT 99. 4"Asphalt over 0"Base CLAY,stiff,gray w/calcareous nodules(CH) 37 20 %passing 4200 sieve=67% 97. -L 5 — %s 10 — 15 20—' Remarks: The ground water elevation was not determined during the course of this boring. Osa+ Driller:Jorge Hemandez Logger:Felipe Gamez Organization:Geotest Engineering,Inc. FIGURE A-33 CUoeonamtsmtrnaoaiw sadRdwu ay_Sm sower CII0C5 tc --A- DRILLING LOG 1of1 County Brazoria Hole C-2 District Houston WinCore Highway McHard Road Structure Roadway/Storm Sewer Date 5-2-16 Version 3.1 CSJ 091231-290 Station Grnd.Elev. 100.00 ft V Offset GW Elev. N/A L Texas Cone Triaxial Test Properties Elev. 0 Strata Description Lateral Deviator Wet Press. Stress MC LL PI Den. Additional Remarks .(ff) G Penetrometer (pall (psi) (Pon PAVEMENT 98.9 3.5"Asphalt over 3.5"Base 00. CLAY,stiff,gray(CH) over 8"Shell and Sand 19 38 20 1%passing 8200 sieve=70% 97. 5 — • 1 10— 15 • 30 Remarks: The ground water elevation was not determined during the course of this boring. Driller:Jorge Hernandez Logger:Felipe Gamez Organization:Geotest Engineering,Inc. FIGURE A-34 Ohms'11W3umm1402t5001 Roadway Storm Sewed Cno05CLU DRILLING LOG '°" County Brazoria Hole C-3 District Houston WinCore Highway McHard Road Structure Roadway/Storm Sewer Date 5.2-16 'fee/ Version 3.1 CSJ 0912-31-290 Station Grnd.Elev. 100.00 ft Offset GW Elev. N/A L Texas Cone Triaxial Test Properties Elev. 0 Strata Description Lateral Deviator Wet Additional Remarks (R) G Penetrometer Press. Stress MC LL PI Den. (pelt (Dell (Pal PAVEMENT 88.3 1 FILL,clay,sandy,hard,gray 2.75"Asphalt over 8"Base w/calcareous and ferrous nodules 16 3417 ,%passing#200 sieve=71% 98. CLAY,very stiff,gray and yellow w 19 42 p5 %passing#200 sieve=74% /calcareous and ferrous nodules 97. 1 Put 5 — *ewe 10 — 15— I Remarks: The ground water elevation was not determined during the course of this boring. %so Driller:Jorge Hernandez Logger:Felipe Gamez Organization:Geotest Engineering,Inc. FIGURE A-35 C uObSI I w215001 a laozl5COI RwWay 91Crm Sewer cn0C5.CLG DRILLING LOG 1 of 1 County Srazorle Hole Cd District Houston WinCore Highway MCHard Road Structure Roadway/Storm Sewer Date 5-2-16 Version 3.1 CSJ 0912-31-290 Station Grnd.Elev. 100.00 ft V Offset GW Elev. N/A L Texas Cone Triaxial Test Properties Elev. O Penetrometer Strata Description Lateral StresstDeviator MC LL PI Den. tAdditional Remarks lftl G (pail (psi) (Pcf) PAVEMENT 99.3 CLAY,stiff,gray w/ferrous nodules 6"Asphalt over 3.5"ie=7 (CR) 19 48 27 %passing 8200 slave=78% 7 24 66 32 %passing 8200 sieve=84% 97. —4 5 — 10— 15 90 Remarks: The ground water elevation was not determined during the course of this boring. Driller:Jorge Hernandez Logger:Felipe Gamez Organization:Geotest Engineering,Inc. \Y/ FIGURE A-S8 C VCDs\114M1500111140215Wt Ro dway_Smem Sewer C11oC5 CLG DRILLING LOG 1 oft County Brazoria Hole C-5 District Houston WinCore Highway McHard Road Structure Roadway/Storm Sewer Date 5-2-18 %ler Version 3.1 CSJ 0912-31-290 Station Grnd.Elev. 100.00 ft Offset GW Elev. N/A L Texas Cone Triaxial Test Properties Elev. 0 Strata Description Lateral Deviator Wet Additional Remarks Penetrometer Press. Stress MC LL PI Den. (PCR (psi) Cacti , PAVEMENT 99'3 CLAY,silty,medium stiff,gray 6"Asphalt over 3.5"Base w/calcareous and ferrous nodules 22 48 37 %passing#200 sieve=79% 98. (CL) CLAY,stiff,gray and yellow w/calcareou ! 21 50 33 %passing#200 sieve 82% 1 and ferrous nodules(CH) 97. 5 — *ewe 10— — I 15— l — I 9n —' Remarks: The ground water elevation was not determined during the course of this boring. /w/ Driller:Jorge Hernandez Logger:Felipe Gamez Organization:Geotest Engineering,Inc. FIGURE A-37 CVWa11140215001\1140215001 RoaMny_elam 5exa,_C11oC5 CLG o SYMBOLS AND TERMS USED ON BORING LOGS Nod to SOIL TYPES • (SHOWN IN IAO COLUMN) Val liI VA • p Fie or Gravel Sand Silt Clay,silty Clay Muck Debris Clay,sandy Organics ' Peat TERMS DESCRIBING CONSISTENCY OR CONDITION COHESIONLESS SOILS:includes(1)clean gravels and sands, (2)silty or clayey gravels and sands, (3)inorganic and organic silts,and(4)sandy or clayey slit. TCP Blow/0.3 m(12 in.) Density Less than 8 Very loose 8 to 20 Loose 20 to 40 Slightly compact 40 to 80 Compact 80 to 51100 Dense 5"/100 to 0"/100 Very dense COHESIVE SOILS: Includes(1)inorganic and organic clays, (2)gravelly, sandy, or silty days. UC Ko/cmr(tsf) Consistency TCP Blow/0.3 m (12in) Consistency Less than 0.25 Very soft 0 to 8 Very soft 0.25 to 0.5 Soft 8 to 20 Soft 0.5 to 1.0 Medium stiff 20 to 40 Stiff 1.0 to 2.0 Stiff 40 to 80 Very stiff 2.0 to 4.0 Very stiff 80 to 51100 Hard Greater than 4.0 Hard 5"/100 to 0"/100 Very hard Note SOdrensided and fissured clays may have lower unconfined compressive strengths,bemuse of planes of weakness or Ratio in the soli. TERMS CHARACTERIZING SOIL STRUCTURE Parting:-paper thin In size Seam:-1/8"to 3"thick Layer.-greater than 3" Slickensided -having inclined planes of weakness that are slick and glossy In appearance Fissured -containing shrinkage cracks,frequently filled with fine sand or silt; usually more less vertical. Laminated -composed of thin layers varying color and texture: Interbedded -composed of alternate layers of different soil types. Calcareous -containing appreciable quantities of calcium carbonate. Well graded -having wide range In grain sizes and substantial amounts of all Intermediate particle sizes. Poorly graded -predominantly of one grain size,or having a range of sizes with some intermediate sizes missing. Flocculated -pertaining to cohesive soils that exhibit a loose knit or flakey structure. Geotest Engineering, Inc. FIGURE A-38 a- 0 PIEZOMETER INSTALLATION REPORT PROJECT NAME:CITY OF PEARLAND MCHARD ROAD i� EXTENSION DETENTION POND-O'DAY PIEZOMETER NUMBER: GB-70P GEOTECHNICAL CONSULTANT DESIGN CONSULTANT GEOTEST ENGINEERING, INC. FREESE & NICHOLS CITY OF PEARLAND, TEXAS COMPLETION DATE 01-27-16 DEPTH ELEV. DRY AUGERED 0 TO 8.0 FT (Fr) (Fr) WASH BORED 8.0 TO 18.5 FT a DRIWNG FLUID: WATER 3 FT 0 47.20 DEVELOPMENT DATE: 01-27-16 / /STYPE OF BACKFILL METHOD OF DEVELOPMENT: / CEMENT-BENTONITE BAILING A r RISER 1 FT TYPE PVC CASING .O. CA WATER LEVEL READINGS: U TYPE OF COUPUNG DATE DEPTH (TOG) ELEVATION 1 4820 THREADED 01-28-16TPE OF SEAL 1.6 451 3 4420 2 R' BENTONITE 02-29-16 3.3 43.85 42.20 2 FT LTYPE OF FILTER FILTER SAND MI • "�/ SCREEN 10 FT TYPE SLOT D. 2• SLOT SIZE 0.01 15 32.20 TPE OF BOTTOM CAP 15 32.20 0 TT THREADED PVC 5.0" le (NOT TO SCALE) REMARKS: NOTES: DRILLED BY: STARTED: STATION NO: 123+02.4 1. DIMENSIONS NOMINAL UNLESS AP 01-27-16 OFFSET: 134.7' RT OTHERWISE NOTED LOGGED BY: COMPLETED: 2. TOG = TOP OF GROUND JG 01-27-16 GROUND LEVEL (MSL): 47.20 CHECKED BY: APPROVED BY: NeiNK MB SHEET _L OF 1 GEOTEST ENGINEERING, INC. C:\CADFBES\JOBS\1140215001\1140215001 GB-00P.DWG FIGURE A-39 O O Ln PIEZOMETER INSTALLATION REPORT 0 a PROJECT NAME:CFTY OF PEARLAND MCHARD ROAD V ci EXTENSION DETENTION POND-O'DAY PIEZOMETER NUMBER: GB-75P JD ID GEOTECHNICAL CONSULTANT DESIGN CONSULTANT GEOTEST ENGINEERING, INC. FREESE & NICHOLS CITY OF PEARLAND, TEXAS COMPLETION DATE 01-15-16 DEPTH DRY AUGERED 0 TO 10.0 FT (FT) (FT)(�) WASH BORED 10.0 TO 21.5 FT a DRILLING FLUID: WATER 3 FT 0 46_10 DEVELOPMENT DATE: 01-25-16 // /STYPE OF BACKER METHOD OF DEVELOPMENT: CEMENT-BENTONITE BAILING RISER i R TYPE PVC CASING D. 21. WATER LEVEL READINGS: OLIO TYPE OF COUPLING DATE OFPTH (TOG) ELEVATIONTHREADED I 45.10 ` / 01-26-16 2.5 43.62 R F--TYPE OF SEAL 3 43.10 BENTONITE 02-26-16 2.8 43.3 2 FT 5 41_10 TYPE OF FILTER FILTER SAND MI SYPE SLOT 15 31.10 EEN 10 FT I.a 2. 20 26.10 5 FT 1 SLOT SIZE 0.01 TYPE OF BOTTOM CAP 20 26.10 D R THREADED PVC 5.0" (F— (NOT TO SCALE) REMARKS: NOTES: DRILLED BY: STARTED: STATION NO.: 157+00.00 1. DIMENSIONS NOMINAL UNLESS AP 01-25-16 OFFSET: 130' RT OTHERWISE NOTED LOGGED BY: COMPLETED: 2. TOG = TOP OF GROUND JG 01-25-16 GROUND LEVEL (MSL): 46.10 CHECKED BY: APPROVED BY: / NK MB SHEET 1 OF 1 I GEOTEST ENGINEERING, INC. C:\CADFILES\JOBS\1140215001\1140215001 GB-75P.DWG FIGURE A-40 O 0 10 PIEZOMETER INSTALLATION REPORT 0 + PROJECT NAME:CITY OF PEARLAND MCHARD ROAD EXTENSION DETENTION POND-O'DAY PIEZOMETER NUMBER: GB-81P GEOTECHNICAL CONSULTANT DESIGN CONSULTANT GEOTEST ENGINEERING, INC. FREESE & NICHOLS CITY OF PEARLAND, TEXAS COMPLETION DATE 03-3I-I6 DEPTH ELEV. DRY AUGERED 0 TO 16.0 FT (FT) (FT) WASH BORED 16.0 TO 31.5 FT a DRILLING FLUID: WATER 2'4T Ff 0 50.00 DEVELOPMENT DATE: 03-31-16 wwi r /E-TMPE OF BACKFILL METHOD OF DEVELOPMENT: CEMENT-BENTONITE I BAILING RISER 0 FTfli TYPE PVC CASING D. Y WATER LEVEL READINGS: I—I' TYPE OF COUP NG DATE PFPTH (TOG) ELEVATION 0 50_00 04-01-16 7.0 43.03 FT TWE OF SEAL 3 47.00 BENTONITE 05-02-16 5.0 45.0 7 FT 10 40.00 TPE OF FlLSER t!"111.1 FILTERcavoTYPEEN SLOT20 30.00Nor 10 Ff 2.30 �� 10 STAT SIZE 0.01 TYPE OF BOTTOM CW 30 2000 0 FT THREADED PVC (NOT TO SCALE) REMARKS: NOTES: DRILLED BY: STARTED: STATION NO.: 18+98.38 1. DIMENSIONS NOMINAL UNLESS 80 03-31-16 OFFSET: 838.88' LT OTHERWISE NOTED LOGGED BY: COMPLETED: 2. TOG = TOP OF GROUND SG 03-31-16 GROUND LEVEL (MSL): 50.00 CHECKED BY: APPROVED BY: Noe NK MB SHEET 1 OF 1 CEOTEST ENGINEERING, INC. c\CADFlLES\JABS\1140215001\1140215001 GB-61P.DWG FIGURE A-41 Nor- APPENDIX B Figure Summary of Laboratory Test Results B-I thru B-32 Grain Size Distribution Curves B-33 thru B-36 L California Bearing Ratio (CBR) of Laboratory—Compacted Soils B-37a thru B-37f Dry Density versus Laboratory CBR B-38a and B-38b Consolidated Undrained Triaxial Compression Test Results B-39 thru B-42 Permeability Test Results B-43 thru B-45 Pinhole Test Results B-46 } ± 6006 ! ! ! Z00000000000000 on cE2 ! ) ! B ! § ! 60 § § 04 § ! E ow° or C o t ; 0 | | ; § § 0000NN ! § ! o OD IMP OP / t1,10 sit. gm 6_cal ot'M \P \ - zm 0—i7s 2 ~0 00 ` ! / 0 , , w . 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NN _\ 7 , . � . . � . y . . 4- 0 | \ IH013M A 213S2:1tl00 1N303d 0 0 0 0 0 0 0 0 0 0 0 o N n a i!I to n co m Vr o 0 N Q N 0 C Z n > o s 0 0 o 0 a .„..), , Ll / a > o c CC o eq- ji�-/ E /P�a � _ mo U oW o N Z 0 o U F z et noo m Z M U 3rnn Cr In ujro IV — lj all Z 0 30 myH If) W iliN o N - •00 z o� T000 W E 0 z sj VIUVIN N - p N .t 0 z i 0000 Q �t Mro I l 0 0 in ' 0 NVINN �10 M1 PPP i'„- W CP ao 0 m ON MZ IIII orlon.- o ¢ NNU1N 4 N tel W Q — z 0 NIP CO 10 CC 12 t111411.11 o N��r COO nil D7010)Q) m 0000 rc'! u N o, o is E 0 A 00 0 0 0 0 0 0 0 0 0 No,.. 0 m co N co co a n N IHUI3M AB enNli 1N3DN3d Ceotest Engineering, Inc. FIGURE 8-33 11-1013M A9 63S8V00 1N302Qd 0 o o 0 0 0 0 0 0 0 0 O N N) a i() (0 N co O1 o 0No Id o 0 N p N O a O z .0 )- o 0 O 0 O a US U1 __ W Cr 0 ID o U$ _ _ — N Z re Co 0w Z0 w o 0v F tr. en 4 3 a ja D rc oo m i N no G_ d I< >;3 F- _ Z Illz p .. Oo (n w 0 VI N O � ) O a V V - E oT 4 z 4 000 W to 9 p,.I in VI VIU IN Yi II K A A ✓� O z Oo IT- O N m- W I I I 0 o 0 NNN 1010 u NM (0 WN a apaI-I- MZ I I 1 scD z *t - O ((Wan u- w w pMar Z 000 o mom m 000 f0 8 ]]j O f Z W taU J o O 0 0 0 0 0 0 0 0 0 .$ 0 01 cc N co N a M N V II-1013M A8 el3N13 1N3083d Ceotest Engineering, Inc. FIGURE B-34 11-1013M A8 a3SWO3 1N33J3d 0 0 0 0 0 0 0 0 0 0 0 o a N V) V t() 1.0 n m 0) 0 0 0 N 6 N 0 a 0 Z ID 0 o g 0 O reaO p F 6 O VI 0 E o U coIn W o EC / / o 55 o n p � as o -- _ ___ -c_ w Z 003 — w 0 I-- I` H s . - s d 333 m oire M 0000 0 (r z Z wp >.� /- - L e. .mm U7 Id II/ Q Z ID N o o n - N a V0C Z M C W IC a 00 N 9 = o Z Uj NVI fA NJ - p U) z, s` h 0 z_ Z o0o Q m ww K00 CD CO NII e ,p NN cc a cd cd o RO <NN Z 1 I I mnue- O Q CO VIN (A 0-),- W z Q — pva.- 0 ONN K Z hhh O Lj ' K0 0)Ol U) 01 m 000 il 0 0 • o ! Z E 0 0 0 0 0 0 0 0 0 0 0 "le 0 0 0 0 to VI O n N D-1013/A A8 S3NId 1N3383d Geotest Engineering, Inc. FIGURE B-35 1H013M A9 H]SHV00 1N30a3d 0 o o 0 0 0 0 0 0 0 0 o ry n a 0 0 N 00 0) j 0 o V 0 0 N a 04O a 0 z a >- 0 5 U 0_ o ED 6 N N W > 0 0' N_ /N U • D-- ul Z ce O W z w O V 4 333 D ce 0 0 0 CO CO o U -0 Li C Z W tn T T -- `� 0 CCC N W W NNm 0 o n� N4 4 Q N LO N E A oW Z t/i UINN Z U N vi Zz o I NOJN Q m_ 2t i Li In un to 0 0 rn orn LI w ce_ d0 N N 2 I I I If: ,y. 0 N to rn to In W La wYd� U' 0004 CC Z • r•-•C003 O N �r OZ 000 m 000 El apI{j N N. 0 • m , W 0 O O 0 0 0 0 0 0 0 0 0 o T m N to n a n w IH0I3M AS 213NI3 1N33213d Geotest Engineering, Inc. -- FIGURE B-36 `'" CALIFORNIA BEARING RATIO (CBR) OF LABORATORY-COMPACTED SOILS ASTM D1883 Project: McHard Road Job No.: 1140215001 Sample Location: Composite sample from borings No. GB-49, 51, 54, 55, 58, 62, 64, 67, 68 Sample Description: Dark gray Clay(CH) Liquid Limit: 57 Plastic Limit: 22 Plasticity Index: 35 Method of Compaction: ® ASTM D698 0 ASTM D1557 Blows per layer: 10 ` we Sample Condition: ® soaked ❑ unsoaked Dry Density before soaking 88.2 pcf Dry Density after soaking 86.3 pcf Moisture Content: Before compaction 18.6 % After compaction 18.5 % Top 1-in layer after soaking 26.4 % Average after soaking 25.0% Swell 2.18 % Bearing Ratio 0.30 % (® soaked 0 unsoaked) Surcharge 10 lbs ti. Geotest Engineering, Inc. FIGURE B-37a CALIFORNIA BEARING RATIO (CBR) OF LABORATORY-COMPACTED SOILS smile ASTM D1883 Project: McHard Road Job No.: 1140215001 Sample Location: Composite sample from borings No. GB-49, 51, 54, 55, 58, 62, 64, 67, 68 Sample Description: Dark gray Clay(CH) Liquid Limit: 57 Plastic Limit: 22 Plasticity Index: 35 Method of Compaction: E ASTM D698 ❑ ASTM D15S7 Blows per layer: 25 Sample Condition: E soaked 0 unsoaked } Dry Density before soaking 102.5 pcf `✓ Dry Density after soaking 101.3 pcf Moisture Content: Before compaction 18.2 % After compaction 18.1 % Top 1-in layer after soaking 23.7 % Average after soaking 21.4 % Swell 1.11 % Bearing Ratio 2.52 % (E soaked 0 unsoaked) Surcharge 10 lbs Geolest Engineering, Inc. FIGURE B-37b CALIFORNIA BEARING RATIO (CBR) OF LABORATORY-COMPACTED SOILS ASTM D1883 Project: McHard Road Job No.: 1140215001 Sample Location: Composite sample from borings No. GB-49, 51, 54, 55, 58, 62, 64, 67, 68 Sample Description: Dark gray Clay(CH) Liquid Limit: 57 Plastic Limit: 22 Plasticity Index: 35 Method of Compaction: ® ASTM D698 ❑ ASTM D1557 Blows per layer: 56 .` Sample Condition: ® soaked D unsoaked Dry Density before soaking 107.4 ocf Dry Density after soaking 106.1 pcf Moisture Content: Before compaction 18.5 % After compaction 18.5 % Top 1-in layer after soaking 23.2 % Average after soaking 19.7 % Swell 1.18 % Bearing Ratio 3.93 % (0 soaked ❑ unsoaked) Surcharge 10 lbs O. Geotest Engineering, Inc. FIGURE B-37c CALIFORNIA BEARING RATIO (CBR) OF LABORATORY-COMPACTED SOILS ASTM D1883 Project: McHard Road Job No.: 1140215001 Sample Location: Composite sample from borings No. GB-53, 54, 55, 56, 60, 61, 63, 66 Sample Description: Yellowish brown and gray Sandy Clay(CL) Liquid Limit: 38 Plastic Limit: 15 Plasticity Index: 23 Method of Compaction: ® ASTM D698 0 ASTM D1557 Blows per layer: 10 Sample Condition: ® soaked 0 unsoaked Dry Density before soaking 94.1 pcf Dry Density after soaking 93.1 pcf Moisture Content: Before compaction 16.5 % After compaction 16.7 % Top I-in layer after soaking 25.4 % Average after soaking 22.8 % Swell 1.35 % Bearing Ratio 0.83 % (® soaked 0 unsoaked) Surcharge 10 lbs Nuaid Geotest Engineering, Inc. FIGURE B-37d CALIFORNIA BEARING RATIO (CBR) OF LABORATORY-COMPACTED SOILS ASTM D1883 Project: McHard Road Job No.: 1140215001 Sample Location: Composite sample from borings No. GB-53, 54, 55, 56, 60, 61, 63, 66 Sample Description: Yellowish brown and gray Sandy Clay(CL) Liquid Limit: 38 Plastic Limit: 15 Plasticity Index: 23 Method of Compaction: ® ASTM D698 o ASTM D1557 Blows per layer: 25 Sample Condition: Z soaked 0 unsoaked Nrir Dry Density before soaking 108.4 pcf Dry Density after soaking 108.1 pcf Moisture Content: Before compaction 16.8 % After compaction 16.7 % Top 1-in layer after soaking 18.3 % Average after soaking 17.1 % Swell 0.283 % Bearing Ratio 4.64 % (® soaked ❑ unsoaked) Surcharge 10 lbs - Geotest Engineering, Inc. FIGURE B-37e CALIFORNIA BEARING RATIO (CBR) OF LABORATORY-COMPACTED SOILS V ASTM D1883 Project: McHard Road Job No.: 1140215001 Sample Location: Composite sample from borings No. GB-53, 54, 55, 56, 60, 61, 63, 66 Sample Description: Yellowish brown and gray Sandy Clay(CL) Liquid Limit: 38 Plastic Limit: 15 Plasticity Index: 23 Method of Compaction: ® ASTM D698 ❑ ASTM D1557 Blows per layer: 56 Sample Condition: ® soaked 0 unsoaked sed Dry Density before soaking 112.2 pcf Dry Density after soaking 111.8 pcf Moisture Content: Before compaction 16.2 % After compaction 16.4 % Top 1-in layer after soaking 17.1 % Average after soaking 16.8 % Swell 0.284 % Bearing Ratio 5.77 % (® soaked 0 unsoaked) Surcharge 10 lbs V Geotest Engineering, Inc. FIGURE B-37f Project: McHard Road Sample Location: Composite sample from borongs No.GB-49, GB-51 , GB-54, GB-55, GB-58, GB-62, GB-64, GB-67 and GB-68 O Sample Description: Dark gray Clay (CH) .16 z $ Liquid Limit: 57 Plastic Limit: 22 Plasticity Index: 35 Dry Density (pcf): 101 5.00r __.-- ------. _.. ——---, 4.00 56 blows/layer 3.00 Now r- w 1i 25 blows/layer CBR =2.2 i. 2.00 ---I_ co to 1.00 10 blows/layer i 0.00.. -1.00 I 80.0 85.0 90 0 95.0 100.0 105.0 110.0 DRY DENSITY AS MOLDED.PCF DRY DENSITY VERSUS CBR (ASTM D 1883) Geotest Engineering, Inc. FIGURE B-38a Project: McHard Road E ' Sample Location: Composite sample from borings GB-53, GB-54, GB-55, GB-56, GB-60, GB-61, GB-63, and GB-66 N Sample Description: Yellowish brown and gray Sandy Clay (CL) i z° $ Liquid Limit: 38 Plastic Limit: 15 Plasticity Index: 23 Dry Density (pcf): 108 6.00 • 56 blows/layer • I I I I I f 5001 CBR =4.5 25 blows/layer r I 4.00 -- � I w I I O 300 ° • - I m I f 0 I I _ zoo . . I • • 100_ 10 blows/layer I • 0.00 90.0 95.0 100.0 105-0 110.0 115.0 120.0 DRY DENSITY AS MOLDED,PCF j V DRY DENSITY VERSUS CBR (ASTM D 1883) Geotest Engineering, Inc. FIGURE B-38b 5.7 Total Effective I.-� ' I- 1 C, ksf 0.608 0 173 1 l / - ' - // • • P.deg __..._20.0 272 ',., //JI - % : Tan(e) 036 051 1 _ / - I II II I// N 38 _ I 4 I N LI ` 1 1 I / I . I _ I I .iy \. ' II 11 F 1 i t I ' -1 I \ 111 9 {I -r -- x . 31-- -H -_ 1 I -\-,1 ( I c4T11: 11: 171 l_ L/ +J- / Ti'f -1 4 \_-- 1 ' _-I , . A�{ 0 1.9 3.8 5.7 7.6 9.5 11.4 Total Normal Stress,ksf Effective Normal Stress, ksf --- 15 . .I I I 1 -I .`i. -I- Sample No. 1 2 3 . . . Water Content, 16.4 16.5 16.7 125 L I 11i-- I Dry Density, pcf 114.8 115.3 114.1 L 1 I I I la. Saturation, 96.3 98.1 96.0 jc Void Ratio 0.4571 0.4509 0.4661 L co m 10 11 11 l' Diameter,in. 1.47 1.49 1.49 _1.+ 1- -P. { rte.�L_ 3 Height,in. 2.98 2.95 2.96 El - t• • -r- Water Content, 19.1 17.3 17.6 rn 7 5 I I I 1 _ _i _J- 1 N Dry Density, pcf 110.7 114.2 113.7 o I __ L - e Saturation, 100.0 100.0 100.0 _ I, ' 1 ~ Void Ratio 0.5114 0.4648 0.4714 o 0 5 1 p Diameter,in. 1.50 1.50 1.50 1 I ! _ _ - Height,in. 2.96 2.92 2.92 a _ Strain rate, in./min. 0.01 0.01 0.01 2.5 ire Back Pressure,ksf 6.91 6.91 6.19 1III L ' 1-:- _: Cell Pressure, ksf 8.06 9.22 10.80 0 I ' ' Fail.Stress,ksf 3.38 4.12 6.60 0 10 20 30 40 Total Pore Pr.,ksf 6.55 6.41 7.20 Axial Strain,% Ult. Stress, ksf 3.38 4.12 6.60 Total Pore Pr.,ksf 6.55 6.41 7.20 Type of Test: di Failure, ksf 4.89 6.93 10.20 a CU with Pore Pressures s Failure, ksf 1.51 2.81 3.60 Sample Type: UNDISTURBED Client: Freese and Nichols Description: Yellowish brown and gray sandy clay Project: McHarad Road,City of Pearland,Texas LL=38 PL= 18 Pl= 20 Specific Gravity= 2.68 Source of Sample: GB-69 Depth: 6.5'-8' Remarks: ASTM D4767 Method B, Moisture Sample Number: S-4 i.+ ASTM D2216, LL and PL ASTM D4318, Proj. No.: 1140215001 Date: 03/17/2016 Imitial Water Content from Trimming, Specific TRIAXIAL SHEAR TEST REPORT Gravity ASTM °854 GEOTEST ENGINEERING, INC. FIGURE B-39 m1 I I 10 2 'I I 8 I I 8 07TH , m ❑ _ - - p0 0% 20% 40% 0% 20% 40% 10-3 10 4 1I 8 j[A— __ I_____ 1____.—_ I 8 -- _ I _.. .__ I l �� I I y 6/ m I I _—.-- 6 m N I m N N d y N N y n_ c Y 0_ 0 y y o O 4 _. _. !i__ -�. N O 4 .__.__.I I. O Na. _ O N mp 3 ❑ 0 2 - 11 ___-__ o 2 _ _. _ _. �_—_—______ p ISI I 0 0% 20% 40% 0% 20% 40% 9 Peak Strength I I '. Total Effective I I a= 0.571ksf 0.154ksfI _. - - __.— a= 18.9 deg 24.6 deg tan a= 0.34 0.46 I p� Y 0' 0 2 4 6 8 10 12 p,ksf Stress Paths: Total Effective— — — *Si Client: Freese and Nichols Project: McHarad Road.City of Pearland,Texas Source of Sample: GB-69 Depth: 6.5'-8' Sample Number: S-4 Project No.: 1140215001 GEOTEST ENGINEERING, INC. FIGURE B-39a 9 Total Effective 4.deg 14.$ 622.0 1 � 1 C, ksf 0.548i .y„ Tan(4) 0.26 040 - I I s h I_I i f J_ I 1 1 I . 'I ; r + 1 tT I- 1 � ' t , - I . r. .� - i- 11 j: � - _.--- -,11,111111:' I . _rte 1�'j- , __ �'i nr t - N i I I - kk I `_ i _.- er_.