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HomeMy WebLinkAboutDRC-2009-003394 - 0901a0688012f728^9^141^ DIZ6^- yoo^-0053^V From: To: CC: Date: Subject: Attachments: Dane: Harold Roberts <HRoberts(gdenisonmines.com> Dane Finerfrock <DFINERFROCK(gutah.gov>, Ron Hochstein <RHochstein(gdeniso.. Loren Morton <lmorton@utah.gov>, "GCorcoran(gGeosyntec.com" <GCorcoran(gGe.. 8/8/2009 11.03 AM Re; Cell 4B Design - Response to Round 2 Interrogatory Cell 4B Design Response #2 .pdf; Exhibit A - Blasting Attachment Figures.pd f; Exhibit B - Revised Technical Specifications.pdf; Exhibit C - Cell 4B Ca pacity Calc Package.pdf; Exhibit D - Revised Cushion Protection Calc Packag e.pdf; Exhibit E - Revised CQA Plan.pdf Attached is Denison Mines (USA) Corp.'s response, with exhibits, to the Round 2 Interrogatory on the Cell 48 design. With this submittal we should be back on schedule with the timeline laid out in the June 24, 2009 MOA. Please call or e-mail me with any immediate questions. Regards, Harold Roberts Executive Vice President, US Operations t: (303) 389-4160 j f: (303) 389-4125 1050 17th Street, Suite 950, Denver, CO 80265 DENISON MINES (USA) CORP www.denisonmines.com<http://www.denisonmines.com/> This e-mail is intended for exclusive use the person(s) mentioned as the recipient(s). This message and any attached files with it are confidential and may contain privileged or proprietary information. If you are not the intended recipient(s) please delete this message and notify the sender. You may not use, distribute print or copy this message if you are not the intended recipient(s). Prepared for Denison Mines (USA) Corp. 6425 S. Highway 191 P.O. Box 809 Blanding, UT 84511 TECHNICAL SPECIFICATIONS FOR THE CONSTRUCTION OF CELL 4B LINING SYSTEM WHITE MESA MILL BLANDING, UTAH Prepared by 10875 Rancho Bernardo Rd., Suite 200 San Diego, CA 92127 Project Number SC0349 December 2007 Revised January 2009 Revised August 2009 SC0349.TechnicalSpecifications4B.F.20090807.docx iii December 2007 Revised January 2009 Revised August 2009 TABLE OF CONTENTS Section 01010 — Summary of Work Section 01025 — Measurement & Payment Section 01300 — Submittals Section 01400 — Quality Control Section 01500 — Construction Facilities Section 01505 — Mobilization / Demobilization Section 01560 — Temporary Controls Section 01700 — Contract Closeout Section 02070 — Well Abandonment Section 02200 — Earthwork Section 02220 — Subgrade Preparation Section 02225 — Drainage Aggregate Section 02616 — Polyvinyl Chloride (PVC) Pipe Section 02770 — Geomembrane Section 02771 — Geotextile Section 02772 — Geosynthetic Clay Liner Section 02773 — Geonet Section 03400 — Cast-In-Place Concrete Cell 4BLining System Construction Summary of Work SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01010-1 December 2007 Revised January 2009 Revised August 2009 SECTION 01010 SUMMARY OF WORK PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. The Work generally involves the placement and compaction of fill, preparation of subgrade, installation of geosynthetic liner system, and associated piping. B. The Work will generally consist of: 1. Initial topographic survey; 2. Mass excavation and fill placement and compaction; 3. Subgrade preparation; 4. Anchor trench and leak detection system trench excavation; 5. Installation of needle-punched geosynthetic clay liner (GCL) consisting of woven and nonwoven geotextiles; 6. Installation of 60-mil high density polyethylene (HDPE) secondary geomembrane; 7. Installation of leak detection system 4-inch and 18-inch polyvinyl chloride (PVC) pipe and fittings; 8. Installation of aggregate within leak detection system pipe trench and sump; 9. Installation of 300-mil geonet; 10. Installation of 60-mil HDPE primary geomembrane; 11. Installation of 16 oz./SY nonwoven geotextile cushion; 12. Installation of slimes drain 4-inch and 18-inch PVC pipe and fittings; 13. Installation of aggregate around slimes drain and within sump; and 14. Installation of strip composite drainage layer. 1.02 CONTRACTOR’S RESPONSIBILITIES A. Start, layout, construct, and complete the construction of the Cell 4B lining system (the Project) in accordance with the Technical Specifications, CQA Plan, and Drawings (Contract Documents). B. Provide a competent site superintendent, capable of reading and understanding the Construction Documents, who shall receive instructions from the Construction Manager. C. Establish means, techniques, and procedures for constructing and otherwise executing the Work. D. Establish and maintain proper Health and Safety practices for the duration of the Project. E. Except as otherwise specified, furnish the following and pay the cost thereof: 1. Labor, superintendent, and products. 2. Construction supplies, equipment, tools, and machinery. 3. Water, electricity, and other utilities required for construction. 4. Other facilities and services necessary to properly execute and complete the Work. Cell 4BLining System Construction Summary of Work SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01010-2 December 2007 Revised January 2009 Revised August 2009 5. A Registered Land Surveyor, licensed in the State of Utah, to survey and layout the Work, and to certify as-built Record Drawings. F. Pay cost of legally required sales, consumer, and use taxes and governmental fees. G. Perform Work in accordance with codes, ordinances, rules, regulations, orders, and other legal requirements of governmental bodies and public agencies bearing on performance of the Work. H. Forward submittals and communications to the Construction Manager. Where applicable, the Construction Manager will coordinate submittals and communications with the representatives who will give approvals and directions through the Construction Manager. I. Maintain order, safe practices, and proper conduct at all times among Contractor's employees. The Owner, and its authorized representative, may require that disciplinary action be taken against an employee of the Contractor for disorderly, improper, or unsafe conduct. Should an employee of the Contractor be dismissed from his duties for misconduct, incompetence, or unsafe practice, or combination thereof, that employee shall not be rehired for the duration of the Work. J. Coordinate the Work with the utilities, private utilities, and/or other parties performing work on or adjacent to the Site. Eliminate or minimize delays in the Work and conflicts with those utilities or contractors. Coordinate activities with the Construction Manager. Schedule private utility and public utility work relying on survey points, lines, and grades established by the Contractor to occur immediately after those points, lines, and grades have been established. K. Coordinate activities of the several trades, suppliers, and subcontractors, if any, performing the Work. 1.03 NOTIFICATION A. The Contractor shall notify the Construction Manager in writing if he elects to subcontract, sublet, or reassign any portion of the Work. This shall be done at the time the bid is submitted. The written statement shall describe the portion of the Work to be performed by the Subcontractor and shall include an indication, by reference if desired by the Construction Manager, that the Subcontractor is particularly experienced and equipped to perform that portion of the Work. No portion of the Work shall be subcontracted, sublet, or reassigned without written permission of the Construction Manager. Consent to subcontract, sublet, or reassign any portion of the Work by the Construction Manager shall not be considered as a testimony of the Construction Manager as to the qualifications of the Subcontractor and shall not be construed to relieve the Contractor of any responsibilities for completion of the Work. 1.04 CONFORMANCE A. Work shall conform to the Technical Specifications, Construction Quality Assurance (CQA) Plan, and Drawings that form a part of these Contract Documents. B. Omissions from the Technical Specifications, CQA Plan, and Drawings or the misdescription of details of the Work which are necessary to carry out the intent of the Contract Documents, are customarily performed and shall not relieve the Contractor from performing such omitted or misdescribed details of the Work, but they shall be performed as if fully and correctly set forth and described in the Technical Specifications, CQA Plan, and Drawings. 1.05 DEFINITIONS A. OWNER – The term Owner means the Denison Mines (USA) Corp. for whom the Work is to be provided. Cell 4BLining System Construction Summary of Work SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01010-3 December 2007 Revised January 2009 Revised August 2009 B. CONSTRUCTION MANAGER – The term Construction Manager means the firm responsible for project administration and project documentation control. All formal documents will be submitted to the Construction Manager for proper distribution and/or review. During the period of Work the Construction Manager will act as an authorized representative of the Owner. C. DESIGN ENGINEER – The term Design Engineer means the firm responsible for the design and preparation of the Construction Documents. The Design Engineer is responsible for approving all design changes, modifications, or clarifications encountered during construction. The Design Engineer reports directly to the Owner. D. CQA ENGINEER – The term CQA Engineer refers to the firm responsible for CQA related monitoring and testing activities. The CQA Engineer’s authorized personnel will include CQA Engineer-of-Record and Lead CQA Monitor. The CQA Engineer may also perform construction quality control (CQC) work as appropriate. The CQA Engineer reports directly to the Owner. E. CONTRACTOR – The term Contractor means the firm that is responsible for the Work. The Contractor's responsibilities include the Work of any and all of the subcontractors and suppliers. The Contractor reports directly to the Construction Manager. All subcontractors report directly to the Contractor. F. SURVEYOR – The term Surveyor means the firm that will perform the survey and provide as- built Record Drawings for the Work. The Surveyor shall be a Registered Land Surveyor, licensed to practice in the State of Utah. The Surveyor is employed by and reports directly to the Contractor. G. SITE – The term Site refers to all approved staging areas, and all areas where the Work is to be performed, both public and private owned. H. WORK – The term Work means the entire completed construction, or various separately identifiable parts thereof, required to be furnished under the Contract Documents. Work includes any and all labor, services, materials, equipment, tools, supplies, and facilities required by the Contract Documents and necessary for the completion of the project. Work is the result of performing services, furnishing labor, and furnishing and incorporating materials and equipment into the construction, all as required by the Contract Documents. I. DAY – A calendar day on which weather and other conditions not under the control of the Contractor will permit construction operations to proceed for the major part of the day with the normal working force engaged in performing the controlling item or items of Work which would be in progress at that time. J. CONTRACT DOCUMENTS – Contract Documents consist of the Technical Specifications, CQA Plan, and Drawings. 1.06 CONTRACT TIMES A. The time stated for completion and substantial completion shall be in accordance with the Contract Times specified in the Agreement. Extensions to the Contract Time of performance shall be granted for those days when the Contractor is unable to work due to adverse weather conditions or as a result of abnormal conditions. Extension of time of performance based on adverse weather conditions shall be granted when requested by the Contractor and reviewed in writing by the Construction Manager. All requests for extensions of time by the Contractor based on adverse weather conditions must be submitted in writing to the Construction Manager within five (5) working days of the time in question. No claims for damages shall be made by the Contractor for delays. Cell 4BLining System Construction Summary of Work SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01010-4 December 2007 Revised January 2009 Revised August 2009 B. Contractor shall adhere to the schedule provided in the Contract. Unapproved extensions to the schedule will result in the Contractor paying liquidated damages in the amount of $4,000 per day to cover costs associated with Construction Management and construction oversight. 1.07 CONTRACTOR USE OF WORK SITE A. Confine Site operations to areas permitted by law, ordinances, permits, and the Contract Documents. The Contractor shall ensure that all persons under his control (including Subcontractors and their workers and agents) are kept within the boundaries of the Site and shall be responsible for any acts of trespass or damage to property by persons who are under his control. Consider the safety of the Work, and that of people and property on and adjacent to work Site, when determining amount, location, movement, and use of materials and equipment on work Site. B. The Contractor shall be responsible for protecting private and public property including pavements, drainage culverts, electricity, highway, telephone, and similar property and shall make good of, or pay for, all damage caused thereto. Control of erosion throughout the project is of prime importance and is the responsibility of the Contractor. The Contractor shall provide and maintain all necessary measures to control erosion during progress of the Work to the satisfaction of the Construction Manager and all applicable laws and regulations, and shall remove such measures and collected debris upon completion of the project. All provisions for erosion and sedimentation control apply equally to all areas of the Work. C. The Contractor shall promptly notify the Construction Manager in writing of any subsurface or latent physical conditions at the Site that differ materially from those indicated or referred to in the Contract Documents. Construction Manager will promptly review those conditions and advise Owner in writing if further investigations or tests are necessary. If the Construction Manager finds that the results of such investigations or tests indicate that there are subsurface and latent physical conditions which differ materially from those intended in the Contract Documents, and which could not reasonably have been anticipated by Contractor, a Change Order shall be issued incorporating the necessary revisions. D. At no time shall the Contractor interfere with operations of businesses on or in the vicinity of the Site. Should the Contractor need to work outside the regular working hours, the Contractor is required to submit a written request and obtain approval by the Construction Manager. 1.08 PRESERVATION OF SCIENTIFIC INFORMATION A. Federal and State legislation provides for the protection, preservation, and collection of data having scientific, prehistoric, historical, or archaeological value (including relics and specimens) that might otherwise be lost due to alteration of the terrain as a result of any construction work. If evidence of such information is discovered during the course of the Work, the Contractor shall notify the Construction Manager immediately, giving the location and nature of the findings. Written confirmation shall be forwarded within two (2) working days. B. The Contractor shall exercise care so as not to damage artifacts uncovered during excavation operations, and shall provide such cooperation and assistance as may be necessary to preserve the findings for removal or other disposition by the Construction Manager or Government agency. C. Where appropriate, by reason of a discovery, the Construction Manager may order delays in the time of performance, or changes in the Work, or both. If such delays, or changes, or both, are ordered, the time of performance and contract price shall be adjusted in accordance with the applicable clauses of the Contract. Cell 4BLining System Construction Summary of Work SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01010-5 December 2007 Revised January 2009 Revised August 2009 1.09 MEASUREMENT AND PAYMENT A. Measurement for Work will be according to the work items listed in Section 01025 of these Specifications. 1.10 EXISTING UTILITIES A. The Contractor shall be responsible for locating, uncovering, protecting, flagging, and identifying all existing utilities encountered while performing the Work. The Contractor shall request that Underground Service Alert (USA) locate and identify the existing utilities. The request shall be made 48 hours in advance. B. Costs resulting from damage to utilities shall be borne by the Contractor. Costs of damage shall include repair and compensation for incidental costs resulting from the unscheduled loss of utility service to affected parties. C. The Contractor shall immediately stop work and notify the Construction Manager of all utilities encountered and damaged. The Contractor shall also Survey the exact location of any utilities encountered during construction. 1.11 CONTRACTOR QUALIFICATIONS A. The Contractor, and all subcontractors, shall be licensed at the time of bidding, and throughout the period of the Contract, by the State of Utah to do the type of work required under terms of these Contract Documents. By submitting a bid, the Contractor certifies that he is skilled, competent, and knowledgeable on the nature, extent and inherent conditions of the Work to be performed and has been regularly engaged in the general class and type of work called for in these Contract Documents and meets the qualifications required in these Specifications. B. The Construction Manager shall disqualify a bidder that either cannot provide references, or if the references cannot substantiate the Contractor's qualifications. C. By submission of a bid for this Project, the Contractor acknowledges that he is thoroughly familiar with the Site conditions. 1.12 INTERPRETATION OF TECHNICAL SPECIFICATIONS, CQA PLAN, AND DRAWINGS A. Should it appear that the Work to be done or any matters relative thereto are not sufficiently detailed or explained in the Technical Specifications, CQA Plan, and/or Drawings, the Design Engineer will further explain or clarify, as may be necessary. In the event of any questions arising respecting the true meaning of the Contract Documents, the matter shall be referred to the Design Engineer, whose decision thereon shall be final. Cell 4BLining System Construction Summary of Work SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01010-6 December 2007 Revised January 2009 Revised August 2009 1.13 HEALTH AND SAFETY A. The Contractor shall be responsible for health and safety of its own crew, subcontractors, suppliers, and visitors. The Contractor shall adhere to the Contractor Safety Rules for the Site. 1.14 GENERAL REQUIREMENTS A. SURVEYING – The Surveyor shall be responsible for all surveying required to layout and control the Work. Surveying shall be conducted such that all applicable standards required by the State of California. B. PERMITS – The Contractor shall be required to obtain permits in accordance with construction of the facility. C. SEDIMENTATION, EROSION CONTROL, AND DEWATERING – Contractor shall comply with all laws, ordinances, and permits for controlling erosion, water pollution, and dust emissions resulting from construction activities; the Contractor shall be responsible for any fines imposed due to noncompliance. The Contractor shall perform work in accordance with the Storm Water Pollution Prevention Plan (SWPPP) provided by the Owner. The Contractor shall pump all water generated from dewatering into Cell 3, as directed by the Construction Manager. D. PROTECTION OF EXISTING SERVICES AND WELLS – The Contractor shall exercise care to avoid disturbing or damaging the existing monitor wells, electrical poles and lines, permanent below-ground utilities, permanent drainage structures, and temporary utilities and structures. When the Work requires the Contractor to be near or to cross locations of known utilities, the Contractor shall carefully uncover, support, and protect these utilities and shall not cut, damage, or otherwise disturb them without prior authorization from the Construction Manager. All utilities or wells damaged by the Contractor shall be immediately repaired by the Contractor to the satisfaction of the Construction Manager at no additional cost. E. BURNING – The use of open fires for any reason is prohibited. F. TEMPORARY ROADS – The Contractor shall be responsible for constructing and maintaining all temporary roads and lay down areas that the Contractor may require in the execution of the Work. G. CONSTRUCTION WATER – The Contractor shall obtain water from the Owner for construction and dust control. The Contractor shall not add substances (such as soap) to construction water. H. COOPERATION – The Contractor shall cooperate with all other parties engaged in project-related activities to the greatest extent possible. Disputes or problems should be referred to the Construction Manager for resolution. I. FAMILIARIZATION – The Contractor is responsible for becoming familiar with all aspects of the Work prior to performing the Work. J. SAFEGUARDS – The Contractor shall provide and use all personnel safety equipment, barricades, guardrails, signs, lights, flares, and flagmen as required by Occupational Safety and Health Administration (OSHA), state, or local codes and ordinances. No excavations deeper than 4 feet with side slopes steeper than 2:1 (horizontal:vertical) shall be made without the prior approval of the Design Engineer and the Construction Manager. When shoring is required, the design and inspection of such shoring shall be the Contractor’s responsibility and shall be subject to the review of the Design Engineer and Construction Manager prior to use. No personnel shall work within or next to an excavation requiring shoring until such shoring has been installed, inspected, and approved by an engineer registered in the State of Utah. The Contractor shall be Cell 4BLining System Construction Summary of Work SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01010-7 December 2007 Revised January 2009 Revised August 2009 responsible for any fines imposed due to violation of any laws and regulations relating to the safety of the Contractor’s personnel. K. CLEAN-UP – The Contractor shall be responsible for general housekeeping during construction. Upon completion of the Work, the Contractor shall remove all of his equipment, facilities, construction materials, and trash. All disturbed surface areas shall be re-paved, re-vegetated, or otherwise put into the pre-existing condition before performing the Work, or a condition satisfactory to the Construction Manager. L. SECURITY – The Contractor is responsible for the safety and condition of all of his tools and equipment. M. ACCEPTANCE OF WORK – The Contractor shall retain ownership and responsibility for all Work until accepted by Construction Manager. Construction Manager will accept ownership and responsibility for the Work: (i) when all Work is completed; and (ii) after the Contractor has submitted all required documentation, including manufacturing quality control documentation and manufacturing certifications. PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT NOT USED. [END OF SECTION] Cell 4B Lining System Construction Measurement and Payment SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01025-1 December 2007 Revised January 2009 Revised August 2009 SECTION 01025 MEASUREMENT AND PAYMENT PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. This section covers measurement and payment criteria applicable to the Work performed under lump sum and unit price payment methods, and non-payment for rejected work. 1.02 RELATED SECTIONS A. This section relates to all other sections of the contract. 1.03 AUTHORITY A. Measurement methods delineated in the individual specification sections are intended to complement the criteria of this section. In the event of conflict, the requirements of the individual specification section shall govern. B. A surveyor, licensed in the State of Utah, hired by the Contractor will take all measurements and compute quantities accordingly. All measurements, cross-sections, and quantities shall be stamped and certified by the licensed surveyor and submitted to the Construction Manager. The Construction Manager maintains the right to provide additional measurements and calculation of quantities to verify measurements and quantities submitted by the Contractor. 1.04 UNIT QUANTITIES SPECIFIED A. Quantities and measurements indicated in the Bid Schedule are for bidding and contract purposes only. Quantities and measurements supplied or placed in the Work and verified by the Construction Manager shall determine payment. If the actual work requires more or fewer quantities than those quantities indicated, the Contractor shall provide the required quantities at the lump sum and unit prices contracted unless modified elsewhere in these Contract Documents. B. Utah sales tax shall be included in each bid item as appropriate. 1.05 MEASUREMENT OF QUANTITIES A. Measurement by Volume: Measurement shall be by the cubic dimension using mean lengths, widths, and heights or thickness, or by average end area method as measured by the surveyor. All measurement shall be the difference between the original ground surface and the design (“neat- line”) dimensions and grades. B. Measurement by Area: Measurement shall be by the square dimension using mean lengths and widths and/or radius as measured by the surveyor. All measurement shall be the difference between the original ground surface and the design (“neat-line”) dimensions and grades. C. Linear Measurement: Measurement shall be by the linear dimension, at the item centerline or mean chord. All measurement shall be the difference between the original ground surface and the design (“neat-line”) dimensions and grades. D. Stipulated Lump Sum Measurement: Items shall be measured as a percentage by weight, volume, area, or linear means or combination, as appropriate, of a completed item or unit of Work. Cell 4B Lining System Construction Measurement and Payment SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01025-2 December 2007 Revised January 2009 Revised August 2009 1.06 PAYMENT A. Payment includes full compensation for all required labor, products, tools, equipment, transportation, services, and incidentals; erection, application, or installation of an item of the Work; and all overhead and profit. Final payment for Work governed by unit prices will be made on the basis of the actual measurements and quantities accepted by the Construction Manager multiplied by the unit price for Work which is incorporated in or made necessary by the Work. B. A monthly progress payment schedule will be used to compensate the Contractor for the Work. The monthly amount to be paid to the Contractor is calculated as the percent of completed work for each bid item multiplied by the total anticipated work for that bid item minus a 10 percent retainer. C. When the Contractor has completed all Work associated with completion of the project, the remaining 10 percent retainer of the contract amount will be paid to the Contractor after filing the Notice of Completion. 1.07 NON-PAYMENT FOR REJECTED PRODUCTS A. Payment shall not be made for any of the following: 1. Products wasted or disposed of in a manner that is not acceptable. 2. Products determined as unacceptable before or after placement. 3. Products not completely unloaded from the transporting vehicle. 4. Products placed beyond the design lines, dimensions, grades, and levels of the required Work. 5. Products remaining on hand after completion of the Work. 6. Loading, hauling, and disposing of rejected Products. 7. Products rejected because of contamination (i.e. soil residues, fuel spills, solvents, etc.). 1.08 BID ITEMS A. The following bid items shall be used by the Owner and by the Contractor to bid the Work described in these bid documents. BID ITEM SECTION DESCRIPTION UNITS 1 01500 Construction Facilities LS 2 01505 Mobilization / Demobilization LS 3 02070 Well Abandonment LF 4 02200 Soil Excavation CY 5 02200 Rock Excavation CY 6 02200 Engineered Fill CY 7 02220 Subgrade Preparation SF 8 02220 Anchor Trench LF Cell 4B Lining System Construction Measurement and Payment SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01025-3 December 2007 Revised January 2009 Revised August 2009 BID ITEM SECTION DESCRIPTION UNITS 9 02616 4-inch PVC Pipe and Fittings LF 10 02616 18-inch PVC Pipe and Fittings LF 11 02616 Strip Drain Composite LF 12 02770 60-mil Smooth HDPE Geomembrane SF 13 02770 60-mil Textured HDPE Geomembrane SF 14 02772 Geosynthetic Clay Liner SF 15 02773 300-mil Geonet SF 16 03400 Cast-In-Place Concrete LS 17 01505 Performance Bond LS PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT NOT USED. [END OF SECTION] Cell 4B Lining System Construction Submittals SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01300- 1 December 2007 Revised January 2009 Revised August 2009 SECTION 01300 SUBMITTALS PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. This section contains requirements for administrative and work-related submittals such as construction progress schedules, Shop Drawings, test results, operation and maintenance data, and other submittals required by Contract Documents. B. Submit required materials to the Construction Manager for proper distribution and review in accordance with requirements of the Contract Documents. 1.02 CONSTRUCTION PROGRESS SCHEDULES A. The Contractor shall prepare and submit two (2) copies of the construction progress Schedule to the Construction Manager for review within five (5) days after the effective date of Contract. B. Schedules shall be prepared in the form of a horizontal bar chart. The schedule shall include the following items. 1. A separate horizontal bar for each operation. 2. A horizontal time scale, which identifies the first workday of each week. 3. A scale with spacing to allow space for notations and future revisions. 4. Listings arranged in order of start for each item of the Work. C. The Construction Progress Schedule for construction of the Work shall include the following items where applicable. 1. Submittals: dates for beginning and completion of each major element of construction and installation dates for major items. Elements shall include, but not be limited to, the following items which are applicable: a. Mobilization schedule b. Demobilization schedule. c. Final site clean-up. d. Show projected percentage of completion for each item as of first day of each week. e. Show each individual Bid Item. D. Schedule Revisions: 1. Bi-weekly to reflect changes in progress of Work. 2. Indicate progress of each activity at submittal date. 3. Show changes occurring since the previous schedule submittal. Changes shall include the following. a. Major changes in scope. b. Activities modified since previous submittal. Cell 4B Lining System Construction Submittals SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01300- 2 December 2007 Revised January 2009 Revised August 2009 c. Revised projections of progress and completion. d. Other identifiable changes. 4. Provide narrative report as needed to define: a. Problem areas, anticipated delays, and impact on schedule. b. Recommended corrective action and its effect. 1.03 CONSTRUCTION WORK SCHEDULE A. The Contractor shall submit an updated 14-day work schedule at the beginning of each week by Monday morning at 8:00 a.m. The schedule shall address applicable line items from the construction project schedule with a refined level of detail for special activities. 1.04 SHOP DRAWINGS AND SAMPLES A. Shop Drawings, product data, and samples shall be submitted as required in individual Sections of the Specifications. B. The Contractor’s Responsibilities: 1. Review Shop Drawings, product data, and samples prior to submittal. 2. Determine and verify: a. Field measurements. b. Field construction criteria. c. Catalog numbers and similar data. d. Conformance with Specifications. 3. Coordinate each submittal with requirements of the Work and Contract Documents. 4. Notify the Construction Manager in writing, at the time of the submittal, of deviations from requirements of Contract Documents. 5. Begin no fabrication or Work pertaining to required submittals until return of the submittals with appropriate approval. 6. Designate dates for submittal and receipt of reviewed Shop Drawings and samples in the construction progress schedule. C. Submittals shall contain: 1. Date of submittal and dates of previous submittals. 2. Project title and number. 3. Contract identification. 4. Names of: a. The Contractor. b. Supplier. c. Manufacturer. 5. Summary of items contained in the submittal. Cell 4B Lining System Construction Submittals SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01300- 3 December 2007 Revised January 2009 Revised August 2009 6. Identification of the product with identification numbers and the Drawing and Specification section numbers. 7. Clearly identified field dimensions. 8. Details required on the Drawings and in the Specifications. 9. Manufacturer, model number, dimensions, and clearances, where applicable. 10. Relation to adjacent or critical features of the Work or materials. 11. Applicable standards, such as ASTM or Federal Specification numbers. 12. Identification of deviations from Contract Documents. 13. Identification of revisions on re-submittals. 14. 8-inch by 3-inch blank space for the Contractor’s and proper approval stamp. 15. The Contractor’s stamp, signed, certifying review of the submittal, verification of the products, field measurements, field construction criteria, and coordination of information within the submittal with requirements of Work and Contract Documents. D. Re-submittal Requirements: 1. Re-submittal is required when corrections or changes in submittals are required by the Construction Manager, Design Engineer, or CQA Engineer. Re-submittals are required until all comments by the Construction Manager, Design Engineer, or CQA Engineer is addressed and the submittal is approved. 2. Shop Drawings and Product Data: a. Revise initial drawings or data and resubmit as specified for initial submittal. b. Indicate changes made other than those requested by the Construction Manager, Design Engineer, or CQA Engineer. E. Distribute reproductions of Shop Drawings and copies of product data which have been accepted by the Construction Manager to: 1. Job site file. 2. Record documents file. F. Construction Manager’s Duties: 1. Verify that review comments are technically correct and are consistent with technical and contractual requirements of the work. 2. Return submittals to the Contractor for distribution or re-submittal. G. Design Engineer’s Duties: 1. Review submittals promptly for compliance with contract documents and in accordance with the schedule. 2. Affix stamp and signature, and indicate either the requirements for re-submittal or no comments. 3. Return submittals to the Construction Manager. Cell 4B Lining System Construction Submittals SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01300- 4 December 2007 Revised January 2009 Revised August 2009 H. CQA Engineer’s Duties: 1. Review submittals promptly for compliance with contract documents and in accordance with the schedule. 2. Affix stamp and signature, and indicate either the requirements for re-submittal or no comments. 3. Return submittals to the Construction Manager. 1.05 TEST RESULTS AND CERTIFICATION A. Results of tests conducted by the Contractor on materials or products shall be submitted for review. B. Certification of products shall be submitted for review. 1.06 SUBMITTAL REQUIREMENTS A. Provide complete copies of required submittals as follows. 1. Construction Work Schedule: a. Two copies of initial schedule. b. Two copies of each revision. 2. Construction Progress Schedule: a. Two copies of initial schedule. b. Two copies of each revision. 3. Shop Drawings: Two copies. 4. Certification Test Results: Two copies. 5. Other Required Submittals: a. Two copies, if required, for review. b. Two copies, if required, for record. B. Deliver the required copies of the submittals to the Construction Manager. PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT NOT USED. [END OF SECTION] Cell 4B Lining System Construction Quality Control SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01400-1 December 2007 Revised January 2009 Revised August 2009 SECTION 01400 QUALITY CONTROL PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. Monitor quality control over suppliers, Manufacturers, products, services, Site conditions, and workmanship, to produce Work of specified quality. B. Comply with Manufacturers' instructions, including each step in sequence. C. Should Manufacturers' instructions conflict with Technical Specifications, request clarification from Design Engineer before proceeding. D. Comply with specified standards as minimum quality for the Work except where more stringent tolerances, codes, or specified requirements indicate higher standards or more precise workmanship. E. Perform Work by persons qualified to produce workmanship of specified quality. 1.02 TOLERANCES A. Monitor tolerance control of installed products to produce acceptable Work. Do not permit tolerances to accumulate. B. Comply with Manufacturers' tolerances. Should Manufacturers' tolerances conflict with Technical Specifications, request clarification from Design Engineer before proceeding. C. Adjust products to appropriate dimensions; position before securing products in place. 1.03 REFERENCES A. For products or workmanship specified by association, trade, or other consensus standards, complies 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 current issue on date of Notice to Proceed with construction, except where a specific date is established by code. C. Obtain copies of standards where required by product Specification sections. 1.04 INSPECTING AND TESTING SERVICES A. The CQA Engineer will perform construction quality assurance (CQA) inspections, tests, and other services specified in individual Sections of the Specification. B. The Contractor shall cooperate with CQA Engineer; furnish samples of materials, design mix, equipment, tools, storage, safe access, and assistance by incidental labor as requested. C. CQA testing or inspecting does not relieve Contractor, subcontractors, and suppliers from their requirements to perform quality control Work as indicated in the Technical Specifications. Cell 4B Lining System Construction Quality Control SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01400-2 December 2007 Revised January 2009 Revised August 2009 PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT NOT USED. [END OF SECTION] Cell 4B Lining System Construction Construction Facilities SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01500-1 December 2007 Revised January 2009 Revised August 2009 SECTION 01500 CONSTRUCTION FACILITIES PART 1 – GENERAL 1.01 SECTION INCLUDES A. Construction facilities include furnishing of all equipment, materials, tools, accessories, incidentals, labor, and performing all work for the installation of equipment and for construction of facilities, including their maintenance, operation, and removal, if required, at the completion of the Work under the Contract. 1.02 DESCRIPTION OF WORK A. Construction facilities include, but are not limited to, the following equipment, materials, facilities, areas, and services: 1. Parking Areas. 2. Temporary Roads. 3. Storage of Materials and Equipment. 4. Construction Equipment. 5. Temporary Sanitary Facilities. 6. Temporary Water. 7. First Aid Facilities. 8. Health and Safety. 9. Security. B. Construct/install, maintain, and operate construction facilities in accordance with the applicable federal, state, and local laws, rules, and regulations, and the Contract Documents. 1.03 GENERAL REQUIREMENTS A. Contractor is responsible for furnishing, installing, constructing, operating, maintaining, removing, and disposing of the construction facilities, as specified in this Section, and as required for the completion of the Work under the Contract. B. Contractor shall maintain construction facilities in a clean, safe, and sanitary condition at all times until completion of the Work. C. Contractor shall minimize land disturbances related to the construction facilities to the greatest extent possible and restore land, to the extent reasonable and practical, to its original contours by grading to provide positive drainage and by seeding the area to match with existing vegetation or as specified elsewhere. 1.04 TEMPORARY ROADS AND PARKING AREAS A. Temporary roads and parking areas are existing roads that are improved or new roads constructed by Contractor for convenience of Contractor in the performance of the Work under the Contract. B. Contractor shall coordinate construction with Construction Manager. Cell 4B Lining System Construction Construction Facilities SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01500-2 December 2007 Revised January 2009 Revised August 2009 C. If applicable, coordinate all road construction activities with local utilities, fire, and police departments. D. Keep erosion to a minimum and maintain suitable grade and radii of curves to facilitate ease of movement of vehicles and equipment. E. Furnish and install longitudinal and cross drainage facilities, including, but not limited to, ditches, structures, pipes and the like. F. Clean equipment so that mud or dirt is not carried onto public roads. Clean up any mud or dirt transported by equipment on paved roads both on-site and off-site. 1.05 STORAGE OF MATERIALS AND EQUIPMENT A. Make arrangements for material and equipment storage areas. Locations and configurations of approved facilities are subject to the acceptance of the Construction Manager. B. Confine all operations, including storage of materials, to approved areas. Store materials in accordance with these Technical Specifications and the Construction Drawings. C. Store construction materials and equipment within boundaries of designated areas. Storage of gasoline or similar fuels must conform to state and local regulations and be limited to the areas approved for this purpose by the Construction Manager. 1.06 CONSTRUCTION EQUIPMENT A. Erect, equip, and maintain all construction equipment in accordance with all applicable statutes, laws, ordinances, rules, and regulations or other authority having jurisdiction. B. Provide and maintain scaffolding, staging, hoists, barricades, and similar equipment required for performance of the Work. Provide hoists or similar equipment with operators and signals, as required. C. Provide, maintain, and remove upon completion of the Work, all temporary rigging, scaffolding, hoisting equipment, debris boxes, barricades around openings and excavations, fences, ladders, and all other temporary work, as required for all Work hereunder. D. Construction equipment and temporary work must conform to all the requirements of state, county, and local authorities, OSHA, and underwriters that pertain to operation, safety, and fire hazard. Furnish and install all items necessary for conformity with such requirements, whether or not called for under separate Sections of these Technical Specifications. 1.07 TEMPORARY SANITARY FACILITIES A. Provide temporary sanitary facilities for use by all employees and persons engaged in the Work, including subcontractors, their employees and authorized visitors, and the Construction Manager. B. Sanitary facilities include enclosed chemical toilets and washing facilities. These facilities must meet the requirements of local public health standards. C. Locate sanitary facilities as approved by Construction Manager, and maintain in a sanitary condition during the entire course of the Work. Cell 4B Lining System Construction Construction Facilities SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01500-3 December 2007 Revised January 2009 Revised August 2009 1.08 TEMPORARY WATER A. Make all arrangements for water needs from the Owner. B. Provide drinking water for all personnel at the site. 1.09 FIRST AID FACILITIES A. Provide first aid equipment and supplies to serve all Contractor personnel at the Site. 1.10 HEALTH AND SAFETY A. Provide necessary monitoring equipment and personal protective equipment in accordance with Contractor prepared Site Health and Safety Plan. 1.11 SECURITY A. Make all necessary provisions and be responsible for the security of the Work and the Site until final inspection and acceptance of the Work, unless otherwise directed by the Construction Manager. 1.12 SHUT-DOWN TIME OF SERVICE A. Do not disconnect or shut down any part of the existing utilities and services, except by express permission of Construction Manager. 1.13 MAINTENANCE A. Maintain all construction facilities, utilities, temporary roads, and the like in good working condition as required by the Construction Manager during the term of the Work. 1.14 STATUS AT COMPLETION A. Upon completion of the Work, or prior thereto, when so required by Construction Manager: 1. Repair damage to roads caused by or resulting from the Contractor's work or operations. 2. Remove and dispose of all construction facilities. Similarly, all areas utilized for temporary facilities shall be returned to near original, natural state, or as otherwise indicated or directed by the Construction Manager. PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT 4.01 GENERAL A. Providing for and complying with the requirements set forth in this Section for Construction Facilities as lump sum (LS) and payment will be based on the unit price provided on the Bid Schedule. Cell 4B Lining System Construction Construction Facilities SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01500-4 December 2007 Revised January 2009 Revised August 2009 B. The following are considered incidental to the Work: 1. Mobilization. 2. Temporary roadways and parking areas. 3. Temporary sanitary facilities. 4. Decontamination of equipment. 5. Security. 6. Demobilization. [END OF SECTION] Cell 4B Lining System Construction Mobilization/Demobilization SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01505-1 December 2007 Revised January 2009 Revised August 2009 SECTION 01505 MOBILIZATION / DEMOBILIZATION PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. Mobilization consists of preparatory work and operations, including but not limited to those necessary for the movement of personnel and project safety; including: adequate personnel, equipment, supplies, and incidentals to the project Site; establishment of facilities necessary for work on the project; premiums on bond and insurance for the project and for other work and operations the Contractor must perform or costs the Contractor must incur before beginning work on the project, which are not covered in other bid items. B. Demobilization consists of work and operations including, but not limited to, movement of personnel, equipment, supplies, and incidentals off-site. PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT 4.01 GENERAL A. Providing for and complying with the requirements set forth in this Section as lump sum (LS) and payment will be based on the unit price provided on the Bid Schedule. B. The Contract Price for Mobilization/Demobilization shall include the provision for movement of equipment onto the job site; removal of all facilities and equipment at the completion of the project; permits; preparation of a Health and Safety Plan; all necessary safety measures; and all other related mobilization and demobilization costs. Price bid for mobilization shall not exceed 10 percent of the total bid for the Project. Fifty percent of the mobilization bid price, less retention, will be paid on the initial billing provided all equipment and temporary facilities are in place and bond fees paid. The remaining 50 percent of the mobilization bid price will be paid on satisfactory removal of all facilities and equipment on completion of the project. [END OF SECTION] Cell 4B Lining System Construction Temporary Controls SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01560- 1 December 2007 Revised January 2009 Revised August 2009 SECTION 01560 TEMPORARY CONTROLS PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. Temporary Controls required during the term of the Contract for the protection of the environment and the health and safety of workers and general public. B. Furnishing all equipment, materials, tools, accessories, incidentals, and labor, and performing all work for the installation of equipment and construction of facilities, including their maintenance and operation during the term of the Contract. C. Temporary Controls include: 1. Dust Control. 2. Pollution Control. 3. Traffic and Safety Controls. D. Perform Work as specified in the Technical Specifications and as required by the Construction Manager. Maintain equipment and accessories in clean, safe, and sanitary condition at all times until completion of the Work. 1.02 DUST CONTROL A. Provide dust control measures in-accordance with the Technical Specifications. Dust control measures must meet requirements of applicable laws, codes, ordinances, and permits. B. Dust control consists of transporting water, furnishing required equipment, testing of equipment, additives, accessories and incidentals, and carrying out proper and efficient measures wherever and as often as necessary to reduce dust nuisance, and to prevent dust originating from construction operations throughout the duration of the Work. 1.03 POLLUTION CONTROL A. Pollution of Waterways: 1. Perform Work using methods that prevent entrance or accidental spillage of solid or liquid matter, contaminants, debris, and other objectionable pollutants and wastes into watercourses, flowing or dry, and underground water sources. 2. Such pollutants and wastes will include, but will not be limited to, refuse, earth and earth products, garbage, cement, concrete, sewage effluent, industrial waste, hazardous chemicals, oil and other petroleum products, aggregate processing tailings, and mineral salts. B. Dispose of pollutants and wastes in accordance with applicable permit provisions or in a manner acceptable to and approved by the Construction Manager. Cell 4B Lining System Construction Temporary Controls SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01560- 2 December 2007 Revised January 2009 Revised August 2009 C. Storage and Disposal of Petroleum Product: 1. Petroleum products covered by this Section include gasoline, diesel fuel, lubricants, and refined and used oil. During project construction, store all petroleum products in such a way as to prevent contamination of all ground and surface waters and in accordance with local, state, and federal regulations. 2. Lubricating oil may be brought into the project area in steel drums or other means, as the Contractor elects. Store used lubricating oil in steel drums, or other approved means, and return them to the supplier for disposal. Do not burn or otherwise dispose of at the Site. 3. Secondary containment shall be provided for products stored on site, in accordance with the Owner provided Storm Water Pollution Prevention Plan. 1.04 TRAFFIC AND SAFETY CONTROLS A. Post construction areas and roads with traffic control signs or devices used for protection of workmen, the public, and equipment. Signs and devices must conform to the American National Standards Institute (ANSI) Manual on Uniform Traffic Control Devices for Streets and Highways. B. Remove signs or traffic control devices after they have finished serving their purpose. It is particularly important to remove any markings on road surfaces that under conditions of poor visibility could cause a driver to turn off the road or into traffic moving in the opposite direction. C. Provide flag persons, properly equipped with International Orange protective clothing and flags, as necessary, to direct or divert pedestrian or vehicular traffic. A full-time flag person shall be required for the duration of importation of fill. D. Barricades for protection of employees must conform to the portions of the ANSI Manual on Uniform Traffic Control Devices for Streets and Highways, relating to barricades. E. Guard and protect all workers, pedestrians, and the public from excavations, construction equipment, all obstructions, and other dangerous items or areas by means of adequate railings, guard rails, temporary walks, barricades, warning signs, sirens, directional signs, overhead protection, planking, decking, danger lights, etc. F. Construct and maintain fences, planking, barricades, lights, shoring, and warning signs as required by local authorities and federal and state safety ordinances, and as required to protect all property from injury or loss and as necessary for the protection of the public, and provide walks around any obstructions made in a public place for carrying out the Work covered in this Contract. Leave all such protection in place and maintained until removal is authorized by the Construction Manager. 1.05 MAINTENANCE A. Maintain all temporary controls in good working conditions during the term of the Contract for the safe and efficient transport of equipment and supplies, and for construction of permanent works. 1.06 STATUS AT COMPLETION A. Upon completion of the Work, or prior thereto as approved by the Construction Manager, remove all temporary controls and restore disturbed areas. PART 2 – PRODUCTS NOT USED. Cell 4B Lining System Construction Temporary Controls SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01560- 3 December 2007 Revised January 2009 Revised August 2009 PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT 4.01 TEMPORARY CONTROLS A. Temporary Controls: the measurement and payment of temporary controls shall be in accordance with and as a part of Mobilization/Demobilization, as outlined in Section 01505. [END OF SECTION] Cell 4B Lining System Construction Contract Closeout SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01700-1 December 2007 Revised January 2009 Revised August 2009 SECTION 01700 CONTRACT CLOSEOUT PART 1 – GENERAL 1.01 CLOSEOUT PROCEDURES A. Contractor shall submit written certification that the Technical Specifications, CQA Plan, and Drawings have been reviewed, Work has been inspected, and that Work is complete and in- accordance with the Technical Specifications, CQA Plan, and Drawings and ready for Owner’s inspection. 1.02 FINAL CLEANING A. Contractor shall execute final cleaning prior to final inspection. B. Contractor shall clean equipment and fixtures to a sanitary condition. C. Contractor shall remove waste and surplus materials, rubbish, and construction facilities from the construction Site. 1.03 PROJECT RECORD DOCUMENTS A. Maintain on Site, one set of the following record documents and record actual revisions to the Work. 1. Drawings. 2. Specifications. 3. Addenda. 4. Change Orders and other Modifications to the Contract. 5. Reviewed Shop Drawings, product data, and samples. B. Store Record Documents separate from documents used for construction. C. Record information concurrent with construction progress. D. Specifications: Legibly mark and record at each product Section a description of actual products installed, including the following: 1. Manufacturer's name and product model and number. 2. Product substitutions or alternates utilized. 3. Changes made by Addenda and Modifications. E. Record Documents and Shop Drawings: Legibly mark each item to record actual construction including: 1. Measured horizontal and vertical location of underground utilities and appurtenances referenced to permanent surface features. 2. Measured locations of internal utilities and appurtenances concealed in construction, referenced to visible, accessible, and permanent features of the Work. 3. Field changes of dimension and detail. Cell 4B Lining System Construction Contract Closeout SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 01700-2 December 2007 Revised January 2009 Revised August 2009 4. Details not shown on original Construction Drawings. F. Submit record documents to the Construction Manager. PART 2 – PRODUCTS NOT USED. PART 3 – EXECUTION NOT USED. PART 4 – MEASUREMENT AND PAYMENT 4.01 CONTRACT CLOSEOUT A. Contract Closeout: the measurement and payment of contract close out shall be in accordance with and as part of Mobilization/Demobilization, as outlined in Section 01505. [END OF SECTION] Cell 4B Lining System Construction Well Abandonment SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02070-1 December 2007 Revised January 2009 Revised August 2009 SECTION 02070 WELL ABANDONMENT PART 1 — GENERAL 1.01 DESCRIPTION OF WORK A. Supply all equipment, materials, and labor needed to abandon one (1) 4-inch diameter polyvinyl chloride (PVC) casing groundwater monitoring well as specified herein and as indicated on the Drawings. B. Well abandonment shall be accomplished under the direct supervision of a currently licensed water well driller who shall be responsible for verification of the procedures and materials used. 1.02 RELATED SECTIONS Section 01025 – Measurement and Payment Section 01300 – Submittals Section 01400 – Quality Control 1.03 REFERENCES A. Drawings. B. Construction Quality Assurance (CQA) Plan C. Latest version of the American Society for Testing and Materials (ASTM) standards: ASTM C-150 Standard Specification for Portland Cement. D. Latest version of the American Petroleum Institute (API) standards: API - 13A Specification for Drilling-Fluid Materials 1.04 SUBMITTALS A. The Contractor shall keep detailed drilling logs for all wells abandoned, including drilling procedures, total depth of abandonment, depth to groundwater (if applicable), final depth of boring, and well destruction details, including the depths of placement of all well abandonment materials. The Contractor shall provide a minimum of 7 days advance notice prior to beginning drilling and shall submit a list of the type and quantity of materials used for well abandonment. B. The Contractor shall acquire all necessary permits and prepare and file a well abandonment report as required by the State of Utah, Division of Water Rights. PART 2 — PRODUCTS 2.01 BENTONITE A. Bentonite shall be Volclay (powdered sodium bentonite API-13A) or as otherwise approved by the Design Engineer. Cell 4B Lining System Construction Well Abandonment SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02070-2 December 2007 Revised January 2009 Revised August 2009 2.02 WATER A. Water used in the grout mixture shall be potable water or disinfected in accordance with R655-4- 9.6.5 Utah Administrative Code (UAC). 2.03 CEMENT A. Cement shall be Portland Type I (ASTM C-150). PART 3 — EXECUTION 3.01 GENERAL A. The Contractor is responsible for obtaining all permits for the abandonment of wells and shall be responsible for following all regulatory requirements as outlined in the Administrative Rules for Water Well Drillers R655-4 UAC. B. The Contractor shall be responsible for reviewing the well construction boring log for the groundwater well to be abandoned. The original construction boring logs for the well to be abandoned are attached to the end of this Section, as Exhibit I. 3.02 DRILLING A. The Contractor shall sound and record the total depth of the well casing, depth to groundwater (if encountered), and depth of the over boring. B. Each well shall be over bored to a diameter 3 inches greater than the well casing diameter to a depth of 10 feet below the proposed Cell 4B base elevation. The exact depth of the wells shall be in accordance with the Contract Documents and as determined by the Design Engineer. 3.03 CEMENT-BENTONITE GROUT A. A cement-bentonite grout, shall be mixed for each well. The cement-bentonite grout shall have approximately 2% by weight bentonite (i.e. one 94-lbs sack of cement and two lbs. of bentonite) and be mixed with approximately 6.5 gallons of water. The cement-bentonite grout shall be mixed using a recirculating pump to form a homogeneous mixture free from lumps. B. Immediately after removing all well materials and recording the over bored depth, the slurry shall be pressure grouted into the well borehole to 10 feet below ground surface (bgs). C. The uppermost 10 feet of the abandoned well shall consist of neat cement grout or sand cement grout. D. The Contractor shall monitor the mass, volume, and level of cement-bentonite grout placed in each well borehole. These quantities shall be reported to the Construction Manager during the abandonment process. E. The cement grout or sand cement grout shall be allowed to settle. Cement grout or sand cement grout shall be added, as necessary, until the elevation of the cured and settled cement grout or sand cement grout conforms to the surface topography at the time of abandonment. PART 4 — MEASUREMENT AND PAYMENT 4.01 GENERAL Cell 4B Lining System Construction Well Abandonment SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02070-3 December 2007 Revised January 2009 Revised August 2009 A. Providing for and complying with the requirements for well abandonment set forth in this Section will be measured as each well; and payment will be based on the unit price provided on the Bid Schedule. B. The following are considered incidental to the Work: 1. Submittals. 2. Bentonite. 3. Water. 4. Cement. 5. Well permits. 6. Mobilization. 7. Decontamination of well abandonment equipment. 8. Disposal of decontamination materials. 9. Disposal of drill cuttings. [END OF SECTION] Cell 4B Lining System Construction Earthwork SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02200-1 December 2007 Revised January 2009 Revised August 2009 SECTION 02200 EARTHWORK PART 1 — GENERAL 1.01 DESCRIPTION OF WORK A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary to perform all Earthwork. The Work shall be carried out as specified herein and in accordance with the Drawings. B. The Work shall include, but not be limited to excavating, blasting, ripping, trenching, hauling, placing, moisture conditioning, backfilling, compacting and grading. Earthwork shall conform to the dimensions, lines, grades, and sections shown on the Drawings or as directed by the Construction Manager. 1.02 RELATED SECTIONS Section 02220 – Subgrade Preparation 1.03 REFERENCES A. Drawings B. Latest version of American Society for Testing and Materials (ASTM) standards: ASTM D 422 Standard Method for Particle-Size Analysis of Soils ASTM D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lb-ft/ft3 (2,700 kN-m/m3)) ASTM D 6938 Standard Test Method for In-Place Density and Water Content of Soil- Aggregate by Nuclear Methods (Shallow Depth) 1.04 QUALIFICATIONS A. The Contractor’s Site superintendent for the earthworks operations shall have supervised the construction of at least two earthwork construction projects in the last 5 years. 1.05 SUBMITTALS A. The Contractor shall submit to the Construction Manager a description of equipment and methods proposed for excavation, and fill placement and compaction construction at least 14 days prior to the start of activities covered by this Section. B. If rock blasting is the chosen rock removal technique, the Contractor shall submit to the Construction Manager a blast plan describing blast methods to remove rock to proposed grade. The blast plan shall include a pre-blast survey, blast schedule, seismic monitoring records, blast design and diagrams, and blast safety. The Contractor shall submit the plan to the Construction Manager at least 21 days prior to blast. C. If the Work of this Section is interrupted for reasons other than inclement weather, the Contractor shall notify the Construction Manager a minimum of 48 hours prior to the resumption of Work. D. If foreign borrow materials are proposed to be used for any earthwork material on this project, the Contractor shall provide the Construction Manager information regarding the source of the material. In addition, the Contractor shall provide the Construction Manager an opportunity to obtain samples for conformance testing 14 days prior to delivery of foreign borrow materials to Cell 4B Lining System Construction Earthwork SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02200-2 December 2007 Revised January 2009 Revised August 2009 the Site. If conformance testing fails to meet these Specifications, the Contractor shall be responsible for reimbursing the Owner for additional conformance testing costs. E. The Contractor shall submit as-built Record Drawing electronic files and data, to the Construction Manager, within 7 days of project substantial completion, in accordance with this Section. 1.06 QUALITY ASSURANCE A. The Contractor shall ensure that the materials and methods used for Earthwork meet the requirements of the Drawings and this Section. Any material or method that does not conform to these documents, or to alternatives approved in writing by the Construction Manager will be rejected and shall be repaired, or removed and replaced, by the Contractor at no additional expense to the Owner. B. The Contractor shall be aware of and accommodate all monitoring and field/laboratory conformance testing required by the Contract Documents. This monitoring and testing, including random conformance testing of construction materials and completed Work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the materials or completed Work, the Contractor will be required to repair the deficiency or replace the deficient materials at no additional cost to the Owner. PART 2 — PRODUCTS 2.01 MATERIAL A. Fill material shall consist of on-site soil obtained from excavation or owner provided stockpile and shall be free from rock larger than 6 inches, organic or other deleterious material. B. Rock shall consist of all hard, compacted, or cemented materials that require blasting or the use of ripping and excavating equipment larger than defined for common excavation. The excavation and removal of isolated boulders or rock fragments larger than 1 cubic yard encountered in materials otherwise conforming to the definition of common excavation shall be classified as rock excavation. The presence of isolated boulders or rock fragments larger than 1 cubic yard is not in itself sufficient to cause to change the classification of the surrounding material. C. Rippable Soil and Rock: Material that can be ripped at more than 250 cubic yards per hour for each Caterpillar D9 dozer (or equivalent) with a single shank ripper attachment. 2.02 EQUIPMENT A. The Contractor shall furnish, operate, and maintain compaction equipment as is necessary to produce the required in-place soil density and moisture content. B. The Contractor shall furnish, operate and maintain tank trucks, pressure distributors, or other equipment designed to apply water uniformly and in controlled quantities. C. The Contractor shall furnish, operate, and maintain miscellaneous equipment such as earth excavating equipment, earth hauling equipment, and other equipment, as necessary for Earthwork construction. D. The Contractor shall be responsible for cleaning up all fuel, oil, or other spills, at the expense of the Contractor, and to the satisfaction of the Construction Manager. Cell 4B Lining System Construction Earthwork SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02200-3 December 2007 Revised January 2009 Revised August 2009 PART 3 — EXECUTION 3.01 FAMILIARIZATION A. Prior to implementing any of the Work in this Section, the Contractor shall become thoroughly familiar with the Site, the Site conditions, and all portions of the Work falling within this and other related Sections. B. Inspection: 1. The Contractor shall carefully inspect the installed Work of all other Sections and verify that all Work is complete to the point where the installation of the Work specified in this Section may properly commence without adverse impact. 2. If the Contractor has any concerns regarding the installed Work of other Sections, the Construction Manager shall be notified in writing prior to commencing Work. Failure to notify the Construction Manager, or commencement of the Work of this Section, will be construed as Contractor's acceptance of the related Work of all other Sections. 3.02 SOIL EXCAVATION A. The Contractor shall excavate materials to the limits and grades shown on the Drawings. B. The Contractor shall rip, blast, and mechanically remove rock 6-inches below final grades shown on the Drawings. C. All excavated material not used as fill shall be stockpiled as shown on the Drawings and in accordance with Subpart 3.05 of this Section. 3.03 ROCK EXCAVATION A. The Contractor shall remove rock by ripping, drilling, or blasting, or as approved by Construction Manager. B. Requirements for Blasting: 1. The Contractor shall arrange for a pre-blast survey of nearby buildings, berms, or other structures that may potentially be at risk from blasting damage. The survey method used shall be acceptable to the Contractor’s insurance company. The Contractor shall be responsible for any damage resulting from blasting. The preblast survey shall be made available for review three weeks before any blasting begins. Pre-blast surveys shall be completed by a practicing civil engineer registered in the State of Utah, who has experience in rock excavation and geotechnical design. 2. The Contractor shall submit for review the proposed methods and sequence of blasting for rock excavations. The Contractor shall identify the number, depth, and spacing of holes; stemming and number and type of delays; methods of controlling overbreak at excavation limits, procedures for monitoring the shots and recording information for each shot; and other data that may be required to control the blasting. 3. Blasting shall be done in accordance with the federal, state, or local regulatory requirements for explosives and firing of blasts. Such regulations shall not relieve the Contractor of any responsibility for damages caused by them or their employees due to the work of blasting. All blasting work must be performed or supervised by a licensed blaster who shall at all times have a license on their person and shall permit examination thereof by the Engineer or other officials having jurisdiction. Cell 4B Lining System Construction Earthwork SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02200-4 December 2007 Revised January 2009 Revised August 2009 4. The Contractor shall develop a trial blasting technique that identifies and limits the vibrations and damage at varying distances from each shot. This trial blasting information shall be collected and recorded by beginning the work at points farthest from areas to remain without damage. The Contractor can vary the hole spacing, depths and orientations, explosive types and quantities, blasting sequence, and delay patterns to obtain useful information to safeguard against damage at critical areas. 