� i 1 I T t I . _L 1 0 3 6 9 12 15 18 Total Normal Stress,ksf Effective Normal Stress, ksf --- 9 u. I__ 1 '- , -- Sample No. 1 2 3 5 1 t Water Content, 26.0 33.3 33.2 ; i+ Dry Density, pcf 98.0 88.0 88.1 - .. Saturation, 96.1 97.1 97.0 _ I_ = Void Ratio 0.7396 0.9377 0.9354 `, 6 f v"id^ I 3 Diameter, in. 1.49 1.50 1.51 iiII. 1 t I I I- Height,in. 3.01 298 2.97 a 1 '- {_-_ - r P Water Content, 26.2 26.7 27.9 co '5 4 L,_ 2 .. Dry Density,pcf 99.3 98.6 96.8 - - -- II F Saturation, 100.0 100.0 100.0 > - 17 - < Void Ratio 03170 0.7306 03612 0 3 1� _ I 1 Diameter, in. 1.49 1.43 1.45 + I - i Height, in. 2.99 2.95 2.92 Strain rate in./min. 0.01 0.01 0.01 1:5 t1 _ Back Pressure,ksf 6.91 6.91 6.91 , .T I C _ Cell Pressure, ksf 9.07 11.23 15.55 0 I -F- - I Fail.Stress, ksf 2.79 4.55 7.28 0 10 20 30 40 Total Pore Pr., ksf 7.14 7.75 9.79 Axial Strain, % Ult. Stress,ksf 2.79 4.55 7.28 Total Pore Pr., ksf 7.14 7.75 9.79 Type of Test: o, Failure,ksf 4.72 8.04 13.04 CU with Pore Pressures Er, Failure, ksf 1.93 3.48 5.76 Sample Type: UNDISTURBED Client: Freese and Nichols Description: Redish brown clay Project: McHarad Road,City of Pearland,Texas LL= 74 PL=27 PI= 47 Specific Gravity=2.73205 Source of Sample: GB-75 Depth: 13'-15' Remarks: ASTM D4767 Method B,Moisture Sample Number: S-7 \r ASTM D2216,LL and PL ASTM D4318, Proj. No.: 1140215001 Date: 03/20/2016 'initial Water Content from Trimming.Specific TRIAXIAL SHEAR TEST REPORT Gravity ASTM D854 GEOTEST ENGINEERING, INC. FIGURE B-40 12.51 12.5 2 ' I 10 . . I 10 _ I I I a to to or to Ell __ NVy ay a 'o I 0 0 5 - _.__` _.__-. m o 5 -.. _� _.. _. _. o 16 o o I Tu ___ % 40% 40% 0% 20% 0% 20 0 2.5 -r _ 0 2.5 I p 0 12.53 I 12.5 4 E w 7.5 — - , _ 2 CO7.5-. I _I- _f_- L_. N ` N -N a) _.. a N x a N x u o 5 . _-- -__. ____. - o 5 _ J_ `om _. _—_- om a -> a '5 0 0 0% 20% 40% 0% 20% 40% 6 Peak Strength ^ice' Total Effective a= 0.530 ksf 0.158 ksf 1---. - : _. _f_! / _-i. a= 14.3 deg 20.3 deg 1 ii� tan a= 0.28 0.37 in / Il , O -I 1.11-11--#411 r \, f I \ 0 3 6 9 12 15 18 p,ksf Stress Paths: Total Effective- - - Client: Freese and Nichols Project: McHarad Road,City of Pearland,Texas Source of Sample: G13-75 Depth: 13'-I5' Sample Number: S-7 Project No.: 1140215001 GEOTEST ENGINEERING, INC. FIGURE B-40a 3 Total Effective - -- -- - - C, ksf 0.589 0.145 Q,deg 15.0 23.5 - - .-• . `e Tan(+) 027 0.43 2 x I ._ -.I it I.: I - I- I . . _ _ il._ . m - 1 I I . _ in d I i 1\ I J- 1- �-.-t 1I ' � \r-- I I \ r11 IN I t t 0-V'- I 11 . 11 -Y I I I' 0 1 2 3 4 5 6 Total Normal Stress,ksf Effective Normal Stress,ksf --- 6 i I_ i-_ I Sample No, 1 2 3 -I I Water Content, 22.4 23.0 22.2 1-171 5 J _ Dry Density, pcf 102.6 101.2 100.6 _ _LI { 1 - -- 1 Saturation, 93.0 92.2 87.7 r14-1-- H, , 'E Void Ratio 0.6560 0.6780 0.6876 '� - 4 1 - -i 1 _ 1_ Diameter,in. 1.47 1.48 1.51 m I t ._ I I i.._ f 1 1 Height,in. 3.00 3.01 3.00 L I-4 L {. - .1"-: ill - 2 Water Content, 24.7 24.2 23.4 3 rn 3 i .. Dry Density, pcf 101.6 102.4 103.7 ts ;41 _1 4 -1 I F Saturation, 100.0 100.0 100.0 > I - - 1 -- I • Void Ratio 0,6711 0.6579 0.6371 /21• 2 - 4 Diameter, in. 1.48 1.48 1.49 -I _ _._A { - Height,in. 2.98 2,98 2.96 Strain rate,in./min. 0.01 0.01 0.01 1 I 1 _ - _. Back Pressure, ksf 5.616 6.192 6.192 -- - _- Cell Pressure,ksf 6.192 7.344 8.496 Fail. Stress,ksf 1.906 2.533 3.120 0 to 20 30 40 Total Pore Pr., ksf 5.069 5.659 6.480 Axial Strain, % Ult.Stress, ksf 1.906 2.533 3,120 Total Pore Pr., ksf 5.069 5.659 6.480 a Type of Test: , Failure, ksf 3.030 4.217 5.136 CU with Pore Pressures a, Failure, ksf 1.123 1.685 2.016 Sample Type: UNDISTURBED Client: Freese and Nichols Description: Gray Clay Project: McHarad Road,City of Pearland,Texas LL= 64 PL=23 PI=41 Specific Gravity=2.72073 Source of Sample: GB-79 Depth: 2'-4' Remarks: ASTM D4767 Method B, Moisture Sample Number: S-2 'ir ASTM D2216,LL and PL ASTM D4318, Proj. No.: 1140215001 Date: 05/17/2016 Imitial Water Content from Trimming,Specific TRIAXIAL SHEAR TEST REPORT Gravity ASTM D854 GEOTEST ENGINEERING, INC. FIGURE B-41 10 1 I 10 2 6 I 6 I V I I w a m `m dN -_ 1 aye o m o m To Fp 1 Fp 0% 20% 40% 0% 20% 40% 103 10 4 I,, I 6 _ 1 6 I I E a vs6 _- . .. _ w 6 _ I 6:al E ILt5 o_ 0m d 8 4- ___- _._. - $2 `0 4 _ _I Q.• 5 1 0 > I 6 p p IP) _ m F 2 o 2 Vj II F 0 1 0 0% 20% 40% 0% 20% 40% 3Peak Strength Total Effective a= 0.566ksf 0.124 Ice -- - 'I ---- a= 14.5 deg 21.8 deg I tan a= 0.26 0.40 2 I _. _ __ ___- -i y y-- i / v, f 0 0.8 1.6 2.4 3.2 4 4,8 p,ksf Stress Paths: Total Effective - - — Client: Freese and Nichols J Project: McHarad Road,City of Remind,Texas Source of Sample: GB-79 Depth: 2'-4' Sample Number: 5-2 Project No.: 1140215001 GEOTEST ENGINEERING, INC. FIGURE B-41a 9 Total _ Effective / - H -I .. C, ksf 0.391 - 0,139 ` I ' I j,.- - - e,deg 20.9 26.0 . . I I .. mt' (m) _ _. • `►r Tan 0.38 0 49 I ..I w 8 - 1 1 -I I I I - I II ' I .���/ _ I 1 F_ 1 1 d 1I -II ilii �11� I_- I c 4 iI _ i 1 I Js �- r I _ . _.. co.c .....T_ Y -"It, Ts T.3 _Li I J • _1:2-11121--, c'� ft {t I- { t I III t I 11 �,� 11 ( L �1I- I `1 1 �� - t � o C,- h 11 'II I I I I I I 0 3 6 9 12 15 18 Total Normal Stress,ksf Effective Normal Stress, ksf --- 15 - .. 11 I _ Sample No. 1 2 3 T' I- t I 1 ` - Water Content, 18,0 182 18.1 1 ` 125 � Dry Density, pcf 109.6 109.3 109.4 ... I _ T�'i 1 1_11. 3 m Saturation, 91.8 91.9 91.7 _ c Void Ratio 0.5270 0,5306 0.5289 N.. 10 f 1 I Diameter,in. 1.54 1.50 1.51 IJ - ' [ 1 Height,in. 3.01 3.00 3.00 El Water Content, 21.1 21.4 18.5 y 7 5J 1 j .. Dry Density,pcf 106.9 106.3 111.8 o v Saturation, 100.0 100.0 100.0 G 1 - - - -- ~cr- Void Ratio 0.5653 0.5742 0.4965 p 5 I- TI2 - Diameter,in. 1.56 1.53 1.50 a- '-" -- Height, in, 2.99 2.98 2.96 _ 1 Strain rate, in./min. 0.01 0.01 0.01 2.5 { _ • Back Pressure, ksf 5.47 547 6.19 I_ T t 1 Cell Pressure,ksf 6.91 8.35 11.95 0 _ - I - 1 _..- {- Fail. Stress,ksf 2.75 4.32 7.55 o 10 20 30 40 Total Pore Pr., ksf 5.40 5.90 7.37 Axial Strain,% Ult. Stress, ksf 2.75 4.32 7.55 Total Pore Pr., ksf 5.40 5.90 7.37 Type of Test d1 Failure, ksf 4.27 6.77 12.13 CU with Pore Pressures a, Failure, ksf 1.51 2.45 4.58 Sample Type: UNDISTURBED Client: Freese and Nichols Description: Grayish brown sandy clay Project: McHarad Road,City of Pearl and,Texas LL=44 PL= 19 PI=25 Specific Gravity=2.68 Source of Sample: 013-80 Depth: 8'-10' Remarks: ASTM D4767 Method B, Moisture Sample Number: S-5 Nor ASTM D2216, LL and PL ASTM D4318, Proj. No.: 1140215001 Date: 05/11/2016 Irnitial Water Content from Trimming, Specific TRIAXIAL SHEAR TEST REPORT Gravity ASTM D854 GEOTEST ENGINEERING, INC. FIGURES-42 151 I15 2 I 12 I - i 12 _ I in N W 'r N N y ` d 0 z N m o 6 _ i Y Ta 0 r_.-------- I 0% 20% 40% 0% 20% 40% 15 3 I ' 15 4 I 12 - i _. i _. ____ I 12 - F--_. il. N v m y 0 `I� o in y d `n x 2 x oo TO 0 0 ISI 0% 20% 40% 0% 20% 40% 9Peak Strength ''. '.. Total Effective a= 0.365 ksf 0.125 ksf ---- - - -- — - --- a= 19.7 deg 23.6 deg 1 i'mo tan a= 036 0.44 !. 6 - _ -- i -- I ° — ch ' /i l I / 0 3 6 9 12 15 16 p,ksf Stress Paths: Total Effective— — — Client: Freese and Nichols Project: McHarad Road,City of Peadand.Texas Source of Sample: GB-80 Depth: 8'-10' Sample Number: S-5 Project No.: 1140215001 GEOTEST ENGINEERING, INC. 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L N V) O O m 0 U U O) VV 6 o a C J U N m m y dy C ti C L J N_ _ 0 d A :a O 0 0 0 0 d ° d (n J co 6V NNNNN E M N a 3 E ~ 0 Q o 1- LU W Z a 5 v d c d L. a CO d a 0 0 0 0 O W E m a d m 0 0 0 0 m O.. m 6- IR CO N CO d E Wr � t- P r- In o CO R R N Qs cn CO N N SO W F 0 K p) I tO▪ O O U OI `O-' CI- d N N N N ON 0 2 CO a o i- L .E E m .c c° o 0) n i+) r) v 0 00 o) d y 0 o La m 0 0 Zr Zr 0 C o m d m z' Q > U c W V 0) a d > N 3 0 0 O 'it EC a`o a E A O s O a dN CO V L!) d 10...- a m m CO 0 0 I $ ! .at- \ aa. ) / \ _ : : _ _ � \ . o 0 = L „ ! ! 1-1 E2 2 ■ _ (4 3 o , 0Li? r I— ••-• 3 3 \ 2 03 = :-...-,- = 01 3 = ` co o : _ L. E co 0 00 7 � T/ / _ < w = in N / wi (0co„ N r r � ® ; 0 en 0 in _ _ ,t‘i _42 w _ N 0ri vt co , corri cn § { i \ \ f / K 5 \ \ I ( # ) 03 ( ! \ / ~ * \ a ) 3 , < a § ) ! 3 . 4 Nnco. 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O )" m Cl N N x a CO CO IO co 0 R r Q co r cO C N O IZ U .. .. .. .. .. .. .. . t N- r r N- r m m u u 0 mE d - c c 4 cf) E J Er 3 m `a a a CC o g a o 2 I' m U m u v v v v v J a r > a CO m 0.of N N N N N Ea Q Co a a >> > I- Ijf 6 cm 2 Z L m a _ W E Ifid a 0 O O O 0 d Iv i L N 0 V ,.) a E L% N r r Nr ,ro a ^ a Nco'co o „ W f V O N N di a J .. .. Q V ^ ^ CO CO CO CO (0 C RI Co 0 E p) —. tic —° a a o 0 0 0 0 •y u 00 _ E a N N N N N a 2 a r v m .0 E a L p co co c- in v C T) '>E m 0 m a 0m w o 2 > U c o 0 0 0 C a ¢ o0 -I O mFmCa yca N > a 125 d UJ o >. E To 0 2 a iv 0 0 aN CO V V) 0 O. m V) 03 a I- 0 \as \ u5 0 o \ \$ » oo ! {H. / ( c, = 2\ ) § , \ §MZ ) « 5 , , ; : , , , ! ; \ ° \ } 6Z § \ _ : ( ° \ \ _ \> _ : \ _ z n ~ \! ! } \ : 6. co ® \\ • 0 1J } ) ` \ 0 - i \ 01 o Qs n \ \ 0 } - t \ \\ • 0 \ \ Naar APPENDIX C Figure WinCore Soil Strength Analysis—Drilled Shaft Design C-1 thru C-7 WinCore Soil Strength Analysis—Piling Design C-8 thru C-14 j SOIL STRENGTH ANALYSIS WinCore 'erslon 3.1 County Brazoria Hole GB-49 District Houston \r/ Highway McHard Road Structure Traffic Signals Modification Date 1-6-16 Control 0912-31-290 Station 0.34.E Grnd.Elev. 51.30 ft Offset 31.6'RT GW Elev. N/A TAT Values Preferentially Used Soli reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 51.3 48.3 0.00 0 0.0 0.00 0.00 2 48.3 39.8 0.09 792 0.0 0.14 1.18 3 39.8 26.3 0.21 1849 0.0 0.32 5.55 4 26.3 19.8 0.32 3528 0.0 0.62 9.56 5 19.8 18.3 0.00 1296 0.0 0.23 9.90 6 18.3 14.8 0.31 0 0.0 0.31 11.13 fir. Nik or FIGURE C-1 S IGeo1ean.cal JooeVn Jortsool.ow of Peenxm Meharo Road Epansiarvwlncore Dasig6VI4E9l500�Fozavay_swm 5s'ra Tzll'.c 6ignals_GF49.56 5866061 64fie CIG j SOIL STRENGTH ANALYSIS WlnCore County Brazoria Hole GB-56 District Houston Version 3.1 Highway McHard Road Structure Roadway/Storm Sewer Dale 1-11-16 Control 0912-31-290 Station 59+00.00 Grnd.Elev. 50.10 It Offset 10'RT GW Elev. N/A TAT Values Preferentially Used Soil reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 50.1 48.6 0.00 0 0.0 0.00 0.00 2 48.6 35.1 0.12 672 22.6 0.16 2.27 3 35.1 23.6 0.21 1944 0.0 0.34 6.19 4 23.6 21.1 0.00 4464 0.0 0.78 8.14 5 21.1 17.1 0.34 0 0.0 0.34 9.49 6 17.1 15.1 0.00 504 0.0 0.09 9.67 7 15.1 13.6 0.41 0 0.0 0.41 10.49 "a FIGURE C-2 S.GecleMmeal Jo05..l l'D l5661.C1y of Ceeele•b IdcHard Road ElnareionW,CO.e Oesign.II4021506�1ReaINay SrormSe.' , T2'ae 5im:au GB49.56.58.60.62.64.68 CLO j SOIL STRENGTH ANALYSIS WinCore County Brazoria Hole GB-58 District Houston 'ersiersion 3.1 *we Highway McHard Road Structure Hoa0way/Storm Sewer Date 1-7-15 Control 0912-31-290 Station 78+09.3 Grnd.Elev. 50.00 ft Offset 9.9'LT GW Elev. NM TAT Values Preferentially Used Soil reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 50 48.6 0.00 0 0.0 0.00 0.00 2 48.8 39 0.15 1288 16.6 0.25 2.56 3 39 37 0.00 1800 0.0 0.32 3.19 4 37 27 0.20 1512 0.0 0.26 5.83 5 27 20 0.35 1161 6.0 0.24 7.51 6 20 13.5 0.31 1224 0.0 0.21 9.01 'Oa sr 1.+.e FIGURE C-3 S GeoleChnical.16153'1140215001-Ply of Pioilaoo Y¢Hard Hoaa 6pan5,o5 V.66Cw5 D6565.1140715001_Ra655ay Scrn Save 5566 c SigreIs 6619.56.5850.6266 68 Cie SOIL STRENGTH ANALYSIS WinCore Version 3.1 County Brazoria Hole GB-60 District Houston Highway McHard Road Structure Roadway/Storm Sewer Date 1-28-16 Control 0912-31-290 Station 98+36.9 Grnd.Elev. 50.00 ft Offset 12'LT GW Elev. N/A TAT Values Preferentially Used Soil reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (TIE) 1 50 48.5 0.00 0 0.0 0.00 0.00 2 48.5 33.5 0.11 700 8.3 0.14 2.13 3 33.5 28.5 0.49 2808 0.0 0.49 4.59 4 28.5 20 0.43 1692 0.0 0.30 7.10 5 20 17 0.35 0 0.0 0.35 8.15 6 17 13.5 0.23 864 0.0 0.15 8.76 FIGURE C-4 S'Goole:MGM Jo059ID02150011Ary of Pea rlo od Me Hard Road Eva nsron dV mCore BE9on',1140216001 Roadway_Storm Se,er_i21Lc Sign aLCGB49.56.5860.6204 60CLG j SOIL STRENGTH ANALYSIS WinCore Version 3.1 County Brazorla Hole GB-62 District Houston Highway McHard Road Structure Roadway/Storm Sewer Date 1-11-16 Now Control 0912-31-290 Station 118.00.8 Grnd.Elev. 48.90 ft Offset 15.9'LT GW Elev. NIA TAT Values Preferentially Used Soil reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 48.9 46.4 0.00 0 0.0 0.00 0.00 2 46.4 43.9 0.00 1728 0.0 0.30 0.76 3 43.9 42.4 0.10 0 0.0 0.10 0.90 4 42.4 38.9 0.00 1296 0.0 0.23 1.70 5 38.9 37.4 0.08 0 0.0 0.08 1.82 6 37.4 33.9 0.00 2016 0.0 0.35 3.05 7 33.9 32.4 0.15 0 0.0 0.15 3.28 8 32.4 28.9 0.00 2016 0.0 0.35 4.52 9 28.9 27.4 0.14 0 0.0 0.14 4.73 10 27.4 23.9 0.00 2088 0.0 0.37 6.01 11 23.9 22.4 0.20 0 0.0 0.20 6.30 12 22.4 17.4 0.44 2952 0.0 0.52 8.89 13 17.4 15.9 0.00 2952 0.0 0.52 9.66 New 14 15.9 12.4 0.88 0 0.0 0.88 13.16 "'tor FIGURE C-5 s>osm464444Wobss.14021500-Coy Ed Pwile-o rncMoN Foao EWanJOPwlncne oe49^114o2i5001 fiom,.ry_s1oim scwk Traffic signal_GB49 66 se 60626468CLc Aft SOIL STRENGTH ANALYSIS WinCore Version 3.1 County Brazoria Hole GB-64 District Houston Highway McHard Road Structure Roadway/Storm Sewer Dale 1-8-18 Control 0912-31-290 Station 139+39.9 Grnd.Elev. 47.30 ft Offset 10.1'RT GW Elev. WA TAT Values Preferentially Used Soil reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 47.3 45.9 0.00 0 0.0 0.00 0.00 2 45.9 44.3 0.00 648 0.0 0.11 0.17 3 44.3 41.3 0.13 0 0.0 0.13 0.55 4 41.3 37.3 0.00 2088 0.0 0.37 2.01 5 37.3 35.8 0.16 0 0.0 0.16 2.25 6 35.8 24.3 0.20 1368 0.0 0.24 5.01 7 24.3 17.3 0.23 2052 0.0 0.36 7.52 8 17.3 14.3 0.29 1152 0.0 0.20 8.13 9 14.3 10.8 0.42 0 0.0 0.42 9.81 V FIGURE C-6 5'.6eoiecencaVOR=414021500Liry or Fear and M:rvaro Road 6panson Nand ore nesl9evI14021500i_ROadWay Sro,m Sw.er_nalae 5.gozs 004956 58.60.62 64 SOIL STRENGTH ANALYSIS WinCore Version 3.1 County Brazoria Hole GB-68 District Houston Highway McHard Road Structure Traffic Signals Modification Date 2-1-16 `i Control 0912-31-290 Station 181+20.2 Grnd.Elev. 44.70 ft Offset 15.3'RT GW Elev. N/A TAT Values Preferentially Used Soil reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (TIE) 1 44.7 42.7 0.00 0 0.0 0.00 0.00 2 42.7 26.7 0.21 1632 0.0 029 4.57 3 26.7 11.7 0.31 1824 0.0 0.32 9.36 4 11.7 8.2 0.66 3526 0.0 0.62 11.83 `r FIGURE C-7 S562.5lectInicai Jobs‘1140215001 Lily IN Pearlan6 612HaN Poaa EXpanSoOr WrCom eea!0n.1140215001.noaJ ay Slmm Sm'n!Lollic Signalz_613J956 56.6062 6+66 CIG It . SOIL STRENGTH ANALYSIS W lnCoCounty Brazoria Hole GB-09 District Houston Version 3.1 Highway MCHartl Road Structure Traffic Signals Modification Date 1-6-16 NsId Control 0912-31-290 Station 0.86.4 Grnd.Elev. 51.30 ft Offset 31.6'RT GW Elev. N/A TAT Values Preferentially Used Skin Friction Limit=1.25 tsf No soil reduction factor applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 51.3 48.3 0.00 0 0.0 0.00 0.00 2 48.3 39.8 0.13 792 0.0 0.20 1.68 3 39.8 26.3 0.30 1849 0.0 0.46 7.92 4 26.3 19.8 0.45 3528 0.0 0.88 13.66 5 19.8 18.3 0.00 1296 0.0 0.32 14.14 6 18.3 14.8 0.44 0 0.0 0.44 15.90 Nod V FIGURE C-8 S VG o¢ciwoal Joesv+40215001-Ciy of oeanaw McHx N Fool Expa none V✓Ircpre Design 140215001_Roadway_.5icm sewer T alio S,00A;G849 56 58 606264.68 Cle Si: SOIL STRENGTH ANALYSIS WinCore CountyBrazoria Hole GB-56 Version 3.1 District Houston NewHighway McHard Road Structure Roadway/Storm Sewer Date 1.11-16 Control 0912-31-290 Station 56+00.00 Grnd.Elev. 50.10 ft Offset 10'RT GW Elev. N/A TAT Values Preferentially Used Skin Friction Limit=1.25 Mt No soil reduction factor applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 50.1 48.6 0.00 0 0.0 0.00 0.00 2 48.6 35.1 0.17 672 22.6 0.23 3.25 3 35.1 23.6 0.31 1944 0.0 0.49 8.84 4 23.6 21.1 0.00 4464 0.0 1.12 11.63 5 21.1 17.1 0.48 0 0.0 0.48 13.56 6 17.1 15.1 0.00 504 0.0 0.13 13.81 7 15.1 13.6 0.58 0 0.0 0.58 14.98 Nasoo FIGURE C-9 5'GeccteMmeal JCP54 i 40215001014 of Peanand McHard Road E peneio6WnCwe Ges!p .11n0215M1dPwemM_Me"m5ev.er_Lalhe9gra6 66444 5556666264 66 CRC j SOIL STRENGTH ANALYSIS WlnCore County Brazorla Hole GB-50 District Houston Version 3.1 3 Highway McHard Road Structure Roadway/Storm Sewer Date 1-7-15 `tom Control 0912-31-290 Station 78+09.3 Grnd.Elev. 50.00 ft Offset 9.9'LT GW Elev. NM TAT Values Preferentially Used Skin Friction Limit=1.25 tst No soil reduction factor applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 50 48.8 0.00 0 0.0 0.00 0.00 2 48.8 39 0.22 1288 16.6 0.36 3.65 3 39 37 0.00 1800 0.0 0.45 4.55 4 37 27 0.29 1512 0.0 0.38 8.33 5 27 20 0.50 1161 6.0 0.34 10.72 6 20 13.5 0.44 1224 0.0 0.31 12.86 V FIGURE C-10 SVienchire al Jo0s 114021500'Cit 01 pearland MCHam goad E ns.onW.c Cme ees,gm 140215001_9 mEray_So'm Set r Trali a Sr gnalc 6E49 56 58 60626,168.OLG j, SOIL STRENGTH ANALYSIS WlnCore Version 3.1 County Brazoria Hole GB-60 District Houston ‘` Highway McHard Road Structure Roadway/Storm Sewer Dale 1-28-16 Control 0912-31-290 Station 98+36.9 Grnd.Elev. 50.00 ft Offset 12'LT GW Elev. N/A TAT Values Preferentially Used Skin Friction Limit=1.25 tsf No soli reduction factor applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (TX) 1 50 48.5 0.00 0 0.0 0.00 0.00 2 48.5 33.5 0.15 700 8.3 0.20 3.04 3 33.5 28.5 0.70 2808 0.0 0.70 6.55 4 28.5 20 0.62 1692 0.0 0.42 10.15 5 20 17 0.50 0 0.0 0.50 11.65 6 17 13.5 0.33 864 0.0 0.22 12.51 `Iter Ilia or FIGURE C-11 5 aLeolee hoar Jobs'914Q215001 Cry of Pearian0 Mc Hard Road Expo mb n'Pnnore De=ign'I140T500T_Ppad ay_Sionn Sewer Tales Sig noise B4956.5860 62 64262 GLG j SOIL STRENGTH ANALYSIS WinCore Version 3.1 County Brazoria Hole GB-62 District Houston Highway McHard Road Structure Roadway/Storm Sewer Date 1-11-16 N ed Control 0912-31-290 Station 118+00.8 Grnd.Elev. 48.90 ft Offset 15.9'LT GW Elev. WA TAT Values Preferentially Used Skin Friction Limit=1.25 tsf No soil reduction factor applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 48.9 46.4 0.00 0 0.0 0.00 0.00 2 46.4 43.9 0.00 1728 0.0 0.43 1.08 3 43.9 42.4 0.14 0 0.0 0.14 1.29 4 42.4 38.9 0.00 1296 0.0 0.32 2.42 5 38.9 37.4 0.12 0 0.0 0.12 2.60 6 37.4 33.9 0.00 2016 0.0 0.50 4.36 7 33.9 32.4 0.22 0 0.0 0.22 4.69 8 32.4 28.9 0.00 2016 0.0 0.50 6.45 9 28.9 27.4 0.20 0 0.0 0.20 6.75 10 27.4 23.9 0.00 2088 0.0 0.52 8.58 11 23.9 22.4 0.28 0 0.0 0.28 9.00 12 22.4 17.4 0.63 2952 0.0 0.74 12.69 13 17.4 15.9 0.00 2952 0.0 0.74 13.80 14 15.9 12.4 1.25 0 0.0 1.25 18.80 V FIGURE C-12 51Gea ee 'cel Joos.1140215001-City of Peerland McHard Pond Flven acn'.W,nCore Descni/40215001 Roadco y_Smrm Sewer_La H6 S,gnaG2G B49.565860.626468 CLG SOIL STRENGTH ANALYSIS WinCore 'erslon 3.1 County Brazoria Hole GB-64 District Houston `S Highway McHard Road Structure Roadway/Storm Sewer Date 1-8-16 Control 0912-31-290 Station 139+39.9 Grnd.Elev. 47.30+ Offset 10.1'RT GW EIev. N/A TAT Values Preferentially Used Skin Friction Limit=1.25 tst No soil reduction factor applied Strata EIev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PS9 (TSF) (T/F) 1 47.3 45.9 0.00 0 0.0 0.00 0.00 2 45.9 44.3 0.00 648 0.0 0.16 0.24 3 44.3 41.3 0.18 0 0.0 0.18 0.78 4 41.3 37.3 0.00 2088 0.0 0.52 2.87 5 37.3 35.8 0.23 0 0.0 0.23 3.22 6 35.8 24.3 0.29 1368 0.0 0.34 7.15 7 24.3 17.3 0.33 2052 0.0 0.51 10.75 8 17.3 14.3 0.42 1152 0.0 0.29 11.61 9 14.3 10.8 0.60 0 0.0 0.60 14.01 FIGURE C-13 5)Gegwhncal Jo0a11140215001.Gry or Peanana*Hard Road 6pan5!onAWrr9se nesgn'.114@I5001_Roedresy_Sorn Se.er_Trallic S9n&s_GB49 5658bn.6264 68CIG iiI- La SOIL STRENGTH ANALYSIS WlnGare CountyBrazoria Hole GB-60 3.1 60 District Houston Highway McHard Road Structure Traffic Signals Modification Date 2-1-16 Control 0912-31-290 Station 181+20.2 Grnd.Elev. 44.70 ft Offset 15.3'RT GW Elev. N/A TAT Values Preferentially Used Skin Friction Limit=1.25 tsf No soil reduction factor applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 44.7 42.7 0.00 0 0.0 0.00 0.00 2 42.7 26.7 0.29 1632 0.0 0.41 6.53 3 26.7 11.7 0.44 1824 0.0 0.46 13.37 4 11.7 8.2 0.94 3528 0.0 0.88 16.90 V FIGURE C-14 s:G erne&i eel Joao 1140215001 Loy of Pea rleno M-Ha re Hoax Expansinode/-nCaa Des vne1402215001_Poa O'oal_Slorm Sewer_T rail c Sign al a_GB49 Se 56 60 62 64OS CLG tame -. APPENDIX D Borings from Previous Study LOG OF BORING NO. GB-1 PROJECT : McHard Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearland. Texas LOCATION : N 13777864, E 3115623 COMPLETION DEPTH : 15.0 FT. See Plan of Borings (Figure 2) SURFACE ELEVATION : 52.21 FT. DATE : 12-12-12 SAMPLER : Shelby Tube/Split Spoon 0o o N UNDRNNED SEAR STRENGTH, H w trc S 2 ?N N K O RAND PENETROMETER U. DRY AUGER 0.0 TO 15.0 FT. a n"' ,r, = ii mO 6 • UNCONFINED COMPRESSION p WET ROTARY -- TO -- FT. e'; f<r -a £r II L UNCONSOLIDATED-UNDRAINED °O w =6 g- _ r y TRIAXIAL COMPRESSON Ps-) :- aN a 0 a 8 A iORVFNE DESCRIPTION OF MATERIAL si 0.5 1.0 1.5 2.0 2.5 - 52.2 Stiff dark gray FAT CLAY (CH) w/ferrous nodules 31 Citi —w/grass roots 0'-2' II —stiff to very stiff 32 OL w/colcoreous nodules and sand seams 4'-6 136 97 31 75 28 47 ft - 46.2 = Medium stiff to stiff brown and) gray SANDY LEAN CLAY se 22 34 19 Is p 0 CN (CL —w/calcareous nodules 6'-8' —medium stiff 8'-10' 21 /0 s_ INI 40.2- -\1 Very stiff reddish brown FAT CLAY (CH) `' - 37.2 1 \ 99 27 66 25 41 QN 26 2 36 3 DEPTH TO WATER IN BORING B: FREE WATER 1st ENCOUNTERED AT 15.0 F. DURING DRILLING; AFTER 15.0 MINI. AT 11.2 F. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. — Geotest Engineering, Inc. LOG OF BORING NO. GB-2 PROJECT : McHord Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Pearland, Texos LOCATION : N 13777924, E 3116379 COMPLETION DEPTH : 15.0 FT. See Plon of Borings (Figure 2) SURFACE ELEVATION : 54.87 FT. DATE : 12-12-12 SAMPLER : Shelby Tube/Split Spoon og K UNORAINEa SHEAR STRENGTH, �rc -n 0 ?M N K w 0 HAND PENETROMETER DRY AUGER : 0.0 TO 15.0 FT. za 7 ‘71 o _I w 6a Ln 3q Z 3 z • UNCONFINED COMPRESSION s s WET ROTARY -- TO -- FT. do W 0 C UNCONSOLIDATED-UNDRAINED an -, vo o -- Fa - 1RM%IAL COMPRESSION W a DESCRIPTION OF MATERIAL n$ o g 6 n TDRdANE - 54.9r ✓� 0.5 1.0 1.5 2.0 2.5 \ Medium stiff to stiff dark gray FAT CLAY (CH) 21 GA \ w/ferrous nodules . -w/gross roots, calcareous nodules and shell 85 26 61 24 37 5 fragments 0'-2' -stiff 2,_8, -slickensided w/calcareous 21 nodules bow' -y6 _10 brOWn and gray 69 96 27 63 24 39 ON o -w/silt seams 8'-15' 4 J3 n A 4 I.II.