5. Establish appropriate maximum limit for peak particle velocity for each structure or facility that is adjacent to, or near blast sites. Base maximum limits on expected sensitivity of each structure or facility to blast induced vibrations and federal, state, or local regulatory requirements. 6. The Contractor shall discontinue any method of blasting which leads to overshooting or is dangerous to the berms surrounding the existing pond structures. 7. The Contractor shall install a blast warning sign to display warning signals. Sign shall indicate the following: a. Five (5) minutes before blast: Three (3) long sounds of airhorn or siren b. Immediately before blast: Three (3) short sounds of airhorn or siren c. All clear signal after blast: one (1) long sound of airhorn or siren 3.04 FILL A. Prior to fill placement, areas to receive fill shall be cleared and grubbed. B. The fill material shall be placed to the lines and grades shown on the Drawings. C. Soil used for fill shall meet the requirements of Subpart 2.01 of this Section. D. Soil used for fill shall be placed in a loose lift that results in a compacted lift thickness of no greater 8 inches and compacted to 90% of the maximum density at a moisture content of between - 3% and +3% of optimum moisture content, as determined by ASTM D 1557. E. The Contractor shall utilize compaction equipment suitable and sufficient for achieving the soil compaction requirements. F. During soil wetting or drying, the material shall be regularly disced or otherwise mixed so that uniform moisture conditions in the appropriate range are obtained. 3.05 STOCKPILING A. Soil suitable for fill and excavated rock that is required to be stockpiled shall be stockpiled, separately, in areas as shown on the Drawings or as designated by the Construction Manager, and shall be free of incompatible soil, clearing debris, or other objectionable materials. B. Stockpiles shall be no steeper than 2H:1V (Horizontal:Vertical) or other slope approved by the Design Engineer, graded to drain, sealed by tracking parallel to the slope with a dozer or other means approved by the Construction Manager, and dressed daily during periods when fill is taken from the stockpile. The Contractor shall employ temporary erosion and sediment control measures (i.e. silt fence) as directed by the Construction Manager around stockpile areas. C. There are no compaction requirements for stockpiled materials. Cell 4B Lining System Construction Earthwork SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02200-5 December 2007 Revised January 2009 Revised August 2009 3.06 FIELD TESTING A. The minimum frequency and details of quality control testing for Earthwork are provided below. This testing will be performed by the CQA Engineer. The Contractor shall take this testing frequency into account in planning the construction schedule. 1. The CQA Engineer will perform conformance tests on placed and compacted fill to evaluate compliance with these Specifications. The dry density and moisture content of the soil will be measured in-situ with a nuclear moisture-density gauge in accordance with ASTM D 6938. The frequency of testing will be one test per 500 cubic yards of soil place. 2. A special testing frequency will be used by the CQA Engineer when visual observations of construction performance indicate a potential problem. Additional testing will be considered when: a. The rollers slip during rolling operation; b. The lift thickness is greater than specified; c. The fill is at improper and/or variable moisture content; d. Fewer than the specified number of roller passes are made; e. Dirt-clogged rollers are used to compact the material; f. The rollers do not have optimum ballast; or g. The degree of compaction is doubtful. 3. During construction, the frequency of testing will be increased by the Construction Manager in the following situations: a. Adverse weather conditions; b. Breakdown of equipment; c. At the start and finish of grading; d. If the material fails to meet Specifications; or e. The work area is reduced. B. Defective Areas: 1. If a defective area is discovered in the Earthwork, the CQA Engineer will evaluate the extent and nature of the defect. If the defect is indicated by an unsatisfactory test result, the CQA Engineer will determine the extent of the defective area by additional tests, observations, a review of records, or other means that the Construction Manager deems appropriate. If the defect is related to adverse Site conditions, such as overly wet soils or surface desiccation, the CQA Engineer shall define the limits and nature of the defect. 2. Once the extent and nature of a defect is determined, the Contractor shall correct the deficiency to the satisfaction of the CQA Engineer. The Contractor shall not perform additional Work in the area until the Construction Manager approves the correction of the defect. 3. Additional testing may be performed by the CQA Engineer to verify that the defect has been corrected. This additional testing will be performed before any additional Work is allowed in the area of deficiency. The cost of the additional Work and the testing shall be borne by the Contractor. Cell 4B Lining System Construction Earthwork SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02200-6 December 2007 Revised January 2009 Revised August 2009 3.07 SURVEY CONTROL A. The Contractor shall perform all surveys necessary for construction layout and control. 3.08 CONSTRUCTION TOLERANCE A. The Contractor shall perform the Earthwork construction to within ±0.1 vertical feet of elevations on the Drawings. 3.09 AS-BUILT SURVEY A. For purposes of payment on Earthwork quantities, the Contractor shall conduct a comprehensive as-built survey that complies with this Section. B. The Contractor shall produce complete electronic as-built Record Drawings in conformance with the requirements set forth in this Section. This electronic file shall be provided to the Construction Manager for verification. C. The Contractor shall produce an electronic boundary file that accurately conforms to the project site boundary depicted on the plans or as modified during construction by approved change order. The electronic file shall be provided to the Construction Manager for verification prior to use in any earthwork computations or map generation. D. As-built survey data shall be collected throughout the project as indicated in these Specifications. This data shall be submitted in hard-copy and American Standard Code for Information Interchange (ASCII) format. ASCII format shall include: point number, northing and easting, elevations, and descriptions of point. The ASCII format shall be as follows: 1. PPPP,NNNNNN.NNN,EEEEEE.EEE,ELEV.XXX,Description a. Where: ƒ P – point number ƒ N- Northing ƒ E – Easting ƒ ELEV.XXX – Elevation ƒ Description – description of the point 3.10 PROTECTION OF WORK A. The Contractor shall use all means necessary to protect completed Work of this Section. B. At the end of each day, the Contractor shall verify that the entire work area is left in a state that promotes drainage of surface water away from the area and from finished Work. If threatening weather conditions are forecast, soil surfaces shall be seal-rolled at a minimum to protect finished Work. C. In the event of damage to Work, the Contractor shall make repairs and replacements to the satisfaction of the Construction Manager, at the expense of the Contractor. PART 4 — MEASUREMENT AND PAYMENT 4.01 GENERAL A. All earthwork quantities shall be independently verified by the Design Engineer prior to approval. The independent verification by the Design Engineer shall utilize the same basic procedures as those used by the Contractor. Cell 4B Lining System Construction Earthwork SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02200-7 December 2007 Revised January 2009 Revised August 2009 B. Any interim or soon-to-be buried (or otherwise obstructed) earthwork shall be surveyed and quantified as the project progresses to enable timely verification by the Design Engineer. C. Providing for and complying with the requirements set forth in this Section for Soil Excavation will be measured as in-place cubic yards (CY), prior to the excavation, and payment will be based on the unit price provided on the Bid Schedule. D. Providing for and complying with the requirements set forth in this Section for Rock Excavation will be measured as in-place cubic yards (CY), prior to the excavation, and payment will be based on the unit price provided on the Bid Schedule. E. Providing for and complying with the requirements set forth in this Section for Fill will be measured as compacted and moisture conditioned cubic yards (CY), and payment will be based on the unit price provided on the Bid Schedule. F. The following are considered incidental to the work: • Submittals. • Quality Control. • Material samples, sampling, and testing. • Excavation. • Blasting, ripping, and hammering. • Loading, and hauling. • Scarification. • Screening. • Layout survey. • Rejected material removal, retesting, handling, and repair. • Temporary haul roads. • Erosion control. • Dust control. • Spill cleanup. • Placement, compaction, and moisture conditioning. • Stockpiling. • Record survey. [END OF SECTION] Cell 4B Lining System Construction Subgrade Preparation SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02220-1 December 2007 Revised January 2009 Revised August 2009 SECTION 02220 SUBGRADE PREPARATION PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary to perform all Subgrade Preparation. The Work shall be carried out as specified herein and in accordance with the Drawings and the Construction Quality Assurance (CQA) Plan. B. The Work shall include, but not be limited to placement, moisture conditioning, compaction, and grading of subgrade soil and construction of geosynthetics anchor trench. Earthwork shall conform to the dimensions, lines, grades, and sections shown on the Drawings or as directed by the Design Engineer. 1.02 RELATED SECTIONS Section 02200 – Earthwork Section 02772 – Geosynthetic Clay Liner 1.03 REFERENCES A. Drawings B. Site CQA Plan C. Latest version of American Society for Testing and Materials (ASTM) standards: ASTM D 422 Standard Method for Particle-Size Analysis of Soils ASTM D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)) ASTM D 6938 Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth) 1.04 QUALITY ASSURANCE A. The Contractor shall ensure that the materials and methods used for subgrade preparation meet the requirements of the Drawings and this Section. Any material or method that does not conform to these documents, or to alternatives approved in writing by the Design Engineer will be rejected and shall be repaired, or removed and replaced, by the Contractor at no additional expense to the Owner. PART 2 – PRODUCTS 2.01 SUBGRADE SOIL A. Subgrade surface be free of protrusions larger than 0.5 inches. Any such observed particles shall be removed prior to placement of geosynthetics. B. Subgrade surface shall be free of large desiccation cracks (ie, larger than ¼ inch) at the time of geosynthetics placement. Cell 4B Lining System Construction Subgrade Preparation SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02220-2 December 2007 Revised January 2009 Revised August 2009 C. Subgrade soil shall consist of on-site soils that are free of particles greater than 3 inches in longest dimension, deleterious, organic, and/or other soil impacts that can damage the overlying liner system. D. The subgrade surface shall be firm and unyielding, with no abrupt elevation changes, ice, or standing water. E. The subgrade surface shall be smooth and free of vegetation, sharp-edged rock, stones, sticks, construction debris, and other foreign matter that could contact the GCL. F. At a minimum, the subgrade surface shall be rolled with a smooth-drum compactor of sufficient weight to remove any excessive wheel ruts greater than 1-inch or other abrupt grade changes. 2.02 ANCHOR TRENCH BACKFILL A. Anchor trench backfill is the soil material that is placed in the anchor trench, as shown on the Drawings. B. Where rocks are included in the anchor trench backfill, they shall be mixed with suitable excavated materials to eliminate voids. C. Material removed during trench excavation may be utilized for anchor trench backfill, provided that all organic material, rubbish, debris, and other objectionable materials are first removed. 2.03 EQUIPMENT A. The Contractor shall furnish, operate, and maintain grading and compaction equipment as is necessary to produce smooth surfaces for the placement of geosynthetics and acceptable in-place soil density in the anchor trenches. B. The Contractor shall furnish, operate, and maintain tank trucks, pressure distributors, or other equipment designed to apply water uniformly and in controlled quantities for dust control and for moisture conditioning soils to be placed as trench backfill. C. The Contractor shall be responsible for cleaning up all fuel, oil, or other spills, at the expense of the Contractor, and to the satisfaction of the CQA Engineer. PART 3 – EXECUTION 3.01 FAMILIARIZATION A. Prior to implementing any of the work in this Section, the Contractor shall become thoroughly familiar with the Site, the Site conditions, and all portions of the work falling within this and other related Sections. B. The Contractor shall provide for the protection of work installed in accordance with other Sections. In the event of damage to other work, the Contractor shall make repairs and replacements to the satisfaction of the CQA Engineer, at the expense of the Contractor. 3.02 SUBGRADE SOIL A. The Contractor shall remove vegetation and roots to a minimum depth of 4-inches below ground surface in all areas where geosynthetic materials are to be installed. B. Contractor shall grade subgrade soil to be uniform in slope, free from ruts, mounds, or depressions. Cell 4B Lining System Construction Subgrade Preparation SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02220-3 December 2007 Revised January 2009 Revised August 2009 C. Prior to GCL installation, the subgrade surface shall be proof-rolled with appropriate compaction equipment to confirm subgrade stability. D. In the case additional soil is imported on the site for subgrade use, it shall be placed in loose lifts of no more than 12 inches and compacted to 90% of the maximum density at a moisture content of between -3% and +3% of optimum moisture content, as determined by ASTM D 1557. E. Subgrade soils shall be moisture conditioned prior to installation of overlying GCL to a wet but workable condition. 3.03 TRENCH EXCAVATION A. The Contractor shall excavate the anchor trench to the limits and grades shown on the Drawings. B. Excavated anchor trench materials shall be returned as backfill for the anchor trench and compacted. C. Excavated materials not suitable for anchor trench backfill shall be stockpiled in an area as shown on the Drawings in accordance with Subpart 3.05 of this Section, or as designated by the Owner. D. Material not suitable for anchor trench backfill shall be relocated as directed by the Owner. 3.04 TRENCH BACKFILL A. The anchor trench backfill shall be placed to the lines and grades shown on the Drawings. B. Soil used for anchor trench backfill shall meet the requirements of Subpart 2.02 of this Section. C. Soil used for anchor trench backfill shall be placed in loose lifts of no more than 12 inches and compacted to 90% of maximum dry density per ASTM D 1557. Backfill shall be within -3% to +3% of optimum moisture content. The maximum permissible pre-compaction soil clod size is 6 inches. D. The Contractor shall compact each lift of anchor trench backfill to the satisfaction of the CQA Engineer. E. The Contractor shall utilize compaction equipment suitable and sufficient for achieving the soil compaction requirements. F. During soil wetting or drying, the material shall be regularly disked or otherwise mixed so that uniform moisture conditions are obtained in the appropriate range. 3.05 STOCKPILING A. Soil and rock materials suitable for earthworks that are required to be stockpiled shall be stockpiled in areas as shown on the Drawings or as designated by the Design Engineer, and shall be free of incompatible soil, clearing debris, vegetation, trash, large rocks, or other objectionable materials. B. Stockpiles shall be no steeper than 2H:1V (Horizontal:Vertical) or other slope approved by the Design Engineer, graded to drain, sealed by tracking parallel to the direction of the slope with a dozer or other means approved by the Design Engineer, and dressed daily during periods when fill is taken from the stockpile. The Contractor shall employ temporary erosion and sediment control measures (i.e. silt fence) as directed by the Design Engineer around all temporary stockpile areas. C. There are no compaction requirements for stockpiled materials. 3.06 SURVEY CONTROL Cell 4B Lining System Construction Subgrade Preparation SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02220-4 December 2007 Revised January 2009 Revised August 2009 A. The Contractor shall perform all surveys necessary for construction layout and control. B. The Contractor shall perform as-built surveys for all completed surfaces for purposes of Record Drawing preparation. At a minimum, survey points shall be obtained at grade breaks, top of slope, toe of slope, and limits of material type. 3.07 PROTECTION OF WORK A. The Contractor shall protect completed work of this Section. B. At the end of each day, the Contractor shall verify that the entire work area is left in a state that promotes drainage of surface water away from the area and from finished work. C. In the event of damage to Work, the Contractor shall make repairs and replacements to the satisfaction of the CQA Engineer, at the expense of the Contractor. PART 4 – MEASUREMENT AND PAYMENT 4.01 GENERAL A. Providing for and complying with the requirements for subgrade preparation will be measured on a square foot (SF) basis and payment will be based on the unit price as provided on the Bid Schedule. B. Providing for and complying with the requirements for anchor trench excavation and backfill shall be measured on a lineal foot (LF) basis and payment will be based on the unit price as provided on the Bid Schedule. C. The following are considered incidental to the work: • Submittals. • Quality Control. • Material samples. • Screening. • Excavation, loading, and hauling. • Temporary haul roads. • Layout survey. • Rejected material removal, testing, hauling, and repair. • Erosion Control • Dust control. • Spill Clean-up • Placement, compaction, and moisture conditioning. • Stockpiling. • Record survey. [END OF SECTION] Cell 4B Lining System Construction Drainage Aggregate SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02225-1 December 2007 Revised January 2009 Revised August 2009 SECTION 02225 DRAINAGE AGGREGATE PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary for the installation of Drainage Aggregate. The work shall be carried out as specified herein and in accordance with the Drawings and the site Construction Quality Assurance (CQA) Plan. B. The work shall include, but not be limited to, delivery, offloading, storage, and placement of Drainage Aggregate (aggregate). 1.02 RELATED SECTIONS Section 02616 – PVC Pipe Section 02770 – Geomembrane Section 02771 – Geotextile Section 02773 – Geonet 1.03 REFERENCES A. Drawings B. Site Construction Quality Assurance (CQA) Plan C. Latest Version of American Society for Testing and Materials (ASTM) Standards: ASTM C 33 Standard Specification for Concrete Aggregates ASTM C 136 Test Method for Sieve Analysis of Fine and Coarse Aggregates ASTM D 2434 Test Method for Permeability of Granular Soils (Constant Head) ASTM D 3042 Standard Test Method for Insoluble Residue in Carbonate Aggregates 1.04 SUBMITTALS A. The Contractor shall submit to the Construction Manager for approval, at least 7 days prior to the start of construction, Certificates of Compliance for proposed aggregate materials. Certificates of Compliance shall include, at a minimum, typical gradation, insoluable residue content, representative sample, and source of aggregate materials. B. The Contractor shall submit to the Construction Manager a list of equipment and technical information for equipment proposed for use in placing the aggregate material in accordance with this Section. 1.05 CONSTRUCTION QUALITY ASSURANCE (CQA) MONITORING A. The Contractor shall be aware of and accommodate all monitoring and field/laboratory conformance testing required by the CQA Plan. This monitoring and testing, including random conformance testing of construction materials and completed work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the materials or completed work, the Contractor will be required to repair the deficiency or replace the deficient materials. Cell 4B Lining System Construction Drainage Aggregate SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02225-2 December 2007 Revised January 2009 Revised August 2009 PART 2 – PRODUCTS 2.01 MATERIALS A. Aggregate shall meet the requirements specified in ASTM C 33 and shall not contain limestone. Aggregate shall have a minimum permeability of 1×10-1 cm/sec when tested in accordance with ASTM D 2434. The requirements of the Aggregate are presented below: Maximum Particle Size Percent Finer 1.0 - inch 100 No. 200 Sieve 0 to 2 B. Carbonate loss shall be no greater than 10 percent by dry weight basis when tested in accordance with ASTM D 3042. 2.02 EQUIPMENT A. The Contractor shall furnish, operate, and maintain hauling, placing, and grading equipment as necessary for aggregate placement. PART 3 – EXECUTION 3.01 FAMILIARIZATION A. Prior to implementing any of the work in this Section, the Contractor shall become thoroughly familiar with the site, the site conditions, and all portions of the work falling within this and other related Sections. B. Inspection: 1. The Contractor shall carefully inspect the installed work of all other Sections and verify that all work is complete to the point where the installation of the work specified in this Section may properly commence without adverse impact. 2. If the Contractor has any concerns regarding the installed work of other Sections, the Construction Manager shall be notified in writing prior to commencing work. Failure to notify the Construction Manager or commencement of the work of this Section will be construed as Contractor's acceptance of the related work of all other Sections. 3.02 PLACEMENT A. Place after underlying geosynthetic installation is complete, including construction quality control (CQC) and CQA work. B. Place to the lines, grades, and dimensions shown on the Drawings. C. The subgrade of the aggregate consists of a geotextile overlying a geomembrane. The Contractor shall avoid creating large wrinkles (greater than 6-inches high), tearing, puncturing, folding, or damaging in any way the geosynthetic materials during placement of the aggregate material. D. Damage to the geosynthetic liner system caused by the Contractor or his representatives shall be repaired by the Geosynthetic Installer, at the expense of the Contractor. E. No density or moisture requirements are specified for placement of the aggregate material. Cell 4B Lining System Construction Drainage Aggregate SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02225-3 December 2007 Revised January 2009 Revised August 2009 3.03 FIELD TESTING A. The minimum frequency and details of conformance testing are provided below. This testing will be performed by the CQA Engineer. The Contractor shall take this testing frequency into account in planning the construction schedule. 1. Aggregates conformance testing: a. particle-size analyses conducted in accordance with ASTM C 136 at a frequency of one test per 5,000 yd3, minimum one per project; and b. permeability tests conducted in accordance with ASTM D 2434 at a frequency of one test per 10,000 yd3, minimum one per project. 3.04 SURVEY CONTROL A. The Contractor shall perform all surveys necessary for construction layout, control, and Record Drawings. 3.05 PROTECTION OF WORK A. The Contractor shall use all means necessary to protect all work of this Section. B. In the event of damage, the Contractor shall make repairs and replacements to the satisfaction of the CQA Engineer at no additional cost to the Owner. PART 4 – MEASUREMENT AND PAYMENT 4.01 GENERAL A. Providing for and complying with the requirements set forth in this Section for Drainage Aggregate will be incidental to the PVC pipe, and payment will be based on the unit price for PVC pipe provided on the Bid Schedule. B. The following are considered incidental to the work: • Submittals. • Quality Control. • Material samples, sampling, and testing. • Excavation, loading, and hauling. • Placing and grading. • Layout survey. • Rejected material. • Rejected material removal, re-testing, handling, and repair. • Mobilization. [ END OF SECTION ] Cell 4B Lining System Construction Polyvinyl Chloride Pipe SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02616-1 December 2007 Revised January 2009 Revised August 2009 SECTION 02616 POLYVINYL CHLORIDE (PVC) PIPE PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, and equipment necessary to install perforated and solid wall polyvinyl chloride (PVC) Schedule 40 pipe and fittings, as shown on the Drawings and in accordance with the Construction Quality Assurance (CQA) Plan. 1.02 RELATED SECTIONS Section 02225 – Drainage Aggregate Section 02270 – Geomembrane Section 02771 – Geotextile Section 02772 – Geonet 1.03 REFERENCES A. Drawings. B. Site CQA Plan. C. Latest version of the American Society for Testing and Materials (ASTM) standards: ASTM D 1784 Standard Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds and chlorinated Poly (Vinyl Chloride) (CPVC) Compounds. ASTM D 1785 Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80 and 120. ASTM D 2466 Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 40. ASTM D 2564 Standard Specification for Solvent Cements for Poly (Vinyl Chloride) (PVC) Plastic Pipe and Fittings. ASTM D 2774 Practice for Underground Installation of Thermoplastic Pressure Piping. ASTM D 2855 Standard Practice for Making Solvent-Cemented Joints with Poly (Vinyl Chloride) (PVC) Pipe and Fittings. ASTM F 656 Standard Specification for Primers for Use in Solvent Cement Joints of Poly (Vinyl Chloride) (PVC) Plastic Pipe and Fittings. Cell 4B Lining System Construction Polyvinyl Chloride Pipe SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02616-2 December 2007 Revised January 2009 Revised August 2009 1.04 SUBMITTALS A. The Contractor shall submit to the Construction Manager for approval, at least 7 days prior to installation of this material, Certificates of Compliance for the pipe and fittings to be furnished. Certificates of Compliance shall consist of a properties sheet, including specified properties measured using test methods indicated herein. B. The Contractor shall submit to the Design Engineer, Record Drawings of the installed piping at a frequency of not less than once per every 50 feet of installed pipe and strip composite. Record Drawings shall be submitted within 7 days of completion of the record survey. 1.05 CQA MONITORING A. The Contractor shall ensure that the materials and methods used for PVC pipe and fittings installation meet the requirements of the Drawings and this Section. Any material or method that does not conform to these documents, or to alternatives approved in writing by the Design Engineer, will be rejected and shall be repaired or replaced by the Contractor at no additional cost to the Owner. PART 2 – MATERIALS 2.01 PVC PIPE & FITTINGS A. PVC pipe and fittings shall be manufactured from a PVC compound which meets the requirements of Cell Classification 12454 polyvinyl chloride as outlined in ASTM D 1784. B. PVC pipe shall meet the requirements of ASTM D 1784 and ASTM D 1785 for Schedule 40 PVC pipe. C. PVC fittings shall meet the requirements of ASTM D 2466. D. Clean rework or recycle material generated by the Manufacturer's own production may be used so long as the pipe or fittings produced meet all the requirements of this Section. E. Pipe and fittings shall be homogenous throughout and free of visible cracks, holes, foreign inclusions, or other injurious defects, being uniform in color, capacity, density, and other physical properties. F. PVC pipe and fitting primer shall meet the requirements of ASTM F 656 and solvent cements shall meet the requirements of ASTM D 2564. 2.02 PVC PERFORATED PIPE A. Perforated pipe shall meet the requirements listed above for solid wall pipe, unless otherwise approved by the Design Engineer. PVC pipe perforations shall be as shown on the Drawings. 2.03 STRIP COMPOSITE A. Strip composite shall be comprised of high density polyethylene core Multi-Flow Drainage Systems 12-inch product, or Design Engineer approved equal. Consideration for equality will involve chemical resistance, compressive strength, and flow capacity. Strip composite shall be installed as shown on the Drawings. B. Sand bags used to continuously cover the strip composite shall be comprised of woven geotextile capable of allowing liquids to pass and shall have a minimum length of 18-inches. Cell 4B Lining System Construction Polyvinyl Chloride Pipe SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02616-3 December 2007 Revised January 2009 Revised August 2009 C. Sand bags shall contain Utah Department of Transportation (UDOT) concrete sand having a carbonate loss of no greater than 10 percent by dry weight basis when tested in accordance with ASTM D 3042 and meeting the following gradation. Sieve Size Percent Passing 3/8 inch 100% No. 4 95% to 100% No. 16 45% to 80% No. 50 10% to 30% No. 100 2% to 10% D. Contractor shall monitor that sand bags shall not be overfilled to the extent that the underlying strip composite is visible. PART 3 – PART 3 EXECUTION 3.01 PVC PIPE HANDLING A. When shipping, delivering, and installing pipe, fittings, and accessories, do so to ensure a sound, undamaged installation. Provide adequate storage for all materials and equipment delivered to the site. PVC pipe and pipe fittings shall be handled carefully in loading and unloading so as not to damage the pipe, fittings, or underlying materials. 3.02 PVC PIPE INSTALLATION A. PVC pipe installation shall conform to these Specifications, the Manufacturer’s recommendations, and as outlined in ASTM D 2774. B. PVC perforated and solid wall pipe shall be installed as shown on the Drawings. C. PVC pipe shall be inspected for cuts, scratches, or other damages prior to installation. Any pipe showing damage, which in the opinion of the CQA Engineer will affect performance of the pipe, must be removed from the site. Contractor shall replace any material found to be defective at no additional cost to the Owner. 3.03 JOINING OF PVC PIPES A. PVC pipe and fittings shall be joined by primer and solvent-cements per ASTM D 2855. B. All loose dirt and moisture shall be wiped from the interior and exterior of the pipe end and the interior of fittings. C. All pipe cuts shall be square and perpendicular to the centerline of the pipe. All burrs, chips, etc., from pipe cutting shall be removed from pipe interior and exterior. D. Pipe and fittings shall be selected so that there will be as small a deviation as possible at the joints, and so inverts present a smooth surface. Pipe and fittings that do not fit together to form a tight fit will be rejected. 3.04 PROTECTION OF WORK A. The Contractor shall use all means necessary to protect all work of this Section. Cell 4B Lining System Construction Polyvinyl Chloride Pipe SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02616-4 December 2007 Revised January 2009 Revised August 2009 B. In the event of damage, the Contractor shall make all repairs and replacements necessary, to the satisfaction of the CQA Engineer. PART 4 – MEASUREMENT AND PAYMENT 4.01 GENERAL A. Providing for and complying with the requirements set forth in this Section for 4-inch PVC Pipe will be measured as in-place linear foot (LF) to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule. B. Providing for and complying with the requirements set forth in this Section for 18-inch PVC Pipe will be measured as in-place LF to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule. C. Providing for and complying with the requirements set forth in this Section for Strip Drain, including connectors and sand bags, will be measured as in-place LF to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule. D. The following are considered incidental to the Work: • Submittals. • Quality Control. • Shipping, handling and storage. • Fittings. • Drainage aggregate. • Joining. • Mobilization. • Placement. • Rejected material. • Rejected material removal, handling, re-testing, and repair. • Gravel and sand bags. [END OF SECTION] Cell 4B Lining System Construction Geomembrane SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02770- 1 December 2007 Revised January 2009 Revised August 2009 SECTION 02770 GEOMEMBRANE PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary for the installation of smooth and textured high-density polyethylene (HDPE) geomembrane, as shown on the Drawings. The work shall be performed as specified herein and in accordance with the Drawings and the site Construction Quality Assurance (CQA) Plan. B. The work shall include, but not be limited to, delivery, offloading, storage, placement, anchorage, and seaming of the geomembrane. 1.02 RELATED SECTIONS Section 02225 – Drainage Aggregate Section 02771 – Geotextile Section 02773 – Geonet 1.03 REFERENCES A. Drawings B. Site CQA Plan C. Latest version of the American Society for Testing and Materials (ASTM) standards: ASTM D 638 Standard Test Method for Tensile Properties of Plastics ASTM D 792 Standard Test Methods for Specific Gravity (Relative Density) and Density of Plastics by Displacement ASTM D 1505 Standard Test Methods for Density of Plastics by Density-Gradient Technique ASTM D 1603 Standard Test Method for Carbon Black in Olefin Plastics ASTM D 4439 Terminology for Geosynthetics ASTM D 4833 Standard Test Method for Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products ASTM D 5199 Standard Test Method for Measuring the Nominal Thickness of Geosynthetics ASTM D 5397 Test Method for Evaluation of Stress Crack Resistance of Polyolefin Geomembranes Using Notched Constant Tensile Load Test ASTM D 5596 Recommended Practice for Microscopical Examination of Pigment Dispersion in Plastic Compounds ASTM D 5641 Practice for Geomembrane Seam Evaluation by Vacuum Chamber ASTM D 5820 Practice for Pressurized Air Channel Evaluation of Dual Seamed Geomembranes Cell 4B Lining System Construction Geomembrane SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02770- 2 December 2007 Revised January 2009 Revised August 2009 ASTM D 6365 Standard Test Method for the Non-destructive Testing of Geomembrane Seams using the Spark Test. ASTM D 6392 Standard Test Method for Determining the Integrity of Non-reinforced Geomembrane Seams Produced using Thermo-Fusion Methods. 1.04 QUALIFICATIONS A. Geomembrane Manufacturer: 1. The Geomembrane Manufacturer shall be responsible for the production of geomembrane rolls from resin and shall have sufficient production capacity and qualified personnel to provide material meeting the requirements of this Section and the construction schedule for this project. 2. The Geomembrane Manufacturer shall have successfully manufactured a minimum of 20,000,000 square feet of polyethylene geomembrane. B. Geosynthetics Installer: 1. The Geosynthetics Installer shall be responsible and shall provide sufficient resources for field handling, deploying, seaming, temporarily restraining (against wind), and other aspects of the deployment and installation of the geomembrane and other geosynthetic components of the project. 2. The Geosynthetics Installer shall have successfully installed a minimum of 20,000,000 square feet of polyethylene geomembrane on previous projects with similar side slopes, bench widths, and configurations. 3. The installation crew shall have the following experience. a. The Superintendent shall have supervised the installation of a minimum of 10,000,000 square feet of polyethylene geomembrane on at least ten (10) different projects. b. At least one seamer shall have experience seaming a minimum of 2,000,000 square feet of polyethylene geomembrane using the same type of seaming apparatus to be used at this Site. Seamers with such experience will be designated "master seamers" and shall provide direct supervision over less experienced seamers. c. All other seaming personnel shall have seamed at least 100,000 square feet of polyethylene geomembrane using the same type of seaming apparatus to be used at this site. Personnel who have seamed less than 100,000 square feet shall be allowed to seam only under the direct supervision of the master seamer or Superintendent. 1.05 WARRANTY A. The Geosynthetic Manufacturer shall furnish the Owner a 20-year written warranty against defects in materials. Warranty conditions concerning limits of liability will be evaluated by, and must be acceptable to, the Owner. B. The Geosynthetic Installer shall furnish the Owner with a 1-year written warranty against defects in workmanship. Warranty conditions concerning limits of liability will be evaluated by, and must be acceptable to, the Owner. Cell 4B Lining System Construction Geomembrane SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02770- 3 December 2007 Revised January 2009 Revised August 2009 1.06 SUBMITTALS A. The Geosynthetic Installer shall submit the following documentation on the resin used to manufacture the geomembrane to the Construction Manager for approval 14 days prior to transporting any geomembrane to the Site. 1. Copies of quality control certificates issued by the resin supplier including the production dates, brand name, and origin of the resin used to manufacture the geomembrane for the project. 2. Results of tests conducted by the Geomembrane Manufacturer to verify the quality of the resin used to manufacture the geomembrane rolls assigned to the project. 3. Certification that no reclaimed polymer is added to the resin during the manufacturing of the geomembrane to be used for this project, or, if recycled polymer is used, the Manufacturer shall submit a certificate signed by the production manager documenting the quantity of recycled material, including a description of the procedure used to measure the quantity of recycled polymer. B. The Geosynthetic Installer shall submit the following documentation on geomembrane roll production to the Construction Manager for approval 14 days prior to transporting any geomembrane to the site. 1. Quality control certificates, which shall include: a. roll numbers and identification; and b. results of quality control tests, including descriptions of the test methods used, outlined in Subpart 2.02 of this Section. 2. The manufacturer warranty specified in Subpart 1.05 of this Section. C. The Geosynthetic Installer shall submit the following information to the Construction Manager for approval 14 days prior to mobilization. 1. A Panel Layout Drawing showing the installation layout and identifying geomembrane panel configurations, dimensions, details, locations of seams, as well as any variance or additional details that deviate from the Drawings. The Panel Layout Drawing shall be adequate for use as a construction plan and shall include dimensions, details, etc. The Panel Layout Drawing, as modified and/or approved by the Design Engineer, shall become Subpart of these Technical Specifications. 2. Installation schedule. 3. Copy of Geosynthetic Installer's letter of approval or license by the Geomembrane Manufacturer. 4. Installation capabilities, including: a. information on equipment proposed for this project; b. average daily production anticipated for this project; and c. quality control procedures. 5. A list of completed facilities for which the Geosynthetic Installer has installed a minimum of 20,000,000 square feet of polyethylene geomembrane, in accordance with Cell 4B Lining System Construction Geomembrane SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02770- 4 December 2007 Revised January 2009 Revised August 2009 Subpart 1.04 of this Section. The following information shall be submitted to the Construction Manager for each facility: a. the name and purpose of the facility, its location, and dates of installation; b. the names of the owner, Engineer, and geomembrane manufacturer; c. name of the supervisor of the installation crew; and d. thickness and surface area of installed geomembrane. 6. In accordance with Subpart 1.04 of this Section, a resume of the Superintendent to be assigned to this project, including dates and duration of employment, shall be submitted at least 7 days prior to beginning geomembrane installation. 7. In accordance with Subpart 1.04 of this Section, resumes of all personnel who will perform seaming operations on this project, including dates and duration of employment, shall be submitted at least 7 days prior to beginning geomembrane installation. D. A Certificate of Calibration less than 12 months old shall be submitted for each field tensiometer prior to installation of any geomembrane. E. During installation, the Geosynthetic Installer shall be responsible for the timely submission to the Construction Manager of: 1. Quality control documentation; and 2. Subgrade Acceptance Certificates, signed by the Geosynthetic Installer, for each area to be covered by geosynthetic materials. F. Upon completion of the installation, the Geosynthetic Installer shall be responsible for the submission to the Construction Manager of a warranty from the Geosynthetic Installer as specified in Subpart 1.05.B of this Section. G. Upon completion of the installation, the Geosynthetic Installer shall be responsible for the submission to the Design Engineer of a Record Drawing showing the location and number of each panel and locations and numbers of destructive tests and repairs. H. The Geosynthetic Installer shall submit samples and material property cut-sheets on the proposed geomembrane to the Construction Manager at least 7 days prior to delivery of this material to the site. I. The Geosynthetic Installer shall submit the following documentation on welding rod to the Construction Manager for approval 14 days prior to transporting welding rod to the Site: 1. Quality control documentation, including lot number, welding rod spool number, and results of quality control tests on the welding rod. 2. Certification that the welding rod is compatible with the geomembrane and this Section. 1.07 CONSTRUCTION QUALITY ASSURANCE (CQA) MONITORING A. The Geosynthetic Installer shall be aware of and accommodate all monitoring and conformance testing required by the CQA Plan. This monitoring and testing, including random conformance testing of construction materials and completed work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the Geosynthetic Installer's materials or completed work, the Geosynthetic Installer will be required to repair the deficiency or replace the deficient materials. Cell 4B Lining System Construction Geomembrane SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02770- 5 December 2007 Revised January 2009 Revised August 2009 PART 2 – PRODUCTS 2.01 GEOMEMBRANE PROPERTIES A. The Geomembrane Manufacturer shall furnish white-or off-white-surfaced (upper side only), smooth and textured geomembrane having properties that comply with the required property values shown in Table 02770-1. B. In addition to the property values listed in Table 02770-1, the geomembrane shall: 1. Contain a maximum of 1 percent by weight of additives, fillers, or extenders (not including carbon black and titanium dioxide). 2. Not have striations, pinholes (holes), bubbles, blisters, nodules, undispersed raw materials, or any sign of contamination by foreign matter on the surface or in the interior. 2.02 MANUFACTURING QUALITY CONTROL (MQC) A. Rolls: 1. The Geomembrane Manufacturer shall continuously monitor geomembrane during the manufacturing process for defects. 2. No geomembrane shall be accepted that exhibits any defects. 3. The Geomembrane Manufacturer shall measure and report the geomembrane thickness at regular intervals along the roll length. 4. No geomembrane shall be accepted that fails to meet the specified thickness. 5. The Geomembrane Manufacturer shall sample and test the geomembrane at a minimum of once every 50,000 square feet to demonstrate that its properties conform to the values specified in Table 02770-1. At a minimum, the following tests shall be performed: Test Procedure Thickness ASTM D 5199 Specific Gravity ASTM D 792 Method A or ASTM D 1505 Tensile Properties ASTM D 638 Puncture Resistance ASTM D 4833 Carbon Black ASTM D 1603 Carbon Black Dispersion ASTM D 5596 6. Tests not listed above but listed in Table 02770-1 need not be run at the one per 50,000 square feet frequency. However, the Geomembrane Manufacturer shall certify that these tests are in compliance with this Section and have been performed on a sample that is identical to the geomembrane to be used on this project. The Geosynthetic Installer shall provide the test result documentation to the Design Engineer. Cell 4B Lining System Construction Geomembrane SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02770- 6 December 2007 Revised January 2009 Revised August 2009 7. Any geomembrane sample that does not comply with the requirements of this Section will result in rejection of the roll from which the sample was obtained and will not be used for this project. 8. If a geomembrane sample fails to meet the quality control requirements of this Section, the Geomembrane Manufacturer shall sample and test, at the expense of the Manufacturer, rolls manufactured in the same resin batch, or at the same time, as the failing roll. Sampling and testing of rolls shall continue until a pattern of acceptable test results is established to bound the failed roll(s). 9. Additional testing may be performed at the Geomembrane Manufacturer's discretion and expense, to isolate and more closely identify the non-complying rolls and/or to qualify individual rolls. B. The Geomembrane Manufacturer shall permit the Design Engineer to visit the manufacturing plant for project specific visits. If possible, such visits will be prior to or during the manufacturing of the geomembrane rolls for the specific project. The Design Engineer may elect to collect conformance samples at the manufacturing facility to expedite the acceptance of the materials. 2.03 LABELING A. Geomembrane rolls shall be labeled with the following information. 1. thickness of the material; 2. length and width of the roll; 3. name of Geomembrane Manufacturer; 4. product identification; 5. lot number; and 6. roll number. 2.04 TRANSPORTATION, HANDLING, AND STORAGE A. The Geosynthetic Manufacturer shall be liable for any damage to the geomembrane incurred prior to and during transportation to the site. B. Handling and care of the geomembrane at the site prior to and following installation shall be the responsibility of the Geosynthetic Installer. The Geosynthetic Installer shall be liable for all damage to the materials incurred prior to final acceptance of the liner system by the Owner. C. Geosynthetic Installer shall be responsible for storage of the geomembrane at the site. The geomembrane shall be protected from excessive heat or cold, dirt, puncture, cutting, or other damaging or deleterious conditions. Any additional storage procedures required by the Geomembrane Manufacturer shall be the Geosynthetic Installer's responsibility. Geomembrane rolls shall not be stored or placed in a stack of more than two rolls high. D. The geomembrane shall be delivered at least 14 days prior to the planned deployment date to allow the CQA Engineer adequate time to perform conformance testing on the geomembrane samples as described in Subpart 3.05 of this Section. If the CQA Engineer performed a visit to the manufacturing plant and performed the required conformance sampling, geomembrane can be delivered to the site within the 14 days prior to the planned deployment date as long as there is sufficient time for the CQA Engineer to complete the conformance testing and confirm that the rolls shipped to the site are in compliance with this Section. Cell 4B Lining System Construction Geomembrane SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02770- 7 December 2007 Revised January 2009 Revised August 2009 PART 3 – GEOMEMBRANE INSTALLATION 3.01 FAMILIARIZATION A. Prior to implementing any of the work described in this Section, the Geosynthetic Installer shall become thoroughly familiar with all portions of the work falling within this Section. B. Inspection: 1. The Geosynthetic Installer shall carefully inspect the installed work of all other Sections and verify that all work is complete to the point where the work of this Section may properly commence without adverse effect. 2. If the Geosynthetic Installer has any concerns regarding the installed work of other Sections, he shall notify the Construction Manager in writing prior to the start of the work of this Section. Failure to inform the Construction Manager in writing or commencing installation of the geomembrane will be construed as the Geosynthetic Installer's acceptance of the related work of all other Sections. C. A pre-installation meeting shall be held to coordinate the installation of the geomembrane with the installation of other components of the liner system. 3.02 GEOMEMBRANE DEPLOYMENT A. Layout Drawings: 1. The Geosynthetic Installer shall deploy the geomembrane panels in general accordance with the Panel Layout Drawing specified. The Panel Layout Drawing must be approved by the CQA Engineer prior to installation of any geomembrane. B. Field Panel Identification: 1. A geomembrane field panel is a roll or a portion of roll cut in the field. 2. Each field panel shall be given a unique identification code (number or letter-number). This identification code shall be agreed upon by the Design Engineer and Geosynthetic Installer. C. Field Panel Placement: 1. Field panels shall be installed, as approved or modified, at the location and positions indicated on the Panel Layout Drawing. 2. Field panels shall be placed one at a time, and each field panel shall be seamed immediately after its placement. 3. Geomembrane shall not be placed when the ambient temperature is below 32°F or above 122°F, as measured in Subpart 3.03.C.3 in this Section, unless otherwise authorized in writing by the Design Engineer. 4. Geomembrane shall not be placed during any precipitation, in the presence of excessive moisture (e.g., fog, dew), in an area of ponded water, or in the presence of wind speeds greater than 20 mph. Cell 4B Lining System Construction Geomembrane SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02770- 8 December 2007 Revised January 2009 Revised August 2009 5. The Geosynthetic Installer shall ensure that: a. No vehicular traffic is allowed on the geomembrane with the exception of all terrain vehicles with a contact pressures at or lower than that exhibited by foot traffic. b. Equipment used does not damage the geomembrane by handling, trafficking, or leakage of hydrocarbons (i.e., fuels). c. Personnel working on the geomembrane do not smoke, wear damaging shoes, bring glass onto the geomembrane, or engage in other activities that could damage the geomembrane. d. The method used to unroll the panels does not scratch or crimp the geomembrane and does not damage the supporting soil or geosynthetics. e. The method used to place the panels minimizes wrinkles (especially differential wrinkles between adjacent panels). The method used to place the panels results in intimate contact between the geomembrane and adjacent components. f. Temporary ballast and/or anchors (e.g., sand bags) are placed on the geomembrane to prevent wind uplift. Ballast methods must not damage the geomembrane. g. The geomembrane is especially protected from damage in heavily trafficked areas. h. Any rub sheets to facilitate seaming are removed prior to installation of subsequent panels. 6. Any field panel or portion thereof that becomes seriously damaged (torn, twisted, or crimped) shall be replaced with new material. Less serious damage to the geomembrane may be repaired, as approved by the CQA Engineer. Damaged panels or portions of damaged panels that have been rejected shall be removed from the work area and not reused. D. If the Geosynthetic Installer intends to install geomembrane between one hour before sunset and one hour after sunrise, he shall notify the Construction Manager in writing prior to the start of the work. The Geosynthetic Installer shall indicate additional precautions that shall be taken during these installation hours. The Geosynthetic Installer shall provide proper illumination for work during this time period. 3.03 FIELD SEAMING A. Seam Layout: 1. In corners and at odd-shaped geometric locations, the number of field seams shall be minimized. No horizontal seam shall be constructed along a slope with an inclination steeper than 10 percent. Horizontal seams shall be considered as any seam having an alignment exceeding 30 degrees from being perpendicular to the slope contour lines, unless otherwise approved by the Design Engineer. No seams shall be located in an area of potential stress concentration. 2. Seams shall not be allowed within 5 feet of the top or toe of any slope. Horizontal seams can be placed on benches, as long as they are not within 5 feet of the top or toe of slope. B. Personnel: Cell 4B Lining System Construction Geomembrane SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02770- 9 December 2007 Revised January 2009 Revised August 2009 1. All personnel performing seaming operations shall be qualified as indicated in Subpart 1.04 of this Section. No seaming shall be performed unless a "master seamer" is present on-site. C. Weather Conditions for Seaming: 1. Unless authorized in writing by the Design Engineer, seaming shall not be attempted at ambient temperatures below 32°F or above 122°F. If the Geosynthetic Installer wishes to use methods that may allow seaming at ambient temperatures below 32°F or above 122°F, the procedure must be approved by the Design Engineer. 2. A meeting will be held between the Geosynthetic Installer and Design Engineer to establish acceptable installation procedures. In all cases, the geomembrane shall be dry and protected from wind damage during installation. 3. Ambient temperatures, measured by the CQA Engineer, shall be measured between 0 and 6 inches above the geomembrane surface. D. Overlapping: 1. The geomembrane shall be cut and/or trimmed such that all corners are rounded. 2. Geomembrane panels shall be shingled with the upslope panel placed over the down slope panel. 3. Geomembrane panels shall be sufficiently overlapped for welding and to allow peel tests to be performed on the seam. Any seams that cannot be destructively tested because of insufficient overlap shall be treated as failing seams. E. Seam Preparation: 1. Prior to seaming, the seam area shall be clean and free of moisture, dust, dirt, debris of any kind, and foreign material. 2. If seam overlap grinding is required, the process shall be completed according to the Geomembrane Manufacturer's instructions within 20 minutes of the seaming operation and in a manner that does not damage the geomembrane. The grind depth shall not exceed ten percent of the geomembrane thickness. 3. Seams shall be aligned with the fewest possible number of wrinkles and "fishmouths." F. General Seaming Requirements: 1. Fishmouths or wrinkles at the seam overlaps shall be cut along the ridge of the wrinkle to achieve a flat overlap, ending the cut with circular cut-out. The cut fishmouths or wrinkles shall be seamed and any portion where the overlap is insufficient shall be patched with an oval or round patch of geomembrane that extends a minimum of 6 inches beyond the cut in all directions. 2. Any electric generator shall be placed outside the area to be lined or mounted in a manner that protects the geomembrane from damage due to the weight and frame of the generator or due to fuel leakage. The electric generator shall be properly grounded. G. Seaming Process: 1. Approved processes for field seaming are extrusion welding and double-track hot-wedge fusion welding. Only equipment identified as part of the approved submittal specified in Subpart 1.06 of this Section shall be used. Cell 4B Lining System Construction Geomembrane SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02770- 10 December 2007 Revised January 2009 Revised August 2009 2. Extrusion Equipment and Procedures: a. The Geosynthetics Installer shall maintain at least one spare operable seaming apparatus on site. b. Extrusion welding apparatuses shall be equipped with gauges giving the temperatures in the apparatuses. c. Prior to beginning an extrusion seam, the extruder shall be purged until all heat- degraded extrudate has been removed from the barrel. d. A smooth insulating plate or fabric shall be placed beneath the hot welding apparatus after use. 3. Fusion Equipment and Procedures: a. The Geosynthetic Installer shall maintain at least one spare operable seaming apparatus on site. b. Fusion-welding apparatus shall be automated vehicular-mounted devices equipped with gauges giving the applicable temperatures and speed. c. A smooth insulating plate or fabric shall be placed beneath the hot welding apparatus after use. H. Trial Seams: 1. Trial seams shall be made on fragment pieces of geomembrane to verify that seaming conditions are adequate. Trial seams shall be conducted on the same material to be installed and under similar field conditions as production seams. Such trial seams shall be made at the beginning of each seaming period, typically at the beginning of the day and after lunch, for each seaming apparatus used each day, but no less frequently than once every 5 hours. The trial seam sample shall be a minimum of 5 feet long by 1 foot wide (after seaming) with the seam centered lengthwise for fusion equipment and at least 3 feet long by 1 foot wide for extrusion equipment. Seam overlap shall be as indicated in Subpart 3.03.D of this Section. 2. Four coupon specimens, each 1-inch wide, shall be cut from the trial seam sample by the Geosynthetics Installer using a die cutter to ensure precise 1-inch wide coupons. The coupons shall be tested, by the Geosynthetic Installer, with the CQA Monitor present, in peel (both the outside and inside track) and in shear using an electronic readout field tensiometer in accordance with ASTM D 6392, at a strain rate of 2 inches/minute. The samples shall not exhibit failure in the seam, i.e., they shall exhibit a Film Tear Bond (FTB), which is a failure (yield) in the parent material. The required peel and shear seam strength values are listed in Table 02770-2. At no time shall specimens be soaked in water. 3. If any coupon specimen fails, the trial seam shall be considered failing and the entire operation shall be repeated. If any of the additional coupon specimens fail, the seaming apparatus and seamer shall not be accepted and shall not be used for seaming until the deficiencies are corrected and two consecutive successful trial seams are achieved. I. Nondestructive Seam Continuity Testing: 1. The Geosynthetic Installer shall nondestructively test for continuity on all field seams over their full length. Continuity testing shall be carried out as the seaming work progresses, not at the completion of all field seaming. The Geosynthetic Installer shall Cell 4B Lining System Construction Geomembrane SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02770- 11 December 2007 Revised January 2009 Revised August 2009 complete any required repairs in accordance with Subpart 3.03.K of this Section. The following procedures shall apply: a. Vacuum testing in accordance with ASTM D 5641. b. Air channel pressure testing for double-track fusion seams in accordance with ASTM D 5820 and the following: i. Insert needle, or other approved pressure feed device, from pressure gauge and inflation device into the air channel at one end of a double track seam. ii. Energize the air pump and inflate air channel to a pressure between 25 and 30 pounds per square inch (psi). Close valve and sustain the pressure for not less than 5 minutes. iii. If loss of pressure exceeds 3 psi over 5 minutes, or if the pressure does not stabilize, locate the faulty area(s) and repair seam in accordance with Subpart 3.03.K of this Section. iv. After 5 minutes, cut the end of air channel opposite from the end with the pressure gauge and observe release of pressure to ensure air channel is not blocked. If the channel does not depressurize, find and repair the portion of the seam containing the blockage per Subpart 3.03.K of this Section. Repeat the air pressure test on the resulting segments of the original seam created by the repair and the ends of the seam.. Repeat the process until the entire length of seam has successfully passed pressure testing or contains a repair. Repairs shall also be non-destructively tested per Subpart 3.03.K.5 of this Section. v. Remove needle, or other approved pressure feed device, and seal repair in accordance with Subpart 3.03.K of this Section. c. Spark test seam integrity verification shall be performed in accordance with ASTM D 6365 if the seam cannot be tested using other nondestructive methods. J. Destructive Testing: 1. Destructive seam tests shall be performed on samples collected from selected locations to evaluate seam strength and integrity. Destructive tests shall be carried out as the seaming work progresses, not at the completion of all field seaming. 2. Sampling: a. Destructive test samples shall be collected at a minimum average frequency of one test location per 500 feet of total seam length. If after a total of 50 samples have been tested and no more than 1 sample has failed, the frequency can be increased to one per 1,000 feet. Test locations shall be determined during seaming, and may be prompted by suspicion of excess crystallinity, contamination, offset seams, or any other potential cause of imperfect seaming. The CQA Engineer will be responsible for choosing the locations. The Geosynthetic Installer shall not be informed in advance of the locations where the seam samples will be taken. The CQA Engineer reserves the right to increase the sampling frequency if observations suggest an increased frequency is warranted. Cell 4B Lining System Construction Geomembrane SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02770- 12 December 2007 Revised January 2009 Revised August 2009 b. The CQA Engineer shall mark the destructive sample locations. Samples shall be cut by the Geosynthetic Installer at the locations designated by the CQA Engineer as the seaming progresses in order to obtain laboratory test results before the geomembrane is covered by another material. Each sample shall be numbered and the sample number and location identified on the Panel Layout Drawing. All holes in the geomembrane resulting from the destructive seam sampling shall be immediately repaired in accordance with the repair procedures described in Subpart 3.03.K of this Section. The continuity of the new seams associated with the repaired areas shall be tested according to Subpart 3.03.I of this Section. c. Two coupon strips of dimensions 1-inch wide and 12-inches long with the seam centered parallel to the width shall be taken from any side of the sample location. These samples shall be tested in the field in accordance with Subpart 3.03.J.3 of this Section. If these samples pass the field test, a laboratory sample shall be taken. The laboratory sample shall be at least 1-foot wide by 3.5-feet long with the seam centered along the length. The sample shall be cut into three parts and distributed as follows: i. One portion 12-inches long to the Geosynthetic Installer. ii. One portion 18-inches long to the Geosynthetic CQA Laboratory for testing. iii. One portion 12-inches long to the Owner for archival storage. 3. Field Testing: a. The two 1-inch wide strips shall be tested in the field tensiometer in the peel mode on both sides of the double track fusion welded sample. The CQA Engineer has the option to request an additional test in the shear mode. If any field test sample fails to meet the requirements in Table 02770-2, then the procedures outlined in Subpart 3.03.J.5 of this Section for a failing destructive sample shall be followed. 4. Laboratory Testing: a. Testing by the Geosynthetics CQA Laboratory will include "Seam Strength" and "Peel Adhesion" (ASTM D 6392) with 1-inch wide strips tested at a rate of 2 inches/minute. At least 5 specimens will be tested for each test method (peel and shear). Four of the five specimens per sample must pass both the shear strength test and peel adhesion test when tested in accordance with ASTM D 6392. The minimum acceptable values to be obtained in these tests are indicated in Table 02770-2. Both the inside and outside tracks of the dual track fusion welds shall be tested in peel. 5. Destructive Test Failure: a. The following procedures shall apply whenever a sample fails a destructive test, whether the test is conducted by the Geosynthetic CQA's laboratory, the Geosynthetic Installer laboratory, or by a field tensiometer. The Geosynthetic Installer shall have two options: i. The Geosynthetic Installer can reconstruct the seam (e.g., remove the old seam and reseam) between any two laboratory-passed destructive test locations created by that seaming apparatus. Trial welds do not count as a passed destructive test. Cell 4B Lining System Construction Geomembrane SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02770- 13 December 2007 Revised January 2009 Revised August 2009 ii. The Geosynthetic Installer can trace the welding path in each direction to an intermediate location, a minimum of 10 feet from the location of the failed test, and take a small sample for an additional field test at each location. If these additional samples pass the field tests, then full laboratory samples shall be taken. These full laboratory samples shall be tested in accordance with Subpart 3.03.J.4 of this Section. If these laboratory samples pass the tests, then the seam path between these locations shall be reconstructed and nondestructively (at a minimum) tested. If a sample fails, then the process shall be repeated, i.e. another destructive sample shall be obtained and tested at a distance of at least 10 more feet in the seaming path from the failed sample. The seam path between the ultimate passing sample locations shall be reconstructed and nondestructively (at a minimum) tested. In cases where repaired seam lengths exceed 150 feet, a destructive sample shall be taken from the repaired seam and the above procedures for destructive seam testing shall be followed. b. Whenever a sample fails destructive or non-destructive testing, the CQA Engineer may require additional destructive tests be obtained from seams that were created by the same seamer and/or seaming apparatus during the same time shift. K. Defects and Repairs: 1. The geomembrane will be inspected before and after seaming for evidence of defects, holes, blisters, undispersed raw materials, and any sign of contamination by foreign matter. The surface of the geomembrane shall be clean at the time of inspection. The geomembrane surface shall be swept or washed by the Installer if surface contamination inhibits inspection. 2. At observed suspected flawed location, both in seamed and non-seamed areas, shall be nondestructively tested using the methods described Subpart 3.03.I of this Section, as appropriate. Each location that fails nondestructive testing shall be marked by the CQA Engineer and repaired by the Geosynthetic Installer. 3. When seaming of a geomembrane is completed (or when seaming of a large area of a geomembrane is completed) and prior to placing overlying materials, the CQA Engineer shall identify all excessive geomembrane wrinkles. The Geosynthetic Installer shall cut and reseam all wrinkles so identified. The seams thus produced shall be tested as per all other seams. 4. Repair Procedures: a. Any portion of the geomembrane exhibiting a flaw, or failing a destructive or nondestructive test, shall be repaired by the Geosynthetic Installer. Several repair procedures are acceptable. The final decision as to the appropriate repair procedure shall be agreed upon between the Design Engineer and the Geosynthetic Installer. The procedures available include: i. Patching – extrusion welding a patch to repair holes larger than 1/16 inch, tears, undispersed raw materials, and contamination by foreign matter; ii. Abrading and reseaming – applying an extrusion seam to repair very small sections of faulty extruded seams; iii. Spot seaming – applying an extrusion bead to repair minor, localized flaws such as scratches and scuffs; Cell 4B Lining System Construction Geomembrane SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02770- 14 December 2007 Revised January 2009 Revised August 2009 iv. Capping – extrusion welding a geomembrane cap over long lengths of failed seams; and v. Strip repairing – cutting out bad seams and replacing with a strip of new material seamed into place on both sides with fusion welding. b. In addition, the following criteria shall be satisfied: i. surfaces of the geomembrane that are to be repaired shall be abraded no more than 20 minutes prior to the repair; ii. all surfaces must be clean and dry at the time of repair; iii. all seaming equipment used in repair procedures must be approved by trial seaming; iv. any other potential repair procedures shall be approved in advance, for the specific repair, by the Design Engineer; v. patches or caps shall extend at least 6 inches beyond the edge of the defect, and all corners of patches and holes shall be rounded with a radius of at least 3 inches; vi. extrudate shall extend a minimum of 3 inches beyond the edge of the patch; and vii. any geomembrane below large caps shall be appropriately cut to avoid water or gas collection between the two sheets. 