\ -stiff reddish brown 13'-15' - 39.9 1 M 24 n 2e 2 3. 35 Arid DEPTH TO WATER IN BORING : ?: FREE WATER 1st ENCOUNTERED AT 15.0 FT. DURING DRILLING: AFTER 15.0 MIN. AT 11.2 FT. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. — Geotest Engineering, Inc. LOG OF BORING NO. GB-3 (GB-3P) PROJECT : McHard Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearland, Texas LOCATION : N 13777928, E 3116954 COMPLETION DEPTH : 40.0 FT. Nee See Plan of Borings (Figure 2) SURFACE ELEVATION : 53.86 FT. DATE : 12-12-12 08 UNDRAJNED SHEAR STRENGTH, SAMPLER : Shelby Tube/Split Spoon -o z ,., Li H rc TSF Ci &p 6 Op. n' i.•, 0 HAND PENETROMETER w DRY AUGER : 0.0 TO 29.0 FT. za - C . . e 0 " 3 r 3 • UNCONFINED COMPRESSION i i WET ROTARY : 29.0 TO 40.0 FT. o ca sW a _ a rc w D <z a tr-S 8 nr-n Zy9 TRAxIA• 50CouPRESSION�INED DESCRIPTION OF MATERIAL G et o o ,i � 6 ] A TORYANE - 53.9 T 91E4 0.5 1.0 1.5 20 2.5 Hard gray FAT CLAY (CH) -w/grass roots 0'-4' -very stiff to hard 2'-4' 20 -very stiff 4'-8' 20 0 A -w/calcareous nodules and ferrous stains 4'-10' 32 s -slickensided 6'-8' T_ 45.9 .` e6 101 25 82 29 53 O • A Very stiff to hard groy and yellowish brown LEAN CLAY 16 A nh (CL) w/sand -medium stiff to stiff s reddish brown and gray New' k w/sill seams 13'-15' 77 21 10 38.9 Ni Very stiff reddish brown FAT CLAY (CH) w/calcareous and ferrous nodules 24 0 -slickensided 19'-21' 21 - 32.9 r % ]] 111 20 56 22 34 •60 = • Gray SANDY LEAN CLAY (CL) w/ferrous stains -stiff 21'-23' 60 17 24 16 e a0 MkAh -stiff to very stiff w/sand 21 50 17 seams 25'-27' -stiff to hard 27' 29' 62 ns IS 31 16 15 p 0 - 24.9 Mt% 19 A 0 T ' Dense gray SILTY SAND (SM) • I � 51 42 Ell y I - 18.9 ' 32 21 `e DEPTH TO WATER IN BORING a: FREE WATER Isl ENCOUNTERED AT 29.0 FT. DURING DRILLING; AFTER 15.0 MINI. AT 13.7 Ft T: WATER DEPTH AT 7.9 FT., HOLE OPEN TO 40.0 FT. ON 01-16-13. Continued on Figure A-30 Geotest Engineering, Inc. LOG OF BORING NO. GB-3 (GB-3P) Cont'd PROJECT : McHord Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Peorland, Texas LOCATION : N 13777928, E 3116954 COMPLETION OEPTH : 40.0 FT. See Plan of Borings (Figure 2) SURFACE ELEVATION : 53.86 FT. DATE : 12-12-12 UNPAIRED SHEAR STRENGTH, SAMPLER Shelby Tube/Split Spoon �K$ eP w ER H TSF DRY AUGER 0.0 TO 29.0 FT. f5 G - H N t w O HAND PENETROMETER 6 0 6 n 3 - • UNCONFINED COMPRESSION o 9 WET ROTARY : 29.0 TO 40.0 FT. `LL 3 - UNCONSOLIDATED-UNORNNEO tet2 w n r, u g �g, TRIAXNL COMPRESSION �i o 0 nn 0 L o m DESCRIPTION OF MATERIAL dN i a n TORVANE 18.91 35 .. '^0 up 0.5 1.0 1.5 2.0 2.5 Dense gray SILTY SAND (SM) Imo'....' ;.:: ;r -brown 38.5'-40' - 13.9— 40 . X 3 20 NOTE : See Piezometer GB-3P for water level measurements. - 45- Wolf - 50- - 55- - 60- - 65- - 70- DEPTH TO WATER IN BORING : FREE WATER 1st ENCOUNTERED AT 29.0 FT. DURING GRILLING; AFTER 15.0 MIN. AT 13.7 FT. T: WATER DEPTH AT 7.9 FT., HOLE OPEN TO 40.0 FT. ON 01-16-13. Geotest Engineering, Inc. • LOG OF BORING NO. GB-4 (GB-4P) PROJECT : McHord Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearland, Texas LOCATION : N 13777953, E 3117674 COMPLETION DEPTH : 40.0 FT. See Plan of Barings (Figure 2) SURFACE ELEVATION : 54.01 FT. DATE : 12-12-12 Qo H UNDRAINED SHEAR STRENGTH, SAMPLER : Shelby Tube/Split Spoon reo u TSF w u: N o 'RN H N w O HAND PENETROMETER DRY AUGER 0.0 i0 21.0 FT, a a- G '. o 'J' 2.� 3 8E: e j & • UNCONFINED COMPRESSION o WET ROTARY : 21.0 TO 40.0 FT. -o Z� N a 6000 W,NN z _ 0 0 u . UNCON50LIWTEO-UNOWJNED Hrt.Q am - �y9 LRAXNL COMPRESSION ,,, DESCRIPTION OF MATERIAL �� & C. a A TORVANE - 54.0— WO 6-� 0.5 1.0 1.5 2.0 2.5 Very stiff yellowish brown and groy FAT CLAY (CH) 31 00 w/ferrous nodules -stiff 2'-4' et -stiff to very stiff brown, 30 _ slickensided 4'-6' 93 81 38 101 35 66 -reddish brown w/calcareous r nodules 6'-8' 46.0 15 25 Stiff reddish brown LEAN S ` CLAY (CL) w/sand and silt - 1r seams 22 A -medium stiff to stiff 13'-15' '`` - 1 t -very stiff 15'-17' 79 106 22 30 15 Is t O i - 36.0 si,, a Very stiff reddish brown 22 AO s FAT CLAY (CH) w/calcareous _ 2Enodules 33.0 30 OD Medium stiff to stiff j reddish brown and gray t LEAN CLAY (CL) w/sand 20 A 0 -stiff to very stiff w/calcareous nodules 75 n1 18 32 16 16 h O - 29.0— 2 S l 23'-25' r Very stiff reddish brown FAT CLAY (CH) w/calcareous 24 LO nodules and ferrous stains -stiff to very stiff 27'-29' 27 O A - 3EL 99 25 62 24 38 /V' kai -stiff 33'-35' - 19.0— 351 16 nA DEPTH TO WATER IN BORING s: FREE WATER 1st ENCOUNTERED AT 21.0 FT. DURING DRILLING: AFTER 15.0 MIN. AT 19.6 FT. €: WATER DEPTH AT 7.2 FT., HOLE OPEN TO 40.0 FT. ON 01-16-13. Continued on Figure A-4a Geotest Engineering, Inc. LOG OF BORING NO. GB-4 (GB-4P) Cont'd PROJECT : McHard Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearlond, Texas LOCATION : N 13777953, E 3117674 COMPLETION DEPTH : 40.0 FT. See Plan of Borings (Figure 2) Wad SURFACE ELEVATION : 54.01 FT. DATE : 12-12-12 op a UNDRAINED SHEAR STRENGTH, SAMPLER : Shelby Tube/Split Spoon ✓ rc Bp 04 U N N R d 0 HAND PENETROMETER W DRY AUGER 0.0 TO 21.0 FT. n n o V Syw F 3 • UNCONFINED COMPRESSION N 0 2 5 a WET ROTARY 21.0 TD 40.0 FT, ,,e- w^ ?a ,4 o UNCONSOUDATED-UNDRAINED PhhF u TRIAXIAL COMPRESSION as ] TORVANE DESCRIPTION OF MATERIAL aN n� a 3 - 19.0+ 3 0.5 I.0 1.5 20 2.5 Very stiff reddish brown FAT CLAY (CH) w/calcareous nodules and ferrous stains 21 An - 14.0— 40 \ NOTE : See Piezometer GB-4P for water level measurements. - 45- V - 50- - o-- 55- - 60- - o-- 65- o- DEPTH TO WATER IN BORING V: FREE WATER 1st ENCOUNTERED AT 21.0 FT. DURING DRILLING; AFTER 15.0 MIN. AT 19.6 FT. WATER DEPTH AT 7.2 FT., HOLE OPEN TO 40.0 FT. ON 01-16-13. Ceotest Engineering, Inc. LOG OF BORING NO. GB-5 PROJECT : McHord Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Pearland, Texas `� LOCATION : N 13778025, E 3118346 COMPLETION DEPTH : 15.0 FT. See Plan of Borings (Figure 2) SURFACE ELEVATION : 56.06 FT. DATE : 10-30-12 ei- UNDIMMED SHEAR STRENGTH. SAMPLER Shelby Tube/Split Spoon 0� u a n TSF G ORY AUGER : 0.0 TO 15.0 FT. t� 0� U Ng X K = O NANO PENETROMETER LL O i m ; O q Z. UNCONFINED COMPRESSION o i WET ROTARY -- TO -- FT. dy $ z u W a SZ W UNCONSOCOMPRESSION NNEO yg o0 pa - - �u9 it COMPRESSION L i w0 DESCRIPTION OF MATERIAL .: ug a gu ] — TORVANE - 56.1— WO 1-2 a 0.5 1.0 1.5 2.0 2.5 FILL: very stiff to hard dark gray fat clay w/gross 54.1 roots, gravel and sand 16 n 0 \ seams I \ Very stiff dark gray FAT 25 0 a CLAY (CH) w/ferrous - 5,\ nodules -gray 4'-T 90 98 34 89 v 58 OL. \ -stiff 4.-8' -gray and brown w/calcareous - 48.1 . nodules 6I-8' r 38 Stiff to very stiff brown 1 \ and gray LEAN CLAY (CL) 71 114 19 3e 12 21 A ID - w/sand and ferrous nodules -w/calcareous nodules 4V 13'-15' - 41.1— 15 \ 26 n - 20- - 25- - 30- ,fie - 35- DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. Geotest Engineering, Inc. LOG OF BORING NO. GB-6 PROJECT : McHord Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Peorland, Texas LOCATION : N 13778124, E 3118889COMPLETION DEPTH : 15.0 FT. See Plan of Borings (Figure 2) SURFACE ELEVATION : 54.10 FT. DATE : 10-30-12 AB UNDRAINED SHEAR STRENGTH, SAMPLER : Shelby Tube/Split Spoon Fa a w N TSF L 1 ¢ -� U Tr N u, w O HAND PENETROMETER w g DRY AUGER 0.0 TO 15.0 FT. za a. 3 0 . s i 2. • urvcoNFwEO COMPRESSION �P WET ROTARY : -- TO -- FT. oT W$Pt zn Pw p UNC0rv50UDATE0-uNDRA NED Q a �^ 6 0U P qui by — TRIAXIAL COMPRESSION -i DESCRIPTION or MATERIAL zm a� 0 ° 0.- ] A IORVANE - 54.1— 0 -w z 0.5 1.0 1.5 2.0 2.5 FILL: hard dark gray fat cloy w/gross roots and 52.1 \ l gravel r 1e V Very stiff gray FAT CLAY (CH) w/ferrous nodules 91 30 89 31 58 O [1 —stiff 4'-9' - 5-\ —gray and yellowish brown 5`-8' 39 —w/calcoreous nodules 6'-9' \ 34 ifiii 45.1 - Stiff brown and gray LEAN CLAY (CL) w/sand, 76 105 20 a 18 25 r, C � to calcoreous and ferrous \ nodules and silt seams ) - 39.1_ 1 22 /A7 `� - 20- - o-_ 25- - 30- - 35- held DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILUNG. Geo test Engineering, Inc. LOG OF BORING NO. GB-7 PROJECT : McHord Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Peorlond, Texas `e LOCATION : N 13778373, E 3119447 COMPLETION DEPTH : 15.0 FT. See Plan of Borings (Figure 2) SURFACE ELEVATION : 54.77 FT. DATE : 10-30-12 O Te UNDRAINED SHEAR STRENGIX, SAMPLER : Shelby Tube/Split Spoon go (N i.a TSF a X w �, ORY AUGER : 0.0 TO 15.0 FT. a ns, - IN wr t w O RANO PENETROMETER '� o °J - p✓ - ? rX 3 0 UNCONFINED COMPRESSION o 5 i WET ROTARY -- TO -- FT, n3 i _ia u mt., U • UNCONSOUDATED_UNDR.NNLD iQET. w^ = go o .qR %u TRIAXIAL COMPRESSION W DESCRIPTION OF MATERIAL 2 . wX a si C 6 a A mamANE 54.8 u: 0.5 LO T5 2.0 2.5 r r I FILL: hard dark gray and � �4 gray fat clay w/grass 25 n0 - 52.8roots and sand seoms . tt r Very stiff groy FAT CLAY (CH) w/ferrous nodules 30 po I\ —stiff to very stiff 4'-6' \ —w/calcareous nodules 4'-8' \ —stiff gray and brown 91 34 50 21 29 slickensided 6'-8' - 46.8 % 86 35 M® Stiff to very stiff groy and yellowish brown LEAN 71 20 41 17 24 A n CLAY (CL) w/sand —soft to stiff brown and lite. 131-15' gray very sandy cloy 13'-15' 20 A(l - 39.8 1 2. 2 3. 3 DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. Geo test Engineering, Inc. LOG OF BORING NO. GB-8 PROJECT : McHard Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearland, Texas LOCATION : N 13778584, E 3120116 COMPLETION DEPTH : 15.0 FT. 3 See Plan of Borings (Figure 2) V SURFACE ELEVATION : 54.37 FT. DATE : 10-30-12 o0 0 Li UNORMNEO SHEAR STRENGTH, SAMPLER : Shelby Tube/Split Spoon Li w 16 TSF LT ^4o F N n o 0 HAND PENETROMETER o oar AUGER a.o To 15.0 FT. is 1�- RoZ , J z • UNCONFINED COMPRESSION o i WET ROTARY -- TO -- FT. 1n o 63 i fi J V E UNCONSOLIDAIED-VNORNNED SSION F.: A 0, w- 76 ¢a 0 F iT - TRIAXIAL COMPRESSION El • ¢o. TORVANE a DESCRIPTION OF MATERIAL G a o ti w 0.5 1.0 1.5 2.0 2.5 - 54.4— 0 FILL: very stiff to hard 4. brown and gray lean clay 12 A 0 52.4 w/gross roots, and sand Iseams I Hard dark gray and brown 90 28 56 31 55 d —\\ FAT CLAY (CH) w/calcareous and ferrous nodules \ —very stiff gray 4'-6' 30 0 \ —stiff to very stiff gray and brown slickensided - 46.4C 1 6'-8' 93 es 34 85 30 55 OA r \� n Stiff to very stiff brown - 1 and gray LEAN CLAY (CL) 22 A �\ w/calcareous and ferrous \\ nodules, ferrous stains and sandf seams s_ —soft to stiff very sandy clay 13'-15' J - 39.4— 15 \ 23 A t7 - 20- - 25- - 30- - 35- J DEPTH TO WATER IN BORING V: FREE WATER 1st ENCOUNTERED AT 15.0 FT. DURING DRILLING; AFTER 15.0 MIN. AT 12.5 FT. HOLE OPEN TO 15.0 FT. AT END Of DRILLING. — Geotest Engineering, Inc. LOG OF BORING NO. GB-9 (GB-9P) PROJECT : Mallard Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Pearlond, Texas LOCATION : N 13778585, E 3120817 COMPLETION DEPTH : 15.0 FT. Noose See Plan of Borings (Figure 2) SURFACE ELEVATION : 53.95 FT. DATE : 10-31-12 po u N UNDIMMED SHEAR STRENGTH. SAMPLER : Shelby Tube/Split Spoon r w TSF 2 = N El DRY AUGER : 0.0 TO 15.0 FT. 146 a nN - r w 0 HAND PENETROMETER 'i m 3 - ' S a 3 S UNCANFINEO COMPRESSION n WET ROTARY : -- TO -- FT. d; za sw u UNCONSOLIDATED-UNDRAPED o Tn co - u th Fir mo coz oe �a _ %% - UNCOLL COMPRESSION o DESCRIPTION OF MATERIAL iG a� go 6 u 0 tORvaNE - 54.0 0.5 1.0 1.5 2.0 2.5 F j_4 FILL: dork groy fat clay - 53.0 " fraw/grossgments roots,and shell sand seams 34 Stiff dark gray FAT CLAY (CH) SIJ 37 93 32 61 -gray and brown 4'-8' -w/ferrous nodules 4'-13' ah -stiff to very stiff Se 6/calcareous nodules 6'-13' 92 29 z Silk -brown and gray 8'-13' 21 ;' —w/sand and silt seams 41.0 12'-15' r Stiff to very stiff brown 'tir - 39.0 I and gray LEAN CLAY (CL) 82 Ie 36 19 n A n w/sond, calcareous nodules I- and ferrous stoins NOTE : See Piezometer GB-9P for water level measurements. 20 2 34 3 DEPTH TO WATER IN BORING NO GROUNDWATER ENCOUNTERED DURING DRILLING. T: WATER DEPTH AT 8.1 FT, HOLE OPEN TO 15.0 FT. ON 01-16-13. — - Geotest Engineering, Inc. LOG OF BORING NO. GB-10 PROJECT : McHard Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Peorland. Texas LOCATION : N 13778591, E 3121551 COMPLETION DEPTH : 15.0 FT. 3 See Plan of Borings (Figure 2) heed SURFACE ELEVATION : 58.54 FT. GATE : 10-30-12 SAMPLER Shelby Tube/Split Spoon gee00 u x N UNDRAINED SHEAR STRENGTH, M DRY AUGER : O.O TO 15.0 FT. W6 3.Cs u NN u 0 RANO PENETROMETER '� L. a' _. n a. 3 E3f 5 5 z 0 UNCONFINED COMPRESSION WET ROTARY : -- TO -- FT. '—u '6 5 Z t o6 zN n o o u L . UNCONSOLIDATED-UNDRNNED trlQ TRIAXIAL COMPRESSION 6 Nm d .. F 0 DESCRIPTION OF MATERIAL Ay�' ai o -a j 6 5 TORVANE - 58.5 W• FP • 0.5 1.0 1.5 2.0 2.5 Stiff dark gray and gray FAT CLAY (CH) w/ferrous nodules 27 —w/grass roots 0'-2' 35 OA M95 36 98 34 64 m —gray and yellowish brown .\ 8 -9. —medium stiff to stiff 38 slickensided 8'-10' \ —w/calcareous nodules 8'-15' I —gray and brown 9'-11' 54 37 I �� • —stiff to very stiff reddish brown and gray 11'-15' 21 AC) '•1/ - 43.5 1 2• 2 35 • 35 ,vili DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING, Geotest Engineering, Inc. LOG OF BORING NO. G8-11 PROJECT : McHord Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pear-land, Texas `�. LOCATION : N 13778618, E 3121993 COMPLETION DEPTH : 15.0 FT. See Plan of Borings (Figure 2) SURFACE ELEVATION : 60.96 FT. DATE : 10-30-12 4S u N UNORAINED SHEAR STRENGTH. SAMPLER Shelby Tobe/Split Spoon r w TSG G rix z u lK N n w m DRY AUGER : D.D TO 15.0 FT, a s - o HAND PENETROMETER '� 0 "� W 3LL o J a 3 . UNCONFINED COMPRESSION o WET ROTARY -- TO -- FT. n� �N j yr 0 u UNCONSouDATEo-UNDRAINED >� 00, d ✓y� mm TRIAXIAL COMPRESSION W o DESCRIPTION OF MATERIAL cAr ug oa o g 6 A TORVANE - 61.0 •t L 0.5 1.0 1.5 2.0 2.5 r I FILL: very stiff dork gray I 4 and gray fat cloy w/gross 1e ON roots and calcareous 58.0 Mt nodules - Very stiff dark gray FAT 93 28 BO 29 51 OA 1CLAY (CH) w/ferrous nodules -stiff to very stiff 4'-6' 34 OA .\ -medium stiff to stiff, slickensided 6'-8' -grey 2ndd yellowish brown 82 37 F -sti6'-12' 8'-10' 35 pQ ff I -w/calcareous nodules 8'-15' -brown and gray 12'-15' -w/sand and silt seams `fir 161 13'-15' - 46.0 1 19 /0 2t 2 3. *s 35 DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT, AT END OF DRILLING, Ceotest Engineering, Inc. LOG OF BORING NO. G8-12 PROJECT : McHord Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Pearlond, Texas LOCATION : N 13778682, E 3122614 COMPLETION DEPTH : 15.0 FT. 3 See Plan of Borings (Figure 2) V SURFACE ELEVATION : 53.12 FT. GATE : 10-30-12 zz5 0 N UNDRAINED SHEAR STRENGTH, SAMPLER : Shelby Tube/Split Spoonw u Id tc % I11 0 HAND PENETROMETER G 81 DRY AUGER : 0.0 TO 15.0 FT. k. 77 0lw t O = z 6'A Zw i- n, g . UNCONFINED COMPRESSION p . Di A WET ROTARY -- TO -- FT. aN Ca yz0 L , UNCONSOUDATED-UNDRAINED Q C. df, a %F TRIF%LLL COMPRESSION W o DESCRIPTION OF MATERIAL CG 62 o - - n A TOR>ANE re 0.5 1.0 1.5 2.0 2.5 - 53.1— S 4 FILL; hard dark gray and 4 gray fat clay w/gross Rz o0 - 51.1 r 1 roots r \ Very stiff dark gray FAT CLAY (CH) w/ferrous 91 24 80 29 51 e nodules - 5'\ —stiff to very stiff gray \� and yellowish brown 4'-6' 31 —medium stiff to stiff, slickensided 6'-8' 8> 36 • a \ —gray and brown 6'-12' —w/calcareous nodules 7'-12' 19 rh 1pl\ 40.1 Very stiff brown and gray LEAN CLAY (CL) w/sand, 81 19 48 70 28 An `� - 38,1— 15 calcareous and ferrous nodules - 2o- - 25- - 30- - 35- DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. Ceotest Engineering, Inc. LOG OF BORING NO. GB-13 PROJECT : McHard Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearlond, Texas LOCATION : N 13778717, E 3123314 COMPLETION DEPTH : 15.0 FT. See Plan of Borings (Figure 2) SURFACE ELEVATION : 53.27 FT. DATE : 10-30-12 SAMPLER : Shelby Tube/Split Spoon foo y� K UNPINNED SEAR STRENGTH. D • M` HG u =K K K 0 HAND PENETROMETER EA DRY AUGER : 0.0 TO 15.0 FT. Lt G w im m a 3 Ot- = C • UNCONFINED COMPRESSION yr WET ROTARY -- TO -- FT. u� $ kV- sF o u G pa s �U o • UNCONSOLIDATED-UNORNNED a p 2 rg % TRIAXIAL COMPRESSION W r, DESCRIPTION OF MATERIAL am tX a o n ] A TORVANE w Kpg 0.5 LO 1.5 2.0 2.5 - 53.3 j. FILL: very stiff to hord reddish brown and dark 22 - 51.3 -��n gray fot clay w/grass - 4 0 rootsin 1 and skng seams Very stiff dark groy FAT 95 29 89 31 58 e CLAY (CH) w/ferrous nodules -gray 4'-6' 3' 29 Ca -stiff lc4Teo -w/colcnd boo nodules 5'-15' -gray and brawn 6'-15' 3e 86 37 •A I New, - 38,3 11461 24 nC7 2• 2 3• %me 3 DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. Geotest Engineering, Inc. LOG OF BORING NO. G8-14 PROJECT : McHard Water Transmission Line & Road Extension PROJECT NO. 1140185901 City of Peerless, Texas LOCATION : N 13778748, E 3123913 COMPLETION DEPTH : 15.0 FT. } See Pion of Borings (Figure 2) •V SURFACE ELEVATION : 52.83 FT. DATE : 10-30-12 21- SAMPLER Shelby Tube/Split Spoon oa K UUNO0.NNEO STSF HEAR STRENGTH, La Kilt et DRY AUGER : 0.0 TO 15.0 FT. tIf N u ?K K K o 0 HAND PENETROMETER " w m = Wa ¢ 3 0,.: J 3 3 6 UNCONFlNEO COMPRESSION L.- FW z A WET ROTARY : -- TO -- FT. l; ig z J C • UNCONSOLIOATEO-UNORAMEO QOO w o o F TRIA%PA COMPRESSION p Liz 0. A TORVANE DESCRIPTION OF MATERIAL e. a 0 D V 3 - 52.8+ WD 0.5 1.0 1.5 2.0 2.5 FILL: very stiff to hard dark gray and brown fat 27 O 50.a clay w/grass roots and gravel Very stiff dark gray FAT 31 a CLAY (CH) w/ferrous - 5- nodules —stiff 4'-8' 92 37 99 34 64 \ —gray and brown 4'-13' —w/calcareous nodules 7'-13' —stiff to very stiff, 35 slickensided 8'-10' - 1 0 91 33 • An - 39.8-11\\ Stiff to very stiff brown and and gray LEAN CLAY 80 20 45 20 25 A n - 37.8— 15 (CL) w/sond, calcoreous rI and ferrous nodules and silt seams - 20- - o-- 25- - 30- - 35 79409 - DEPTH TO WATER IN BORING NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. Ceotest Engineering, lnc. LOG OF BORING NO. GB-15 PROJECT : McHord Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearland, Texas LOCATION : N 13778821, E 3124421 COMPLETION DEPTH : 15.0 FT. lee' See Plan of Borings (Figure 2) SURFACE ELEVATION : 51.56 FT. DATE : 10-30-12 UNDRAINED SHEAR STRENGTH, SAMPLER : Shelby Tube/Split Spoon F“. i : w N TSF ={< N N w 0 HAND PENETROMETER C o DRY AUGER : 0.0 TO 15.0 FT. za nN 3 G . i - LI J z • UNC°NBNEO COMPRESSION p a 5 F WET ROTARY -- TO -- FT. �N zn 46 u Z • UNCONSOUOATED-UNDRNNED j o o - u TRIAXIAL COMPRESSION ° . re =`-' y w DESCRIPTION OF MATERIAL o g a - A TORVA'E 51.6— r ✓+� o. 0.5 1.0 1.5 2.0 2.5 - j FILL: hard dark gray and 4 gray fat clay w/gross •; roots and calcareous 20 4 nodules -141 91 24 76 28 48 - 47.6 \ Very stiff gray FAT CLAY (CH) w/ferrous nodules -stiff slickensided 6'-8' 30 OA -gray and brown 7'-13' —w/calcareous nodules 8'-15' 92 89 31 80 29 51 31 -brown and gray w/sand seams 13'-15' '\I/ 86 26 63 24 39 ,m - 36.6— 15- S" - 20- - 25_ - 30- - o-- 35- DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. Ceotest Engineering, Inc. LOG OF BORING NO, G8-16 PROJECT : McHard Water Transmission Line & Road Extension PROJECT NO. : 1140155901 City of Pearlond, Texas LOCATION : N 13778742, E 3124865 COMPLETION DEPTH : 2.0 FT. V See Plan of Borings (Figure 2) SURFACE ELEVATION : 49.00 FT. DATE : 11-01-12 �N r SAMPLER : Shelby Tube/Split Spoon 22 u _ UNDRAINED SHEAR STRENGTH, TSF nG rN K N O HAND PENETROMETER a o g DRY AUGER : 0.0 TO 2.0 FT. Cul 3 _ t — / UNCONFINED COMPRESSION 8 i WET ROTARY -- TO -- FT. ug Wo so._ G C • UNCONS0UDATEO-UNDRNNEO W m p= V Q g ~F� — TRIVIAL COMPRESSION G DESCRIPTION OF MATERIAL w W. 0i n 0. a A TORVANE 0.5 1.0 1.5 2.0 2.5 .A'N 12.25" Concrete mr 48.0 47.0 FILL: dark gray leon clay NOTE : Hit obstruction at 2 feet - 5- and boring was offset to GB-16A, - lo- Need - 15- - 20- - o-- 25- - 30- - 35- DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 2.0 FT. AT END OF DRILLING. Geotest Engineering, /nc. LOG OF BORING NO. GB-16A (GB-16AP) PROJECT : Mchlard Woter Tronsmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearlond, Texas ,`� LOCATION : N 13778742, E 3124865 COMPLETION DEPTH : 40.0 FT. See Plan of Bonn (Figure 2) SURFACE ELEVATION : 49.00 F. DATE : 11-01-12 wi- UNDRAINED SHEAR STRENGTH. SAMPLER : Shelby Tube/Split Spoon oe o .2 w K x TSF DRY AUGER 0.0 TO 40.0 FT. Le N 5 nM N- - w 0 HAND PENETROMETER L4:I Lai- p W d 3 - e3 2 3 - RNaONEINE° COMPRESSION a y 5 3 WET ROTARY : -- TO -- FT. w6 tN id C UNCONSOLIo rEO-UNORAINEO 0 1 16 w Q m o U - TRNXIAL COMPRESSION e, o DESCRIPTION OF MATERIAL N a� i j A TORYMNE - 49.0 4 �� 0.5 1.0 1.5 2.0 2.5 r- FILL: hard dark gray and gray fat clay w/colcareous 21 ,1 1 and ferrous nodules and ••i grass roots ••• 91 25 75 28 47 2 Ill•• I - 43.0r 39Stiffgrayand yellowishbrownFATCY (CH)w/calcareous and ferrous93 J4 el z9 52nodules -very stiff 8'-10' 23 40-w/silt seams 8'-14' -reddish brown and gray `e - 35.0 13-14 \ Stiff reddish brown and e4 111 20 31 Ii u rLCt I gray LEAN CLAY (CL) w/sond - 32.0 FVery stiff reddish brown 25 sAT CLAY (CH) w/ferrous stains II -w/sand seams 120' 25 W ' -slickensided 18odul -w/c-2areous nodules 211-27' 98 92 32 91 32 59 a 29 -stiff to very stiff 26 30 slickensided 27'-29' �\ -g and reddish brown99 xs • q'0 w/ferrous nodules ow''-31' .