5. Repair Verification: a. Repairs shall be nondestructively tested using the methods described in Subpart 3.03.I of this Section, as appropriate. Repairs that pass nondestructive testing shall be considered acceptable repairs. Repairs that failed nondestructive or destructive testing will require the repair to be reconstructed and retested until passing test results are observed. At the discretion of the CQA Engineer, destructive testing may be required on any caps. 3.04 MATERIALS IN CONTACT WITH THE GEOMEMBRANE A. The Geosynthetic Installer shall take all necessary precautions to ensure that the geomembrane is not damaged during its installation. During the installation of other components of the liner system by the Contractor, the Contractor shall ensure that the geomembrane is not damaged. Any damage to the geomembrane caused by the Contractor shall be repaired by the Geosynthetic Installer at the expense of the Contractor. B. Soil and aggregate materials shall not be placed over the geomembranes at ambient temperatures below 32°F or above 122°F, unless otherwise specified. C. All attempts shall be made to minimize wrinkles in the geomembrane. D. Construction loads permitted on the geomembrane are limited to foot traffic and all terrain vehicles with a contact pressures at or lower than that exhibited by foot traffic. 3.05 CONFORMANCE TESTING A. Samples of the geomembrane will be removed by the CQA Engineer and sent to a Geosynthetic CQA Laboratory for testing to ensure conformance with the requirements of this Section. The Cell 4B Lining System Construction Geomembrane SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02770- 15 December 2007 Revised January 2009 Revised August 2009 CQA Engineer may collect samples at the manufacturing plant or from the rolls delivered to the site. The Geosynthetic Installer shall assist the CQA Engineer in obtaining conformance samples from any geomembrane rolls sampled at the site. The Geosynthetic Installer and Contractor shall account for this sampling and testing requirement in the installation schedule, including the turnaround time for laboratory results. Only materials that meet the requirements of Subpart 2.02 of this Section shall be installed. B. Samples will be selected by the CQA Engineer in accordance with this Section and with the procedures outlined in the CQA Plan. C. Samples will be taken at a minimum frequency of one sample per 100,000 square feet. If the Geomembrane Manufacturer provides material that requires sampling at a frequency (due to lot size, shipment size, etc.) resulting in one sample per less than 90 percent of 100,000 square feet (90,000 square feet), then the Geosynthetic Installer shall pay the cost for all additional testing. D. The CQA Engineer may increase the frequency of sampling in the event that test results do not comply with the requirements of Subpart 2.02 of this Section. E. The following tests will be performed by the CQA Engineer: Test Test Method Specific Gravity ASTM D 792 or D 1505 Thickness ASTM D 5199 Tensile Properties ASTM D 638 Carbon Black Content ASTM D 1603 Carbon Black Dispersion ASTM D 5596 F. Any geomembrane that is not certified in accordance with Subpart 1.06.C of this Section, or that conformance testing indicates does not comply with Subpart 2.02 of this Section, shall be rejected. The Geosynthetic Installer shall replace the rejected material with new material. 3.06 GEOMEMBRANE ACCEPTANCE A. The Geosynthetic Installer shall retain all ownership and responsibility for the geomembrane until accepted by the Owner. B. The geomembrane will not be accepted by the Owner before: 1. the installation is completed; 2. all documentation is submitted; 3. verification of the adequacy of all field seams and repairs, including associated testing, is complete; and 4. all warranties are submitted. 3.07 PROTECTION OF WORK A. The Geosynthetic Installer and Contractor shall use all means necessary to protect all work of this Section. B. In the event of damage, the Geosynthetic Installer shall make all repairs and replacements necessary, to the satisfaction of the CQA Engineer. Cell 4B Lining System Construction Geomembrane SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02770- 16 December 2007 Revised January 2009 Revised August 2009 PART 4 – MEASUREMENT AND PAYMENT 4.01 GENERAL A. Providing for and complying with the requirements set forth in this Section for 60-mil, smooth and textured HDPE geomembrane will be measured as in-place square feet (SF), as measured by the surveyor, including geomembrane in the anchor trench to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule. B. The following are considered incidental to the Work: • Submittals. • Quality Control. • Shipping, handling and storage. • Deployment. • Layout survey. • Mobilization. • Rejected material. • Rejected material removal, handling, re-testing, and repair. • Overlaps and seaming. • Temporary anchorage. • Pipe boots. • Cleaning seam area. Cell 4B Lining System Construction Geomembrane SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02770- 17 December 2007 Revised January 2009 Revised August 2009 TABLE 02770-1 REQUIRED HDPE GEOMEMBRANE PROPERTIES PROPERTIES QUALIFIERS UNITS SMOOTH HDPE SPECIFIED VALUES TEXTURED HDPE SPECIFIED VALUES TEST METHOD Physical Properties Thickness Average Minimum mils mils 60 54 60 54 ASTM D 5199 Specific Gravity Minimum N/A 0.94 0.94 ASTM D 792 Method A or ASTM D 1505 Mechanical Properties Tensile Properties (each direction) 1. Tensile (Break) Strength 2. Elongation at Break 3. Tensile (Yield) Strength 4. Elongation at Yield Minimum lb/in % lb/in % 228 700 126 12 90 100 126 12 ASTM D 638 Puncture Minimum lb 108 90 ASTM D 4833 Environmental Properties Carbon Black Content Range % 2-3 2 ASTM D 1603 Carbon Black Dispersion N/A none Note 1 Note 1 ASTM D 5596 Environmental Stress Crack Minimum hr 300 300 ASTM D 5397 Notes: (1) Minimum 9 of 10 in Categories 1 or 2; 10 in Categories 1, 2, or 3. Cell 4B Lining System Construction Geomembrane SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02770- 18 December 2007 Revised January 2009 Revised August 2009 TABLE 02770-2 REQUIRED GEOMEMBRANE SEAM PROPERTIES PROPERTIES QUALIFIERS UNITS SPECIFIED VALUES(3) TEST METHOD Shear Strength(1) Fusion minimum lb/in 120 ASTM D 6392 Extrusion minimum lb/in 120 ASTM D 6392 Peel Adhesion FTB(2) Visual Observation Fusion minimum lb/in 91 ASTM D 6392 Extrusion minimum lb/in 78 ASTM D 6392 Notes: (1) Also called “Bonded Seam Strength”. (2) FTB = Film Tear Bond means that failure is in the parent material, not the seam. The maximum seam separation is 25 percent of the seam area. (3) Four of five specimens per destructive sample must pass both the shear and peel strength tests. [END OF SECTION] Cell 4B Lining System Construction Geotextile SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02771-1 December 2007 Revised January 2009 Revised August 2009 SECTION 02771 GEOTEXTILE PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary for the installation of the geotextile. The work shall be carried out as specified herein and in accordance with the Drawings and the Construction Quality Assurance (CQA) Plan. B. The work shall include, but not be limited to, delivery, offloading, storage, placement, and seaming of the various geotextile components of the project. C. Geotextile shall be used between the Drainage Aggregate and Geomembrane as shown on the Drawings. 1.02 RELATED SECTIONS Section 02200 – Earthwork Section 02225 – Drainage Aggregate Section 02770 – Geomembrane Section 02773 – Geonet 1.03 REFERENCES A. Drawings B. Site CQA Plan C. Latest version of American Society for Testing and Materials (ASTM) standards: ASTM D 4355 Standard Test Method for Deterioration of Geotextile from Exposure to Ultraviolet Light and Water ASTM D 4439 Terminology for Geosynthetics ASTM D 4491 Standard Test Method for Water Permeability of Geotextile by Permittivity ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of Geotextile ASTM D 4632 Standard Test Method for Breaking Load and Elongation of Geotextile (Grab Method) ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of a Geotextile ASTM D 4833 Standard Test Method for Index Puncture Resistance of Geotextile, Geomembranes, and Related Products ASTM D 5261 Standard Test Method for Measuring Mass Per Unit Area of Geotextile 1.04 SUBMITTALS Cell 4B Lining System Construction Geotextile SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02771-2 December 2007 Revised January 2009 Revised August 2009 A. The Contractor shall submit the following information regarding the proposed geotextile to the Construction Manager for approval at least 7 days prior to geotextile delivery: 1. manufacturer and product name; 2. minimum property values of the proposed geotextile and the corresponding test procedures; 3. projected geotextile delivery dates; and 4. list of geotextile roll numbers for rolls to be delivered to the site. B. At least 7 days prior to geotextile placement, the Contractor shall submit to the Construction Manager the Manufacturing Quality Control (MQC) certificates for each roll of geotextile. The certificates shall be signed by responsible parties employed by the geotextile manufacturer (such as the production manager). The MQC certificates shall include: 1. lot, batch, and/or roll numbers and identification; 2. MQC test results, including a description of the test methods used; and 3. Certification that the geotextile meets or exceeds the required properties of the Drawings and this Section. 1.05 CQA MONITORING A. The Contractor shall be aware of and accommodate all monitoring and conformance testing required by the CQA Plan. This monitoring and testing, including random conformance testing of construction materials and completed work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the Contractor's materials or completed work, the Contractor will be required to repair the deficiency or replace the deficient materials at no additional expense to the Owner. PART 2 – PRODUCTS 2.01 GEOTEXTILE PROPERTIES A. The Geotextile Manufacturer shall furnish materials that meet or exceed the criteria specified in Table 02771-1 in accordance with the minimum average roll value (MARV), as defined by ASTM D 4439. B. The geotextile shall be nonwoven materials, suitable for use in filter/separation and cushion applications. 2.02 MANUFACTURING QUALITY CONTROL (MQC) A. The geotextile shall be manufactured with MQC procedures that meet or exceed generally accepted industry standards. B. The Geotextile Manufacturer shall sample and test the geotextile to demonstrate that the material conforms to the requirements of these Specifications. C. Any geotextile sample that does not comply with this Section shall result in rejection of the roll from which the sample was obtained. The Contractor shall replace any rejected rolls. D. If a geotextile sample fails to meet the MQC requirements of this Section the Geotextile Manufacturer shall additionally sample and test, at the expense of the Manufacturer, rolls manufactured in the same lot, or at the same time, as the failing roll. Sampling and testing of rolls Cell 4B Lining System Construction Geotextile SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02771-3 December 2007 Revised January 2009 Revised August 2009 shall continue until a pattern of acceptable test results is established to define the bounds of the failed roll(s). All the rolls pertaining to the failed rolls shall be rejected. E. Additional sample testing may be performed, at the Geotextile Manufacturer's discretion and expense, to identify more closely the extent of non-complying rolls and/or to qualify individual rolls. F. Sampling shall, in general, be performed on sacrificial portions of the geotextile material such that repair is not required. The Geotextile Manufacturer shall sample and test the geotextile to demonstrate that the geotextile properties conform to the values specified in Table 02771-1. 1. At a minimum, the following MQC tests shall be performed on the geotextile (results of which shall meet the requirements specified in Table 02271): Test Procedure Frequency Grab strength ASTM D 4632 130,000 ft2 Mass per Unit Area ASTM D 5261 130,000 ft2 Tear strength ASTM D 4533 130,000 ft2 Puncture strength ASTM D 4833 130,000 ft2 Permittivity ASTM D 4491 540,000 ft2 A.O.S. ASTM D 4751 540,000 ft2 G. The Geotextile Manufacturer shall comply with the certification and submittal requirements of this Section. 2.03 PACKING AND LABELING A. Geotextile shall be supplied in rolls wrapped in relatively impervious and opaque protective covers. B. Geotextile rolls shall be marked or tagged with the following information: 1. manufacturer's name; 2. product identification; 3. lot or batch number; 4. roll number; and 5. roll dimensions. 2.04 TRANSPORTATION, HANDLING, AND STORAGE A. The Geosynthetic Manufacturer shall be liable for any damage to the geotextile incurred prior to and during transportation to the site. B. The geotextile shall be delivered to the site at least 14 days prior to the planned deployment date to allow the CQA Engineer adequate time to perform conformance testing on the geotextile samples as described in Subpart 3.06 of this Section. Cell 4B Lining System Construction Geotextile SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02771-4 December 2007 Revised January 2009 Revised August 2009 C. Handling, unloading, storage, and care of the geotextile at the site, prior to and following installation, are the responsibility of the Contractor. The Contractor shall be liable for any damage to the materials incurred prior to final acceptance by the Owner. D. The Contractor shall be responsible for offloading and storage of the geotextile at the site. E. The geotextile shall be protected from sunlight, puncture, or other damaging or deleterious conditions. The geotextile shall be protected from mud, dirt, and dust. Any additional storage procedures required by the geotextile Manufacturer shall be the responsibility of the Contractor. PART 3 – EXECUTION 3.01 FAMILIARIZATION A. Prior to implementing any of the work described in this Section, the Contractor shall become thoroughly familiar with the site, the site conditions, and all portions of the work falling within this Section. B. If the Contractor has any concerns regarding the installed work of other Sections or the site, the Construction Manager shall be notified, in writing, prior to commencing the work. Failure to notify the Construction Manager or commencing installation of the geotextile will be construed as Contractor's acceptance of the related work of all other Sections. 3.02 PLACEMENT A. Geotextile installation shall not commence over other materials until CQA conformance evaluations, by the CQA Engineer, of underlying materials are complete, including evaluations of the Contractor's survey results to confirm that the previous work was constructed to the required grades, elevations, and thicknesses. Should the Contractor begin the work of this Section prior to the completion of CQA evaluations for underlying materials or this material, this shall be at the risk of removal of these materials, at the Contractor’s expense, to remedy the non-conformances. The Contractor shall account for the CQA conformance evaluations in the construction schedule. B. The Contractor shall handle all geotextile in such a manner as to ensure it is not damaged in any way. C. The Contractor shall take any necessary precautions to prevent damage to underlying materials during placement of the geotextile. D. After unwrapping the geotextile from its opaque cover, the geotextile shall not be left exposed for a period in excess of 15 days unless a longer exposure period is approved in writing by the Geotextile Manufacturer. E. The Contractor shall take care not to entrap stones, excessive dust, or moisture in the geotextile during placement. F. The Contractor shall anchor or weight all geotextile with sandbags, or the equivalent, to prevent wind uplift. G. The Contractor shall examine the entire geotextile surface after installation to ensure that no foreign objects are present that may damage the geotextile or adjacent layers. The Contractor shall remove any such foreign objects and shall replace any damaged geotextile. 3.03 SEAMS AND OVERLAPS A. On slopes steeper than 10 horizontal to 1 vertical, geotextiles shall be continuous down the slope; that is, no horizontal seams are allowed. Horizontal seams shall be considered as any seam having an alignment exceeding 20 degrees from being perpendicular to the slope contour lines, unless Cell 4B Lining System Construction Geotextile SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02771-5 December 2007 Revised January 2009 Revised August 2009 otherwise approved by the Design Engineer. No horizontal seams shall be allowed within 5 feet of the top or toe of the slopes. B. Geotextile shall be overlapped a minimum of 12-inches. 3.04 REPAIR A. Any holes or tears in the geotextile shall be repaired using a patch made from the same geotextile. If a tear exceeds 50 percent of the width of a roll, that roll shall be removed and replaced. 3.05 PLACEMENT OF SOIL MATERIALS A. The Contractor shall place soil materials on top of the geotextile in such a manner as to ensure that: 1. the geotextile and the underlying materials are not damaged; 2. minimum slippage occurs between the geotextile and the underlying layers during placement; and 3. excess stresses are not produced in the geotextile. B. Equipment shall not be driven directly on the geotextile. 3.06 CONFORMANCE TESTING A. Conformance samples of the geotextile materials will be removed by the CQA Engineer after the material has been received at the site and sent to a Geosynthetic CQA Laboratory for testing to ensure conformance with the requirements of this Section and the CQA Plan. This testing will be carried out, in accordance with the CQA Plan, prior to the start of the work of this Section. B. Samples of each geotextile will be taken, by the CQA Engineer, at a minimum frequency of one sample per 260,000 square feet (minimum of one). C. The CQA Engineer may increase the frequency of sampling in the event that test results do not comply with requirements of Subpart 2.01 of this Section until passing conformance test results are obtained for all material that is received at the site. This additional testing shall be performed at the expense of the Contractor. D. The following conformance tests will be performed (results of which shall meet the requirements specified in Table 02771): Test Procedure Grab strength ASTM D 4632 Mass per Unit Area ASTM D 5261 Puncture strength ASTM D 4833 Permittivity ASTM D 4491 A.O.S. ASTM D 4751 E. Any geotextile that is not certified in accordance with Subpart 1.04 of this Section, or that conformance testing results do not comply with Subpart 2.01 of this Section, will be rejected. The Contractor shall replace the rejected material with new material. All other rolls that are represented by failing test results will also be rejected, unless additional testing is performed to further determine the bounds of the failed material. Cell 4B Lining System Construction Geotextile SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02771-6 December 2007 Revised January 2009 Revised August 2009 3.07 PROTECTION OF WORK A. The Contractor shall protect all work of this Section. B. In the event of damage, the Contractor shall make repairs and replacements to the satisfaction of the CQA Engineer at the expense of the Contractor. PART 4 – MEASUREMENT AND PAYMENT 4.01 GENERAL A. Providing for and complying with the requirements set forth in this Section for Geotextile will be incidental to PVC Pipe, and payment will be based on the unit price provided for PVC Pipe on the Bid Schedule. B. The following are considered incidental to the work: • Submittals. • Quality Control. • Shipping, handling, and storage. • Layout survey. • Mobilization. • Rejected material. • Overlaps and seaming. • Rejected material removal, handling, re-testing, and repair. • Temporary anchorage. Cell 4B Lining System Construction Geotextile SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02771-7 December 2007 Revised January 2009 Revised August 2009 TABLE 02771-1 REQUIRED PROPERTY VALUES FOR GEOTEXTILE PROPERTIES QUALIFIERS UNITS SPECIFIED VALUES TEST METHOD Physical Properties Mass per unit area Minimum oz/yd2 16 ASTM D 5261 Apparent opening size (O95) Maximum mm 0.21 ASTM D 4751 Permittivity Minimum s-1 0.5 ASTM D 4491 Grab strength Minimum lb 390 ASTM D 4632 Tear strength Minimum lb 150 ASTM D 4533 Puncture strength Minimum lb 240 ASTM D 4833 Ultraviolet Resistance @ 500 hours Minimum % 70 ASTM D 4355 [ END OF SECTION ] Cell 4B Lining System Construction Geosynthetic Clay Liner SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02772- 1 December 2007 Revised January 2009 Revised August 2009 SECTION 02772 GEOSYNTHETIC CLAY LINER PART 1 – GENERAL 1.01 SCOPE A. The Geosynthetic Installer shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary for installation of the geosynthetic clay liner (GCL). The work shall be carried out as specified herein and in accordance with the Drawings and Construction Quality Assurance (CQA) Plan. B. The work shall include, but not be limited to, delivery, offloading, storage, placement, anchorage, and seaming of the GCL. 1.02 RELATED SECTIONS Section 02220 – Subgrade Preparation Section 02770 – Geomembrane 1.03 REFERENCES A. Drawings B. Site CQA Plan C. Latest Version American Society of Testing and Materials (ASTM) Standards: ASTM D 5887 Test Method for Measurement of Index Flux Through Saturated Geosynthetic Clay Liner Specimens using a Flexible Wall Permeameter ASTM D 5888 Guide for Storage and Handling of Geosynthetic Clay Liners ASTM D 5890 Test Method for Swell Index of Clay Mineral Component of Geosynthetic Clay Liners ASTM D 5891 Test Method for Fluid Loss of Clay Component of Geosynthetic Clay Liners ASTM D 5993 Test Method for Measuring Mass per Unit Area of Geosynthetic Clay Liners 1.04 QUALIFICATIONS A. GCL Manufacturer: 1. The Manufacturer shall be a well-established firm with more than five (5) years of experience in the manufacturing of GCL. 2. The GCL Manufacturer shall be responsible for the production of GCL rolls and shall have sufficient production capacity and qualified personnel to provide material meeting the requirements of this Section and the construction schedule for this project. B. GCL Installer: 1. The Geosynthetic Installer shall install the GCL and shall meet the requirements of Section 02770 Subpart 1.04. B and this Section. 2. The Geosynthetics Installer shall be responsible and shall provide sufficient resources for field handling, deploying, temporarily restraining (against wind), and other aspects of the Cell 4B Lining System Construction Geosynthetic Clay Liner SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02772- 2 December 2007 Revised January 2009 Revised August 2009 deployment and installation of the GCL and other geosynthetic components of the project. 1.05 SUBMITTALS A. At least 7 days before transporting any GCL to the site, the Manufacturer shall provide the following documentation to the Construction Manager for approval. 1. list of material properties, including test methods utilized to analyze/confirm properties. 2. GCL samples. 3. projected delivery dates for this project. 4. Manufacturing quality control certificates for each shift's production for which GCL for the project was produced, signed by responsible parties employed by the Manufacturer (such as the production manager). 5. Manufacturer Quality Control (MQC) certificates, including: a. roll numbers and identification; and b. MQC results, including description of test methods used, outlined in Subpart 2.02 of this Section. 6. Certification that the GCL meets all the properties outlined in Subpart 2.01 of this Section. 1.06 CONSTRUCTION QUALITY ASSURANCE (CQA) MONITORING A. The Geosynthetic Installer shall be aware of all monitoring and conformance testing required by the CQA Plan. This monitoring and testing, including random conformance testing of construction materials and completed work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the materials or completed work, the Geosynthetic Installer will be required to repair the deficiency or replace the deficient materials at no additional cost to the Owner. PART 2 – PRODUCTS 2.01 MATERIAL PROPERTIES A. The flux of the bentonite portion of the GCL shall be no greater than 1×10-8 m3/m2-sec, when measured in a flexible wall permeameter in accordance with ASTM D 5887 under an effective confining stress of 5 pounds per square inch (psi). B. The GCL shall have the following minimum dimensions: 1. the minimum roll width shall be 15 feet; and 2. the linear length shall be long enough to conform with the requirements specified in this Section. C. The bentonite used to fabricate the GCL shall be comprised of at least 88 percent sodium montmorillonite. D. The bentonite component of the GCL shall be applied at a minimum concentration of 0.75 pound per square foot (psf), when measured at a water content of 0 percent. E. The GCL shall meet or exceed all required property values listed in Table 02772-1. Cell 4B Lining System Construction Geosynthetic Clay Liner SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02772- 3 December 2007 Revised January 2009 Revised August 2009 F. The bentonite will be adhered to the backing material(s) in a manner that prevents it from being dislodged when transported, handled, and installed in a manner prescribed by the Manufacturer. The method used to hold the bentonite in place shall not be detrimental to other components of the lining system. G. The geotextile components of the GCL shall be woven and nonwoven and have a combined mass per unit area of 9 ounces per square yard (oz./SY). H. The GCL shall be needle punched. 2.02 INTERFACE SHEAR TESTING A. Interface Shear test(s) shall be performed on the proposed geosynthetic and soil components in accordance with ASTM D 5321. Tests shall be performed on several geosynthetic interfaces as outlined below. 1. Hydrated GCL and Cushion Geotextile to textured HDPE Geomembrane interface - the GCL shall be underlain by prepared subgrade compacted to 90% of the maximum dry density (ASTM D 1557) at the optimum moisture content and overlain by a textured 60- mil HDPE geomembrane and cushion geotextile. The geosynthetic components of the liner system shall be allowed to “float” (i.e., not fixed) such that the failure surface can occur between any of the interfaces. a. The test shall evaluate the interface between the woven GCL or cushion geotextile and a textured HDPE geomembrane. Before shearing, the GCL shall be hydrated under for 48 hours. The test shall be performed at normal stresses of 100, 200, and 300 psf at a shear rate of no more than 0.04 in./min. (1 mm/min.). b. The results of this test shall have a peak apparent friction angle in excess of 25 degrees. 2. Hydrated GCL and geonet to smooth geomembrane interface - the GCL shall be underlain by prepared subgrade compacted to 90% of the maximum dry density (ASTM D 1557) at the optimum moisture content and overlain by a smooth 60-mil HDPE geomembrane and geonet. The geosynthetic components of the liner system shall be allowed to “float” (i.e., not fixed) such that the failure surface can occur between any of the interfaces. a. The test shall evaluate the interface between the woven GCL or geonet and a smooth HDPE geomembrane. Before shearing, the GCL shall be hydrated under a loading of 250 psf for 48 hours. The test shall be performed at normal stresses of 10, 20, and 30 psi at a shear rate of no more than 0.04 in./min. (1 mm/min.). b. The results of this test shall have a peak apparent friction angle in excess of 10 degrees. 2.03 MANUFACTURING QUALITY CONTROL (MQC) A. The GCL shall be manufactured with quality control procedures that meet or exceed generally accepted industry standards. B. The Manufacturer shall sample and test the GCL to demonstrate that the material complies with the requirements of this Section. C. Any GCL sample that does not comply with this Section will result in rejection of the roll from which the sample was obtained. The Manufacturer shall replace any rejected rolls. Cell 4B Lining System Construction Geosynthetic Clay Liner SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02772- 4 December 2007 Revised January 2009 Revised August 2009 D. If a GCL sample fails to meet the quality control requirements of this Section, the Design Engineer will require that the Manufacturer sample and test, at the expense of the Manufacturer, rolls manufactured in the same lot, or at the same time, as the failing roll. Sampling and testing of rolls shall continue until a pattern of acceptable test results is established to determine the bounds of the failed roll(s). All rolls pertaining to failed tests shall be rejected. E. Additional sample testing may be performed, at the Manufacturer's discretion and expense, to more closely identify the extent of any non-complying rolls and/or to qualify individual rolls. F. Sampling shall, in general, be performed on sacrificial portions of the GCL material such that repair is not required. The Manufacturer shall sample and test the GCL to demonstrate that its properties conform to the requirements stated herein. At a minimum, the following (MQC) tests shall be performed by the Manufacturer: dry mass per unit area (ASTM D5993) and index flux at frequencies of at least one per 50,000 square feet and one per 200,000 square feet, respectively. G. The Manufacturer shall comply with the certification and submittal requirements of this Section. 2.04 PACKING AND LABELING A. GCL shall be supplied in rolls wrapped in impervious and opaque protective covers. B. GCL shall be marked or tagged with the following information: 1. Manufacturer's name; 2. product identification; 3. lot number; 4. roll number; and 5. roll dimensions. 2.05 TRANSPORTATION, HANDLING AND STORAGE A. The Geosynthetic Manufacturer shall be liable for any damage to the GCL incurred prior to and during transportation to the site. B. Handling, storage, and care of the GCL at the site prior to and following installation, are the responsibility of the Geosynthetic Installer, until final acceptance by the Owner. C. The GCL shall be stored and handled in accordance with ASTM D 5888. D. The Geosynthetic Installer shall be liable for all damage to the materials incurred prior to and during transportation to the site including hydration of the GCL prior to placement. E. The GCL shall be on-site at least 14 days prior to the scheduled installation date to allow for completion of conformance testing described in Subpart 3.07 of this Section. PART 3 – EXECUTION 3.01 FAMILIARIZATION A. Prior to implementing any of the work described in this Section, the Geosynthetic Installer shall carefully inspect the installed work of all other Sections and verify that all work is complete to the point where the installation of this Section may properly commence without adverse impact. B. If the Geosynthetic Installer has any concerns regarding the installed work of other Sections, he should notify the Construction Manager in writing prior to commencing the work. Failure to Cell 4B Lining System Construction Geosynthetic Clay Liner SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02772- 5 December 2007 Revised January 2009 Revised August 2009 notify the Construction Manager or commencing installation of the GCL will be construed as Geosynthetic Installer's acceptance of the related work of all other Sections. C. A pre-installation meeting shall be held to coordinate the installation of the GCL with the installation of other components of the lining system. 3.02 SURFACE PREPARATION A. The Geosynthetics Installer shall provide certification in writing that the surface on which the GCL will be installed is acceptable. This certification of acceptance shall be given to the Design Engineer’s representative prior to commencement of geosynthetics installation in the area under consideration. Special care shall be taken to maintain the prepared soil surface. B. Special care shall be taken to maintain the prepared soil surface. The subgrade shall be moisture conditioned prior to installation of the GCL. GCL subgrade shall be moisture conditioned the day before installation such that the surface is workable but not dry to a depth of more than 1 inch from subgrade surface. C. No GCL shall be placed onto an area that has been softened by precipitation or that has cracked due to desiccation. The soil surface shall be observed daily to evaluate the effects of desiccation cracking and/or softening on the integrity of the prepared subgrade. 3.03 HANDLING AND PLACEMENT A. The Geosynthetic Installer shall handle all GCL in such a manner that it is not damaged in any way. B. In the presence of wind, all GCL shall be sufficiently weighted with sandbags to prevent their movement. C. Any GCL damaged by stones or other foreign objects, or by installation activities, shall be repaired in accordance with Subpart 3.06 by the Geosynthetic Installer, at the expense of the Geosynthetic Installer. D. All GCL shall be hydrated by the Geosynthetic Installer once in place by direct spraying with water. Hydrated GCL shall be defined as greater than 50% moisture content when tested in accordance with ASTM D 2216. To monitor the hydration process, small, shallow, flat bottom containers shall be deployed on the GCL surface by the CQA Consultant during water spraying to measure the amount (depth) of water applied. Minimum depth of water will be 1/8-inch. During hot, dry periods, additional water may be required. Upon completion of the direct spraying with water, the GCL shall be covered with the overlying secondary geomembrane within 2 hours. Samples of the hydrated GCL will be obtained by the CQA Consultant from locations of destructive tests in the secondary geomembrane. GCL sample holes shall be repaired in accordance with Part 3.06 of this Section. E. The GCL shall be installed with the woven geotextile facing up (against the overlying geomembrane). 3.04 OVERLAPS A. On slopes steeper than 10:1 (horizontal:vertical), all GCL shall be continuous down the slope, i.e., no horizontal seams shall be allowed on the slope. Horizontal seams shall be considered as any seam having an alignment exceeding 30 degrees from being perpendicular to the slope contour lines, unless otherwise approved by the Design Engineer. B. All GCL shall be overlapped in accordance with the Manufacturer's recommended procedures. At a minimum, along the length (i.e., the sides) of the GCL placed on slopes steeper than 10:1 Cell 4B Lining System Construction Geosynthetic Clay Liner SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02772- 6 December 2007 Revised January 2009 Revised August 2009 (horizontal:vertical), the overlap shall be 12 inches, and along the width (i.e., the ends) the overlap shall be 24 inches. C. At a minimum, along the length (i.e., the sides) of the GCL placed on non-sloped areas (i.e. slopes no steeper than 10:1), the overlap shall be 6-inches, and along the width (i.e., the ends) the overlap shall be 12-inches. 3.05 MATERIALS IN CONTACT WITH THE GCL A. Installation of other components of the liner system shall be carefully performed to avoid damage to the GCL. B. Design Engineer approved low ground pressure equipment may be driven directly on the GCL. C. Installation of the GCL in appurtenant areas, and connection of the GCL to appurtenances shall be made according to the Drawings. The Geosynthetic Installer shall ensure that the GCL is not damaged while working around the appurtenances. 3.06 REPAIR A. Any holes or tears in the GCL shall be repaired by placing a GCL patch over the defect. On slopes steeper than 10 percent, the patch shall overlap the edges of the hole or tear by a minimum of 2 feet in all directions. On slopes 10 percent or flatter, the patch shall overlap the edges of the hole or tear by a minimum of 1 foot in all directions. The patch shall be secured with a Manufacturer recommended water-based adhesive. B. Care shall be taken to remove any soil, rock, or other materials, which may have penetrated the torn GCL. C. The patch shall not be nailed or stapled. 3.07 CONFORMANCE TESTING A. Samples of the GCL will be removed by the CQA Engineer and sent to a Geosynthetic CQA Laboratory for testing to ensure conformance with the requirements of this Section and the CQA Plan. The Geosynthetic Installer shall assist the CQA Engineer in obtaining conformance samples. The Geosynthetic Installer shall account for this testing in the installation schedule. B. At a minimum, the following conformance tests will be performed at a minimum frequency rate of one sample per 100,000 square feet: mass per unit area (ASTM D 5993) and bentonite moisture content (ASTM D 5993). At a minimum, the following conformance tests will be performed at a frequency of one sample per 400,000 square feet: index flux (ASTM D 5887). If the GCL Manufacturer provides material that requires sampling at a frequency (due to lot size, shipment size, etc.) resulting in one sample per less than 90 percent of 100,000 square feet (90,000 square feet), then the Geosynthetic Installer shall pay the cost for all additional testing. C. The CQA Engineer may increase the frequency of sampling in the event that test results do not comply with the requirements of Subpart 2.01 of this Section until passing conformance test results are obtained for all material that is received at the site. This additional testing shall be performed at the expense of the Geosynthetic Installer. D. Any GCL that is not certified by the Manufacturer in accordance with Subpart 1.05 of this Section or that does not meet the requirements specified in Subpart 2.01 shall be rejected and replaced by the Geosynthetic Installer, at the expense of the Geosynthetic Installer. 3.08 PROTECTION OF WORK A. The Geosynthetic Installer shall protect all work of this Section. Cell 4B Lining System Construction Geosynthetic Clay Liner SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02772- 7 December 2007 Revised January 2009 Revised August 2009 B. In the event of damage, the Geosynthetic Installer shall immediately make all repairs and replacements necessary to the approval of the CQA Engineer, at the expense of the Geosynthetic Installer. PART 4 – MEASUREMENT AND PAYMENT 4.01 GENERAL A. Providing for and complying with the requirements set forth in this Section for GCL will be measured as in-place square feet (SF), as measured by the surveyor, to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule. B. The following are considered incidental to the Work: • Submittals. • Quality Control. • Shipping, handling and storage. • Overlaps and seaming. • Layout survey. • Mobilization. • Rejected material. • Rejected material removal, handling, re-testing, and repair. • Overlaps and seaming. • Temporary anchorage. • Visqueen. TABLE 02772-1 REQUIRED GCL PROPERTY VALUES PROPERTIES QUALIFIERS UNITS SPECIFIED(1) VALUES TEST METHOD Bentonite Content4 minimum lb/ft3 0.75 ASTM D 5993 Bentonite Swell Index minimum mL/2g 24 ASTM D 5890 Bentonite Fluid Loss maximum mL 18 ASTM D 5891 Hydraulic Index Flux maximum m3/m2-s 1 x 10-8 ASTM D 58873 Notes: (1) All values represent minimum average roll values (i.e., any roll in a lot should meet or exceed the values in this table). (2) Interface shear strength testing shall be performed, by the CQA Engineer, in accordance with Part 2.02 of this Section. (3) Hydraulic flux testing shall be performed under an effective confining stress of 5 pounds per square inch. (4) Measured at a moisture content of 0 percent; also known as mass per unit area [END OF SECTION] Cell 4B Lining System Construction Geonet SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02773-1 December 2007 Revised January 2009 Revised August 2009 SECTION 02773 GEONET PART 1 – GENERAL 1.01 SCOPE A. The Geosynthetic Installer shall furnish all labor, materials, tools, supervision, transportation, equipment, and incidentals necessary for installation of the geonet. The work shall be carried out as specified herein and in accordance with the Drawings and Construction Quality Assurance (CQA) Plan. B. The work shall include, but not be limited to, delivery, offloading, storage, placement, anchorage, and seaming of the geonet. 1.02 RELATED SECTIONS Section 02220 – Subgrade Preparation Section 02225 – Drainage Aggregate Section 02616 – Polyvinyl Chloride (PVC) Pipe Section 02770 – Geomembrane Section 02771 – Geotextile 1.03 REFERENCES A. Drawings B. Site CQA Plan C. Latest Version American Society of Testing and Materials (ASTM) Standards: ASTM D792 Standard Test Methods for Specific Gravity and Density of Plastics by Displacement ASTM D1505 Standard Test Method for Density of Plastics by the Density-Gradient Technique ASTM D1603 Standard Test Method for Carbon Black in Olefin Plastics ASTM D4218 Standard Test Method for Determination of Carbon Black Content in Polyethylene Compounds by Muffle-Furnace Technique ASTM D4716 Standard Test Method for Constant Head Hydraulic Transmissivity (In-Place Flow) of Geotextiles and Geotextile Related Products ASTM D5199 Standard Test Method for Measuring Nominal Thickness of Geosynthetics 1.04 QUALIFICATIONS A. Geonet Manufacturer: 1. The Manufacturer shall be a well-established firm with more than five (5) years of experience in the manufacturing of geonet. Cell 4B Lining System Construction Geonet SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02773-2 December 2007 Revised January 2009 Revised August 2009 2. The Manufacturer shall be responsible for the production of geonet rolls and shall have sufficient production capacity and qualified personnel to provide material meeting the requirements of this Section and the construction schedule for this project. B. Geonet Installer: 1. The Geosynthetic Installer shall meet the requirements of Subpart 1.04. B of Section 02770, and this Section. 2. The Geosynthetics Installer shall be responsible and shall provide sufficient resources for field handling, deploying, temporarily restraining (against wind and re-curling), and other aspects of the deployment and installation of the geonet and other geosynthetic components of the project. 1.05 SUBMITTALS A. At least 7 days before transporting any geonet to the site, the Manufacturer shall provide the following documentation to the Construction Manager for approval. 1. list of material properties, including test methods utilized to analyze/confirm properties. 2. geonet samples. 3. projected delivery dates for this project. 4. Manufacturing Quality Control (MQC) certificates for each shift's production for which geonet for the project was produced, signed by responsible parties employed by the Manufacturer (such as the production manager). MQC certificates shall include: a. roll numbers and identification; and b. MQC results, including description of test methods used, outlined in Subpart 2.01 of this Section. c. Certification that the geonet meets all the properties outlined in Subpart 2.01 of this Section. 1.06 CONSTRUCTION QUALITY ASSURANCE (CQA) A. The Geosynthetic Installer shall ensure that the materials and methods used for producing and handling the geonet meet the requirements of the Drawings and this Section. Any material or method that does not conform to these documents, or to alternatives approved in writing by the Design Engineer, will be rejected and shall be repaired or replaced, at the Geosynthetic Installer’s expense. B. The Geosynthetic Installer shall be aware of all monitoring and conformance testing required by the CQA Plan. This monitoring and testing, including random conformance testing of construction materials and completed work, will be performed by the CQA Engineer. If nonconformances or other deficiencies are found in the materials or completed work, the Geosynthetic Installer will be required to repair the deficiency or replace the deficient materials at now additional cost to the Owner. PART 2 – PRODUCTS 2.01 GEONET PROPERTIES A. The Manufacturer shall furnish geonet having properties that comply with the required property values shown on Table 02773-1. Cell 4B Lining System Construction Geonet SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02773-3 December 2007 Revised January 2009 Revised August 2009 B. In addition to documentation of the property values listed in Table 02773-1, the geonet shall contain a maximum of one percent by weight of additives, fillers, or extenders (not including carbon black) and shall not contain foaming agents or voids within the ribs of the geonet. 2.02 MANUFACTURING QUALITY CONTROL (MQC) A. The geonet shall be manufactured with MQC procedures that meet or exceed generally accepted industry standards. B. Any geonet sample that does not comply with the Specifications will result in rejection of the roll from which the sample was obtained. The Geonet Manufacturer shall replace any rejected rolls at no additional cost to Owner. C. If a geonet sample fails to meet the MQC requirements of this Section, then the Geonet Manufacturer shall sample and test each roll manufactured, in the same lot, or at the same time, as the failing roll. Sampling and testing of rolls shall continue until a pattern of acceptable test results is established. D. Additional sample testing may be performed, at the Geonet Manufacturer’s discretion and expense, to more closely identify any non-complying rolls and/or to qualify individual rolls. E. Sampling shall, in general, be performed on sacrificial portions of the geonet material such that repair is not required. The Manufacturer shall sample and test the geonet, at a minimum, once every 100,000 square feet to demonstrate that its properties conform to the values specified in Table 02773-1. F. At a minimum, the following MQC tests shall be performed: Test Procedure Density ASTM D 792 or D 1505 Thickness ASTM D 5199 Carbon Black Content ASTM D 1603 G. The hydraulic transmissivity test (ASTM D 4716) in Table 02773-1 need not be performed at a frequency of one per 100,000 square feet. However, the Geonet Manufacturer will certify that this test has been performed on a sample of geonet identical to the product that will be delivered to the Site. The Geonet Manufacturer shall provide test results as part of MQC documentation. H. The Geonet Manufacturer shall comply with the certification and submittal requirements of this Section. 2.03 LABELING A. Geonet shall be supplied in rolls labeled with the following information: 1. manufacturer’s name; 2. product identification; 3. lot number; 4. roll number; and 5. roll dimensions. Cell 4B Lining System Construction Geonet SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02773-4 December 2007 Revised January 2009 Revised August 2009 2.04 TRANSPORTATION A. Transportation of the geonet shall be the responsibility of the Geonet Manufacturer. The Geonet Manufacturer shall be liable for all damages to the materials incurred prior to and during transportation to the site. B. Geonet shall be delivered to the site at least 7 days before the scheduled date of deployment to allow the CQA Engineer adequate time to inventory the geonet rolls and obtain additional conformance samples, if needed. The Geosynthetic Installer shall notify the CQA Engineer a minimum of 48 hours prior to any delivery. 2.05 HANDLING AND STORAGE A. The Geosynthetic Manufacturer shall be responsible for handling, off-loading, storage, and care of the geonet prior to and following installation at the Site. The Geosynthetic Installer shall be liable for all damages to the materials incurred prior to final acceptance of the geonet drainage layer by the Owner. B. The geonet shall be stored off the ground and out of direct sunlight, and shall be protected from mud and dirt. The Geosynthetic Installer shall be responsible for implementing any additional storage procedures required by the Geonet Manufacturer. 2.06 CONFORMANCE TESTING A. Conformance testing, if required, shall be performed in accordance with the CQA Plan. The Geosynthetics installer shall assist the CQA Engineer in obtaining conformance samples, if requested. The CQA Engineer has the option of collecting samples at the manufacturing facility. B. Passing conformance testing results, if applicable, are required before any geonet is deployed. C. Samples shall be taken at a minimum frequency of one sample per 200,000 square feet with a minimum of one sample per lot. If the Geonet Manufacturer provides material that requires sampling at a frequency (due to lot size, shipment size, etc.) resulting in one sample per less than 90 percent of 200,000 square feet (180,000 square feet), then the Geosynthetic Installer shall pay the cost for all additional testing. D. The CQA Engineer may increase the frequency of sampling in the event that test results do not comply with the requirements of Subpart 2.01 of this Section until passing conformance test results are obtained for all material that is received at the Site. This additional testing shall be performed at the expense of the Geosynthetic Installer. E. Any geonet that are not certified in accordance with Subpart 1.05 of this Section, or that conformance testing indicates do not comply with Subpart 2.01 of this Section, will be rejected by the CQA Engineer. The Geonet Manufacturer shall replace the rejected material with new material at no additional cost to the Owner. PART 3 – EXECUTION 3.01 HANDLING AND PLACEMENT A. On slopes steeper than 10:1 (horizontal:vertical), all geonet shall be continuous down the slope, i.e., no horizontal seams shall be allowed on the slope. Horizontal seams shall be considered as any seam having an alignment exceeding 20 degrees from being perpendicular to the slope contour lines, unless otherwise approved by the Design Engineer. B. Geonet shall be placed with the machine direction perpendicular to the contour intervals (i.e. placed with machine direction in line with the direction of flow). Cell 4B Lining System Construction Geonet SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02773-5 December 2007 Revised January 2009 Revised August 2009 C. The geonet shall be handled in such a manner as to ensure it is not damaged in any way. D. Precautions shall be taken to prevent damage to underlying layers during placement of the geonet. E. The geonet shall be installed in a manner that minimizes wrinkles. F. Care shall be taken during placement of geonet to prevent dirt or excessive dust in the geonet that could cause clogging and/or damage to the adjacent materials. 3.02 JOINING AND TYING A. Adjacent panels of geonet shall be overlapped by at least 4 inches These overlaps shall be secured by tying with nylon ties. B. Tying shall be achieved by plastic fasteners or polymer braid. Tying devices shall be white or yellow for easy inspection. Metallic devices shall not be used. C. Tying shall be performed at a minimum interval of every 5 feet along the geonet roll edges and 2 feet along the geonet roll ends. 3.03 REPAIR A. Any holes or tears in the geonet shall be repaired by placing a patch extending 1 foot. beyond the edges of the hole or tear. The patch shall be placed under the panel and secured to the original geonet by tying every 6 inches with approved tying devices. If the hole or tear width across the roll is more than 50 percent of the width of the roll, then the damaged area shall be cut out and the two portions of the geonet shall be joined in accordance with the requirements of Subpart 3.02 of this Section. 3.04 PRODUCT PROTECTION A. The Geosynthetics Installer shall use all means necessary to protect all prior work, and all materials and completed work of other Sections. B. In the event of damage to the geonet, the Geosynthetic Installer shall immediately make all repairs per the requirements of this Section. PART 4 – MEASUREMENT AND PAYMENT 4.01 GENERAL A. Providing for and complying with the requirements set forth in this Section for geonet will be measured as in-place square feet (SF), as measured by the surveyor, to the limits shown on the Drawings, and payment will be based on the unit price provided on the Bid Schedule. B. The following are considered incidental to the Work: • Submittals. • Quality Control. • Shipping, handling, and storage. • Overlaps and seaming. • Layout survey. • Offloading. • Mobilization. • Rejected material. • Rejected material removal, handling, re-testing, and repair. • Temporary anchorage. Cell 4B Lining System Construction Geonet SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 02773-6 December 2007 Revised January 2009 Revised August 2009 TABLE 02773-1 REQUIRED GEONET PROPERTY VALUES PROPERTIES QUALIFIERS UNITS SPECIFIED(1) VALUES TEST METHOD Resin Density Minimum g/cc 0.94 ASTM D792 or D1505 Carbon Black Content Range % 2.0 – 3.0 ASTM D1603 or D4218 Thickness Minimum Mils 300 ASTM D5199 Transmissivity(2) Minimum m2 / sec 8 x 10-3 ASTM D4716 Notes: (1) All values (except transmissivity) represent average roll values. (2) Transmissivity shall be measured using water at 68°F with a gradient of 0.1 under a confining pressure of 7,000 lb/ft2. The geonet shall be placed in the testing device between 60-mil HDPE smooth geomembrane. Measurements are taken one hour after application of confining pressure. [ END OF SECTION ] Cell 4B Lining System Construction Cast-in-Place Concrete SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 03400-1 December 2007 Revised January 2009 Revised August 2009 SECTION 03400 CAST-IN-PLACE CONCRETE PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. The Contractor shall furnish all labor, materials, tools, transportation and equipment necessary to construct a cast-in-place spillway crossing as shown on the Drawings and as specified herein. B. The Work shall include, but not be limited to, procurement, delivery, subgrade preparation, formwork, concrete placement, control joints, surface treatment, and curing. 1.02 RELATED SECTIONS None. 1.03 REFERENCES A. Drawings B. Construction Quality Assurance (CQA) Plan C. Latest version of American Concrete Institute (ACI) standards: ACI 117 Tolerances for Concrete Construction and Materials ACI 211.1 Selecting Proportions for Normal, Heavyweight, and Mass Concrete ACI 301 Structural Concrete for Buildings ACI 304R Measuring, Mixing, Transporting, and Placing Concrete ACI 308 Standard Practice for Curing Concrete ACI 318 Building Code Requirements for Reinforced Concrete ACI 347R Formwork for Concrete D. Latest version of the American Society for Testing and Materials (ASTM) standards: ASTM A 615 Deformed and Plain Billet-Steel Bars for Concrete Reinforcement ASTM C 33 Concrete Aggregates ASTM C 39 Compressive Strength of Cylindrical Concrete Specimens ASTM C 94 Ready- Mixed Concrete ASTM C 127 Specific Gravity and Adsorption of Coarse Aggregate ASTM C 128 Specific Gravity and Adsorption of Fine Aggregate ASTM C 143 Slump of Hydraulic Cement Concrete ASTM C 150 Portland Cement Cell 4B Lining System Construction Cast-in-Place Concrete SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 03400-2 December 2007 Revised January 2009 Revised August 2009 ASTM C 171 Sheet Materials for Curing Concrete ASTM C 192 Making and Curing Concrete Test Specimens in the Laboratory ASTM C 309 Liquid Membrane - Forming Compounds for Curing Concrete ASTM C 403 Time of Setting of Concrete Mixtures by Penetration Resistance ASTM C 494 Chemical Admixtures for Concrete ASTM C 618 Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete 1.04 SUBMITTALS A. At least 7 days prior to construction of the concrete, Contractor shall submit a mix design for the type of concrete. Submit a complete list of materials including types, brands, sources, amount of cement, fly ash, pozzolans, retardants, and admixtures, and applicable reference specifications for the following: 1. Slump design based on total gallons of water per cubic yard. 2. Type and quantity of cement. 3. Brand, type, ASTM designation, active chemical ingredients, and quantity of each admixture. 4. Compressive strength based on 28-day compression tests. B. Delivery Tickets: 1. Provide duplicate delivery tickets with each load of concrete delivered, one for Contractor's records and one for the Construction Manager, with the following information: a. Date and serial number of ticket. b. Name of ready-mixed concrete plant, operator, and job location. c. Type of cement, admixtures, if any, and brand name. d. Cement content, in bags per cubic yard (CY) of concrete, and mix design. e. Truck number, time loaded, and name of dispatcher. f. Amount of concrete (CY) in load delivered. g. Gallons of water added at job, if any, and slump of concrete after water was added. C. Delivery 1. The Concrete Manufacturer shall be liable for all damage to the materials incurred prior to and during transportation to the Site. 1.05 MANUFACTURER QUALITY CONTROL (MQC) A. Aggregates shall be sampled and tested in accordance with ASTM C 33. B. Concrete test specimens shall be made, cured, and stored in conformity with ASTM C 192 and tested in conformity with ASTM C 39. C. Slump shall be determined in accordance with ASTM C 143. Cell 4B Lining System Construction Cast-in-Place Concrete SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 03400-3 December 2007 Revised January 2009 Revised August 2009 1.06 LIMITING REQUIREMENTS A. Unless otherwise specified, each concrete mix shall be designed and concrete shall be controlled within the following limits: 1. Concrete slump shall be kept as low as possible, consistent with proper handling and thorough compaction. Unless otherwise authorized by the Design Engineer, slump shall not exceed 5 inches. 2. The admixture content, batching method, and time of introduction to the mix shall be in accordance with the manufacturer's recommendations for minimum shrinkage and for compliance with this Section. A water-reducing admixture may be included in concrete. PART 2 – PRODUCTS 2.01 PROPORTIONING AND DESIGN MIXES A. Concrete shall have the following properties. 1. 3,000 pounds per square inch (psi), 28-day compressive strength. 2. Slump range of 1 to 5 inches. 3. Coarse Aggregate Gradation, ASTM C 33, Number 57 or 67. B. Retarding admixture in proportions recommended by the manufacturer to attain additional working and setting time from 1 to 5 hours. 2.02 CONCRETE MATERIALS A. Cement shall conform to ASTM C 150 Type II. B. Water shall be fresh and clean, free from oils, acids, alkalis, salts, organic materials, and other substances deleterious to concrete. C. Aggregates shall conform to ASTM C 33. Aggregates shall not contain any substance which may be deleteriously reactive with the alkalis in the cement, and shall not possess properties or constituents that are known to have specific unfavorable effects in concrete. D. The Contractor may use a water reducing chemical admixture. The water reducing admixture shall conform to ASTM C 494, Type A. The chemical admixture shall be approved by the Design Engineer. 2.03 REINFORCING STEEL A. The reinforcing steel shall be Grade 60 in accordance with ASTM A 615. B. Unless otherwise noted on the Drawings, all reinforcement bars shall be No. 3 (3/8-inch diameter) in accordance with ASTM A 615 and welded wire fabric shall be sized as 6 x 6, W1.4 x W1.4. PART 3 – EXECUTION 3.01 BATCHING, MIXING, AND TRANSPORTING CONCRETE A. Batching shall be performed according to ASTM C 94, ACI 301, and ACI 304R, except as modified herein. Batching equipment shall be such that the concrete ingredients are consistently measured within the following tolerances: 1 percent for cement and water, 2 percent for aggregate, and 3 percent for admixtures. Concrete Manufacturer shall furnish mandatory batch ticket information for each load of ready mix concrete. Cell 4B Lining System Construction Cast-in-Place Concrete SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 03400-4 December 2007 Revised January 2009 Revised August 2009 B. Machine mixing shall be performed according to ASTM C 94 and ACI 301. Mixing shall begin within 30 minutes after the cement has been added to the aggregates. Concrete shall be placed within 90 minutes of either addition of mixing water to cement and aggregates or addition of cement to aggregates. Additional water may be added, provided that both the specified maximum slump and water-cement ratio are not exceeded. When additional water is added, an additional 30 revolutions of the mixer at mixing speed is required. Dissolve admixtures in the mixing water and mix in the drum to uniformly distribute the admixture throughout the batch. C. Transport concrete from the mixer to the forms as rapidly as practicable. Prevent segregation or loss of ingredients. Clean transporting equipment thoroughly before each batch. Do not use aluminum pipe or chutes. Remove concrete which has segregated in transporting and dispose of as directed. 3.02 SUBGRADE PREPARATION A. Subgrade shall be graded to the lines and elevations as shown on the Drawings. B. Standing water, mud, debris, and foreign matter shall be removed before concrete is placed. 3.03 PLACING CONCRETE A. Place concrete in accordance with ACI 301, ACI 318, and ACI 304R. Place concrete as soon as practicable after the forms and the reinforcement have been approved by the CQA Engineer. Do not place concrete when weather conditions prevent proper placement and consolidation, in uncovered areas during periods of precipitation, or in standing water. Prior to placing concrete, remove dirt, construction debris, water, snow, and ice from within the forms. Deposit concrete as close as practicable to the final position in the forms. Place concrete in one continuous operation from one end of the structure towards the other B. Ensure reinforcement is not disturbed during concrete placement. C. Do not allow concrete temperature to decrease below 50 °F while curing. Cover concrete and provide sufficient heat to maintain 50 °F minimum adjacent to both the formwork and the structure while curing. Limit the rate of cooling to 5 °F in any 1 hour and 50 °F per 24 hours after heat application. D. Do not spread concrete with vibrators. Concrete shall be placed in final position without being moved laterally more than 5 feet. E. When placing of concrete is temporarily halted or delayed, provide construction joints. F. Concrete shall not be dropped a distance greater than 5 feet. G. Place concrete with aid of internal mechanical vibrator equipment capable of 9,000 cycles/minute. Transmit vibration directly to concrete. H. Hot Weather: 1. Comply with ACI 304R. 2. Concrete temperature shall not exceed 90°F. 3. At air temperatures of 80°F or above, keep concrete as cool as possible during placement and curing. Cool forms by water wash. 4. Evaporation reducer shall be used in accordance with manufacturer recommendations (Subpart 2.02). Cell 4B Lining System Construction Cast-in-Place Concrete SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 03400-5 December 2007 Revised January 2009 Revised August 2009 3.04 CURING AND PROTECTION A. Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury in accordance with ACI 308. B. Immediately after placement, protect concrete from plastic shrinkage by applying evaporation reducer in accordance with manufacturer recommendations (Subpart 2.02). C. Maintain concrete with minimal moisture loss at relatively constant temperature for period necessary for hydration of cement and hardening of concrete (Subpart 2.02). D. Protect from damaging mechanical disturbances, particularly load stresses, heavy shock, and excessive vibration. E. Membrane curing compound shall be spray applied at a coverage of not more than 300 square feet per gallon. Unformed surfaces shall be covered with curing compound within 30 minutes after final finishing. If forms are removed before the end of the specified curing period, curing compound shall be immediately applied to the formed surfaces before they dry out. F. Curing compound shall be suitably protected against abrasion during the curing period. G. Film curing will not be allowed. 3.05 FORMS A. Formwork shall prevent leakage of mortar and shall conform to the requirements of ACI 347R. B. Do not disturb forms until concrete is adequately cured. C. Form system design shall be the Contractor’s responsibility. 3.06 CONTROL JOINTS A. Control joints shall consist of plastic strips set flush with finished surface or ¼-inch wide joints formed with a trowel immediately after pouring or cut with a diamond saw within 12 hours after pouring. B. Control joints shall be installed in a 15 foot by 15 foot grid spacing along the slab unless otherwise approved by the Design Engineer. Control joints shall be no greater than 1 ½ inches below the surface. 3.07 SLAB FINISHES A. Unformed surfaces of concrete shall be screeded and given an initial float finish followed by additional floating, and troweling where required. B. Concrete shall be broom finished. 3.08 SURVEY A. The Surveyor shall locate the features of the concrete structure. The dimensions, locations and elevations of the features shall be presented on the Surveyor’s Record Drawings. PART 4 – MEASUREMENT AND PAYMENT 4.01 GENERAL Cell 4B Lining System Construction Cast-in-Place Concrete SC0349.TECHNICALSPECIFICATIONS4B.F.20090807.DOCX Page 03400-6 December 2007 Revised January 2009 Revised August 2009 A. Providing for and complying with the requirements set forth in this Section for Cast-In-Place Concrete will be measured as lump sum (LS) and payment will be based on the unit price provided on the Bid Schedule. B. The following are considered incidental to the work: • Mobilization. • Submittals. • Quality Control. • Excavation. • Subgrade preparation. • Concrete batching, mixing, and delivery. • Layout and as-built Record Survey. • Subgrade preparation. • Reinforcing steel. • Formwork. • Concrete placement and finishing. • Sawcutting and control joints. • Rejected material removal, handling, re-testing, repair, and replacement. [ END OF SECTION ] Prepared for Denison Mines (USA) Corp. 6425 S. Highway 191 P.O. Box 809 Blanding, UT 84511 CONSTRUCTION QUALITY ASSURANCE PLAN FOR THE CONSTRUCTION OF CELL 4B LINING SYSTEM WHITE MESA MILL BLANDING, UTAH Prepared by 10875 Rancho Bernardo Rd., Suite 200 San Diego, CA 92127 Project Number SC0349 December 2007 Revised January 2009 Revised August 2009 SC0349.CQAPlan4B.20090807.F.rpt.doc ii December 2007 Revised January 2009 Revised August 2009 TABLE OF CONTENTS 1. INTRODUCTION .................................................................................................... 1  1.1 Terms of Reference ....................................................................................... 1  1.2 Purpose and Scope of the Construction Quality Assurance Plan .................. 1  1.3 References ..................................................................................................... 2  1.4 Organization of the Construction Quality Assurance Plan ........................... 2  2. DEFINITIONS RELATING TO CONSTRUCTION QUALITY ASSURANCE ... 3  2.1 Owner ............................................................................................................ 3  2.2 Construction Manager ................................................................................... 3  2.3 Engineer ........................................................................................................ 4  2.4 Contractor ...................................................................................................... 4  2.5 Resin Supplier ............................................................................................... 5  2.6 Manufacturers ............................................................................................... 5  2.7 Geosynthetic Installer.................................................................................... 5  2.8 CQA Consultant ............................................................................................ 6  2.9 Surveyor ........................................................................................................ 7  2.10 CQA Laboratory ............................................................................................ 7  2.11 Lines of Communication ............................................................................... 8  2.12 Deficiency Identification and Rectification .................................................. 8  3. CQA CONSULTANT’S PERSONNEL AND DUTIES ........................................ 10  3.1 Overview ..................................................................................................... 10  3.2 CQA Personnel ............................................................................................ 10  3.3 CQA Engineer ............................................................................................. 10  3.4 CQA Site Manager ...................................................................................... 11  4. SITE AND PROJECT CONTROL ......................................................................... 13  4.1 Project Coordination Meetings ................................................................... 13  4.1.1 Pre-Construction Meeting .............................................................. 13  4.1.2 Progress Meetings .......................................................................... 14  4.1.3 Problem or Work Deficiency Meeting .......................................... 14  5. DOCUMENTATION ............................................................................................. 16  5.1 Overview ..................................................................................................... 16  5.2 Daily Recordkeeping ................................................................................... 16  5.3 Construction Problems and Resolution Data Sheets ................................... 17  5.4 Photographic Documentation ...................................................................... 18  5.5 Design or Specifications Changes ............................................................... 18  5.6 CQA Report ................................................................................................ 18  6. WELL ABANDONMENT ..................................................................................... 20  6.1 Introduction ................................................................................................. 20  6.2 CQA Monitoring Activities ......................................................................... 20  SC0349.CQAPlan4B.20090807.F.rpt.doc iii December 2007 Revised January 2009 Revised August 2009 6.2.1 Materials ........................................................................................ 20  6.2.2 Well Abandonment ........................................................................ 20  6.3 Deficiencies ................................................................................................. 20  6.3.1 Notification .................................................................................... 21  6.3.2 Repairs and Re-testing ................................................................... 21  7. EARTHWORK ....................................................................................................... 22  7.1 Introduction ................................................................................................. 