� 22 LO -very stiff to hard 33'-40' 26 /0 14.0 3 ,`e DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. is WATER DEPTH AT 11.1 FT., HOLE OPEN TO 40.0 FT. ON 01-16-13. Continued on Figure A-16Ao Geotest Engineering, Inc. LOG OF BORING NO. GB-16A (GB-16AP) Cont'd PROJECT : Hord Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Peorlond, Texas LOCATION : N 13778742, E 3124865 COMPLETION DEPTH : 40.0 FT. j See Plan of Borings (Figure 2) i•w/ SURFACE ELEVATION : 49.00 FT. DATE : 11-01-12 r SAMPLER : Shelby Tube/Split Spoon °o o u w x UNDWJNED SHEARFSTRENGTH. u. (,"j '� DRY AUGER : 0.0 TO 40.0 FT. �a ¢ NH H ,_ o O RAND PENETROMETER o .. 3 s $ 9 3 • UNCONFINED COMPRESSION s 5 WET ROTARY : -- TO -- FT. to i A p ry 9 yJ r^- UNCONSOUDATED-UNDRAINED a o m pZ =U ] r — TRMMAL COMPRESSOR (J, DESCRIPTION OF MATERIAL 0 - a a - j 6 A TORVMff - 14.0— 3 U, 0.5 1.0 1.5 2.0 2.5 Very stiff reddish brown FAT CLAY (CH) w/ferrous stains -w/colcoreous nodules 38'-40' - 9.0- 40 24 An NOTE : See Piezometer GB-16AP for water level measurements. - 45- I - 50- `"} - 55- - 60- -- o-- 65- o- .ad DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. #: WATER DEPTH AT 11.1 PT.. HOLE OPEN TO 40.0 FT. ON 01-16-13. Ceotest Engineering, Inc. LOG OF BORING NO. GB-17 PROJECT : McHard Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Pearland, Texas `e LOCATION : N 13778839, E 3125610 COMPLETION DEPTH : 15.0 FT. See Plan of Borings (Figure 2) SURFACE ELEVATION : 53.52 FT. DATE : 10-31-12 goo K UNORNNED SHEAR STRENGTH, SAMPLER : Shelby Tube/Split Spoon c0 a TSF w g� -N u ?K K K ie 0 HAND PENETROMETER DRY AUGER 0.0 TO 15.0 F.T. za n O N 3 zw e J g • UNCONFINED COMPRESSION i WET ROTARY : -- TO -- FT. w , '- UNCON50uMTEO-UNDRAINED 19. i• f uS go- w. 2.6 �U o ty le: • TRWXNL COMPRESSION DESCRIPTION OF MATERIAL 2m 12 0 0-0e _ 0 0. § 0 TORVANE - 53.5 0 �� mr O.5 1.0 1.5 1.0 2.5 V# FILL: hard dark gray and rz gy fat cloy w/grass9 51.5roots, shell fragments and- r calcareous nodules Very stiff dark groy FAT 93 24 78 28 50 CLAY (CH) w/calcareous and ferrous nodules very stiff s' 25 11c -stiff to very stiff, slickensided 6'-8' 85 a5 •AO -brown and gray 8'-13' 22 A l \I —w/sand seams 11'-13' - 40.5 Medium stiff brown and groy Troop, \ LEAN CLAY (CL) w/sand and - 38.5 1 calcareous nodules 72 20 31 15 16 m 20 2 3E %we 3 DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. Geotest Engineering, Inc. LOG OF BORING NO. GB-18 PROJECT : McHord Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Pearland, Texas LOCATION : N 13778919, E 3126305 COMPLETION DEPTH : 15.0 FT. See Plan of Borings (Figure 2) SURFACE ELEVATION : 53.34 FT. DATE : 10-31-12 oo N UNDRAINED SHEM STRENGTH, SAMPLER : Shelby Tube/Split Spoon G. 18 12 w TSF G gp h s s N w w O HMO PENETROMETER W .4 W DRY AUGER : 0.0 TO 15.0 FT. id LL W3 Oq; _ s x UNCONFINED COMPRESSION z L' s % WET ROTARY : -- TO — FT. I 8 tb 50 I Zu V UNCONSOUOATEO-UNDRAINED Yn z, c F TRIAXLLL CONPRESSIDN a o a c.b u w DESCRIPDON OF MATERIAL u� C 3 a a TORVANE - 53.3- 0 fl 0.5 1.0 1.5 2.0 2.5 FILL: hard dark gray and reddish brown fat clay 16 w/gross roots, shell 50.3 fragments, wood and sand l seams 21 - s-(\\�I Very stiff dark gray FAT CLAY (CH) -gray 4'-8' 91 26 78 28 50 a—w/ferrous nodules 6'-8' \ —w/calcareous nodules 7'-8' 45.3 ! 28 Stiff to very stiff brown ch, DLEAN L) - 1, n,�, wSAN/calcoreousY nCLAYodules(Csa 11s 15 26 Is 11 \ -reddish brown w/ferrous stains and silt seoms 13'-15' 21 A n V - 38.3- 15 " ' - 20- - o-- 25- - 30- - 35- `r1/ DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 R. AT END OF DRILLING. Ceotest Engineering, Inc. LOG OF BORING NO. GB-19 PROJECT : McHord Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Peorland, Texas LOCATION : N 13778952, E 3126961 COMPLETION DEPTH : 15.0 FT. `Fr See Plan of Borings (Figure 2) SURFACE ELEVATION : 52.28 FT. DATE : 10-31-12 0o H UNDRANED SHEAR STRENGTH, SAMPLER : Shelby Tube/Split Spoon o a o w K TSF us DRY AUGER : 0.0 TO 15.0 FT. wp w trj NK K w O HANG PENETROMETER " w m L. wa au) -t 5 . 2 • UNCONFINED COMPRESSION o LL 4 s WET ROTARY -- TO -- FT. uN^ it ja 4 UNCONSOUDATED- UNDRUNED ts d / S^ -I w pga r' G F TRIAXIAL COMPRESSION Pi o DESCRIPTION OF MATERIAL - uZ o / j n n A TORVANE - 52.3— 0 teW 0.5 1.0 1.5 2.0 2.5 FILL: hard dark gray and - 50.3graroot fat cloy w/grass r \ tT \ Hard dork gray FAT CLAY (CH) w/ferrous nodules 19 a —gray 41-6, - 5-\ —w/calcareous nodules 4'-15' —gray and yellowish brown 91 21 va 27 n pp 6 —B to —very stiff reddish brown 22 and gray 8'-15' 1_ lDe 21 /d O Naar - 37.3— lY 27 AO IN - 20- - o-- 25- - 30- - 35- DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. Geotest Engineering, Inc. LOG OF BORING NO. GB-20 PROJECT : McHord Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearland, Texas LOCATION : N 13778912, E 3127585 COMPLETION DEPTH : 15.0 FT. Ned See Plan of Borings (Figure 2) SURFACE ELEVATION : 52.89 FT. DATE : 11-01-12 ?..- SAMPLER K UNDRUNEO SHEM STRENGTH, SAMPLER Shelby Tube/Split Spoon �o i wTSF Ip -• ' �N N R w O HAND PENETROMETER tu LL o DRY AUGER 0.0 TO 15.0 FT. iv 6• ,I s g _ - S 2 ip UNCONFINED COMPRESSION a ' pp WET ROTARY : -- TO -- FT, d'£ �S jx Sw 3 UNCONSOVOATEO-UNORNNED w t F I 00 ¢u et. ci u • TRL IN. C0MPRESSWN 0 . RS � g a n 0 TORVM& DESCRIPTION OF MATERIAL o ] 6P n 0.5 1.0 1.5 20 2.5 - 52.9 • ". .' 10.375" Concrete - 52.0 IiiiReddish brown FAT CLAY (CH) 30 w/sand seoms -w/yo us nodules 2'-4' -very2'-8' 95 28 53 22 31 AO 4 stiff -gray 4'_8' s 40 - -stiff to very stiff 8'-10' 29 nO -w/colccrecus nodules 8'-15' 91 29 En A i\i -w/silt seoms 13'-15'37.9 1 92 24 53 22 31 On 20 2 3. 3 DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF GRILLING. Geo test Engineering, Inc. LOG OF BORING NO. GB-21 . PROJECT : McHard Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearland, Texas LOCATION : N 13778860, E 3128327 COMPLETION DEPTH : 30.0 FT. "4..e? See Pion of Borings (Figure 2) SURFACE ELEVATION : 50.97 FT. DATE : 12-13-12 SAMPLER Shelby Tube/Split Spoon oo vw. N UNDRAINED SHEAR STRENGTH, Li eN: 0 ?N r`' a w O HAND PENETROMETER L. DRY AUGER 0.0 TO 18.0 FT, za 6N s F J N WET ROTARY 18.0 TO 30.0 FT. -w a UNCONFINED COMPRESSION a t ;AN zn . Z UNCONSOLIDATED-UNDRAINED i vq a = 0 o H cm TRMJOAL COMPRESSION m p= y �„Li w 0 DESCRIPTION OF MATERIAL z'aG a o laif] 0 e] 6 A TORVMIE 51.0- 0 mr 0.5 LO 1.5 20 25 In FILL: stiff dork gray fat � cloy27 1 -w/grass roots 0'-2' 41.4 -very stiff 2'-4' • •1 a a elt —gray w/ferrous nodules and •• sand seoms 4'-6' - 45.0 s� 90 90 28 99 31 58 lea \ Stiff yellowish gray FAT CLAY (CH) w/colcoreous 33 Oa nodules and ferrous stains -very stiff 8'-13' 0.\ 21 P9 — —very stiff to hard 13'-20' —reddish brown 13'-25' 15,%\\.% 19 A n 4 \ -Th97 105 23 66 25 41 •• An ��-\ -very stiff 23'-25' 25\\ 19 /0 —)I -very stiff to hard gray and brown 28'-30' 23 A n - 21.0- 30 - 35- DEPTH TO WATER IN BORING ?: FREE WATER 1st ENCOUNTERED AT 17.0 FT. DURING DRILLING; AFTER 15.0 MIN. AT 16.0 FT. HOLE OPEN TO 30.0 FT. AT END OF DRILLING. — Ceotest Engineering, Inc. LOG OF BORING NO. GB-22 PROJECT : McHard Water Tronsmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearlond, Texas LOCATION : N 13778892, E 3129254 COMPLETION DEPTH : 15.0 FT. ,d See Pion of Borings (Figure 2) `el/ SURFACE ELEVATION : 50.71 FT. DATE : 12-13-12 po U R UNDRAINED SHEAR STRENGTH. SAMPLER : Shelby Tube/Split Spoon Fw 2 z w x TSF w DRY AUGER : 0.0 TO 15.0 FT. ow col u HN H 1- = O HANG PENETROMETER m °� �� i4 g ? 4 UNCONFINED COMPRESSION N s WET ROTARY : -- TO -- FT. $ qw Za UNCONSOUDATED-UNDRAINED o �, 03 w p 0 r U TRIA%ML COMPRESSION 9 o DESCRIPTION OF MATERIAL r: rc2 Dw 3 n 0 TDRVANE 47-be n 0.5 L0 1.5 2.0 2.5 4110 50.7— 0 FILL: stiff dark gray fat �• cloy w/silt seams 29 2 a —w/gross roots 0'-2' I a1 96 24 A0 —groy w/ferrous nodules •It 4'-8' 44.7 _4 29 \ Stiff gray FAT CLAY (CH) —slickensided w/silt seams 8'd8' 88 94 29 70 26 44 ED —medium stiff to stiff w/ferrous stains and as - lo-k. ferrous nodules 8'-10' 03 —yellowish brown and groy \ 10-13 37.7 nic Stiff reddish brown and groy LEAN CLAY (CL) 84 22 43 20 23 O J - 35.7— 1 w/sond, calcareous and - ferrous nodules - 20- - o-- 25- - 3o- - 35 vNS DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. — Ceotest Engineering, Inc. LOG OF BORING NO. GB-23 PROJECT : McHard Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Pearlond, Texas LOCATION : N 13778956, E 3130140 COMPLETION DEPTH : 30.0 FT. 9r' See Plan of Borings (Figure 2) SURFACE ELEVATION : 50.07 FF. DATE : 12-13-12 06 UNDRAINED SMEAR STRENGTH. SAMPLER : Shelby Tube/Split Spoon - v w TSF �p eq u ¢ N IG DRY AUGER : 0.0 TO 15.0 FT. u 6N - Gk t o 0 HAND PENETROMETER ' O i n 3 p F 5 - • UNCONFINED COMPRESSION I WET ROTARY : 15.0 TO 30.0 FT. oln i . 20 s r 4 5, a 2n UNCONSOLIDATED-UNDRAINED W o rA vl o Td Q go 5 ,) u - TRIAXIAL COMPRESSION cL DESCRIPTION OF MATERIAL L. 6 o TORVANE - 50.1- 0 - GWK' a ¢ 0.5 1.0 1.5 2.0 2.5 Hard dark gray LEAN CLAY (CL) w/sand 107 20 AO -w/grass roots 0'-2' -yellowish brown and gray 2'-10' 16 nO -very stiff 4'-6' -w/calcareous nodules and ferrousstoins 19 ei O\ -very stiff to hard 6t_8' -stiff to very stiff 8'-10' 14 0 110 19 40 18 22 ,A n 4 ,` Medium densebrown and gray SILTY SAND (SM) n 16 21 15 -w/lean clay seams 14.5'-18' 31.6- 1-.., Loose brown and gray CLAYEY - 30.1- 20 1. SAND (SC) 9 32 I9 21 13 8 Very stiff reddish brown and gray FAT CLAY (CH) w/calcareous nodules 2__ 94 108 20 51 21 30 an i h-vsey ssiff to ard w/sandsr t 28'-30' ha19 nO - 20.1- 30 - 36- `e DEPTH TO WATER IN BORING g: FREE WATER 1st ENCOUNTERED AT 14.0 FT. DURING DRILLING; AFTER 15.0 MIN. AT 12.8 FT. HOLE OPEN TO 30.0 FT. AT END OF DRILLING. Ceotest Engineering, Inc. LOG OF BORING NO. GB-24 (GB-24P) PROJECT : McHord Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Pearland, Texos LOCATION : N 13779002, E 3131080 COMPLETION DEPTH : 15.0 FT. 3 See Pion of Borings (Figure 2) ter/ SURFACE ELEVATION : 49.81 FT. DATE : 12-13-12 K UNORAINED SHEAR STRENGTH, SAMPLER : Shelby Tube/Split Spoon gp . K K TSE _ ?K w 0 HAND PENETROMETER 0 01 DRY AUGER : 0.0 TO 15.0 FT. ii u H r c 3 ,: 3 ? UNCONFINED COMPRESSION p LLCi3 WET ROTARY : -- TO -- FT. in o WN zv u UNCONSOLIDATED-UNDRNXED fi e" 5 ] _ • TRIA%NL COMPRESSpN UO r pu A G. iaftVANE DESCRIPTION OF MATERIAL ON u� a o0.5 1.0 1.5 2.0 2.5 - 49.8} r \ Very stiff to hard dark gray LEAN CLAY (CL) w/sond 12 A 0 -w/gross roots 0'-2' -w/calcoreous nodules 2'-4' -hard 2'-6' 19 14 nO _ \ -gray 4,-6, -w/ferrous nodules 4'-B' -very stiff yellowish brown 12 a0 and gray -w/calcareous nodules 6'-10' e4 110 19 49 19 30 A DO -stiff reddish brown, yellow and gray 8'-10' - 39.8- 14 \ 22 AC) Loose brown and gray SANDY SILT (ML) sz 7 55 23 NOTE : See Piezometer GB-24P for water level measurements. - 20- - 25- - 30- - 35- 0-- 35- V DEPTH TO WATER IN BORING : V: FREE WATER 1st ENCOUNTERED AT 15.0 FT. DURING DRILLING; AFTER 15.0 MIN. AT 12.0 FT. : WATER DEPTH AT 4.1 FT., HOLE OPEN TO 15.0 FT. ON 01-16-13. Geotest Engineering, Inc. LOG OF BORING NO. GB-25 PROJECT : McHord Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Pearlond, Texas LOCATION : N 13779100, E 3131968 COMPLETION DEPTH : 15.0 FT. ,` See Plan of Borings (Figure 2) SURFACE ELEVATION : 49.17 FT. DATE : 12-13-12 �Oo a n. UNORAINED SHEAR STRENGTH. SAMPLER : Shelby Tube/Split Spoon c0 LuTSF w I¢ -N a rp. te K `yf 0 RAND PENETROMETER L. w m j DRY AUGER : 0.0 TO 15.0 FT. * a 3 y F UNCONFINED COMPRESSION o x s WET ROTARY : -- TO -- FT, oo zn =a 3 w Y _ �,, a w 'wqu o t9 op 4. TRIAXIAL COMPRESSIONRA�NEO W p m p2 0 O a % A TORVANE DESCRIPTION OF MATERIAL - 49.2— w0 oi- vPM 1 0.5 1.0 1.5 2O 2.5 Medium stiff dark gray LEAN CLAY (CL) w/sand 26 19 —w/grass roots 0'-2' —medium stiff to stiff 2'-4' \ —w/calcareous nodules 2'-8' Mas 23 —yellowish brown and gray _ \ 2 -10 \ —stiff to very stiff 4'—6' 71 106 21 49 21 25 W O —w/ferrous nodules 6'-8' \ —very stiff 6'—10' \ 20 ES 0 39.2-- 10 20 A n Loose yellowish brown and gray SILTY SAND (SM) 8 40 16 w/clay seams ]5.7- -(.rt.•. *o,. \ Brownand gray LEAN CLAY (CL) w/sift seams and silt to 21 - 34.2— 1.. ` \ loyers r - 20- - o-- 25- - 30- - 35- DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. Ceotest Engineering, Inc. LOG OF BORING NO. GB-26 PROJECT : McHord Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Pearland, Texas LOCATION : N 13779141, E 3132799 COMPLETION DEPTH : 15.0 FT. ♦ See Plon of Borings (Figure 2) V SURFACE ELEVATION : 48.33 FT. DATE : 12-13-12 oo N UNDRAINED SHEAR STRENGTH, 11 SAMPLER : Shelby Tube/Split Spoon po u 12 w 'Sr W ,$,$ Li u Npt N Ll O HAND PENETROMETER k. v, DRY AUGER : 0.0 TO 15.0 FT. E,w a t t` 2 g - 2a 3 p J 3 - 0 UNCONFINED COMPRESSION g o WET ROTARY ; -- TO -- FT, n3 o to yW- u �8 2 d UNCONSOLIDATED-UNDRAINED t aEi p • - a r • TRIMIAL COMPRESSION • 6 - "3 DESCRIPTION OF MATERIAL L A TORVANE a co,End Ar 0.5 1.0 1.5 2.0 2.5 - 48.3— 0 Very stiff to hard dark gray LEAN CLAY (CL) w/sond 16 a 0 -w/grass roots 0'-2' -hard 2'-4' -w/ferrous nodules 2'-10' 14 AO -hard 6'-8' 119 15 A 0 3.6 • -very stiff brown and gray 76 119 w 47 21 26 AO 8'-10' A \ 17n C) 35.3 \\ Brown LEAN CLAY (CL) w/sand seams a so 23 - 33.3- 15 — - 20- - 25- - 30- 35- Ned DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. — Geotest Engineering, Inc. LOG OF BORING NO. GB-27 PROJECT : McHard Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Pearland, Texas LOCATION : N 13778953, E 3133674 COMPLETION DEPTH : 15.0 FT. '✓ See Plan of Borings (Figure 2) SURFACE ELEVATION : 49.84 FT. DATE : 12-14-12 SAMPLER Shelby Tube/Split Spoon oo N UNDRAINED SHEAR STRENGTH, T. ZW V j N wDRY AUGER : 0.0 TO 15.0 FT. IN H - N K IS o O Hw0 PENETROMETER 6 WET ROTARY -- TO -- FT. o 6o sz J UNCONFINED COMPRESSION a 5• R, V 0 E at TRIA%IALOCOMPRESSIONRAINEa u4 E Gn wDESCRIPTION OF MATERIAL ma• i 0 aU a E ] 0 TORVANE - 49.8 pi nC nz 0.5 1.0 1.5 2.0 2.5 Stiff to very stiff dark groy LEAN CLAY (CL) -w/gross roots 0'-2' 19 .\ -very stiff to hard 2'-4' -w/ferrous nodules 2'-6' 108 18 A 0 l -w/calcoreous nodules 2'-10' -gray 4.-10' ai -w/ferrous nodules 6'-10' 17 19 90 109 20 44 20 24 A nM I - 36.8 ts Stiff to very stiff reddish �a brown FAT CLAY (CH) w/silt - 34.8 15 , seams and calcareous - 25 /x O nodules 26 2 3, 3 DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. Ceotest Engineering, Inc. LOG OF BORING NO. GB-28 PROJECT : McHard Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearlond, Texas LOCATION : N 13778867, E 3134194 COMPLETION DEPTH : 15.0 FT. See Plan of Borings (Figure 2) SURFACE ELEVATION : 49.40 FT. DATE : 12-14-12 SAMPLER : Shelby Tube/Split Spoon oo = X UNOFAINEO SHEAR STRENGTH, l+ N IR LS 0 NAND PENETROMETER ISE w DRY AUGER 0.0 TO 15.0 Fi. w 7En w DN - s o '0 d p'r' p • 0 UNCONFINED COMPRESSION o s s WET ROTARY : -- TO -- FT. om in to sui U uNCON50U0aE0-UNORAMEO Q Si r -I o U 5 Q � TRIMIAL COMPRESSION rd �z o z'o 4 n _ UMANE d o DESCRIPTION OF MATERIAL a. n 6 ,n� 0.5 1.0 1.5 2.0 2.5 - 49.4 Very stiff to hard gray LEAN CLAY (CL) w/sand and 13 A 0 ferrous nodules -w/gross roots 0'-2' -yellowish brown and gray 114 Is A 0 w/calcareous nodules 4'-8' 17 A 0 a n n O Stiff to very stiff reddish brown and gray FAT CLAY 93 102 25 63 24 39 AS• \I w/soon seamsand colcareous nodules -very stiff 13'-15' 24 /0 - 34.4 1 illik — 2• 25 3. 3 Pled DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. Ceotest Engineering, Inc. LOG OF BORING NO. GB-29 PROJECT : McHord Woter Tronsmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearlond, Texas `r LOCATION : N 13778770, E 3135111 COMPLETION DEPTH : 15.0 FT. See Ron of Borings (Figure 2) SURFACE ELEVATION : 48.21 FT. DATE : 12-14-12 K UNDRAINED SHEAR STRENGTH. SAMPLER : Shelby Tube/Split Spoon F� i U K TSF L gm N ?K K IA O NAND PENETROMETER ,� W o DRY AUGER 0.0 TO 15.0 FT. is aN 3u 3 5 J z 0 UNCONFINED COMPRESSION p - 3 WET ROTARY : -- TO -- FT. cod �w - u_ UNCONSOIIOATEO-UNDRAINED q p a 6 �O 9 MI �u IRIA%W. COMPRESSION J? ih1 DESCRIPTION OF MATERIAL en a9 o o• a 3 A TORVANE 0.5 1.0 1.5 2.0 2.5 48.2- • N Stiff to very stiff dark 'PP \ gray FAT CLAY (CH) ZO -w/grass roots 0'-2' 29 \ -very stiff to hard 2'-4' -gray w/calcareous and 20 A 0 ferrous nodules 2'-8' -very stiff 4'-8 80 106 22 66 25 41 ar 23 AO - 40.2 Medium stiff to stiff reddish brown SANDY LEAN - 1 \ CLAY (CL) w/sift layers 59 le 28 17 n OA 35.2 .1•• . Reddish brown SILTY SAND �, - 3 .z (SM ) r 97 15 66 25 41 S'-7- 33.2- 1' \ I Reddish brown FAT CLAY (CH) r w/sond seams - 20- - 25- - 30- 35 DEPTH TO WATER IN BORING : 9: FREE WATER ENCOUNTERED AT 15.0 FT. DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. Geotest Engineering, Inc. LOG OF BORING NO. GB-30 PROJECT : McHard Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Pearland, Texas LOCATION : N 13778925, E 3136036 COMPLETION DEPTH : 15.0 FT. f See Plan of Borings (Figure 2) V SURFACE ELEVATION : 48.66 V . DATE : 12-14-12 SAMPLER : Shelby Tube/Split Spoon 4a u et UNDRAINED TEM STRENGTH, H W Sap AX u = 0 14 w 0 NANO PENETROMETER DRY AUGER 0.0 TO 15.0 FT. is a"' 3 Oi F s x 8 UNCONFINED COMPRESSION � 0 O U. $ a WET ROTARY : -- TO -- FT. 4; i '-j Sw u UNCONSOLIDATED-UNDRAPED ao w^ = ¢i -mm U - TRIAAUL COMPRESSION La DESCRIPTION OF MATERIAL e rci o ou a a y A TORVANE g 6 0.5 L0 1.5 2.0 2.5 IA I- 8.7 a \ t \ Stiff to very stiff dark gray FAT CLAY (CH) 24 0 0 w/ferrous stains I -w/gross roots 0'-6, -hard 2'-4' ns 15 -very stiff 4'-6' -stiff to very stiff 6'-8' 18 Oa .\ -w/colcareous nodules 6'-10' -very stiff gray and brown 78 IDs 22 54 22 32 0 it 8'-10' 20 A (I A \I -very stiff reddish brown slickensided w/colcareous �i nodules 13'-15' 100 30 67 25 42 /0 - 33.7 1 — 20 2 3A 35V DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. Ceotest Engineering, Inc. LOG OF BORING NO. GB-31 PROJECT : McHard Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearland, Texas Re, See : N 13778919, E 3136868 COMPLETION DEPTH : 15.0 FT. See Plon of Borings (Figure 2) SURFACE ELEVATION : 49.84 FT. DATE : 12-14-12 07SHEAR STRENGTH, SAMPLER : Shelby Tube/Split Spoon ao UNDRAINED e 0 M TSF W u4 44ii ?a N d Q HAND PENETROMETER DRY AUGER 0.0 TO 15.0 Fi, i w H LL LL O w pP' LL ca. . S UNCONFINED COMPRESSION al S WET ROTARY : -- TO -- FT. YLn i u VNCONSOUDATEO-UNOWVNEO C. (A om -a gaga o F 4 9 - TRN%NL COMPRESSION `j9 DESCRIPTION OF MATERIAL 8Nm s9 o Du o ] 6 TORVnn'E 0.5 1.0 1.5 2.0 2.5 - 49.8- 0 Medium stiff to stiff gray LEAN CLAY (CL) w/sond and 17 p 0 47.8 • 1 gross roots r Stiff dark gray FAT CLAY (CH) w/sond, colcoreous 23 m nodules and ferrous stains - s\ -stiff to very stiff 4'-6' ILO- 43.8 72 105 21 52 23 29 O KNStiff to hard gray and reddish brown SANDY FAT s9 17 56 22 ]+ A 0 Wit'?,t CLAY (CH) w/sond and : calcareous and ferrous nodules 18 A 0 - 10 -stiff to very stiff 8'-10' s_ 36.8 35.8 1•, Reddish own SILTY SAND -) ( r l. \ 99 23 59 2] 36 (7 - 34.8- Reddish brown FAT CLAY (CH) w/sond seams - 20- - o-- 25- - 30- War - 35- DEPTH TO WATER IN BORING : V: FREE WATER 1st ENCOUNTERED AT 13.0 FT. DURING DRILLING; AFTER 15.0 MIN. AT 11.0 FT. HOLE OPEN TO 15.0 Ft. AT END OF GRILLING. Geotest Engineering, Inc. LOG OF BORING NO. GB-32 PROJECT : McHord Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearland, Texas LOCATION t N 13778857, E 3137670 COMPLETION DEPTH : 15.0 FT. j See Plan of Borings (Figure 2) *Sr SURFACE ELEVATION : 48.22 FT. DATE : 12-14-12 '- UNORAINED SHEAR STRENGTH, SAMPLER : Shelby Tube/Split Spoon oo0 .ie, z w M H TSE w DRY AUGER : 0.0 TO 15.0 FT. n `-' NN x w 0 HAND PENETROMETER " o N Zu n - 45 i ] - • UNCONFINED COMPRESSION p WET ROTARY -- TO -- FL ! " WS in y UNCONSOuOATED-UNORAINED Q om o = R8 - ` Y TRIAXIAL COMPRESSION u 0 �,_ ci o iORVUVE DESCRIPTION OF MATERIAL -w 0.5 1.0 1.5 2.0 2.5 - 48.2— 0 Stiff dark gray FAT CLAY (CH) w/sand and ferrous n 01 stoins -w/gross roots 0'-2' -very stiff to hard 112 18 A 0 - u nodules 2'-8' -very stiff 41-6' - -stiff 24 m w/ferroustovery nodules 6'-8' 71 110 21 59 24 35 WD 39.2 \ Stiff to very f gray 73 19 32 Is is A O 1D� and brownn LEAN CLAY (CL) w/sond 35.2 Very stiff reddish brown 1 FAT CLAY (CH) w/colcoreous 29 ^O - 33.2— 15 \ 1 nodules and ferrous stains - 20- - 25- - 30- - 35- DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING ORILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. Ceotest Engineering, Inc. LOG OF BORING NO. GB-33 PROJECT : McHord Woter Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearland, Texos LOCATION : N 13778810, E 3138348 COMPLETION DEPTH : 15.0 FT. "rex See Plan of Borings (Figure 2) SURFACE ELEVATION : 48.55 FT. DATE : 12-14-12 zl- UNORAINED SHEAR STRENGTH, SAMPLER : Shelby Tube/Split Spoon 08 u w N N TSF ,w o t J ,h. DRY AUGER : 0.0 TO 15.0 FT. nd nN 93 93 if H C 0 HAND PENETROMETER a u3 '� - J J w 4, UNCONFINED COMPRESSION i s 3 WET ROTARY -- TO -- FT. n° Wg 3Y c' UNCONSOIIWTERMaRA'NEO s? r/i 00j §. 0 F Si • iRIRIIIPL COMPRESSION W o DESCRIPTION OF MATERIAL G,. ,L o 1.7 n , n a TONVANE - 48.5 Cf 0.5 1.0 1.5 2.0 2.5 I ' Very stiff gray SANDY LEAN CLAY (CL) 22 p - —w/grass roots 0'-6' -4 —w/calcareous and ferrous nodules 2'-8' 111 19 AO EL —stiff to very stiff 4'-8' 4 19 A O 40.5 .k 66 120 17 47 26 21 40 Stiff gray and brown LEAN CLAY (CL) w/sand, 80 23 46 20 26 ((1 calcareous and ferrous nodules - 35.5 IN Stiff reddish brown FAT '919•1? CLAY (CH) w/calcareous 32 a - 33.5 1 ` nodules and ferrous stoins _r 2• 2 3. 3 —w DEPTH TO WATER IN BORING n: FREE WATER 1st ENCOUNTERED AT 13.0 FT. DURING DRILLING; AFTER 15.0 MIN. AT 11.8 FT. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. — Geotest Engineering, Inc. LOG OF BORING NO. GB-34 PROJECT : McHard Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Peorland, Texos LOCATION : N 13778839, E 3139079 COMPLETION DEPTH : 15.0 FT. Nod See Plan of Borings (Figure 2) SURFACE ELEVATION : 47.79 FT. DATE : 12-17-12 o0 a N UNDRAINED SHEAR STRENGTH, SAMPLER : Shelby Tube/Split Spoon a H TSF bi 5 H w 0 HAND PENETROMETER w DRY AUGER : 0.0 TO 15.0 FT. iF GH c " O .a 2 - ' z 0 UNCONFINED COMPRESSION w w y J F i WET ROTARY -- TO -- FT, ao a to op. o Z ■ WH za y UNCONSOLIDATED-UNDRAINED TRIAXIAL COMPRESSION 0 a = a 0 TORVANE wDESCRIPTION OF MATERIAL m o. o a. a. 0.5 1.0 1.5 2.0 2.5 47.8— 0 Stiff gray LEAN CLAY (CL) w/sand IS o0 -w/gross roots 0'-2' -medium stiff to stiff 2'-4' -w/ferrous nodules 2'-10' T1 iD -stiff to very stiff 4'-6' _ L -yellowish brown and gray .'\ 4'-13' 19 o O -w/colcoreous nodules 6'-10' 74 109 19 49 21 28 AN 1r 23 34.8 Very stiff reddish brown j FAT CLAY (CH) `.I - 32.8— 15 99 31 69 26 43 96 - 20- - 25- - 30- - o-- 35- DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. — Ceo test Engineering, Inc. LOG OF BORING NO. GB-35 (GB-35P) PROJECT ; McHard Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearland, Texas LOCATION : N 13778972, E 3140045 COMPLETION DEPTH : 15.0 FT. V+ See Plan of Borings (Figure 2) SURFACE ELEVATION : 48.12 FT, DATE : 12-17-12 =18N UNORAINEO SHEAR STRENGTH, SAMPLER : Shelby Tube/Split Spoon aE 2 V a x TSF "I DRY AUGER : D.0 TO 10.0 FT. ED rG, - 2w w O HAND PENETROMETER Lw, 8 8 p i Z 8 Z • UNCONFINED COMPRESSION o • s u WET ROTARY : 10.0 TO 15.0 FT. n Wo `-u 3 o Z UNCONSOLIDATED-UNDRAINED an do 0 P u - TRIAXIAL COMPRESSION < am , - �Vy ,‘P= o DESCRIPTION OF MATERIAL w n o iU ei L ] O TORVANE mr 0.5 1.0 1.5 2.0 2.5 - 48.1 • -t` Stiffyto very f ,�' SANDY brownLNand groy 117 16 AO SANDY LEAN CLAY (CL) - w/sand seams .� –w/gross roots 0'-2' 17 A O i �� –w/calcareous nodules 2'-6' �k –soft to medium stiff very 1s O yam, sandy 6'–B' 4 21 -stiff w/ferrous stains and ferrous nodules 8'-10' ,.. 61 105 19 32 17 15 IIn - 35.1 rib I Stiff to very stiff reddish V brown LEAN CLAY (CL) 100 27 42 21 21 70 - 33.1 1 — NOTE See Piezometer GB-35P for water level measurements. 2• 2 3r 35 Wee DEPTH TO WATER IN BORING : FREE WATER Ist ENCOUNTERED AT 10.0 FT. DURING DRILLING; AFTER 15.0 MIN. AT 7.8 FT. T: WATER DEPTH AT 4.3 FT., HOLE OPEN TO 15.0 FT. ON 01-16-13. Geotest Engineering, Inc. LOG OF BORING NO. GB-36 PROJECT : McHard Water Transmission line & Rood Extension PROJECT NO. : 1140185901 City of Pearland, Texas LOCATION : N 13779131, E 3140412 COMPLETION DEPTH : 15.0 FT. See Plan of Borings (Figure 2) void SURFACE ELEVATION : 47.89 FT. DATE : 12-17-12 og W % UNDRAINED SHEARSSTRENGTH. SAMPLER : Shelby Tube/Split Spoono W ,4� v, ~ St, I` . w O HAND PENETROMETER DRY AUGER : 0.0 TO 15.0 FT. Za �- u G ` w 0 - 3 Oi �- N 0 UNCONFINEO COMPRESSION p i WET ROTARY -- TO -- R. ; in ja v� 3 0 C UNCONSOLIDATED-UNORAINED o71 m ea 0 R %F% TRIAXIAL COMPRESSION ea w ° DESCRIPTION OF MATERIAL . ug o j So g a 6 0 TORVANE Hd 0.5 1.0 1.5 2.0 2.5 - 47.9 It Very stiff gray LEAN CLAY (CL) w/sond and ferrous 17 a 0 nodules —w/gross roots U-2' —w/calcareous nodules 2'-6' 1s n 0 —yellowish brown and gray F 4 _B' 74 115 18 44 20 24 Qy IR o O 3 II 9.9 Medium stiff yellowish brown and gray SANDY LEAN 14 S CLAY (CL) w/sand layers 62 21 zs IS 7 pp - 34.4 k _r ,Nr, Reddish brown LEAN CLAY - 32.9 1 \A (CO 13 92 30 49 21 28 2• 2 34 35 Neadi DEPTH TO WATER IN BORING s: FREE WATER 1st ENCOUNTERED AT 13.0 FT. DURING DRILLING: AFTER 15.0 MIN. AT 8.5 FT. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. Ceotest Engineering, Inc. LOG OF BORING NO. GB-37 PROJECT : McHord Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearland, Texas LOCATION': N 13779002, E 3141120 COMPLETION DEPTH : 15.0 FT. N► See Plan of Borings (Figure 2) SURFACE ELEVATION : 47.49 FT. DATE : 12-17-12 UNDRAINED SHEAR STRENGTH. SAMPLER : Shelby Tube/Split Spoon -o i . w H H TSF 4uLL _ JN N OH AND PENEIROMEIER ,"'. DRY AUGER 0.0 TO 15.0 FT. id G ' o • ` y ku w 5 ! • UNCONFINED COMPRESSION 3 WET ROTARY -- TO -- FT, o Wal j 5 Q C a UNCONSOUDATEO-UNDRAINED Q t�lo. 6 go F. TRIAXIAL COMPRESSION W p o eq Du 0 3 Q. 3 A TORVANE DESCRIPTION OF MATERIAL 2m 47.5— 0 Gr n<co . 2 0.5 1.0 1.5 2.0 2.5 - Stiff gray LEAN CLAY (CL) w/sond 24 eCD -w/gross roots 0'-2' -very stiff w/ferrous nodules 2'-8' 17 n 0 -yellowish brown and gray \\�� -w/colcoreous nodules 4'-8' 71 107 Is 49 20 29 AD -medium stiff very sandy Is x' 0 8-10 - ta� PO 20 -medium stiff to stiff reddish brown and gray ``air \ 13'-15' 71 22 34 17 17 - 32.5— 15 - 20- - 25- - 0-- 25- - 30- - 35- '44414 DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. — Ceo test Engineering, Inc. LOG OF BORING NO. GB-38 PROJECT : McHord Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Pearland, Texas LOCATION : N 13778948, E 3142012 COMPLETION DEPTH : 15.0 FT. See Pion of Borings (Figure 2) SURFACE ELEVATION : 46.36 FT. DATE : 12-17-12 SAMPLER : Shelby Tube/Split Spoon Pg i : w N UNDRWNED SHEARFSTRENGTH, T., I g% —� = NN 11 K w O NAND PENETROMETER L w M DRY AUGER 0.0 TO 10.0 FT, i p z4 sin W Sw e Ii - • UNCONFINED COMPRESSION I WET ROTARY : 10.0 TO 15.0 FT. •06 $n =a o Tq uNCDNsouwTEO-UNDRAINED - `- II TRIAXIAL COMPRESSION W . o DESCRIPTION OF MATERIAL 0 . i2 o 2- g 2 12 0 TORVANE 46.4 �^ 0.5 1.0 1.5 2.0 2.5 4 \ Very stiff to hard gray LEAN CLAY (CL) w/sond 13 A 0 -w/gross roots 0'-2' I -w/calcareous and ferrous 113 13 A 0 nodules 4'-8' 4 .\ -very stiff w/ferrous 14 a 0 nodules 6'-8' - - 38.4 74 110 18 48 19 29 O .% Medium stiff to stiff gray �, and reddish brown SANDY 62 15 3s 17 1s A n - 36.4 14 "i . LEAN CLAY (CL) '1 Medium dense to dense gray 15 9 21 ' FINE SAND (SP-SM) w/silt PSI - 31.4 1 " _ 40 22 ' 24 2 3. 3 "WS i DEPTH TO WATER IN BORING : 8; FREE WATER 1st ENCOUNTERED AT 10.0 Ff. DURING DRILLING; AFTER 15.0 MIN. AT 7.8 FT. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. — Geotest Engineering, Inc. LOG OF BORING NO. GB-39 PROJECT : McHord Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Pearland, Texas LOCATION : N 13778908, E 3142568 COMPLETION DEPTH : 15.0 FT. Ilisor See Plon of Borings (Figure 2) SURFACE ELEVATION : 46.14 FT. DATE : 12-17-12 SAMPLER : Shelby Tube/Split Spoon og g UNDRAINED STHSEAR STRENGTH, LJ gbLL ' U ?M N' N w O HAND PENETROMETER 2i DRY AUGER : 0.0 TO 15.0 FT. '"n n 3 si - ? o " z 0 UNCONFINED COMPRESSION o i WET ROTARY -- TO -- R. nen 8 E:u w r 5, 26 UNCONSOLIDATED-SNORAINEO Tt- 1¢~ o qj m• TRIAXIAL COMPRESSION DESCRIPTION OF MATERIAL ON li z o zci a a n v A TORVANE 46.1 • or. 0.5 1.0 1.5 2.0 2.5 F % Very stiff to hord gray LEAN CLAY (CL) w/sond 12 A 0 —w/gross roots 0'-2' -hard 2'-4' —W/calcareous nodules 2'-8' 112 I1 0 -yellowish brown and groy w/ferrous nodules 4'-8' -stiff to very stiff 6'-8' 13 IE - 38.1 \ 28 111 18 46 20 26 Si Medium stiff to stiff yellowish brown and groy Bz 22 44 20 24 n('1 LEAN CLAY (CL) w/sand seams - 32.1 -\ `EI✓ n Stiff reddish brown FAT 26 n - 31.1 1 CLAY (CH) w/silt seams r 29 2 30 3 DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. Geo test Engineering, Inc. LOG OF BORING NO. GB-40 PROJECT : McHard Woter Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Pearland, Texas LOCATION : N 13778954, E 3143424 COMPLETION DEPTH : 30.0 FT. See Plan of Borings (Figure 2) head SURFACE ELEVATION : 45.54 FT, DATE : 12-17-12 N UNORMNEO SHEAR STRENGTH, SAMPLER : Shelby Tube/Split Spoon 9S z e TSF U v4 y� -�" tai ?p. K - L1 LA HAND PENETROMETER DRY AUGER 0.0 TO 15.0 FE. Gv ,Il'� . U 0 -J W 6 icj 172� B n - • UNCONFINED COMPRESSION o WET ROTARY 15.0 TO 30.0 FT. oo W$ i� W 0 u UNCONSOLIDATED-UNDRAINED Q 9 r F% TRIAXIAL COMPRESSION a DESCRIPTION OF MATERIAL im Eg a o 8 a. ] a TORVANE a 45.5 EL 0.5 LO L5 1.0 2.5 F % Medium stiff to stiff dark gray LEAN CLAY (CL) w/sand —very stiff to hard 2'-8' 22 OA . —gray 4'-6' los Is A 0 i\ —w/ferrous stains and 16 A 0 ferrous nodules 6'-8' —stiff to very stiff 8'-10' 83 114 n 49 20 29 p •0 —w/silt seoms 8'-13' 71 AC) - 32.5 Medium stiff to stiff reddish brown LEAN CLAY \ (CL) w/sand and silt seams 85 se 25 31 20 n - 2].5 kod Stiff to very stiff gray and reddish brown FAT CLAY sa too 26 59 23 36 in iQ (CH) w/sond seams 22.5 Stiff to very stiff yellowish brown and gray I% SANDY LEAN CLAY (CL) '° '] 36 is 20 A n Mk" Very dense reddish brown 155 3. I SILTY SAND (SM) _ 55 22 19 35 y DEPTH TO WATER IN BORING : V/ HOLE WAS BACKFILLED IMMEDIATELY AFTER COMPLETION OF DRILLING, MEASUREMENT OF WATER LEVEL COULD NOT BE OBTAINED. Geotest Engineering, Inc. LOG OF BORING NO. GB-41 PROJECT : McHard Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearland, Texas _ LOCATION : N 13778938, E 3144193 COMPLETION DEPTH : 15.0 FT. See Plon of Borings (Figure 2) SURFACE ELEVATION : 47.55 FT. DATE : 12-17-12 E.: UNDRAINED SHEAR STRENGTH, SAMPLER : Shelby Tube/Split Spoon F8 na rc Tsr Le W b, m ORY AUGER : 0.0 TO 15.0 FT. Ga di '^ n � o 0 HAND PENETROMETER p�^ 3 0',.t S _- 0 UNCONFINED COMPRESSION WET ROTARY -- TO -- FT, a3 io zn zF -• y U - UNCONSaCDAPE(-UNDRAINED w^ ' 3 2 P u ■ TRIAX1AL COMPRESSION aaa . ad 8 - nn DESCRIPTION OF MATERIAL n uz o e5 A TOR?NE g - 47.5— 0 0.5 1.0 1.5 2.0 2.5 Medium stiff to stiff gray LEAN CLAY (CL) w/sand -w/grass roots 0'-2' 18 0A -stiff w/calcareous nodules 2'-4' 20 -yellowish brown and gray w/ferrous nodules 2'-11' "\\ -very stiff to hard 4'-8' 17 p O -stiff 8'-10' 18 A 0 79 103 22 37 17 20 34.5 Very stiff reddish brown 'fin FAT FAT CLAY (CH) w/calcoreous 3zs— 1 1 nodules 25 /0 - 20- - o-- 25- - 30- `, - 35- DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. Geotest Engineering, Inc. LOG OF BORING NO. GB-42 PROJECT : McHard Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Pearland, Texas LOCATION : N 13779044, E 3144737 COMPLETION DEPTH : 15.0 FT. } See Pon of Borings (Figure 2) DATE 12-18-12 W/ SURFACE ELEVATION : 46.87 FT. ag u N UNNAMED SHEAR STRENGTH, SAMPLER Shelby Tube/Split Spoon iTSF I re_ -� DN X N o 0 HAND PENETROMETER W DRY AUGER : 0.0 TO 15.0 Ff. Oa t U. ir, 4 a a� a5 5 3 - • UNCONFINED COMPRESSION o cl I WET ROTARY -- TO -- FT, a :$ zn- ¢F u UNCONSOUDATED-UNDRAINED <p - ._9 TRIAXIAL COMPRESSION '4 o DESCRIPTION OF MATERIAL = WA o6 Do g a ] 0 TORVANE - 46.9— O \ �8 n 0.5 1.0 1.5 2.0 2.5 Very stiff to hard dark gray LEAN CLAY (CL) w/sand 13 A O -w/grass roots 0'-2' -gray 2.-4' -w/ferrous nodules 2'-8' IIs 15 A O -yellowish brown and gray - 5- w/calcareous nodules 4'-8' 17 A O -very stiff 6'-8' 79 110 19 43 20 23 .60• -stiff to very stiff reddish brown and groy 8'-10' - 1 Ie A n I 33.9 Stiff to very stiff reddish brown FAT CLAY (CH) w/silt 25 /O 31.9— 1 and sand seams and - calcareous and ferrous nodules - 20- ' - 25- - 30- - 35- `S DEPTH TO WATER IN BORING NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. — Ceotest Engineering, Inc. LOG OF BORING NO. GB-43 PROJECT : McHard Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearlond, Texas LOCATION : N 13779131, E 3145542 COMPLETION DEPTH : 15.0 FT. *s See Plan of Borings (Figure 2) SURFACE ELEVATION : 45.77 FT. DATE : 12-18-12 UNDRAINED SHEAR STRENGTH. SAMPLER : Shelby Tube/Split Spoon qLL o w u TSE w DRY AUGER : 0.0 TO 15O FT. a aN U HK t o 0 HAND PENETROMETER p V 5 3 - • UNCONFINED COMPRESSION o LL 3, WET ROTARY -- TO --„trz R, a'(' - u UNCONSOLIDATED-UNDRAINEO a 3 oa COE a P • TRIAXIAL COMPRESSION CU a DESCRIPTION OF MATERIAL cit o a g Q A TORVN4E 45.8— 0 ,AFL-12 0.5 1.0 1.5 2.0 2.5 . `i Very stiff to hard dark gray SANDY LEAN CLAY (CL) 13 w/sond seams n 0 —w/gross roots 01-2' —w/colcareous and ferrous 123 14 D 0 _ nodules 4'-8' —hard 6'-8' 13 A 0 -yellowish brown and gray 70 118 15 49 19 30 C5 • -very stiff 8'-10' - t0 24 nn 32.8 Very stiff reddish brown tar FAT CLAY (CH), 29 - 30.8— 15 slickensided w/calcareous - Inodules - 2o- - 25- • - 3o- �r - 35- DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OE DRILLING. Ceotest Engineering, Inc. LOG OF BORING NO. G8-44 PROJECT : McHard Water Transmission Uric & Road Extension PROJECT NO. : 1140185901 City of Peorland, Texas LOCATION : N 13779185, E 3146238 COMPLETION DEPTH : 15.0 FT. See Plan of Borings (Figure 2) SURFACE ELEVATION : 45.32 FT. DATE : 12-18-12 zk- SAMPLER : Shelby Tube/Split Spoon -0 u N UNDRAINED S SEAR STRENGTH. a4p N 0 �N R ce 1. LI O HAND PENETROMETER Li W DRY AUGER 0.0 TO 15.0 FT, iW a 3 " 0 'a. w Sw a 3 • UNCONFINED COMPRESSION o € WET ROTARY : -- TO -- FT. uLR qN j K • uxC0Ns0u0nTED-uNosnwc0 & GG so o y • TRIAXNI COMPRESSION o am fr'd �y9 �9 L DESCRIPTION OF MATERIAL z�. aR o Ba o n ]0. 0 TORVANE Gr 0.5 1.0 1.5 20 2.5 - 45.3 I „iii Stiff dork gray LEAN CLAY w/ (CL) sand 20 en \ -w/grass roots 0'-2' I -very stiff 2'-6' -yellowish brown and gray 107 20 m i w/calcoreous and ferrous nodules 2'-10' -very stiff to hard 6'-8' 18 p p .\ -very stiff B'-10' I8 A 0 84 105 19 40 19 21 N n Ir I 32.3- Stiff to very stiff reddish brown FAT CLAY (CH) - 30.3 1 ` w/calcareous nodules and - 2B (M Mad sand seoms 2• 2 30 3 J DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. — Geotest Engineering, Inc. LOG OF BORING NO. GB-45 (GB-45P) PROJECT : McHard Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearlond, Texas LOCATION : N 13779382, E 3146955 COMPLETION DEPTH : 40.0 FT. Nen See Plan of Borings (Figure 2) SURFACE ELEVATION : 43.78 FT. DATE : 10-31-12 ea UNDRAINED SHEAR STRENGTH. SAMPLER : Shelby Tube/Split Spoon c13 a - ,., x N TS, W DRY AUGER 0.0 TO 27.0 FT. i6 Y�ig. ' NN N - t. 0 HAND PENETROMETER to m 'n 3 pi ' z • uNCONFINED COMPRESSION g 4 WET ROTARY 27.0 TO 40.0 FT. n� .8 i gm 3 1",.? Z UNCONs000ATED-UMORAIrvEO a u' a2 3" '� P, o %% u • TRIAXNL COMPRESSION j 0 DESCRIPTION OF MATERIAL • trt aG u� o to j a a D rONVANE - 43.8 0.5 1.0 1.5 2.0 2.5 4 N. Hard dark gray FAT CLAY (CH) w/sand, calcareous and ferrous nodules 13CD -w/grass roots 0'-2' -gray 2'-4' 78 15 54 20 34 X -very stiff 4'-6' eiV -stiff to very stiff gray 17 and brown 6'-8' - 35.8 \ ` 24 A0 M• edium stiff to stiff reddish brown and gray • \ LEAN CLAY (CL) 95 101 26 44 19 25 t7f \ w/colcareous and ferrous nodules and silt seams 2 - 30.8 I V• ery stiff reddish brown ,,� ' FAT CLAY (CH) and 30 An silt seams and calcareous c nodules 1. -reddish brown and gray 1T-19' -w/ferrous stains 19'-21' 83 23 56 22 34a - 22.8 ` 24 - S• tiff gray and brown SANDY LEAN CLAY (CL) w/ferrous nodules and ferrous stainskl 69 110 19 40 19 21 p If and sand seams -very stiff to hard w/cloy 22 - 18.8 seams 23'6"-24'6" n 41411 -w/colcareous nodules 23 -25 96 22 52 21 31 A 18.8 . ■ Very stiff reddish brown k w/sand gray FATsiCLAYltseams(CH)and v z� and and calcareous nodules ' -w/ferrous nodules and A ferrous stains 25'-27' 20 I ' Medium dense brown and gray - 108 SILTY SAND (SM) IS -• brown lean clay 30.5'-31' r Stiff to very stiff brown 97 23 26 19 9 An - 8.8 35 k and gray LEAN CLAY (CL) DEPTH TO WATER IN BORING : V: FREE WATER 1st ENCOUNTERED AT 27.0 FT. DURING DRILLING; AFTER 15.0 MIN. AT 12.6 FT. 7: WATER DEPTH AT 4.5 FT., HOLE OPEN TO 40.0 FT. ON 01-18-13. Continued on Figure A-45o Geotest Engineering, Inc. LOG OF BORING NO. GB-45 (GB-45P) Cont'd PROJECT : McHard Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Pearlond, Texas LOCATION : N 13779382, E 3146955 COMPLETION DEPTH : 40.0 FT. See Pon of Borings (Figure 2) Nod SURFACE ELEVATION : 43.78 FT. DATE : 10-31-12 SAMPLER Shelby Tube/Split Spoon 98 = w g UNDRAINED SHEAR STRENGTH. F+ �LL -� N M X w O NAND PENEIROMEIER p.dyj DRY AUGER : 0.0 TO 27.0 FT. is �n 3 2 0 n oto j ] j 0 UNCONFINED 60MPRESS!ON o g L- WET ROTARY : 27.0 TO 40.0 FT, n tom$ �� u UNCONSOLIDnreO-UNDRAINED P i: a7aa o LI - TRWML COMPRESSION d o DESCRIPTION OF MATERIAL Pb. Fig o zu , n u 0 TORVANE - 8.8 35 IS n 0.5 1.0 1.5 2.0 2.5 78 s Stiff to very stiff brown 4 -` and gray LEAN CLAY (CL) r - Soft to very stiff brown 67 110 19 30 16 14 0 A 0 L\! (Cd) gray SANDY LEAN CLAY I p -stiff to very stiff 38'-40' 17 A n - 3.84- 46 ^oQ I _ 4 } V - 5• - 5 - 6• - 6 mai DEPTH TO WATER IN BORING ' F: FREE WATER 1st ENCOUNTERED AT 27.0 FT. DURING DRILLING; AFTER 15.0 MIN. AT 12.6 FT. T: WATER DEPTH AT 4.5 FT., HOLE OPEN TO 40.0 FT. ON 01-16-13. Ceotest Engineering, Inc. LOG OF BORING NO. GB-46 PROJECT : McHard Water Transmission Line & Road Extension PROJECT NO. : 1140185901 City of Peorlond, Texas LOCATION : N 13779388, E 3147259 COMPLETION DEPTH : 15.0 FT. `r See Pion of Borings (Figure 2) SURFACE ELEVATION : 46.35 FT. DATE : 10-31-12 SAMPLER : Shelby Tube/Split Spoon 20 zw . w K UNNAMED SHEAR STRENGTH. w re: �` tt w O RANO PENETROMETER LL W DRY AUGER : 0.0 TO 15.0 FT. iW aN uM ,- i O LL - - WET ROTARY : --TO -- FT, nEn io i,5j - • UNCONFINED COMPRESSION p • b i� y Z UNCONS0UDATEO-UNORMNEO g dp 9 IP 0 • TRIAXIAL COMPRESSION 6 DESCRIPTION OF MATERIAL it ai o g o a 0 TORVANE o. 46.3 r rn� 0.5 1.0 1.5 2.0 2.5 \ Very stiff to hard dark gray LEAN CLAY (CL) - 44.3 w/sand, calcareous and - 13 A 0 Nil ferrous nodules and gross roots 17 GIS Very stiff to hard gray FAT 111 CLAY (CH) w/sond seams -stiff to very stiff 4'-6' aT loo 22 55 22 33Ilr 111 -w/ ns nodules -w/ferrous nodules 4'-la ' -very stiff 6'-15' 21 m ii 101 22 FN • `r - 31.3 1 6111125 2. 2 34 3 `r DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT END OF DRILLING. Ceotest Engineering, Inc. LOG OF BORING NO. GB-47 (GB-47P) PROJECT : McHard Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Pearland. Texos LOCATION : N 13779638, E 3147948 COMPLETION DEPTH : 40.0 FT. j See Plan o/ Borings (Figure 2) 'U SURFACE ELEVATION : 47.14 FT. DATE : 11-01-12 SAMPLER Shelby Tube/Split Spoon ao R UNDRAINED SHEAR STRENGTH, �p 1 0 N La '61. I( O HPNO PENEIROMEiER o0 0, DRY AUGER : 0.0 TO 21.0 FT. tit' aTh 3 N t s w 3 • UNCONFINED COMPREss10N o U. 0 J WET ROTARY : 21.0 TO 40.0 FT. uo o to sw C UNCONsou0niE0-UNDRA NEO am 3" D g 0 E U • IRA%14 COMPRESSION a DESCRIPTION OF MATERIAL o gFa A TaavbNE G� u z 0.5 1.0 1.5 2.0 2.5 - 47.1— 0 Hard dark gray LEAN CLAY (CL) w/sond, calcareous and ferrous nodules 11 0 -w/gross roots 0'-2' -gray and yellowish brown 15 2,-6' _ \\ -very stiff 4'-6' 41.1 "\ 73 15 44 20 24 p O Y Very stiff gray and yellowish brown FAT CLAY 23 93 (CH) w/sand, ferrous stains and ferrous nodules \ -stiff to very stiff 8'-10' 0� >s 97 23 el 29 52 /O \ -reddish brown 11'-17' V 4-15-\ 30 "Si 30.1 Very stiff reddish brown and gray LEAN CLAY (CO W/silt seams e3 104 20 42 20 22 AO 27.1 2 RN -fat cloy 19'-20' - 261 ^Reddish brown SANDY SILT 23 p :�qk l (ML) r vy Very stiff to hard gray and lz O yellowish brown SANDY LEAN CLAY (CL) w/sond and silt seams and ferrous stains 65 112 Ie 34 7 '7 a 0-w/ferrous nodules 23'-27' -very stiff 27-29' 12 6 0 18.1 21 2) 0 1. Very stiff reddish brown 3' FAT CLAY (CH) w/sand and silt seams and calcareous 97 07 28 64 25 39 nodules -hard brown and gray 33'-40' - 12.1 3 15 49 y V DEPTH TO WATER IN BORING : F: FREE WATER 1st ENCOUNTERED AT 20.0 FT. DURING DRILLING; AFTER 15.0 MIN. AT 12.3 FT. 7.: WATER DEPTH AT 6.8 FT.. HOLE OPEN TO 40.0 FT. ON 01-16-13. Continued on Figure A-46a Ceotest Engineering, Inc. LOG OF BORING NO. GB-47 (GB-47P) Cont'd PROJECT : McHord Water Tronsmission Line & Read Extension PROJECT NO. : 1140185901 City of Pearland, Texos LOCATION : N 13779638, E 3147948 COMPLETION DEPTH : 40.0 FT. See Plon of Borings (Figure 2) SURFACE ELEVATION : 47.14 FT. DATE : 11-01-12 SAMPLER Shelby Tube/Split Spoon pi., ,2 p UNORNNED SHEAR STRENGTH, TF g yN .50 N K w 0 HAND PENETROMETER 'o in DRY AUGER : 0.0 TO 21.0 FT. u , y F J 0 4 Z� j - • UNCONFINED COMPRESSION WET ROTARY 21.0 TO 40.0 FT. i� �$ vi µ a u $ UNCONSOLIDATED-ONONMNW am w gu 9 nn- _ TRN%ML COMPRESSION w DESCRIPTION OF MATERIALG n� o g n A TORVANE Ate - 12.1— 35 ��- 0.5 1.0 1.5 2.0 2.5 V— Hard reddish FAT CLAY (CH) w/sand and silt seams and calcareous nodules —w/ferrous nodules and ferrous stoins 38'-40' - 7.1— 40 17 n - 45- %Yr - 50- - 55- - 60- - 65- I - 70- I DEPTH TO WATER 114 BORING : : FREE WATER 1st ENCOUNTERED AT 20.0 FT. DURING DRILLING: AFTER 15.0 MIN. AT 12.3 FT. T: WATER DEPTH AT 6.8 FT.. HOLE OPEN TO 40.0 FT. ON 01-16-13. Geotest Engineering, Inc. LOG OF BORING NO. GB-48 PROJECT : McHord Water Transmission Line & Rood Extension PROJECT NO. : 1140185901 City of Peorland, Texas LOCATION : N 13779758, E 3148838 COMPLETION DEPTH : 15.0 FT. �p See Pion of Borings (Figure 2) V SURFACE ELEVATION : 45.11 FT, DATE : 11-01-12 00 N UNDRAINED SHEAR STRENGTH, iu- SAMPLER : Shelby Tube/Split Spoon o z K w N TSF ' w DRY AUGER 0.0 TO I$,D F. tM 6W9 �N= ceb. ,_ p• O HAND PENETR°MEIER Q s s WET ROTARY : -- TO -- FT, nil o � air Iir s • uNCONFlxED COMPRESSION 2, 6" za J UNCONSOLIDATED-UN°RAINED < ItQ am 9 IPyJ 1RIAXIAL CDAI PRESSION it DESCRIPTION OF MATERIAL �'a` ug o 1u 4 n n D TORJANE 45.1— WO GC 0.5 1.0 1.5 20 u \ Hord dark gray FAT CLAY (CH) w/ferrous nodules —w/gross roots 0'-2' 20ta —very stiff 2'-4' —w/calcareous nodules 2'-10' ag 20 65 25 40 —stiff to very stiff gray 6 and brown 4'-6' —very stiff 6'-8' J1 —reddish brown 6'-15' • —stiff 8'-10' 21 1 \— 96 100 24 51 21 30 a \ —very stiff w/sand seams Ne 12'-15' 29 p - 30.1— 15 �0 20- - 25- - 30. 