22  7.2 Earthwork Testing Activities ...................................................................... 22  7.2.1 Sample Frequency ......................................................................... 22  7.2.2 Sample Selection ........................................................................... 22  7.3 CQA Monitoring Activities ......................................................................... 23  7.3.1 Vegetation Removal ...................................................................... 23  7.3.2 Fill .................................................................................................. 23  7.3.3 Subgrade Soil ................................................................................. 23  7.3.4 Fine Grading .................................................................................. 24  7.3.5 Anchor Trench Construction ......................................................... 24  7.4 Deficiencies ................................................................................................. 24  7.4.1 Notification .................................................................................... 25  7.4.2 Repairs and Re-Testing ................................................................. 25  8. DRAINAGE AGGREGATE .................................................................................. 26  8.1 Introduction ................................................................................................. 26  8.2 Testing Activities ........................................................................................ 26  8.2.1 Sample Frequency ......................................................................... 26  8.2.2 Sample Selection ........................................................................... 27  8.3 CQA Monitoring Activities ......................................................................... 27  8.3.1 Drainage Aggregate ....................................................................... 27  8.4 Deficiencies ................................................................................................. 27  8.4.1 Notification .................................................................................... 28  8.4.2 Repairs and Re-testing ................................................................... 28  9. POLYVINYL CHLORIDE (PVC) PIPE AND STRIP COMPOSITE .................. 29  9.1 Material Requirements ................................................................................ 29  9.2 Manufacturer ............................................................................................... 29  9.2.1 Submittals ...................................................................................... 29  9.3 Handling and Laying ................................................................................... 29  9.4 Perforations ................................................................................................. 30  9.5 Joints ........................................................................................................... 30  9.6 Strip Composite ........................................................................................... 30  10. GEOMEMBRANE ................................................................................................. 31  10.1 General ........................................................................................................ 31  10.2 Geomembrane Material Conformance ........................................................ 31  SC0349.CQAPlan4B.20090807.F.rpt.doc iv December 2007 Revised January 2009 Revised August 2009 10.2.1 Introduction ................................................................................... 31  10.2.2 Review of Quality Control............................................................. 31  10.2.2.1 Material Properties Certification ................................... 31  10.2.2.2 Geomembrane Roll MQC Certification ........................ 32  10.2.3 Conformance Testing ..................................................................... 32  10.3 Delivery ....................................................................................................... 33  10.3.1 Transportation and Handling ......................................................... 33  10.3.2 Storage ........................................................................................... 33  10.4 Geomembrane Installation .......................................................................... 34  10.4.1 Introduction ................................................................................... 34  10.4.2 Earthwork ...................................................................................... 34  10.4.2.1 Surface Preparation ....................................................... 34  10.4.2.2 Geosynthetic Termination ............................................. 35  10.4.3 Geomembrane Placement .............................................................. 35  10.4.3.1 Panel Identification ....................................................... 35  10.4.3.2 Field Panel Placement ................................................... 35  10.4.4 Field Seaming ................................................................................ 37  10.4.4.1 Requirements of Personnel ........................................... 37  10.4.4.2 Seaming Equipment and Products ................................ 38  10.4.4.3 Seam Preparation .......................................................... 39  10.4.4.4 Weather Conditions for Seaming .................................. 40  10.4.4.5 Overlapping and Temporary Bonding .......................... 40  10.4.4.6 Trial Seams .................................................................... 40  10.4.4.7 General Seaming Procedure .......................................... 41  10.4.4.8 Nondestructive Seam Continuity Testing ..................... 41  10.4.4.9 Destructive Testing ....................................................... 43  10.4.5 Defects and Repairs ....................................................................... 47  10.4.5.1 Identification ................................................................. 47  10.4.5.2 Evaluation ..................................................................... 47  10.4.5.3 Repair Procedures ......................................................... 47  10.4.5.4 Verification of Repairs .................................................. 48  10.4.5.5 Large Wrinkles .............................................................. 49  10.4.6 Lining System Acceptance ............................................................ 49  11. GEOTEXTILE ........................................................................................................ 50  11.1 Introduction ................................................................................................. 50  11.2 Manufacturing ............................................................................................. 50  11.3 Labeling ....................................................................................................... 51  11.4 Shipment and Storage ................................................................................. 51  11.5 Conformance Testing .................................................................................. 52  11.5.1 Tests ............................................................................................... 52  SC0349.CQAPlan4B.20090807.F.rpt.doc v December 2007 Revised January 2009 Revised August 2009 11.5.2 Sampling Procedures ..................................................................... 52  11.5.3 Test Results .................................................................................... 52  11.5.4 Conformance Sample Failure ........................................................ 52  11.6 Handling and Placement ............................................................................. 53  11.7 Seams and Overlaps .................................................................................... 53  11.8 Repair .......................................................................................................... 54  11.9 Placement of Soil or Aggregate Materials .................................................. 54  12. GEOSYNTHETIC CLAY LINER (GCL) .............................................................. 55  12.1 Introduction ................................................................................................. 55  12.2 Manufacturing ............................................................................................. 55  12.3 Labeling ....................................................................................................... 56  12.4 Shipment and Storage ................................................................................. 56  12.5 Conformance Testing .................................................................................. 56  12.5.1 Tests ............................................................................................... 56  12.5.2 Conformance Sample Failure ........................................................ 57  12.6 GCL Delivery and Storage .......................................................................... 58  12.7 GCL Installation .......................................................................................... 58  13. GEONET ................................................................................................................ 60  13.1 Introduction ................................................................................................. 60  13.2 Manufacturing ............................................................................................. 60  13.3 Labeling ....................................................................................................... 60  13.4 Shipment and Storage ................................................................................. 60  13.5 Conformance Testing .................................................................................. 61  13.5.1 Tests ............................................................................................... 61  13.5.2 Sampling Procedures ..................................................................... 61  13.5.3 Test Results .................................................................................... 61  13.5.4 Conformance Test Failure ............................................................. 62  13.6 Handling and Placement ............................................................................. 62  13.7 Geonet Seams and Overlaps ........................................................................ 63  13.8 Repair .......................................................................................................... 63  14. CONCRETE SPILLWAY ...................................................................................... 64  14.1 Introduction ................................................................................................. 64  14.2 CQA Monitoring Activities ......................................................................... 64  14.2.1 Subgrade Preparation ..................................................................... 64  14.2.2 Liner System and Cushion Geotextile Installation ........................ 64  14.2.3 Welded Wire Reinforcement Installation ...................................... 64  14.2.4 Concrete Installation ...................................................................... 64  14.2.5 Conformance Testing ..................................................................... 65  14.3 Deficiencies ................................................................................................. 65  14.3.1 Notification .................................................................................... 65  SC0349.CQAPlan4B.20090807.F.rpt.doc vi December 2007 Revised January 2009 Revised August 2009 14.3.2 Repairs ........................................................................................... 65  15. SURVEYING ......................................................................................................... 66  15.1 Survey Control ............................................................................................ 66  15.2 Precision and Accuracy ............................................................................... 66  15.3 Lines and Grades ......................................................................................... 66  15.4 Frequency and Spacing ............................................................................... 66  15.5 Documentation ............................................................................................ 66  TABLES 1A Test Procedures for the Evaluation of Earthwork 1B Minimum Earthwork Testing Frequencies 2A Test Procedures for the Evaluation of Aggregate 2B Minimum Aggregate Testing Frequencies for Conformance Testing 3 Geomembrane Conformance Testing Requirements 4 Geotextile Conformance Testing Requirements 5 GCL Conformance Testing Requirements 6 Geonet Conformance Testing Requirements SC0349.CQAPlan4B.20090807.F.rpt.doc 1 December 2007 Revised January 2009 Revised August 2009 1. INTRODUCTION 1.1 Terms of Reference Geosyntec Consultants (Geosyntec) has prepared this Construction Quality Assurance (CQA) Plan for the construction of liner systems associated with the Cell 4B Lining System Construction at the Denison Mines (USA) Corp. (DMC) White Mesa Mill Facility (site), located at 6425 South Highway 191, Blanding, Utah 84511. This CQA Plan was prepared by Ms. Meghan Lithgow, E.I.T., of Geosyntec, and was reviewed by Mr. Gregory T. Corcoran, P.E., also of Geosyntec, in general accordance with the peer review policies of the firm. 1.2 Purpose and Scope of the Construction Quality Assurance Plan The purpose of the CQA Plan is to address the CQA procedures and monitoring requirements for construction of the project. The CQA Plan is intended to: (i) define the responsibilities of parties involved with the construction; (ii) provide guidance in the proper construction of the major components of the project; (iii) establish testing protocols; (iv) establish guidelines for construction documentation; and (v) provide the means for assuring that the project is constructed in conformance to the Technical Specifications, permit conditions, applicable regulatory requirements, and Construction Drawings. This CQA Plan addresses the earthwork and geosynthetic components of the liner system for the project. The earthwork, geosynthetic, and appurtenant components include excavation, fill, prepared subgrade, geosynthetic clay liner (GCL), geomembrane, geotextile, geonet, drainage aggregate, and polyvinyl chloride (PVC) pipe. It should be emphasized that care and documentation are required in the placement of aggregate and in the production and installation of the geosynthetic materials installed during construction. This CQA Plan delineates procedures to be followed for monitoring construction utilizing these materials. The CQA monitoring activities associated with the selection, evaluation, and placement of drainage aggregate are included in the scope of this plan. The CQA protocols applicable to manufacturing, shipping, handling, and installing all geosynthetic materials are also included. However, this CQA Plan does not specifically address either installation specifications or specification of soils and geosynthetic materials as these requirements are addressed in the Technical Specifications. SC0349.CQAPlan4B.20090807.F.rpt.doc 2 December 2007 Revised January 2009 Revised August 2009 1.3 References The CQA Plan includes references to test procedures in the latest editions of the American Society for Testing and Materials (ASTM). 1.4 Organization of the Construction Quality Assurance Plan The remainder of the CQA Plan is organized as follows: • Section 2 presents definitions relating to CQA; • Section 3 describes the CQA personnel and duties; • Section 4 describes site and project control requirements; • Section 5 presents CQA documentation; • Section 6 presents CQA of well abandonment; • Section 7 presents CQA of earthwork; • Section 8 presents CQA of the drainage aggregate; • Section 9 presents CQA of the pipe and fittings; • Section 10 presents CQA of the geomembrane; • Section 11 presents CQA of the geotextile; • Section 12 presents CQA of the geosynthetic clay liner; • Section 13 presents CQA of the geonet; • Section 14 presents CQA of the concrete spillway; and • Section 15 presents CQA surveying. SC0349.CQAPlan4B.20090807.F.rpt.doc 3 December 2007 Revised January 2009 Revised August 2009 2. DEFINITIONS RELATING TO CONSTRUCTION QUALITY ASSURANCE This CQA Plan is devoted to Construction Quality Assurance. In the context of this document, Construction Quality Assurance and Construction Quality Control are defined as follows: Construction Quality Assurance (CQA) - A planned and systematic pattern of means and actions designed to assure adequate confidence that materials or services meet contractual and regulatory requirements and will perform satisfactorily in service. CQA refers to means and actions employed by the CQA Consultant to assure conformity of the project “Work” with this CQA Plan, the Construction Drawings, and the Technical Specifications. CQA testing of aggregate, pipe, and geosynthetic components is provided by the CQA Consultant. Construction Quality Control (CQC) - Actions which provide a means to measure and regulate the characteristics of an item or service in relation to contractual and regulatory requirements. Construction Quality Control refers to those actions taken by the Contractor, Manufacturer, or Geosynthetic Installer to verify that the materials and the workmanship meet the requirements of this CQA Plan, the Construction Drawings, and the Technical Specifications. In the case of the geosynthetic components and piping of the Work, CQC is provided by the Manufacturer, Geosynthetic Installer, and Contractor. 2.1 Owner The Owner of this project is Denison Mines (USA) Corp. 2.2 Construction Manager Responsibilities The Construction Manager is responsible for managing the construction and implementation of the Construction Drawings and Technical Specifications for the project work. The Construction Manager is selected/appointed by the Owner. SC0349.CQAPlan4B.20090807.F.rpt.doc 4 December 2007 Revised January 2009 Revised August 2009 2.3 Engineer Responsibilities The Design Engineer is responsible for the design, Construction Drawings, and Technical Specifications for the project work. In this CQA Plan, the term “Design Engineer” refers to Geosyntec. Qualifications The Engineer of Record shall be a qualified engineer, registered as required by regulations in the State of Utah. The Engineer should have expertise, which demonstrates significant familiarity with piping, geosynthetics and soils, as appropriate, including design and construction experience related to liner systems. 2.4 Contractor Responsibilities In this CQA Plan, Contractor refers to an independent party or parties, contracted by the Owner, performing the work in accordance with this CQA Plan, the Construction Drawings, and the Technical Specifications. The Contractor will be responsible for the installation of the soils, pipe, drainage aggregate, and geosynthetic components of the liner systems. This work will include subgrade preparation, anchor trench excavation and backfill, placement of drainage aggregate for the slimes drain and the leak detection system, installation of PVC piping, placement of cast-in-place concrete, and coordination of work with the Geosynthetic Installer and other subcontractors. The Contractor will be responsible for constructing the liner system and appurtenant components in accordance with the Construction Drawings and complying with the quality control requirements specified in the Technical Specifications. Qualifications Qualifications of the Contractor are specific to the construction contract. The Contractor should have a demonstrated history of successful earthworks, piping, and liner system construction and shall maintain current state and federal licenses as appropriate. SC0349.CQAPlan4B.20090807.F.rpt.doc 5 December 2007 Revised January 2009 Revised August 2009 2.5 Resin Supplier Responsibilities The Resin Supplier produces and delivers the resin to the Geosynthetics Manufacturer. Qualifications Qualifications of the Resin Supplier are specific to the Manufacturer’s requirements. The Resin Supplier will have a demonstrated history of providing resin with consistent properties. 2.6 Manufacturers Responsibilities The Manufacturers are responsible for the production of finished material (geomembrane, geotextile, geosynthetic clay liner, geonet, and pipe) from appropriate raw materials. Qualifications The Manufacturer(s) will be able to provide sufficient production capacity and qualified personnel to meet the demands of the project. The Manufacturer(s) must be a well established firm(s) that meets the requirements identified in the Technical Specifications. 2.7 Geosynthetic Installer Responsibilities The Geosynthetic Installer is responsible for field handling, storage, placement, seaming, ballasting or anchoring against wind uplift, and other aspects of the geosynthetic material installation. The Geosynthetic Installer may also be responsible for specialized construction tasks (i.e., including construction of anchor trenches for the geosynthetic materials). SC0349.CQAPlan4B.20090807.F.rpt.doc 6 December 2007 Revised January 2009 Revised August 2009 Qualifications The Geosynthetic Installer will be trained and qualified to install the geosynthetic materials of the type specified for this project. The Geosynthetic Installer shall meet the qualification requirements identified in the Technical Specifications. 2.8 CQA Consultant Responsibilities The CQA Consultant is a party, independent from the Owner, Contractor, Manufacturer, and Geosynthetic Installer, who is responsible for observing, testing, and documenting activities related to the CQC and CQA of the earthwork, piping, and geosynthetic components used in the construction of the Project as required by this CQA Plan and the Technical Specifications. The CQA Consultant will also be responsible for issuing a CQA report at the completion of the Project construction, which documents construction and associated CQA activities. The CQA report will be signed and sealed by the CQA Engineer who will be a Professional Engineer registered in the State of Utah. Qualifications The CQA Consultant shall be a well established firm specializing in geotechnical and geosynthetic engineering that possess the equipment, personnel, and licenses necessary to conduct the geotechnical and geosynthetic tests required by the project plans and Technical Specifications. The CQA Consultant will provide qualified staff for the project, as necessary, which will include, at a minimum, a CQA Engineer and a CQA Site Manager. The CQA Engineer will be a professionally licensed engineer as required by State of Utah regulations. The CQA Consultant will be experienced with earthwork and installation of geosynthetic materials similar to those materials used in construction of the Project. The CQA Consultant will be experienced in the preparation of CQA documentation including CQA Plans, field documentation, field testing procedures, laboratory testing procedures, construction specifications, construction drawings, and CQA reports. The CQA Site Manager will be specifically familiar with the construction of earthworks, piping, and geosynthetic lining systems. The CQA Site Manager will be trained by the CQA Consultant in the duties as CQA Site Manager. SC0349.CQAPlan4B.20090807.F.rpt.doc 7 December 2007 Revised January 2009 Revised August 2009 2.9 Surveyor Responsibilities The Surveyor is a party, independent from the Contractor, Manufacturer, and Geosynthetic Installer, that is responsible for surveying, documenting, and verifying the location of all significant components of the Work. The Surveyor’s work is coordinated and employed by the Contractor. The Surveyor is responsible for issuing Record Drawings of the construction. Qualifications The Surveyor will be a well established surveying company with at least 3 years of surveying experience in the State of Utah. The Surveyor will be a licensed professional as required by the State of Utah regulations. The Surveyor shall be fully equipped and experienced in the use of total stations and the recent version of AutoCAD. All surveying will be performed under the direct supervision of the Contractor. 2.10 CQA Laboratory Responsibilities The CQA Laboratory is a party, independent from the Contractor, Manufacturer, and Geosynthetic Installer, that is responsible for conducting tests in accordance with ASTM and other applicable test standards on samples of geosynthetic materials and soil in either an onsite or offsite laboratory. Qualifications The CQA Laboratory will have experience in testing soils and geosynthetic materials and will be familiar with ASTM and other applicable test standards. The CQA Laboratory will be capable of providing test results within a maximum of seven days of receipt of samples and will maintain that capability throughout the duration of earthworks construction and geosynthetic materials installation. The CQA Laboratory will also be capable of transmitting geosynthetic destructive test results within 24 hours of receipt of samples and will maintain that capability throughout the duration of geosynthetic material installation. SC0349.CQAPlan4B.20090807.F.rpt.doc 8 December 2007 Revised January 2009 Revised August 2009 2.11 Lines of Communication The following organization chart indicates the lines of communication and authority related to this project. 2.12 Deficiency Identification and Rectification If a defect is discovered in the work, the CQA Engineer will evaluate the extent and nature of the defect. If the defect is indicated by an unsatisfactory test result, the CQA Engineer will determine the extent of the deficient area by additional tests, observations, a review of records, or other means that the CQA Engineer deems appropriate. After evaluating the extent and nature of a defect, the CQA Engineer will notify the Construction Manager and schedule appropriate re-tests when the work deficiency is corrected by the Contractor. Project Organization Chart Denison Mines (USA) Corp. White Mesa Mill Cell 4B Manufacturers / Resin Suppliers Owner/Construction Manager Denison Mines (USA) Corp. Contractor / Geosynthetic Installer Engineer / CQA Consultant Geosyntec Consultants Regulatory Agency Utah Department of Environmental Quality CQA Laboratory SC0349.CQAPlan4B.20090807.F.rpt.doc 9 December 2007 Revised January 2009 Revised August 2009 The Contractor will correct the deficiency to the satisfaction of the CQA Engineer. If a project specification criterion cannot be met, or unusual weather conditions hinder work, then the CQA Engineer will develop and present to the Design Engineer suggested solutions for approval. Major modification to the Construction Drawings, Technical Specifications, or this CQA Plan must be provided to the regulatory agency for review prior to implementation. Defect corrections will be monitored and documented by CQA personnel prior to subsequent work by the Contractor in the area of the deficiency. SC0349.CQAPlan4B.20090807.F.rpt.doc 10 December 2007 Revised January 2009 Revised August 2009 3. CQA CONSULTANT’S PERSONNEL AND DUTIES 3.1 Overview The CQA Engineer will provide supervision within the scope of work of the CQA Consultant. The scope of work for the CQA Consultant includes monitoring of construction activities including the following: • earthwork; • subgrade preparation; • installation of geosynthetic clay liner; • installation of geomembrane; • installation of geonet; • installation of drainage aggregate; • installation of piping; and • installation of geotextile. Duties of CQA personnel are discussed in the remainder of this section. 3.2 CQA Personnel The CQA Consultant’s personnel will include: • the CQA Engineer, who works from the office of the CQA Consultant and who conducts periodic visits to the site as required; and • the CQA Site Manager, who is located at the site. 3.3 CQA Engineer The CQA Engineer shall supervise and be responsible for monitoring and CQA activities relating to the construction of the earthworks, piping, and installation of the geosynthetic materials of the Project. Specifically, the CQA Engineer: • reviews the project design, this CQA Plan, Construction Drawings, and Technical Specifications; SC0349.CQAPlan4B.20090807.F.rpt.doc 11 December 2007 Revised January 2009 Revised August 2009 • reviews other site-specific documentation; unless otherwise agreed, such reviews are for familiarization and for evaluation of constructability only, and hence the CQA Officer and the CQA Consultant assume no responsibility for the liner system design; • reviews and approves the Geosynthetic Installer’s Quality Control (QC) Plan; • attends Pre-Construction Meetings as needed; • administers the CQA program (i.e., provides supervision of and manages onsite CQA personnel, reviews field reports, and provides engineering review of CQA related activities); • provides quality control of CQA documentation and conducts site visits; • reviews the Record Drawings; and • with the CQA Site Manager, prepares the CQA report documenting that the project was constructed in accordance with the Construction Documents. 3.4 CQA Site Manager The CQA Site Manager: • acts as the onsite representative of the CQA Consultant; • attends CQA-related meetings (e.g., pre-construction, daily, weekly (or designates a representative to attend the meetings)); • oversees the ongoing preparation of the Record Drawings; • reviews test results provided by Contractor; • assigns locations for testing and sampling; • oversees the collection and shipping of laboratory test samples; • reviews results of laboratory testing and makes appropriate recommendations; • reviews the calibration and condition of onsite CQA equipment; • prepares a daily summary report for the project; • reviews the Manufacturer’s Quality Control (MQC) documentation; SC0349.CQAPlan4B.20090807.F.rpt.doc 12 December 2007 Revised January 2009 Revised August 2009 • reviews the Geosynthetic Installer’s personnel Qualifications for conformance with those pre-approved for work on site; • notes onsite activities in daily field reports and reports to the CQA Engineer and Construction Manager; • reports unresolved deviations from the CQA Plan, Construction Drawings, and Technical Specifications to the Construction Manager; and • assists with the preparation of the CQA report. SC0349.CQAPlan4B.20090807.F.rpt.doc 13 December 2007 Revised January 2009 Revised August 2009 4. SITE AND PROJECT CONTROL 4.1 Project Coordination Meetings Meetings of key project personnel are necessary to assure a high degree of quality during installation and to promote clear, open channels of communication. Therefore, Project Coordination Meetings are an essential element in the success of the project. Several types of Project Coordination Meetings are described below, including: (i) pre- construction meetings; (ii) progress meetings; and (iii) problem or work deficiency meetings. 4.1.1 Pre-Construction Meeting A Pre-Construction Meeting will be held at the site prior to construction of the Project. At a minimum, the Pre-Construction Meeting will be attended by the Contractor, the Geosynthetic Installer’s Superintendent, the CQA Consultant, and the Construction Manager. Specific items for discussion at the Pre-Construction Meeting include the following: • appropriate modifications or clarifications to the CQA Plan; • the Construction Drawings and Technical Specifications; • the responsibilities of each party; • lines of authority and communication; • methods for documenting and reporting, and for distributing documents and reports; • acceptance and rejection criteria; • protocols for testing; • protocols for handling deficiencies, repairs, and re-testing; • the time schedule for all operations; • procedures for packaging and storing archive samples; • panel layout and numbering systems for panels and seams; • seaming procedures; • repair procedures; and SC0349.CQAPlan4B.20090807.F.rpt.doc 14 December 2007 Revised January 2009 Revised August 2009 • soil stockpiling locations. The Construction Manager will conduct a site tour to observe the current site conditions and to review construction material and equipment storage locations. A person in attendance at the meeting will be appointed by the Construction Manager to record the discussions and decisions of the meeting in the form of meeting minutes. Copies of the meeting minutes will be distributed to all attendees. 4.1.2 Progress Meetings Progress meetings will be held between the CQA Site Manager, the Contractor, Construction Manager, and other concerned parties participating in the construction of the project. This meeting will include discussions on the current progress of the project, planned activities for the next week, and revisions to the work plan or schedule. The meeting will be documented in meeting minutes prepared by a person designated by the CQA Site Manager at the beginning of the meeting. Within two working days of the meeting, draft minutes will be transmitted to representatives of parties in attendance for review and comment. Corrections or comments to the draft minutes shall be made within two working days of receipt of the draft minutes to be incorporated in the final meeting minutes. 4.1.3 Problem or Work Deficiency Meeting A special meeting will be held when and if a problem or deficiency is present or likely to occur. The meeting will be attended by the Contractor, the Construction Manager, the CQA Site Manager, and other parties as appropriate. If the problem requires a design modification, the Engineer should either be present at, consulted prior to, or notified immediately upon conclusion of this meeting. The purpose of the work deficiency meeting is to define and resolve the problem or work deficiency as follows: • define and discuss the problem or deficiency; • review alternative solutions; • select a suitable solution agreeable to all parties; and • implement an action plan to resolve the problem or deficiency. The Construction Manager will appoint one attendee to record the discussions and decisions of the meeting. The meeting record will be documented in the form of meeting minutes and copies will be distributed to all affected parties. A copy of the minutes will be retained in facility records. SC0349.CQAPlan4B.20090807.F.rpt.doc 15 December 2007 Revised January 2009 Revised August 2009 SC0349.CQAPlan4B.20090807.F.rpt.doc 16 December 2007 Revised January 2009 Revised August 2009 5. DOCUMENTATION 5.1 Overview An effective CQA Plan depends largely on recognition of all construction activities that should be monitored and on assigning responsibilities for the monitoring of each activity. This is most effectively accomplished and verified by the documentation of quality assurance activities. The CQA Consultant will document that quality assurance requirements have been addressed and satisfied. The CQA Site Manager will provide the Construction Manager with signed descriptive remarks, data sheets, and logs to verify that monitoring activities have been carried out. The CQA Site Manager will also maintain, at the job site, a complete file of Construction Drawings and Technical Specifications, a CQA Plan, checklists, test procedures, daily logs, and other pertinent documents. 