35 DEPTH TO WATER IN BORING : NO GROUNDWATER ENCOUNTERED DURING DRILLING. HOLE OPEN TO 15.0 FT. AT ENO OF DRILLING. Geotest Engineering, Inc. vie APPENDIX E it Phase I Geologic Fault Study PHASE I GEOLOGIC FAULT ASSESSMENT PROPOSED MCHARD ROAD EXTENSION CULLEN BLVD. TO MYKAWA ROAD PEARLAND, BRAZORIA COUNTY, TEXAS SUBMITTED TO: Cilloro ( pi-,,,e, • ,Texas ei; `i, 7J Department 9rr.. 69° of Transportation PREPARED FOR: FREESE 9 °NICHOLS SUBMITTED BY: Houston 6120 S.Dairy Ashford Rd. Austin Houston.TX 77072-1010 281 933 7388 Ph Dallas 281 933 7293 Fax ASSOCIATES San Antonio WW..Rri.Mm ,V, MAY 19,2017 Houston 6120 S.Dairy Ashford Rd. Austin Houston,TX 77072-1010 *tie 281.933.7388 Ph Dallas 281.9337293 fax ASSOCIATES San Antonio www.hvj.com May 19,2017 Mr. Naresh Kolli, PE Project Engineer GEOTEST ENGINEERING,INC. 5600 Bintliff Drive Houston,Texas 77036 Re: Phase I Geologic Fault Assessment Report McHard Road Extension From Cullen Blvd. to Mykawa Road Owner: City of Pearland/TXDOT HVJ Report No. HE1610124 Dear Mr. Kolli: Presented herein is our Phase I Geologic Fault Assessment final report for the above captioned project. The study was performed in general accordance with the City of Houston, Department of Public Works & Engineering Infrastructure Design Manual Chapter 11 and our proposal number HE1610124 dated May 31,2016 and a Houston Geological Society fault assessment guidance t♦.. document This report presents HVJ Associates' understanding of the project's scope,the methodology we employed in executing the work, and the conclusions we reached subject to the limitations discussed in Section 8 of this report. It has been a pleasure to work with you on this project,and we appreciate the opportunity to be of service. Please notify us if there are questions or comments or if we may be of further assistance. Sincerely, HVJ ASSOCIATES, INC. fate ,. �� Flnr- = -- 014. Texas Firm Registration No.F-000646 sMNWP-—OZimi.y5£ Tonzia ���p�A1/4.1.fsENsEI Edward Hawkinson, PG Sharmi Vedantam, PE Project Geologist Project Manager EH/MH/NL/SV Copies Submitted: 4 final & 1 electronic The following lists the pages which complete this report: • Main Text-16 pages • Appendix B-30 pages • Plates-8 pages • Appendix C-7 pages �, • Appendix A-7 pages TABLE OF CONTENTS Nu ape EXECUTIVE SUMMARY 1. INTRODUCTION 1 1.1 Project Objective 1 1.2 Project Scope 1 1.3 Basis of Report 1 1.4 Qualifications of Licensed Geologist 2 2. PROJECT AREA DESCRIPTION 2 3. BACKGROUND 2 3.1 Geologic Setting 2 3.2 Nature of Faulting 3 3.3 Indications of Faulting 3 3.4 literature Review 4 4. FAULT ASSESSMENT 4 4.1 Review of Aerial Photographs 4 4.2 Review of Topographic Maps 5 5. RECONNAISSANCE 5 5.1 Objectives 5 5.2 Field Reconnaissance 5 %or 6. RECOMMENDATIONS 5 7. SUMMARY OF FINDINGS/CONCLUSIONS 7 7.1 Findings 7 7.2 Conclusions 8 8. LIMITATIONS 8 9. REFERENCES 9 PLATES y SITE VICINITY MAP 1 "� PROJECT ALIGNMENT MAP 2 PROJECT AREA FAULT PATTERN MAP 3 PROJECT AREA FAULT 41A LOCATION MAPS 4 PROJECT AREA FAULT 40A HAZARD ZONE MAP 5A PROJECT AREA FAULT 41A HAZARD ZONE MAP 5B FIELD INDICATIONS OF POSSIBLE FAULTING MAP 6 APPENDIX SITE PHOTOGRAPHS A AERIAL PHOTOGRAPHS B TOPOGRAPHIC MAPS C err EXECUTIVE SUMMARY HVJ Associates, Inc. has completed a Phase I Geologic Fault Assessment for the proposed McHard Road Extension from Cullen Blvd. to Mykawa Road. The project will include installation of storm sewer, new pavement, traffic signals and asphalt widening at major intersections (referred to as the Subject Project Alignment in this report) in Pearland,Texas (see Plates 1 and 2- Site Vicinity and Project Location Map for the Subject Project Alignment). Our services included a review of available published and unpublished literature on faulting in the area and a site reconnaissance. The Subject Project Alignment is approximately 3.44 miles long and is partially developed with commercial and single-family residential structures. Access to the Subject Project Alignment was limited by fencing from private properties. The available information for this project and the on-site reconnaissance conducted during June 2016 are summarized below: • The project area appears to be near an area south of Houston with well documented fault systems with surface expressions. Two faults have been identified in the geologic literature near the Subject Project Alignment near the intersection of Woody Road and between Stone Road and Max Road. These down to the northwest, southwest to northeast trending Geologic Faults are radial to the Mykawa Oil Field salt dome area that have been identified by the United States Geological Survey (USGS). • Geologic Fault 40A is mapped crossing several streets north of the Subject Project Alignment; extends to the southwest to the area just north of the Subject Project Alignment and possibly crosses the Subject Project Alignment. • Geologic Fault 41A may cross the Subject Project Alignment near the intersection of Woody %or Road. • Analysis of the 1944, 1975 and 1996 vertical aerial photographs revealed faint linear features or lineament which may be indicative of the documented geologic faults crossing near the west end and east end of the Subject Project Alignment. Development in the project area makes resolution of this feature difficult in later photographs. • Examination of current and historical topographic maps revealed no topographic features and/or stream and drainage patterns that could be related to faulting. • Cracked paving was observed along Woody Road near the Subject Project Alignment and two scraps were observed on both side of Max Road near the intersection of Martin Lane, northeast from the Subject Project Alignment near the west end. The observed cracked paving and scarps are probably related to the documented Fault 40A and Fault 41A in the area and could impact the Subject Project Alignment. No obvious building damage indicating recent fault movement was observed during the field reconnaissance near the location of Geologic Faults 40A and 41A. Based on the information obtained in this study, the potential for active surface faulting in the Subject Project Alignment should be considered high. Geologic Fault 40A is mapped terminating near the Subject Project Alignment on the west end and three aerial photographs showed it crosses the Subject Project Alignment. This fault was not observed crossing the Subject Project Alignment in the field. Geologic Fault 41A which is mapped near the east end of the Subject Project Alignment near the intersection of Woody Road was observed on one aerial photograph and in the field. We estimate that the faults extend under the Subject Project Alignment area at an angle of approximately 75° (from the horizontal). This dip is typical for faults in the Houston Metropolitan area and is a rough estimate based on invasive fault studies conducted by HVJ Associates in the general project area and from other sources. No faults other than the fault mentioned above were •vri{ observed and/or documented in the literature on or near the Subject Project Alignment. Faults are not always associated with lineaments. Thus in the absence of definitely recognizable fault scarps or fault-related damage,they may not be identifiable by visual inspection alone. Additionally,vegetative cover and uneven topography can obscure the presence of a fault, especially if it is slow moving or currently inactive. Predicting future fault activity cannot be done with certainty due to the number of variables involved. Dormant or very slow moving faults can be, respectively,reactivated or accelerated due to a number of reasons, including groundwater withdrawals and petroleum production. Based on available information, we cannot rule out fault activity impacting the Subject Project Alignment. We recommend that fault protective measures be designed based on a 50 year Design • Criteria Movement of 11 inches vertically within a hazard band extending 300 feet from either side of the faults. Near the west end of the Subject Project Alignment,the portion of the project potentially affected is from about Station 43+00 to Station 49+00 along the Subject Project Alignment between Stone Road and Max Road. Geologic Fault 40A is estimated to cross the Subject Project Alignment at about Station 46+00. Near the east end of the Subject Project Alignment, the portions of the project potentially affected are from about Station 156+60 to Station 162+60 along the Subject Project Alignment near Woody Road and about Station 6+10 to Station 10+10 along Woody Road. Geologic Fault 41A is estimated to cross the Subject Project Alignment at about Station 159+60. These hazard bands might be reduced or eliminated if Phase II Geologic Fault Assessment study is conducted. We recommend that, during construction planning, consideration be given to the proximity of the fault to the project arca. Construction should take into account of the potential for fault movement. It should be noted that movement rates are not consistent along the fault and that the rate goes to zero at either end. Pavement crossing the fault locations will experience horizontal and vertical movements. These movements will cause cracking and accelerated deterioration of the pavement structure due to water infiltration. To the extent possible, the area of pavement within the fault hazard zones of influence should be minimized. Where pavements must cross the fault, the pavement section recommended for heavy truck loads should be used near the fault trace. Maintenance budgets should include allowance for replacement of slabs near the fault much more frequently than similar pavements away from the fault. Subsurface utilities crossing the faults will experience vertical and horizontal movements. These movements will cause cracking of pipes and change the invert grades in the vicinity of the faults with time. Drainage in the vicinity of the faults will be impacted by fault movement. Over time the site grades will change near the fault to create an apparent depression that will not drain properly. Two design approaches can be taken for design of buried utilities crossing a fault line. Limited measures to protect the utility can be taken and the utility can be designed to be easily serviced when a break occurs. As an alternative,the section of the utility that is located within the fault zone can be designed to accommodate the projected fault movement without damage. We recommend this approach due to the relatively high impact of a break,unless a Phase II Geologic Fault Assessment study is performed along the alignment to confirm that the faults are not present. One approach to solving the deflection issues is to use jointed pipe within the fault zone that is capable of sustaining the rotation and extension that may occur. We recommend that valves be installed in the pipe near but outside the fault zone in order that the portion of the line within the fault zone can be easily isolated for repair in the event of a break. This executive summary does not fully summarize our findings and opinions. Those findings and opinions are related through the full report only. 1. INTRODUCTIO v 1.1 Project Objective HVJ Associates, Inc. was contracted by GEOTEST Engineering, Inc. (GEOTEST) to perform a Phase 1 Geologic Fault Assessment for the proposed McHard Road from Cullen Blvd. to Mykawa Road. The project will include installation of storm sewer, new pavement, traffic signals and asphalt widening at major intersections (referred to as the Subject Project Alignment in this report) in Houston,Texas. Published geologic studies have identified two active geologic faults trending through the Subject Project Alignment. These faults are radial to the Mykawa Oil Field Salt Dome and cross the Subject Project Alignment area near its west and east ends. Access to the project area was limited by fencing from private properties. The objective of this study was to identify active faulting along the Subject Project Alignment based on available data and a site reconnaissance and to determine if faulting hazards exist that could affect planned development. 1.2 Project Scope The scope of services for this study were performed in general accordance to City of Houston, Depatunent of Public Works &Engineering Infrastructure Design Manual Chapter 11 "Geotechnical and Environmental Requirements" Section 11.09 Fault Assessment. The following tasks were performed: 1. A search was conducted of available published and unpublished literature on geologic faulting to point out areas of known fault activity and assist in locating direct site-specific evidence. Literature reviewed included publications of the U.S. Geological Survey, Texas Bureau of Economic Geology, Gulf Coast Association of Geological Societies, and the Houston Geological Society. %se 2. A review of the results of previous fault studies,performed by HVJ Associates,in adjacent areas was conducted and relevant information from those studies was considered for this study. 3. A review of a series of black and white and colored vertical aerial photographs and both recent and historic U.S.G.S. topographic maps was conducted to identify features that may indicate the presence of faulting. 4. A physical site and area reconnaissance was performed to identify and locate features that indicate the presence of faulting. All evidence derived from the literature,photo and map reviews was evaluated in the field and used to locate the position of the ground profiles. 5. This report was prepared summarizing our findings, conclusions and recommendations. 1.3 Basis of Report Although this study has been a reasonably thorough attempt to identify faulting in the vicinity of and on the Subject Project Alignment, there is a possibility that existing faults may have escaped detection due to the inherent limitations of this or similar studies or the inaccuracy of published and unpublished data. If faults are present, the surface evidence may not be well developed or may be obscured by erosion, soil and vegetation cover, and/or new construction. HVJ Associates reserves the right to alter our conclusions and recommendations based on our review of any information obtained after the date of this report. The data obtained during the course of this Assessment and this report is for the sole and exclusive use of GEOTEST. HVJ Associates, Inc. will hold all project data,papers,correspondences and reports pertaining to this study confidential to the extent allowed by law. 1 Our professional services have been performed using that degree of care and skill ordinarily exercised,under similar conditions,by geotechnical consultants practicing in this or similar localities. No warranty,express or implied, is made as to the professional information included in this report. 1.4 Qualifications of Licensed Geologist The primary investigator for this study is Mr. Edward Hawkinson. Mr. Hawkinson holds BS and MS degrees in geology from The Ohio State University and the University of Cincinnati, respectively. Mr. Edward Hawkinson also holds an MBA from the University of Cincinnati. Mr. Hawkinson is a registered professional geologist in Arkansas,Tennessee and Texas (License Number 45). His career encompasses a period exceeding 30 years involving both Phase I and II Geologic Fault Studies, environmental site assessments, hydrogeology,water resource evaluations, NEPA environmental assessments and energy exploration. 2. PROJECT AREA DESCRIPTION The Subject Project Alignment is approximately 3.44 miles long and is partially developed with mixed residential and commercial area in Pearland,Texas. There are residential structures along/near the Subject Project Alignment. 3. BACKGROUND 3.1 Geologic Setting A review of the Bureau of Economic Geology 1992 Geologic Atlas of Texas, Houston Sheet indicates that the uppermost geologic formation underlying the Subject Project Alignment is the Pleistocene Beaumont Formation (map symbol Qb). This formation was deposited on land near sea level in flat river deltas and in inter-delta regions. Soil deposition occurred in fresh water streams and in flood plains (as back-water marsh and natural levees). The courses of major streams and -+✓ deltaic tributaries changed frequently during the period of deposition,generating within the Beaumont clay a complex stratification of sand,silt and clay deposits. Frequently, stream courses were diverted significant distances from a given point in a backwater marsh, and the water overlying the soil would evaporate since it was cut off from a drainage path. Such water,which would be highly alkaline,would precipitate large nodules of calcium carbonate (calcareous nodules) throughout the surface of evaporation. With the coming of the Second Wisconsin Ice Age, the nearby sea withdrew,leaving the formation several hundred feet above sea level and permitting the soil to desiccate. The process of desiccation compressed the clays in the formation such that they became significantly overconsolidated to a large depth. In addition to pre-consolidating the soil, the process of desiccation, together with the later rewetting,produced a network of fissures and slickensides that are now closed but which represent potential planes of weakness in the soil. The formation weathers to a fairly flat and featureless surface except for numerous rounded shallow depressions and pimple mounds. Two down to the northwest, southwest to northeast trending geologic faults transect the Subject Project Alignment near its west and east ends. These faults are radial to the Mykawa Oil Field salt dome which is located approximately 1 mi. north from the east end of the Subject Project Alignment. In their"Map Showing Surface Faults in the Southeast Houston Metropolitan Area, Texas" (1978) prepared in conjunction with NASA, E.R. Verbeek and U.S. Clanton label these faults as Geologic Faults 40A and 41A mapped near the west and east ends of the Subject Project Alignment, respectively. Geologic Fault 40A terminates near the Subject Project Alignment on the west end and Geologic Fault 41A crosses the Subject Project Alignment near Woody Road (See Plate 4-Project Area Fault Location Map). 2 V 3.2 Nature of Faulting In the Gulf Coast region of Texas over 200 faults are known or suspected to be active with an aggregate length of approximately 370 miles. Many of these faults are located in the Greater Houston-Galveston area subsidence bowl. Although the existence of most of these faults have been reported in the literature, only 100,with an aggregate length of approximately 140 miles have been mapped at scales suitable for general use. These faults extend offshore several hundred miles and inland north of the Conroe area. Evidence of fault activity includes laterally persistent abrupt changes in the elevation of the ground surface (scarps) where the slope of the land on either side of the fault scarp is similar. Fault scarps can produce linear features (lineaments) on aerial photographs and topographic maps,linear patterns of vegetation that are primarily due to the ponding of water on the downthrown side of the fault, and damage to pavement and other structures. Evidence of active faulting in undeveloped areas may be obscured due to dense vegetation cover such as woods and underbrush. Many faults are classified as growth (down-to-the-coast) faults wherein the dip angle of the fault near the ground surface is very high,averaging 75 degrees. These faults may have been active for a long period of time. As their name implies,growth faults are active during sedimentation,and consequently, subsurface features include increased thickness of geologic units on the downthrown side and increased displacement of these units with depth adjacent to the fault. Another type of fault found along the Gulf Coast is often associated with growth faults. This faults generally parallel growth faults and have a fault-plane dip that is up-to-the coast. Because of their opposite dip and close association with growth faults, these faults are known as antithetic faults. Growth faults and their antithetic faults have a strike or orientation that generally parallels the coast. Movement rates of growth and antithetic faults are slow and generally range from 0.1 in. to slightly more than 1.0 in. per year. Horizontal movements are extensional and depend upon the dip of the fault,generally being about one-fourth to one-half the vertical movement. This surface movements generally occur in a \r band of significant width which is likely to be different for each fault and to vary along the length of a particular fault. Band widths of 30 to 50 ft. are common,but wider or narrower bands are also found. In general, fault movement rates may be episodic for a specific fault and an extended period of time may pass between movement periods. Fault movement and fault reactivation has been attributed to fluid withdrawals from pumping of groundwater and oil and gas production, however the predominant affect of this fluid pumping has been local and regional ground subsidence. Fault movement and subsidence rates are documented in Houston where older structures or roadways can display damage. Other types of faults found along the Gulf Coast are those associated with salt domes. Faults immediate to or overlying salt domes may have surface expressions that tend to be shorter in length and may form either an irregular radial or offset pattern around the salt dome. Away from the dome tangential faults may be present. Unlike growth faults, the orientation of dome-related faults does not follow a general orientation, that is, they can have strikes that are randomly oriented. Many faults mapped in the subsurface are inactive and do not extend to the surface. 3.3 Indications of Faulting Evidence of faulting at the surface is not always readily identifiable and can also be falsely inferred. Topographic features such as escarpments associated with river terraces may resemble a fault scarp. However,in many cases these features cannot be traced laterally for any substantial distance, or the relative direction of movement observed might change significantly which would indicate the feature is not related to active faulting. Normal deterioration on existing buildings and other structures may produce damage that may resemble damage associated with active faulting. Other sources of linears that can erroneously suggest faulting include clearings made for seismic surveys during oil exploration, fence lines, stratigraphic contacts, or drainage patterns. In most cases, the observed linears on aerial photographs are related to changes in vegetation, while on topographic maps they are related to changes in slope and/or drainage patterns. 3 Though the existence of river terraces and other linear natural topographic features does not necessarily indicate the presence of a fault, there are times wherein fault scalps are coincidentwith and are the progenitors of these features. Additionally, there are instances where the fault may be offset from such a topographic feature yet nevertheless is the cause of its existence and the control on its orientation. In undeveloped terrains covered by dense forest and underbrush and possessing varied topographic relief, the visual, onsite identification of fault scarps can be difficult. Lineaments that could be associated with faulting are likely to be masked by the heavy overgrowth. In such environments, several lines of boreholes across the study area may be needed to supplement the aerial photograph/topographic map analysis and field reconnaissance. Electric log data obtained from these boreholes can provide an idea of subsurface conditions and the likelihood of fault existence. 3.4 Literature Review We reviewed available literature on faults in the area which include USGS publications, university research papers and professional society publications. Although faults exist, seismic activity is not a concern based on the site's location in Seismic Zone 0 of the Uniform Building Code. Many of the faults in the Texas Gulf Coast region are considered growth (down-to-the-coast) faults in which the dip angle of the fault near the ground surface averages 75 degrees. Since growth faults are active during sedimentation, subsurface features include increased thickness of geologic units on the downthrown side, and increasing displacement of these units with depth adjacent to the fault. Movement rates of these faults range from less than 0.1 to over 1.0 inches per year. Plate 3 shows the regional trend of some of these faults based on our literature review. United States Geological Survey Open File Report 78-797 "Map Showing Surface Faults in the Southeast Houston Metropolitan Area,Texas"by E.R. Verbeek and U.S. Clanton (1978) shows 8.161 southwest to northeast trending down to the northwest Geologic Faults 40A and 41A. These faults are radial to the old Mykawa Oil Field. The U.S.G.S. map which shows Geologic Fault 40A terminating near the Subject Project Alignment and Geologic Fault 41A crossing the Subject Project Alignment. See Plate 4-Project Area Fault Location Map. The most current research for the Subject Project Alignment area was found in a paper by Khan et al, "Case History a Geophysical Investigation of the Active Hockley Fault System near Houston, Texas, GEOPHYSICS,Vol. 78, No. 4(July-August 2013). Using geophysical data, they examined the fault systems in the Houston Metropolitan Area with emphasis on the Hockley Fault System in northwest Harris County. They used airborne LiDAR to identify fault scarps and identified several new faults and assemble an updated map for the faults in Houston and surrounding areas. They used two different LiDAR data sets (from 2001 to 2008) to develop their area fault map. 4. FAULT ASSESSMENT 4.1 Review of Aerial Photographs For the Subject Project Alignment,we obtained a series of aerial photographs for the years 1930, 1944, 1953, 1965, 1975, 1977, 1989, 1996,2004 and 2014 taken under various conditions including some taken prior to substantial disturbance or covering the natural ground surface (these aerial photographs are provided in Appendix B). Based on this review,we found two possible faults crossing the Subject Project Alignment. The 1944, 1975 and 1996 aerial photographs show some linear shading which may be indicative of the mapped Geologic Fault 40A near the west end of the of the Subject Project Alignment. The 1944 aerial photograph shows some linear shading which may be indicative of the mapped Geologic Fault 41A near the east end of the Subject Project Alignment. No other possible fault(s) were observed on the earlier 1930 aerial photographs due to Ned 4 its poor quality or on the 1953 and later aerial photographs due to modifications of the landscape Nger and other factors. In viewing aerial photographs, features that may indicate the presence of a fault,include tonal variations in vegetation, areas of standing water and lineations associated with drainage patterns. This features by themselves do not prove that a fault is present, but allow for more effective topographic map review and field reconnaissance. 4.2 Review of Topographic Maps HVJ Associates reviewed the 1929 and later Pearland area topographic maps for the project area. Because of project area terrain with relatively low relief and five-foot contour intervals, no obvious lineaments or other features indicative of geologic faulting were observed on these maps. 5. RECONNAISSANCE 5.1 Objectives A field reconnaissance was performed during June 2016 on foot and by automobile to observe the subject areas and to observe areas identified through literature research and on topographic maps for evidence of faulting. 5.2 Field Reconnaissance During the course of the field reconnaissance, paved roads adjacent to and within the study area were examined for road surface flexures and/or cracks that would be indicative of faulting. Cracked paving and two scarps potentially related to Geologic Fault 40A were observed along Rov Road, Green Hill Road and along Max Road near the Subject Project Alignment. Cracked paving potentially related to Geologic Fault 41A was observed along Woody Road near the Subject Project 's e Alignment. No obvious building damage indicating recent fault movement was observed during this reconnaissance. A series of site photos showing the fault locations and descriptions of what we observed along the Subject Project Alignment and the surrounding local streets is provided in Appendix A. Plate 6 shows the data we collected during our field reconnaissance. A sag zone is a depressional feature on the downthrown side of a fault which can cause drainage problems near a fault. While sag zones are a common feature associated with active faults, no evidence of a sag zone was observed during our field reconnaissance at the fault locations. It should be noted that a common complication in many fault studies is that much of the evidence normally used to map surface traces of faults in the Gulf Coast have been destroyed in developed areas. Only the most active and damaging faults or faults whose scarps are of substantial height are likely to be noticed during mapping of developed areas. Mapping of faults is most difficult in areas with recent development; however,in older developed areas the fault can be located quite accurately at many points where it has damaged buildings, road and other manmade structures. The trace of the Geologic Fault 40A near the west end and Fault 41A near the east end along the Subject Project Alignment has been obscured by landscape modifications along and near the Subject Project Alignment area. 6. RECOMMENDATIONS Since two faults which are well documented in the geologic literature, by field observation and by aerial photographs may cross on or near the Subject Project Alignment area,we recommend fault protective measures are required for a buried utility. These measures are determined based on the size of the utility, the method of installation, and the fault activity. While there is some uncertainty lit or of whether Geologic Fault 40A or Geologic Fault 41A actually crosses the Subject Project Alignment,we recommend that the proposed utilities in particular be designed with protective 5 measures unless additional study is done to confirm that faulting is not present. We recommend xed that fault protective measures be designed based on a 50 year Design Criteria Movement of 11 inches vertically within a hazard zone extending 300 feet from either side of Geologic Fault 40A and Geologic Fault 41A. Near the west end of the Subject Project Alignment, the portion of the project potentially affected is from about Station 43+00 to Station 49+00 along the Subject Project Alignment between Stone Road and Max Road. Geologic Fault 40A is estimated to cross the Subject Project Alignment at about Station 46+00 (see Plate 5A). Near the east end of the Subject Project Alignment, the portions of the project potentially affected are from about Station 156+60 to Station 162+60 along the Subject Project Alignment near Woody Road and about Station 6+10 to Station 10+10 along Woody Road. Geologic Fault 41A is estimated to cross the Subject Project Alignment at about Station 159+60 (see Plate 5B). We recommend that,during construction planning, consideration be given to the proximity of the fault to the project area. Construction should take into account of the potential for fault movement. It should be noted that movement rates are not consistent along the fault and that the rate goes to zero at either end. Pavement crossing the fault locations will experience horizontal and vertical movements. These movements will cause cracking and accelerated deterioration of the pavement structure due to water infiltration. To the extent possible, the area of pavement within the fault hazard zones of influence should be minimized. Where pavements must cross the fault, the pavement section recommended for heavy truck loads should be used near the fault trace. Maintenance budgets should include allowance for replacement of slabs near the fault much more frequently than similar pavements away from the fault. Subsurface utilities crossing the faults will experience vertical and horizontal movements. These movements will cause cracking of pipes and change the invert grades in the vicinity of the faults with time. Drainage in the vicinity of the faults will be impacted by fault movement. Over time the site grades will change near the fault to create an apparent depression that will not drain properly. Two design approaches can be taken for design of buried utilities crossing a fault line. Limited measures to protect the utility can be taken and the utility can be designed to be easily serviced when a break occurs. As an alternative, the section of the utility that is located within the fault zone can be designed to accommodate the projected fault movement without damage. We recommend this approach due to the relatively high impact of a break,unless a Phase II Geologic Fault Assessment is performed along the Subject Project Alignment to confirm that the fault is not present. The utility design at the fault crossing needs to address the following fault-related design issues in addition to the normal utility design issues: 1. Vertical loads due to the fault displacement, 2. Lateral loads due to the fault offset, 3. Loss of support beneath a portion of the utility due to fault displacement, 4. Tension stress in the utility due to fault extension, and 5. Rotation and extension at the utility pipe joints due to fault displacement. One approach to solving the deflection issues is to use jointed pipe within the fault zone that is capable of sustaining the rotation and extension that may occur. These design issues and our related recommendations are discussed in the following paragraphs. We recommend that valves be installed in the pipe near but outside the fault zone in order that the portion of the line within the fault zone can be easily isolated for repair in the event of a break. Vertical Load. The fault is projected to produce up to about 11 inches of vertical offset over a fifty- year period. This vertical loading will deform the pipe and needs to be accommodated without J damage to the pipe. 6 ,�, Lateral Load. The fault is projected to produce up to about four inches of lateral movement over a fifty-year period. To the extent that the pipe centerline does not cross perpendicular to the fault lateral loads can be generated. These lateral loads will deform the pipe and need to be accommodated without damage to the pipe. Loss of Support. The pipe will tend to "bridge" and lose contact with the underlying soil for some distance on the downthrown side of the fault. The pipe must be designed to accommodate this loss of support without damage. Tension Stress. The fault is projected to produce about 4 inches of horizontal extension along the alignment over a fifty-year period. The soil structure friction will produce tension stresses in the pipe because of the extension which need to be resisted by the pipe without damage. This tension may also have a tendency to disengage joints between pipe sections located within the fault area. Backfill and Bedding. Rigid backfill and bedding materials, such as cement stabilized sand, should not be used within the fault hazard zone identified in this report. Rigid materials can cause stress concentrations leading to highly localized failure of the pipe, and they may make access to the pipe for repair more difficult. Crushed rock with sand backfill is preferred. Within the hazard zone,we recommend that the trench be lined with a geotextile filter installed per the manufacturer's recommendations. This lining will serve to prevent infiltration of natural soil into the backfill and will prevent sediment inflow into the pipe in case of breakage or joint distress. Alignment. We recommend that no sensitive structures be installed within the hazard zone. Sensitive structures include manholes,valves, access manways and similar facilities. Nur 7. SUMMARY OF FINDINGS/CONCLUSIONS Based on our site reconnaissance and review of available information obtained for this project, our findings and conclusions are summarized below: 7.1 Findings The Subject Project Alignments appear to be in an area of Houston with well documented fault systems with surface expressions. Two main active surface faults are present along the Subject Project Alignment. These faults are down to the northwest, southwest to northeast trending fault identified by the United States Geological Survey (USGS) which is radial to the Mykawa Oil Field salt dome area. Geologic Fault 40A is mapped crossing Max Road and Roy Road and terminates in a wooded area near the Subject Project Alignment. Its approximate location is depicted on Plates 3, 4 and 6. During site reconnaissance, an obvious expression of Geologic Fault 40A in the form of cracked paving and two scarps were observed at/near Max Road, Green Hill Road and Roy Road, northeast of the Subject Project Alignment. Geologic Fault 41 A is mapped crossing the Subject Project Alignment near Woody Road. Its approximate location is depicted on Plates 3,4, and 6. During site reconnaissance, an obvious surface expression of this fault was observed along Woody Road near the Subject Project Alignment. The 1944, 1975 and 1996 aerial photographs show some faint linear shading which may be indicative of the mapped Geologic Faults 40A near the west end of the Subject Project Alignment. The 1944 aerial photograph shows some faint linear shading which may be indicative of the mapped Geologic Faults 41A near the east end of the Subject Project Alignment. No other possible fault(s) were observed on the earlier 1930 aerial photograph due to poor photograph quality and on the 1953 and later aerial photographs due to modifications of the landscape and other factors. Examination of the 1929 historical topographic map and later topographic maps for the project area 7 showed no alignment or linear features that could be interpreted as fault related. This is due in part ,%•010 to the project area terrain with relatively low relief and five-foot contour intervals. 7.2 Conclusions Based on the information obtained in this study, the potential for active surface faulting along the Subject Project Alignment should be considered high. Geologic Fault 40A terminates near the Subject Project Alignment on the west end. The location of this fault is documented in the geologic literature, on three aerial photographs and by field reconnaissance. It should be noted that we observed no indications that this fault crossing the proposed McHard Road,however, since it is mapped terminating near the proposed McHard Road we recommend a hazard zone for this location. We conclude that Geologic Fault 40A may cross the proposed McHard Road near the west end of the Subject Project Alignment. Geologic Fault 41A is documented in the geologic literature crossing the Subject Project Alignment near Woody Road and was observed in the field and on one aerial photograph. We estimate that these faults extend under the Subject Project Alignment at an angle of approximately 75° (from the horizontal). This dip is typical for faults in the Houston Metropolitan area and is a rough estimate based on invasive fault studies conducted by HVJ Associates in the general project area and from other sources. We conclude that fault hazard zones are appropriate for two locations along the Subject Project Alignment and one location along Woody Road. The portions of the project potentially affected are from about Station 43+00 to Station 49+00, from about Station 156+60 to Station 162+60 along the Subject Project Alignment and from Station 6+10 to Station 10+10 along Woody Road. The need for these hazard zones might be reduced or eliminated if a Phase II Geologic Fault Assessment is conducted. No faults other than these two faults mentioned above were observed and/or documented in the literature on or near the Subject Project Alignment. Faults are not always associated with lineaments. Thus in the absence of definitely recognizable fault scarps or fault-related damage, they may not be identifiable by visual inspection alone. Additionally,vegetative cover and uneven topography can obscure the presence of a fault, especially if it is slow moving or currently inactive. Predicting future fault activity cannot be done with certainty due to the number of variables involved. Dormant or very slow moving faults can be, respectively, reactivated or accelerated due to a number of reasons,including groundwater withdrawals and petroleum production. 8. LIMITATIONS The conditions and recommendations contained in this report are based on our review of available documents and field geologic mapping techniques. Shallow soil conditions, cultural activities, new construction, slow movement rates, and repair of existing fault damage may obscure fault-related features. This report is an instrument of service of HVJ Associates, Inc. The report was prepared for and is intended for the exclusive use of GEO 1 EST,the City of Pearland and TXDOT. The report's contents may not be relied upon by any other party without the express written permission of HVJ Associates and GEOTEST. The report's findings are based on conditions that existed on the dates of HVJ Associates site visit(s) and should not be relied upon to precisely represent conditions at any other time. All conclusions are qualified by the fact that no excavations or borings were made and no geophysical surveys or logging was conducted. Conclusions about site conditions under no circumstances comprise a xarranty that conditions in all areas within the site and study area (and below existing grade) are of the same quality that HVJ Associates has inferred from observable site conditions. 8 • HVJ Associates' findings and conclusions must be considered probabilities based on professional %se judgment applied to the limited data HVJ Associates was able to gather during the course of this fault study. 9. REFERENCES The following references were used to compile this report: • Approximate Land-Surface Subsidence in the Houston-Galveston Region,Texas, 1906-78, 1943-78,and 1973-78, Open File Report 80-338, US Geological Survey,March 1980. • Bureau of Economic Geology, 1992, Geologic Map of Texas: University of Texas at Austin, Virgil E. Barnes,project supervisor, Hartmann, B. M., and D. F. Scranton, cartography,scale 1:500,000. • Clanton. U.S. and Amsburv,D. L., 1976,Active Faults in Southeast Harris County, Texas: Environmental Geology,v. 1,no. 3. • Coplin, L.S., and Galloway, D.L., 1999, Houston-Galveston,Texas: Managing coastal subsidence, in D. L. Galloway,D. R.Jones, and S. E. Ingebritsen,eds., Land Subsidence in the United States: U.S. Geological Survey Circular 1182, 35-48. • Engelkemeir, R., and S. D. Khan,2007,Near-surface geophysical studies of Houston Faults: The Leading Edge,26, 1004-1008. • Engelkemeir,R., and S. D. Khan,2008,LiDAR Mapping of Faults in Houston,Texas,USA: "tor Geosphere,4, 170-182. • Khan, Stewart, Otoum, Chang,2013, Case History a Geophysical Investigation of the Active Hockley Fault System near Houston, Texas, GEOPHYSICS,Vol. 78,No. 4 (July-August 2013); P. B177—B185, 7 FIGS. • Kreitler, C.W., 1976, Lineations and Faults in the Texas Coastal Zone, Report of Investigations No. 85,Bureau of Economic Geology, the University of Texas. • Kreitler, C.W., 1978, Faulting and Land Subsidence from Groundwater and Hydrocarbon Production, Houston-Galveston,Texas. Bureau of Economic Geology,Univ. of Texas at Austin,Research Note 8. • Mastroianni,J.J, 1991, Study of Active Fault Movement, Houston,Texas and Vicinity. Unpublished M.S.Thesis,University of Houston. • Pratt,W.E., and D.W.Johnson, 1926,Local Subsidence of the Goose Creek Oil Field,Journal of Geology, 34, 577-590. • Roberts, G., and A. Michetti,2004, Spatial and Temporal Variations in Growth Rates along Active Normal Fault Systems: An example from the Lazio-Abruzzo Appenines, central Italy: Journal of Structural Geology, 26, 339-376. • Saribudak,M.,2011,Geophysical mapping of the Hockley Growth Fault in Northwest Houston, USA, and Recent Surface Observations:The Leading Edge, 30, 172-180. 9 • Shaw, S., and J. Lanning-Rush, 2005, Principal faults in the Houston,Texas,Metropolitan Area: Nod U. S. Geological Survey Scientific Investigations Map 2874. • Sheets,M. M., 1971, Active Surface Faulting in the Houston area,Texas: Houston Geological Society Bulletin, 13,24-33. • Sheets, M. M., 1979, Oil Fields, Subsidence and Surface Faulting in the Houston Area: Houston Geological Society Guidebook,24. • Shelton,J., 1984, Listric Normal Faults: An Illustrated Summary: AAPG Bulletin, 68, 801-815. • Soil Survey of Harris County Texas,Soil Conservation Service,US Department of Agriculture, 1972. • United States Geological Survey (various scales), 1995 and earlier. • Verbeek,E. R., 1979, Surface Faults in the Gulf Coastal Plain between Victoria and Beaumont, Texas:Tectonophysics, 52, 373-375. • Verbeek, Ratzlaff and Clanton, 1979,U.S. Geological Survey Miscellaneous Field Studies, Map MF-1136,Faults, Houston Metropolitan Area,Texas. • Verbeek and Clanton, 1981, Historically Active Faults in the Houston Metropolitan Area,Texas, in Houston Area Environmental Geology: Surface Faulting, Ground Subsidence, Hazard Liability, Houston Geological Society. Nod 10 PLATES < I = I 1 I , = I m ° W To r a r_ oC z X Q 0.3 — .c 0. o a w ro CC c v a ° • pp 0.n`x....o o 2 ccb z , `- 7 Z ere nw.n ob�""U 4:_ — `! �\s- _`. G =55 (J c _ ,_ g •• < u m Z_ 54, G • =nn 7r vi o jaa a. o C� 1 t p=N N < 1: Q d '7 ID g i ; _ — _0 1,,,.....„_,--::-\__ U G - te$ C_ s i a, ;1 •o w — +° iu : P o 3: ! ' i < t C 'L 0 ,.•..-..rte'' ua+vn-,� I C3 - • a , N F Z i.iyY •g • ' V e, hb W .1:: It > .•' ,r, n .a r,•.....:o,. S. C-c e a c d c t 1 Fmeftz p :y vg R r Q.,a.� ^ .�, I...Yi. `:7. �— 1 as Gr q..Y x.4e r5.,.. al ..�C C F2 c:..':'otci- - �^i c Fa C2 c - �.a E‘71; i i i .1 }t _C„ Z y {C, ? s G ,,•%,,,, r° i ilii a 1 I ; Coe F� — /` — 0 5 r'° .n w.n Ea 6 4• it S U i s .. .v.a-+rs. T. L Ea T i .----F / 1 ri 0- e i i T. ........ ¢ • .M:1'.1 .' �. `• r•--,1N z -� a .w• x .• i i .--• • i C L 4 6 < I _ I -1 2 1 w 1 = I_ 1 G L- ET LI '17 SCALE: NTS 6120 S. Dairy Ashford Road Houston, Texas 77072-1010 281.933.7388 Ph 281.933.7293 Fax DATE: 6/22/2016 APPROVED BY: EH PREPARED BY: NL PROJECT ALIGNMENT MAP Geologic Fault Assessment— McHard Extension From Cullen Blvd to Mykawa PROJECT NO.: DRAWING NO.: HE1610124 PLATE 2 0 5 KM ;t S. HOUSTON FIELD :'- .: 1 N WILLIAM P_f—if' AIRPORT (\ d Ai/\\ _ / ft 1 ELLINGTON `, ---, A. F. B, CLEAR LAKE MYKAWA FIEF �' —'- \ „,.... j FIELD _.,,,,._ VI c====7\ \ 1`'f'-'''''^ '\WEBSTER FIELD APPROXIMATE PROJLC:1 AREA ,, NASA- ,�: ,� ' 1 S C EXPLANATION Fauns,associated with FAULT Hastings salt dome 3 OIL FIELD 11 Note:Modified after Verbeek and Clanton(1978) Drawn: NL Checked: EH Plate 3 Project Area Fault Pattern Map Geologic Fault Study-McHard Road Extension ,s s oC 1.{T i s Date: June 2016 From Cullen Blvd.to Mykawa Pearland,Texas Rcrnrr No. HE1610124 Scale: NTS = r, .. „_----- oti-Vgl . \,'1 . p.t f ti ate. ! _ .y C6 - iilior}may..... y`{ D - ' N.../ 4 s. _ _ 1 '- ) \„ { 7 -; a }.Ys'' A '."...<'....N. \i\? 3 •• 1 t i D A t 113 .a- , _ .. y -0, 11110 U—upthrown side of fault D—downthrown side of fault Note:solid line where position is certain based on field and other evidence. Dashed where exact position is uncertain due to modification of the landscape. After. Map Showing Surface Faults in the Southeastern Houston Metropolitan Area,Texas,Verbeek and Clanton 1978 Drawn: NL ✓r Checked: EH Plate 4 Project Area Fault Locations Map A TQC i AT F? Dare: June 201 G McHard Road Geologic Fault Assessment Project Houston,Harris County,Texas Report No. HE1610124 Scale: NTS L12 N87' 00' 41 "E 1 ,976.47' 40+00 PC STA 44+63.12 PC STA 434-82.78 5+00 1 40+00 1 McHard RD Fault hazard zone extends 300 feet on I either side of the Fault 40A location. 45+00 C1 45+00 CURVE DATA A = 1 3.25' R = 1965.00' T = 228.18* L = 454.33' C10 CURVF DATA = 1 3.25' R = 2000.00* T = 232.25' L = 462.42' e or C STA 48+37.11 't 50+00 CC STA 49+25.54 CURVE DATA A = 24.34' R = 965.00' T = 208.08' L = 409.88' \ \\,. \ .N 50+00 C11 C2 PRC STA 52+46.99 CURVE DATA p = 24.34' R = 1000.00' T = 215.63' L = 424.75' PRC STA 53+50.29 55+00 %%44%4%a 1K*T 55+00 C12 CURVE DATA A = 37.59' R = 1035.00' T = 352.20. L = 678.96' ASSUUAI IS 1 0+00 CURVF DATA A = 37.59' R = 1000.00' T = 340.29' L = 656.00' C3 0 0 i0 0 + 6120 S. Dairy Ashford Road Houston, Texas 77072-1010 281.933.7388 Ph 281.933.7293 Fax 0 CC x DATE 6/22/2016 APPROVED BY: EH PREPARED BY: NL FAULT 40A HAZARD ZONE MAP Geologic Fault Assessment — McHard Road Extension From Cullen Blvd. to Mykawa SCALE: NTS PROJECT NO.: HE1610124 DRAWING NO.: PLATE 5A N86' 55' 29"E 2,038.95' 150+00 155+00 APPROX. FAULT 41A LOCATION Fault hazard zone extends 300 feet on either side of the Fault 41A location. N86' 55' 29"E 2,040.19' McHAR RD .:...................... 160+00 159+74.76 160+00 CURVE DATA 0 = 4,86' R = 200! 00 Tme:— 8 i0' 69.51' i Li 8 165+00 PC STA 164+81.95 N82` 04' 08"E 257.40' L29 C17 C8 9 N.82' 0408"E 257.40' = 5.33' R = 1965.00' T = 91.53' L = 182.92' C9 C 18 165+00 PC STA 164+04.63 PT STA 162+24,56 PT STA 161 +47.23 N3' 30' 04"W 1,353 98' 0+00 6120 S. Dairy Ashford Road Houston, Texas 77072-1010 281.933.7388 Ph 281.933.7293 Fax DATE: 8/30/2016 APPROVED BY: EH PREPARED BY: NL FAULT 41A HAZARD ZONE MAP Geologic Fault Assessment — McHaid Road Extension From Cullen Blvd. to Mykawa SCALE: NTS PROJECT NO.: HE1610124 DRAWING NO.: PLATE 5B =ughes&} anchrIR ff&Stonef vMer atn . azoefa Google 2016 Google ea%th NOTES: See Appendix A for site photos and descriptions. t • 1 O II ge`;Gr%ve a-S ro"mtaI SCALE: NTS ASSUCIAT IS 6120 S. Dairy Ashford Road Houston, Texas 77072-1010 281.933.7388 Ph 281.933.7293 Fax DATE 6/22/2016 APPROVED BY: EH PREPARED BY: NL FIELD INDICATIONS OF FAULTING Geologic Fault Assessment — McHard Road Extension From Cullen Blvd. to Mykawa PROJECT NO.: DRAWING NO.: HE1610124 PLATE 6 kid APPENDIX A SITE PHOTOGRAPHS }.ate-;4, -.tt r y� µ, - `., {4 , y --torLt k 1.• 4 • K rf •;.,,.-, 4 b -+. two Photo 1. View of cracked pavement crossing Suburban Garden Road and new asphalt pavement. i 460) i. _ ., r f Photo 2. View of cracked pavement leading to the driveway at 2126 Kelly Drive. to GEOTEST ENGINEERING,INC. Phase I Fault Assessment—McHard Road Extension from Cullen Blvd.to Mykawa Road HVJ Associates Project No.HE1610124 . _ . •._a. .. ..�. T;a... r • • _ Photo 3. View of cracked driveway pavement at 2105 Kelly Drive. 4 Al Photo 4. View of cracked pavement in front of 1904 Orchard Frost Drive. GEOTEST ENGINEERING,INC. Phase I Fault Assessment—Mc Hard Road Extension from Cullen Blvd.to Mykawa Road HVJ Associates Project No. HEI610124 ; ►- .. a r,". :1 • CO • • .. . • 5- � ` -- Photo S. View of multiple cracked pavement crossing Woods-Road near the Subject Project Alignment. r:: -A.{ -. 'sa 1. ti r ;41 `('w pyo /, 1 e -? ;w:4r ; _,�{ „RAP jor M1} 6`}I • ate—. ' ' ..._ht ^ 'e,.A.�. .- ..-- .Yi- .. `a iteLti'.s',4-4 tet. >...41 14,- .v, .t `,r;4 i�a• ,. ....,,, ,i,.:-.1.44-16 Photo 6. View from Woody Road looking west along the proposed Subject Project Alignment. GEOTEST ENGINEERING,INC. Phase I Fault Assessment—McHard Road Extension from Cullen Blvd.to Mykawa Road HVJ Associates Project No. HEI610124 !dw $,,,. % '' f - 4414111V. '''..•-•:. P ' l' .4 IS• f y s( • , § O -- ! - — mii!'4 __ .T►... ..-N '.QIP • Photo 7. View from Woody Road looking east along the proposed Subject Project Alignment. • ___ ,_ _ , [ J rv. l�'j%e .- u ,6 ''.iye Nom- 5a - Photo 8. View looking north from Wood Road and the proposed Subject Project Alignment. i%iiii) GEOTEST ENGINEERING,INC. Phase I Fault Assessment—McHard Road Extension from Cullen Blvd.to 1ykawa Road HVJ Associates Project No. HE1610124 1164 §174 zi ginompoit • Photo 9. View of cracked pavement crossing Roy Road;County Road 105. • Photo 10. View of possible fault scarp near Green Hill Road cul-de-sac. 1111100 GEOTEST ENGINEERING,INC. Phase I Fault Assessment—N1cHard Road Extension from Cullen Blvd.to Mykawa Road HVJ Associates Project No. HEI610124 Ij ' �r •s -'ISN ' I ' ,-• .. +•u, ' , • 44107 Fes .0. • watansiimelP4- 1417' pg, 1G �t .-� mss':� � ,�♦ Photo 11. View of possible fault scarp adjacent to Max Road/County Road 108. — • 7{ _ Photo 12. \ of cracked pavement crossing Max Road/County Road 108. GEOTEST ENGINEERING,INC. Phase I Fault Assessment—McHard Road Extension from Cullen Blvd.to Mykawa Road HVJ Associates Project No.HE1610124 411104 APPENDIX B 4110 AERIAL PHOTOGRAPHS it = -. J ,----:,.. .2 {{j *** .14-:- -1- ---1::*1".. 1:-.4-7-c.. . il. :11:-.:17.c.:- tio ,'it , ..,„,4 .. '''r''' ..fir , ,• + 1 1 y r b , t• �--° �• Z Mb- 7 ) r d 4,14 Via. ':T.4 i f � S BJ CT PROJECT ALIGNMENi3s • 3 I E T Ji •�' •. - .- J 4 , 1 L 1 2�IIcHARD ROAD - •s: ^ • t -. 1 - a A_.,_. r� t f /•!..'. R, •. ^: e,... a t i ._ ` 1 y $ r � r-lit' '_ ,c. . "Itye .' „...... 4---.. ,__,.... ,[,- .,...., t • f i� CC =4 - :,, 1 : .; 1! 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' ''* ' t_ qjligliffi, 2 Cririff ••,B.',..' • �.� _ ewe,urs_ jY ,1• "tittea ` 1. •• ^" S'".,� ''' r 1996 CENTRAL AREA HISTORICAL AIR PHOTO `i GEOTEST ENGINEERING PHASE I GEOLOGIC FAULT ASSESSMENT MCHARD ROAD EXTENSION PROJECT PEARLAND, BRAZORIA COUNTY,TEXAS i t (SCALE ADJUSTED) • i c. ' 7 , •� .. pj 4 r -r,; „i' R .r 1 I r---- SUI3JECT PROJEC 3v1MENTiso IIP \ . I-- i 160 • A. a. .1 ` i t° is •f' _ .I% _t [ � [ I 'r R„ a _ .4.1,. _ 31 l .� t t f ji i fit,' .,4 ``t + - ... + _. „ '.1 4.8 amort y C'_ — 7r T• g 1989 CENTRAL AREA HISTORICAL AIR PHOTO di GEOTEST ENGINEERING PHASE I GEOLOGIC FAULT ASSESSMENT MCHARD ROAD EXTENSION PROJECT 1. " PEARLAND, BRAZORIA COUNTY,TEXAS (SCALE ADJUSTED) I 1 - ::: ,,,,,,,,x- , A +'S' ._ �„'x'^ 3 [e M I " r 4 1 — - - I - _ _— ^ • ria.. t._-r..- '-4.:. -. s_ SUBJECT PROJE =_ALIG "MENT _ t R 4 !J 1 F i ' t- ^ '''' - - E 1 R - j f r r 1 t ---I a.• ;rte r.. _r o 1977 CENTRAL AREA HISTORICAL AIR PHOTO X GEOTEST ENGINEERING PHASE I GEOLOGIC FAULT ASSESSMENT i MCHARD ROAD EXTENSION PROJECT PEARLAND,BRAZORIA COUNTY,TEXAS (SCALE ADJUSTED) 'TAP . a`• r ., ...3R r a�»a .1� `_ Y "4` r- 41104 - . ; . �� rc . pl i 'It. i1.- • 'I-"�, ' Fait Y, _ t -*I' 4 + .�.._ i. - *. ' ; . "moi...— t �. . Y. +rte- .�.w--..� ' f� - , ) Y :fir. _ -; _ . 1" • AREA ,POSSIB FAL I,T T• 1 .: 4 ,.a .' ' ,t • ' \ii §UBJECOPEf•ti i -,: ' y ,,_... . f'F • A- -, - , _ 41110 — - — ' ' - -- •:-.. '-'".... -PE' -,... -:r.,- < ..1 -: '.ate 4-• -.- aQ' - _ -.a vt yr. - ._. s- .. ;R .,,,,i.,,„. s t • ....: 'n -r ,- f '3l`•yam. ,..1r+F. ja.. -....•si 'k 7 . < r { # -.3• 1975 CENTRAL AREA HISTORICAL AIR PHOTO v, GEOTEST ENGINEERING PHASE I GEOLOGIC FAULT ASSESSMENT MCHARD ROAD EXTENSION PROJECT 1L PEARLAND, BRAZORIA COUNTY,TEXAS 1 (SCALE ADJUSTED) '- 1.•,A57- -1• , ' t Nod fit ,.' i PI '' i : ..,.•• 1 ' ••'ilk i :.V. - • 1 NO 4. .. • .. __ . . ....._.11 -4 . .. I. .-....,4-. - .. . ; . .. . . , • 4 . - . # " ......r- " i (; i . . 401 ,,,,•••-•!..---sr-- ........ 1111, •.. . ...."/VI '`.. SUBJECIIIIIIDJE 1 . • . 4:4 .. ... . 4.•: j: ... . 7 1 - 10 ' . , ..•-: --r-- , ,.. I ' , -I* ,- t'••::: Y . . „ .n.. .4- 24. : .44.6 '0•40.1:iik 4 . , ,.. a 1-'1# ° • . - 7*.iimmik,.• _,_, : , . . --------- - . _ , , .... - " . - ''.7:4-- •`-' `.,' -, • • .,, . '', "4. ••• ,1* . . ' ' • . . - _ - , •. . . 1.- . ( .. ...- 1' . 1 . .47 a`lif ",...4' 1111 Ita•-•• -. y • . • 1965 CENTRAL AREA HISTORICAL AIR PHOTO X GEOTEST ENGINEERING PHASE I GEOLOGIC FAULT ASSESSMENT 4 MCHARD ROAD EXTENSION PROJECT PEARLAND, BRAZORIA COUNTY,TEXAS -gate' (SCALE ADJUSTED) .41 '. /.� M:s ti SUBJECT PROJECT ALIGNMENTC ...,Ix :. L t :( ._.;, .- ------- . .t i •1 f i :. � 1953 CENTRAL AREA HISTORICAL AIR PHOTO GEOTEST ENGINEERING PHASE I GEOLOGIC FAULT ASSESSMENT 4 MCHARD ROAD EXTENSION PROJECT PEARLAND, BRAZORIA COUNTY,TEXAS (SCALE ADJUSTED) , '' ,-,1' Noire 4. .I F' e. • ., - SUBJECT PROJECT ALIGNMENT ,j \ ie. if AREA%t it l H POSSIBLE FAULT TRA •t ' i .n ,two+ 1 T, 1 ,..4, r. f )•-r,.4 t „.:-'5, 4 a • I i 1< S. • Ji' z s + ` i -"'—f , .=t'... ._ i' ...N4. j.L•' ' r. ' - _ I 1944 CENTRAL AREA HISTORICAL AIR PHOTO X GEOTEST ENGINEERING PHASE I GEOLOGIC FAULT ASSESSMENT MCHARD ROAD EXTENSION PROJECT PEARLA_ND, BRAZORIA COUNTY,TEXAS (SCALE ADJUSTED) •,-, z . --4. ,. ,•-- 1-,-. , . ..r.,,,,, ,...t,..... . . ........., ,. .., ,,„ „....,, ,,, . ,,,,, ,,, , : ..... , , ,,,,..„., ,, .... ,....,, ., . , :.24 ,, 'ria ^ s'wg ,A.? 2 r .. : -... - f ..i: 14111.1100. ,,, T •- a • 1930 CENTRAL AREA HISTORICAL AIR PHOTO J\.° GEOTEST ENGINEERING PHASE I GEOLOGIC FAULT ASSESSMENT MCHARD ROAD EXTENSION PROJECT PEARLAND, BRAZORIA COUNTY,TEXAS (SCALE ADJUSTED) ..'i 1 • rte' 5 :,} �� 1 . j 1 = -, ' .. inr .* 4 f L., E. Y'..!'.. ' / Y J_ '1 tis ".. . - A _* = �x Imo( - 1.� •• .- r-- FL - ' L „: 1. I` St BJECT 'ROJEg ALIGN., ' I . i . :'� t i X`� a� _ 4. ,1111rzAW ' t _ fri r�� 1.. s 1 1� -' ... li I 47 '-z''• , us- slim; i 4 I : f , + -4---•_.r...-_." L.:, tllkl 7fi,N I...1' 1.1. 1.1.41114•!111.1 I . '` C Ay e. 2014 EAST AREA HISTORICAL AIR PHOTO V GEOTEST ENGINEERING PHASE I GEOLOGIC FAULT ASSESSMENT MCHARD ROAD EXTENSION PROJECT PEARLAND, BRAZORIA COUNTY,TEXAS (SCALE ADJUSTED) Ala INF r l �^ w . + .�. . '' 1 i • ■ --, ,, , t--.,. `-i • :`. ,. . , • ,, ,if — .. SUBJECT PROJECT ALIGNMENT • . ` � a -- 414 .. �_•, _ ' v ' „„4.—Qtell'"_:---- —er �/J •0.1000001110000010—10....e• , i 1.iM.r. 11111 • _— e .. iiia - 7 4''''''t.:. fr 4 �_• r • r ", Ats.I Ili .. .... L !iJ L_. VI �' 1 . 2004 EAST AREA HISTORICAL AIR PHOTO u, GEOTEST ENGINEERING PHASE I GEOLOGIC FAULT ASSESSMENT MCHARD ROAD EXTENSION PROJECT 1 e 111111. PEARLAND, BRAZORIA COUNTY,TEXAS , (SCALE ADJUSTED) Y•fV • yam..e}: •.. ` •.ap t i' .1 s \ -.jy� , •.•i[S•G�•1r. *� ..s Its•�. y. - ',lad:- •I _ iiY`.•w r t. k..i,,;.,,,,'. • A t 1' t: C� �,-w ,; ,:_j ,;! !i i?...,..:.),;a '!".7......` ,' _S' r �, y ••'' g. it ,it ___.o`er ----- "'"40—"r ,i _ r ,r �p!'r .� s ' '•�' Pi'• ;_,•f•.. -. •• ,LI = 1 Y > r i aa '!'--,,A....*�aj1� _ " t; -.'4:i'<-7:3 it,„:,..,--....._.----,_---t - --. T ►" .. � 'SUB 1?C7` PRO.1}'C'I'".r.IGN R1 F, � I a _ - 1+ - *. - .. 1 `� _^ Jim :1!„.. _ ,•h may, ,.►.,,»r T '. . . = t*. - , . semg � •,w . - y s., ° ii. 1. ,/.� �.. F.' . ,. := L--- . Pg1"""71-1'1.-- ..-.—• 01.1111T----) .. �' -C , 1._ ��. „-II-'�y �.(j t :1 `. .w '-44•\ r� 04'7:e► • 'MI .Y F.. ' ;r!' .a. III! 'Dui*. U IM ' _ ' .-,I y.` l . ,. 1-1'.1 . 1996 EAST AREA HISTORICAL AIR PHOTO X GEOTEST ENGINEERING PHASE I GEOLOGIC FAULT ASSESSMENT MCHARD ROAD EXTENSION PROJECT PEARLAND, BRAZORIA COUNTY,TEXAS `mow(SCALE ADJUSTED) a, t' t w .• j , tom,~ 1, j- s...- 3` :.-m4j +lye --- -.... "'1 < (..: 2.; -i 3 jrs �'° ' - --!_ t i, , , 1 � __ ,,..'!„.,2"_:%-. - erg it r 1 I rM z SUBJECT PROJECLALIGNM 'T"' 1,1 II 1 ; '. .- NI' ' . \ 110 f . . _ ;... , ,_,„, . _. . ., f .,_ . t " , _ --ventelor.„....,...„_,... , . .-...,-,.---. .., --., .....,- ._ . 1 -i,-..-,,-: ...: :__.- . • . - .. --.t- ; -,..-:-.- ",: ....:, .. vii....1. _ • ,--.. 4. . _ . • i < G.aea ____ .. _ ...., wt r 1011.1.... , - t v #le' t m . P • ` a� �._ • l+ .1� 'I ' y t•E _ .Y '� ', 110111 ft f x w .. x 1-;_ _ '1._`—4. * 3 17-0 ►I1 i. �4 Y 3 I i(tii�iiltit WU ;w. c ! e , I. 1989 EAST AREA HISTORICAL AIR PHOTO GEOTEST ENGINEERING PHASE I GEOLOGIC FAULT ASSESSMENT MCHARD ROAD EXTENSION PROJECT Illiir PEARLAND, BRAZORIA COUNTY,TEXAS (SCALE ADJUSTED) - ' •,.. ,.. • P- - - .. --- .9-!-• i t '..lt - 111 .. .. ?..-" ..,- .... . . . -.. . ( 444.•-- r-- , v. .. ..,_ , i---1. ..a.!'•- --"" ( 4-- - •• I- ' r.--•• 9#3 fr.! 4 • .... .. . 1..... \r -it-. . L. . • '' - '-v--rT ,, -'„ ,... .., ' • t....,. ' 1-...• '. 1 al .. -1, , . . . ... ,. , .1.... --.44,ill t.., 1...,*..41.....,. .....„ .. , ' ' & ,- li ,--•-- -1:--1 . t r---;-, '' ' - '2 . . .„ - • ., / ... --- .. ••• S ; L -,T PROIE, ATIGNME 1 - • 4_ , , '•:.,. ......11, ' ..,. ir - i r. I - ._...-. - ' ' .•-1 ' . ....,. , r --- - • ,2),-,...- , = ... __,.. - ... _ - . 14. A f , ,... , ---___ .• .. ...., .,.. , .. ' . • . '. . 1977 EAST AREA HISTORICAL AIR PHOTO X GEOTEST ENGINEERING PHASE I GEOLOGIC FAULT ASSESSMENT MCHARD ROAD EXTENSION PROJECT PEARLAND,BRAZORIA COUNTY,TEXAS (SCALE ADJUSTED) 1 H. & 'S 40 . .. IFfi... ...' _- • ip, - �.. ,1 a•.: ""'T-- - _ a.- t six � ' fi 1• .. . 9 _ lir ' .* Jr. _ � M a ) r'-i. J 9: . .r; c. if- r,�1 rr 1 , of I ,A — • 1 . ' - ' er,(' r., ., 4�c.} %' t` ,. ..41.. r fI. ..., . ,,,_ tc' ' f 7P 1 r r 1e.,..- ! i �•+ ) r '� ?!!tit:-- e F'f.`�'1 ' aA C "1 i M1, (� t la r PI',.F+ ,tom, ""ter, t t, .r r __ �•. - 4 !EF 4' , ROJE. ' ENT ';'..4.. - ' • . . t� .' i .F' C;�_a .+l' °-.. .. ` k .. L r _ lit'- "-.."'' '. --r'::. . • . Y.'..... "::, ..:4. ..t•;'et', ,, , ,..r.10 : ...'.. iii' - _ �. i, "yam rS IL4 _ — _ 'sem 'r - ftI'1'[_ - ,.:. 411 � ._ f r _ y,, FI , ,,1, •' ,�.�� ,:'' ,rte...'. _ ' 'A 1975 EAST AREA HISTORICAL AIR PHOTO v, GEOTEST ENGINEERING PHASE I GEOLOGIC FAULT ASSESSMENT MCHARD ROAD EXTENSION PROJECT PEARLAND, BRAZORIA COUNTY,TEXAS (SCALE ADJUSTED) \\ ..• _, I — -y t . 111 a Y 1 r - T d t - y.- . -_ • �.{_t.....'.3.. 1. 1 C. iri., r _ �' ` .,„.„. , , , , . , '' r _ : � rp ,...._ , , 4 ..t-.7-; .- -—r-t-7---"- 1' . 1,,,10/ ". - .SUBJECT PROJECT A1.IGNMEIsT,- ' - ••— .. .a#',, fN. .- \-11. - JI'. -- . : �� ir 7.7 r . _ , a -- t —■ • T ..: , 1965 EAST AREA HISTORICAL AIR PHOTO GEOTEST ENGINEERING PHASE I GEOLOGIC FAULT ASSESSMENT MCHARD ROAD EXTENSION PROJECT PEARLAND, BRAZORIA COUNTY,TEXAS (SCALE ADJUSTED) t a r> ` %' - ' G • i I. ��* SUBJEC1 PROJECT ALIGNMENT J \ r",.:......;:.,.a.,�aw.r:.p T�,y;.<.»..o,�o�rm. . awdaava �y,.i a�•,:,....�.�:,��.. r',aR„ .o..•m a. '•SJ' tet.f . • - -- 8 1953 EAST AREA HISTORICAL AIR PHOTO X GEOTEST ENGINEERING PHASE I GEOLOGIC FAULT ASSESSMENT MCHARD ROAD EXTENSION PROJECT PEARLAND, BRAZORIA COUNTY,TEXAS (SCALE ADJUSTED) I 1 I sic i .' . .A 4 . _ r`. • , . t V y , I: -` r-' ; : , A ir ! / �. • - I 3 I '/ Mil AREA WITH POSSIBLE FAULT TRACE .-„d. ' '''41i0/4 . • , / -” •' r . -- \ . �-- SUBJECT PRdJEC 1 ALIGNMEN _ 4 ;• — . a , • ;:.a • s ,--,+ . C' r 4 ‘ . .... . ...,. ., -,, . .. • , ,,,, ..• , , ...,.• . •...„._ . . • „,_,,... 1944 EAST AREA HISTORICAL AIR PHOTO X GEOTEST ENGINEERING PHASE I GEOLOGIC FAULT ASSESSMENT MCHARD ROAD EXTENSION PROJECT PEARLAND, BRAZORIA COUNTY,TEXAS (SCALE ADJUSTED) ...„.• :t• ' . -. . i-• ,- 4.^.. ' - %. 4" - .4 • ; .,•' 4 1 ';r ' . ,;,‘ ',•••*-* - „....t,, - ;,-:44514,,,,,,i 4, a'• ' .' '4.tt - , 1. ' '-' sa ...1' a : ,-P SUB-jECT PROJE ' • G le,.i; - , - . , . . til0 I : , .... , . .,, ., . ,A'4* •' ' '1.,.. ,..„-.. — , t - 4 4'4" . ,..ts• , .. ....- . 44 ' 4.,, i iii ,,Aiwytiir :1,-. ,-t• . .. . , ..-- . -, - . _. . - ,.. . . . . .k..... _. .. ._ , . 1930 EAST AREA HISTORICAL AIR PHOTO GEOTEST ENGINEERING PHASE I GEOLOGIC FAULT ASSESSMENT MCHARD ROAD EXTENSION PROJECT 11f PEARLAND, BRAZORIA COUNTY,TEXAS A 1 (SCALE ADJUSTED) ; APPENDIX C TOPOGAPHIC MAPS ,.,. *-- et t. �••� f•{ `'/+ / rel 0li �r'/ \ 3 .,rf .....% )). -LllIllk._...h'' . , 44 1 .... t.\ ei 4. •0/ 7 �`,� v I� 4 j!/ x a 4 �.___`...� .- ---`' i is t :Y'� ./....,4,�jY ' c (. 60 Y, ,I • 1 . r a . I I: Y, p' PI i • j� iI !gy `f ` '\ t• .:14"�� b s 4 t. 'tel'' 04 ( / "* Li4, \re N '. \ i r�. tnV Pt N ir rrV. 4----_- } V TS!-___"- O r % 44 ti j/ ) CI a �. `-=-�.;' I stir a „--,-• Ir-"-- E. o °c 0,1 ,, •-cm Figec ° ! • �i =�'`i :i� ;"•'�0!. , i iil p. 1X 1 I• 1 p •y C tl t / i { . 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