5.2 Daily Recordkeeping Preparation of daily CQA documentation will consist of daily field reports prepared by the CQA Site Manager which may include CQA monitoring logs and testing data sheets. This information may be regularly submitted to and reviewed by the Construction Manager. Daily field reports will include documentation of the observed activities during each day of activity. The daily field reports may include monitoring logs and testing data sheets. At a minimum, these logs and data sheets will include the following information: • the date, project name, location, and other identification; • a summary of the weather conditions; • a summary of locations where construction is occurring; • equipment and personnel on the project; • a summary of meetings held and attendees; • a description of materials used and references of results of testing and documentation; • identification of deficient work and materials; • results of re-testing corrected “deficient work;” • an identifying sheet number for cross referencing and document control; SC0349.CQAPlan4B.20090807.F.rpt.doc 17 December 2007 Revised January 2009 Revised August 2009 • descriptions and locations of construction monitored; • type of construction and monitoring performed; • description of construction procedures and procedures used to evaluate construction; • a summary of test data and results; • calibrations or re-calibrations of test equipment and actions taken as a result of re-calibration; • decisions made regarding acceptance of units of work or corrective actions to be taken in instances of substandard testing results; • a discussion of agreements made between the interested parties which may affect the work; and • signature of the respective CQA Site Manager. 5.3 Construction Problems and Resolution Data Sheets Construction Problems and Resolution Data Sheets, to be submitted with the daily field reports prepared by the CQA Site Manager, describing special construction situations, will be cross-referenced with daily field reports, specific observation logs, and testing data sheets and will include the following information, where available: • an identifying sheet number for cross-referencing and document control; • a detailed description of the situation or deficiency; • the location and probable cause of the situation or deficiency; • how and when the situation or deficiency was found or located; • documentation of the response to the situation or deficiency; • final results of responses; • measures taken to prevent a similar situation from occurring in the future; and • signature of the CQA Site Manager and a signature indicating concurrence by the Construction Manager. The Construction Manager will be made aware of significant recurring nonconformance with the Construction Drawings, Technical Specifications, or CQA Plan. The cause of SC0349.CQAPlan4B.20090807.F.rpt.doc 18 December 2007 Revised January 2009 Revised August 2009 the nonconformance will be determined and appropriate changes in procedures or specifications will be recommended. These changes will be submitted to the Construction Manager for approval. When this type of evaluation is made, the results will be documented and any revision to procedures or specifications will be approved by the Contractor and Design Engineer. A summary of supporting data sheets, along with final testing results and the CQA Site Manager’s approval of the work, will be required upon completion of construction. 5.4 Photographic Documentation Photographs will be taken and documented in order to serve as a pictorial record of work progress, problems, and mitigation activities. These records will be presented to the Construction Manager upon completion of the project. Photographic reporting data sheets, where used, will be cross-referenced with observation and testing data sheet(s), or Construction Problem and Resolution Data Sheet(s). 5.5 Design or Specifications Changes Design or specifications changes may be required during construction. In such cases, the CQA Site Manager will notify the Design Engineer. Design or specification changes will be made with the written agreement of the Design Engineer and will take the form of an addendum to the Construction Drawings and Technical Specifications. 5.6 CQA Report At the completion of the Project, the CQA Consultant will submit to the Owner a CQA report signed and sealed by a Professional Engineer licensed in the State of Utah. The CQA report will acknowledge: (i) that the work has been performed in compliance with the Construction Drawings and Technical Specifications; (ii) physical sampling and testing has been conducted at the appropriate frequencies; and (iii) that the summary document provides the necessary supporting information. At a minimum, this report will include: • MQC documentation; • a summary report describing the CQA activities and indicating compliance with the Construction Drawings and Technical Specifications which is signed and sealed by the CQA Engineer; SC0349.CQAPlan4B.20090807.F.rpt.doc 19 December 2007 Revised January 2009 Revised August 2009 • a summary of CQA/CQC testing, including failures, corrective measures, and retest results; • Contractor and Installer personnel resumes and qualifications as necessary; • documentation that the geomembrane trial seams were performed in accordance with the CQA Plan and Technical Specifications; • documentation that field seams were non-destructively tested using a method in accordance with the applicable test standards; • documentation that nondestructive testing was monitored by the CQA Consultant, that the CQA Consultant informed the Geosynthetic Installer of any required repairs, and that the CQA Consultant monitored the seaming and patching operations for uniformity and completeness; • records of sample locations, the name of the individual conducting the tests, and the results of tests; • Record Drawings as provided by the Surveyor; and • daily field reports. The Record Drawings will include scale drawings depicting the location of the construction and details pertaining to the extent of construction (e.g., plan dimensions and appropriate elevations). Record Drawings and required base maps will be prepared by a qualified Professional Land Surveyor registered in the State of Utah. These documents will be reviewed by the CQA Consultant and included as part of the CQA Report. SC0349.CQAPlan4B.20090807.F.rpt.doc 20 December 2007 Revised January 2009 Revised August 2009 6. WELL ABANDONMENT 6.1 Introduction This section of the CQA Plan outlines the CQA activities to be performed for well abandonment. The CQA Engineer will review and become familiar with the Construction Documents and any approved addenda or changes that pertain to work completed under this section. The CQA Engineer will monitor well abandonment operations. The CQA Engineer will review the contractor’s submittals pertaining to CQA and provide recommendations to the Design Engineer. Monitored abandonment activities will be documented, as will deviations from the Construction Drawings and the Technical Specifications. Any non- conformance identified by the CQA Engineer will be reported to the Construction Manager. 6.2 CQA Monitoring Activities 6.2.1 Materials CQA activities provided for storing and handling of materials shall meet the requirements set forth in Section 02070 of the Technical Specifications. 6.2.2 Well Abandonment The well to be abandoned is indicated on the Project Drawings. Well abandonment shall be observed by the CQA Engineer. Observed well abandonment activities shall be documented in daily field reports. The CQA Engineer shall keep a detailed log for the abandoned well, including drilling procedure, total depth of abandonment, depth to groundwater (if applicable), final depth of boring, and well destruction details, including the depth of placement and quantities of all well abandonment materials. 6.3 Deficiencies If a defect is discovered in the well abandonment, the CQA Engineer will evaluate the extent and nature of the defect. The CQA Engineer will determine the extent of the deficient area by observations, a review of records, or other means that the CQA Engineer deems appropriate. SC0349.CQAPlan4B.20090807.F.rpt.doc 21 December 2007 Revised January 2009 Revised August 2009 6.3.1 Notification After observing a defect, the CQA Engineer will notify the Construction Manager and schedule appropriate re-evaluation after the work deficiency is corrected by the Contractor. 6.3.2 Repairs and Re-testing The Contractor will correct the deficiency to the satisfaction of the CQA Engineer. If a project specification criterion cannot be met, or unusual weather conditions hinder work, then the CQA Engineer will develop and present to the Design Engineer suggested solutions for approval. SC0349.CQAPlan4B.20090807.F.rpt.doc 22 December 2007 Revised January 2009 Revised August 2009 7. EARTHWORK 7.1 Introduction This section prescribes the CQA activities to be performed to monitor that earthwork is constructed in accordance with Construction Drawings and Technical Specifications. The earthwork construction procedures to be monitored by the CQA Consultant, if required, shall include: • vegetation removal; • subgrade preparation; • fill placement, moisture conditioning, and compaction; and • anchor trench excavation and backfill. 7.2 Earthwork Testing Activities Testing of earthwork to be used for fill, will be performed for material conformance. The CQA Laboratory will perform the conformance testing and CQC testing. Soil testing will be conducted in accordance with the current versions of the corresponding ASTM test procedures. The test methods indicated in Tables 1A and 1B are those that will be used for this testing unless the test methods are updated or revised prior to construction. Revisions to the test methods will be reviewed and approved by the Engineer and the CQA Site Manager prior to their usage. 7.2.1 Sample Frequency The frequency of subgrade soil testing for material qualification and material conformance will conform to the minimum frequencies presented in Table 1A. The frequency of soil testing shall conform to the minimum frequencies presented in Table 1B. The actual frequency of testing required will be increased by the CQA Site Manager, as necessary, if variability of materials is noted at the site, during adverse conditions, or to isolate failing areas of the construction. 7.2.2 Sample Selection Sampling locations will be selected by the CQA Site Manager. Conformance samples will be obtained from borrow pits or stockpiles of material. The Contractor must plan the work and make soil available for sampling in a timely and organized manner so that SC0349.CQAPlan4B.20090807.F.rpt.doc 23 December 2007 Revised January 2009 Revised August 2009 the test results can be obtained before the material is installed. The CQA Site Manager must document sample locations so that failing areas can be immediately isolated. The CQA Site Manager will follow standard sampling procedures to obtain representative samples of the proposed soil materials. 7.3 CQA Monitoring Activities 7.3.1 Vegetation Removal The CQA Site Manager will monitor and document that vegetation is sufficiently cleared and grubbed in areas where fill is to be placed. Vegetation removal shall be performed as described in the Technical Specifications and the Construction Drawings. 7.3.2 Fill During construction, the CQA Site Manager will monitor fill placement and compaction to confirm it is consistent with the requirements specified in the Technical Specifications and the Construction Drawings. The CQA Site Manager will monitor, at a minimum, that: • the fill material is free of debris and other undesirable materials and that particles are no larger than 6-inches in longest dimension; • the fill is constructed to the lines and grades shown on the Construction Drawings; and • fill compaction requirements are met as specified in the Technical Specifications. 7.3.3 Subgrade Soil During construction, the CQA Site Manager will monitor the subgrade soil placement and compaction methods are consistent with the requirements specified in the Technical Specifications and the Construction Drawings. The CQA Site Manager will monitor, at a minimum, that: • the subgrade soil is free of protrusions larger than 0.5-inches and particles are to be no larger than 3-inches in longest dimension; • the subgrade soil is constructed to the lines and grades shown on the Construction Drawings; and SC0349.CQAPlan4B.20090807.F.rpt.doc 24 December 2007 Revised January 2009 Revised August 2009 • compaction requirements are met as specified in the Technical Specifications. 7.3.4 Fine Grading The CQA Site Manager shall monitor and document that site re-grading performed meets the requirements of the Technical Specifications and the Construction Drawings. At a minimum, the CQA Site Manager shall monitor that: • the subgrade surface is free of sharp rocks, debris, and other undesirable materials; • the subgrade surface is smooth and uniform by visually monitoring proof rolling activities; and • the subgrade surface meets the lines and grades shown on the Construction Drawings. 7.3.5 Anchor Trench Construction During construction, the CQA Site Manager will monitor the anchor trench excavation and backfill methods are consistent with the requirements specified in the Technical Specifications and the Construction Drawings. The CQA Site Manager will monitor, at a minimum, that: • the anchor trench is free of debris and other undesirable materials; • the anchor trench is constructed to the lines and grades shown on the Construction Drawings; and • compaction requirements are met, through visual observations, as specified in the Technical Specifications. 7.4 Deficiencies If a defect is discovered in the earthwork product, the CQA Site Manager will immediately determine the extent and nature of the defect. If the defect is indicated by an unsatisfactory test result, the CQA Site Manager will determine the extent of the defective area by additional tests, observations, a review of records, or other means that the CQA Site Manager deems appropriate. If the defect is related to adverse site conditions, such as overly wet soils or non-conforming particle sizes, the CQA Manager will define the limits and nature of the defect. SC0349.CQAPlan4B.20090807.F.rpt.doc 25 December 2007 Revised January 2009 Revised August 2009 7.4.1 Notification After evaluating the extent and nature of a defect, the CQA Site Manager will notify the Construction Manager and Contractor and schedule appropriate re-evaluation when the work deficiency is to be corrected. 7.4.2 Repairs and Re-Testing The Contractor will correct deficiencies to the satisfaction of the CQA Site Manager. If a project specification criterion cannot be met, or unusual weather conditions hinder work, then the CQA Site Manager will develop and present to the Construction Manager suggested solutions for his approval. Re-evaluations by the CQA Site Manager shall continue until it is verified that defects have been corrected before any additional work is performed by the Contractor in the area of the deficiency. SC0349.CQAPlan4B.20090807.F.rpt.doc 26 December 2007 Revised January 2009 Revised August 2009 8. DRAINAGE AGGREGATE 8.1 Introduction This section prescribes the CQA activities to be performed to monitor that drainage aggregates are constructed in accordance with Construction Drawings and Technical Specifications. The drainage aggregates construction procedures to be monitored by the CQA Consultant include drainage aggregate placement. 8.2 Testing Activities Aggregate testing will be performed for material qualification and material conformance. These two stages of testing are defined as follows: • Material qualification tests are used to evaluate the conformance of a proposed aggregate source with the Technical Specifications for qualification of the source prior to construction. • Aggregate conformance testing is used to evaluate the conformance of a particular batch of aggregate from a qualified source to the Technical Specifications prior to installation of the aggregate. The Contractor will be responsible for submitting material qualification test results to the Construction Manager and to the CQA Site Manager for review. The CQA Laboratory will perform the conformance testing and CQC testing. Aggregate testing will be conducted in accordance with the current versions of the corresponding ASTM test procedures. The test methods indicated in Tables 2A and 2B are those that will be used for this testing unless the test methods are updated or revised prior to construction. Revisions to the test methods will be reviewed and approved by the Design Engineer and the CQA Site Manager prior to their usage. 8.2.1 Sample Frequency The frequency of aggregate testing for material qualification and material conformance will conform to the minimum frequencies presented in Table 2A. The frequency of aggregate testing shall conform to the minimum frequencies presented in Table 2B. The actual frequency of testing required will be increased by the CQA Site Manager, as necessary, if variability of materials is noted at the site, during adverse conditions, or to isolate failing areas of the construction. SC0349.CQAPlan4B.20090807.F.rpt.doc 27 December 2007 Revised January 2009 Revised August 2009 8.2.2 Sample Selection With the exception of qualification samples, sampling locations will be selected by the CQA Site Manager. Conformance samples will be obtained from borrow pits or stockpiles of material. The Contractor must plan the work and make aggregate available for sampling in a timely and organized manner so that the test results can be obtained before the material is installed. The CQA Site Manager must document sample locations so that failing areas can be immediately isolated. The CQA Site ManagerEngineer will follow standard sampling procedures to obtain representative samples of the proposed aggregate materials. 8.3 CQA Monitoring Activities 8.3.1 Drainage Aggregate The CQA Site Manager will monitor and document the installation of the drainage aggregates. In general, monitoring of the installation of drainage aggregate includes the following activities: • reviewing documentation of the material qualification test results provided by the Contractor; • sampling and testing for conformance of the materials to the Technical Specifications; • documenting that the drainage aggregates are installed using the specified equipment and procedures; • documenting that the drainage aggregates are constructed to the lines and grades shown on the Construction Drawings; and • monitoring that the construction activities do not cause damage to underlying geosynthetic materials. 8.4 Deficiencies If a defect is discovered in the drainage aggregates, the CQA Site Manager will evaluate the extent and nature of the defect. If the defect is indicated by an unsatisfactory test result, the CQA Site Manager will determine the extent of the deficient area by additional tests, observations, a review of records, or other means that the CQA Site Manager deems appropriate. SC0349.CQAPlan4B.20090807.F.rpt.doc 28 December 2007 Revised January 2009 Revised August 2009 8.4.1 Notification After evaluating the extent and nature of a defect, the CQA Site Manager will notify the Construction Manager and Contractor and schedule appropriate re-tests when the work deficiency is to be corrected. 8.4.2 Repairs and Re-testing The Contractor will correct the deficiency to the satisfaction of the CQA Site Manager. If a project specification criterion cannot be met, or unusual weather conditions hinder work, then the CQA Site Manager will develop and present to the Construction Manager suggested solutions for approval. Re-tests recommended by the CQA Site Manager shall continue until it is verified that the defect has been corrected before any additional work is performed by the Contractor in the area of the deficiency. The CQA Site Manager will also verify that installation requirements are met and that submittals are provided. SC0349.CQAPlan4B.20090807.F.rpt.doc 29 December 2007 Revised January 2009 Revised August 2009 9. POLYVINYL CHLORIDE (PVC) PIPE AND STRIP COMPOSITE 9.1 Material Requirements PVC pipe, fittings, and strip composite must conform to the requirements of the Technical Specifications. The CQA Consultant will document that the PVC pipe, fittings, and strip composite meet those requirements. 9.2 Manufacturer 9.2.1 Submittals Prior to the installation of PVC pipe and strip composite, the Manufacturer will provide to the CQA Consultant: • a properties’ sheet including, at a minimum, all specified properties, measured using test methods indicated in the Technical Specifications, or equivalent; and The CQA Consultant will document that: • the property values certified by the Manufacturer meet the Technical Specifications; and • the measurements of properties by the Manufacturer are properly documented and that the test methods used are acceptable. 9.3 Handling and Laying Care will be taken during transportation of the pipe such that it will not be cut, kinked, or otherwise damaged. Ropes, fabric, or rubber-protected slings and straps will be used when handling pipes. Chains, cables, or hooks inserted into the pipe ends will not be used. Two slings spread apart will be used for lifting each length of pipe. Pipe or fittings will not be dropped onto rocky or unprepared ground. Pipes will be handled and stored in accordance with the Manufacturer’s recommendation. The handling of joined pipe will be in such a manner that the pipe is not damaged by dragging it over sharp and cutting objects. Slings for handling the pipe will not be positioned at joints. Sections of the pipes with deep cuts and gouges will be removed and the ends of the pipe rejoined. SC0349.CQAPlan4B.20090807.F.rpt.doc 30 December 2007 Revised January 2009 Revised August 2009 9.4 Perforations The CQA Site Manager shall monitor and document that the perforations of the PVC pipe conform to the requirements of the Construction Drawings and the Technical Specifications. 9.5 Joints The CQA Monitor shall monitor and document that pipe and fittings are joined by the methods indicated in the Technical Specifications. 9.6 Strip Composite The CQA Site Monitor shall monitor and document that the strip composite and sandbags meet and are installed in accordance with the requirements outlined on the drawings and in the Technical Specifications. SC0349.CQAPlan4B.20090807.F.rpt.doc 31 December 2007 Revised January 2009 Revised August 2009 10. GEOMEMBRANE 10.1 General This section discusses and outlines the CQA activities to be performed for high density polyethylene (HDPE) geomembrane installation. The CQA Site Manager will review the Construction Drawings, Technical Specifications, and any approved Addenda regarding this material. 10.2 Geomembrane Material Conformance 10.2.1 Introduction The CQA Site Manager will document that the geomembrane delivered to the site meets the requirements of the Technical Specifications prior to installation. The CQA Site Manager will: • review the manufacturer’s submittals for compliance with the Technical Specifications; • document the delivery and proper storage of geomembrane rolls; and • conduct conformance testing of the rolls before the geomembrane is installed. The following sections describe the CQA activities required to verify the conformance of geomembrane. 10.2.2 Review of Quality Control 10.2.2.1 Material Properties Certification The Manufacturer will provide the Construction Manager and the CQA Site Manager with the following: • property data sheets, including, at a minimum, all specified properties, measured using test methods indicated in the Technical Specifications, or equivalent; and • sampling procedures and results of testing. SC0349.CQAPlan4B.20090807.F.rpt.doc 32 December 2007 Revised January 2009 Revised August 2009 The CQA Site Manager will document that: • the property values certified by the Manufacturer meet all of the requirements of the Technical Specifications; and • the measurements of properties by the Manufacturer are properly documented and that the test methods used are acceptable. 10.2.2.2 Geomembrane Roll MQC Certification Prior to shipment, the Manufacturer will provide the Construction Manager and the CQA Site Manager with MQC certificates for every roll of geomembrane provided. The MQC certificates will be signed by a responsible party employed by the Geomembrane Manufacturer, such as the production manager. The MQC certificates shall include: • roll numbers and identification; and • results of MQC tests; as a minimum, results will be given for thickness, specific gravity, carbon black content, carbon black dispersion, tensile properties, and puncture resistance evaluated in accordance with the methods indicated in the Technical Specifications or equivalent methods approved by the Construction Manager. The CQA Site Manager will document that: • that MQC certificates have been provided at the specified frequency, and that the certificates identify the rolls related to the roll represented by the test results; and • review the MQC certificates and monitor that the certified roll properties meet the specifications. 10.2.3 Conformance Testing The CQA Site Manager shall obtain conformance samples (at the manufacturing facility or site) at the specified frequency and forward them to the Geosynthetics CQA Laboratory for testing to monitor conformance to both the Technical Specifications and the list of properties certified by the Manufacturer. The test procedures will be as indicated in Table 3. Where optional procedures are noted in the test method, the requirements of the Technical Specifications will prevail. SC0349.CQAPlan4B.20090807.F.rpt.doc 33 December 2007 Revised January 2009 Revised August 2009 Samples will be taken across the width of the roll and will not include the first linear 3 feet of material. Unless otherwise specified, samples will be 3 feet long by the roll width. The CQA Site Manager will mark the machine direction on the samples with an arrow along with the date and roll number. The required minimum sampling frequencies are provided in Table 3. The CQA Site Manager will examine results from laboratory conformance testing and will report any non-conformance to the Construction Manager and the Geosynthetic Installer. The procedures prescribed in the Technical Specifications will be followed in the event of a failing conformance test. 10.3 Delivery 10.3.1 Transportation and Handling The CQA will document that the transportation and handling does not pose a risk of damage to the geomembrane. Upon delivery of the rolls of geomembrane, the CQA Site Manager will document that the rolls are unloaded and stored on site as required by the Technical Specifications. Damage caused by unloading will be documented by the CQA Site Manager and the damaged material shall not be installed. 10.3.2 Storage The Geosynthetic Installer will be responsible for the storage of the geomembrane on site. The Contractor will provide storage space in a location (or several locations) such that onsite transportation and handling are optimized, if possible, to limit potential damage. The CQA Site Manager will document that storage of the geomembrane provides adequate protection against sources of damage. SC0349.CQAPlan4B.20090807.F.rpt.doc 34 December 2007 Revised January 2009 Revised August 2009 10.4 Geomembrane Installation 10.4.1 Introduction The CQA Consultant will document that the geomembrane installation is carried out in accordance with the Construction Drawings, Technical Specifications, and Manufacturer’s recommendations. 10.4.2 Earthwork 10.4.2.1 Surface Preparation The CQA Site Manager will document that: • the prepared subgrade meets the requirements of the Technical Specifications and has been approved; and • placement of the overlying materials does not damage, create large wrinkles, or induce excessive tensile stress in any underlying geosynthetic materials. The Geosynthetic Installer will certify in writing that the surface on which the geomembrane will be installed is acceptable. The Certificate of Acceptance, as presented in the Technical Specifications, will be signed by the Geosynthetic Installer and given to the CQA Site Manager prior to commencement of geomembrane installation in the area under consideration. After the subgrade has been accepted by the Geosynthetic Installer, it will be the Geosynthetic Installer’s responsibility to indicate to the Construction Manager any change in the subgrade soil condition that may require repair work. If the CQA Site Manager concurs with the Geosynthetic Installer, then the CQA Site Manager shall monitor and document that the subgrade soil is repaired before geosynthetic installation begins. At any time before and during the geomembrane installation, the CQA Site Manager will indicate to the Construction Manager locations that may not provide adequate support to the geomembrane. SC0349.CQAPlan4B.20090807.F.rpt.doc 35 December 2007 Revised January 2009 Revised August 2009 10.4.2.2 Geosynthetic Termination The CQA Engineer will document that the geosynthetic terminations (Anchor Trench) have been constructed in accordance with the Construction Drawings. Backfilling above the terminations will be conducted in accordance with the Technical Specifications. 10.4.3 Geomembrane Placement 10.4.3.1 Panel Identification A field panel is the unit area of geomembrane which is to be seated in the field, i.e., a field panel is a roll or a portion of roll cut in the field. It will be the responsibility of the CQA Engineer to document that each field panel is given an “identification code” (number or letter-number) consistent with the Panel Layout Drawing. This identification code will be agreed upon by the Construction Manager, Geosynthetic Installer and CQA Engineer. This field panel identification code will be as simple and logical as possible. Roll numbers established in the manufacturing plant must be traceable to the field panel identification code. The CQA Engineer will establish documentation showing correspondence between roll numbers and field panel identification codes. The field panel identification code will be used for all CQA records. 10.4.3.2 Field Panel Placement Location The CQA Engineer will document that field panels are installed at the location indicated in the Geosynthetic Installer’s Panel Layout Drawing, as approved or modified by the Construction Manager. Installation Schedule Field panels may be installed using one of the following schedules: • all field panels are placed prior to field seaming in order to protect the subgrade from erosion by rain; SC0349.CQAPlan4B.20090807.F.rpt.doc 36 December 2007 Revised January 2009 Revised August 2009 • field panels are placed one at a time and each field panel is seamed after its placement (in order to minimize the number of unseamed field panels exposed to wind); and • any combination of the above. If a decision is reached to place all field panels prior to field seaming, it is usually beneficial to begin at the high point area and proceed toward the low point with “shingle” overlaps to facilitate drainage in the event of precipitation. It is also usually beneficial to proceed in the direction of prevailing winds. Accordingly, an early decision regarding installation scheduling should be made if and only if weather conditions can be predicted with reasonable certainty. Otherwise, scheduling decisions must be made during installation, in accordance with varying conditions. In any event, the Geosynthetic Installer is fully responsible for the decision made regarding placement procedures. The CQA Site Manager will evaluate every change in the schedule proposed by the Geosynthetic Installer and advise the Construction Manager on the acceptability of that change. The CQA Site Manager will document that the condition of the subgrade soil has not changed detrimentally during installation. The CQA Site Manager will record the identification code, location, and date of installation of each field panel. Weather Conditions Geomembrane placement will not proceed unless otherwise authorized when the ambient temperature is below 40°F or above 122°F. In addition, wind speeds and direction will be monitored for potential impact to geosynthetic installation. Geomembrane placement will not be performed during any precipitation, in the presence of excessive moisture (e.g., fog, dew), or in an area of ponded water. The CQA Site Manager will document that the above conditions are fulfilled. Additionally, the CQA Site Manager will document that the subgrade soil has not been damaged by weather conditions. The Geosynthetics Installer will inform the Construction Manager if the above conditions are not fulfilled. Method of Placement The CQA Site Manager will document the following: SC0349.CQAPlan4B.20090807.F.rpt.doc 37 December 2007 Revised January 2009 Revised August 2009 • equipment used does not damage the geomembrane by handling, trafficking, excessive heat, leakage of hydrocarbons or other means; • the surface underlying the geomembrane has not deteriorated since previous acceptance, and is still acceptable immediately prior to geomembrane placement; • geosynthetic elements immediately underlying the geomembrane are clean and free of debris; • personnel working on the geomembrane do not smoke, wear damaging shoes, or engage in other activities which could damage the geomembrane; • the method used to unroll the panels does not cause scratches or crimps in the geomembrane and does not damage the supporting soil; • the method used to place the panels minimizes wrinkles (especially differential wrinkles between adjacent panels); and • adequate temporary loading or anchoring (e.g., sand bags, tires), not likely to damage the geomembrane, has been placed to prevent uplift by wind (in case of high winds, continuous loading, e.g., by adjacent sand bags, is recommended along edges of panels to minimize risk of wind flow under the panels). The CQA Site Manager will inform the Construction Manager if the above conditions are not fulfilled. Damaged panels or portions of damaged panels that have been rejected will be marked and their removal from the work area recorded by the CQA Site Manager. Repairs will be made in accordance with procedures described in Section 9.4.5. 10.4.4 Field Seaming This section details CQA procedures to document that seams are properly constructed and tested in accordance with the Manufacturer’s specifications and industry standards. 10.4.4.1 Requirements of Personnel All personnel performing seaming operations will be qualified by experience or by successfully passing seaming tests, as outlined in the Technical Specifications. The SC0349.CQAPlan4B.20090807.F.rpt.doc 38 December 2007 Revised January 2009 Revised August 2009 most experienced seamer, the “master seamer”, will provide direct supervision over less experienced seamers. The Geosynthetic Installer will provide the Construction Manager and the CQA Site Manager with a list of proposed seaming personnel and their experience records. These documents will be reviewed by the Construction Manager and the Geosynthetics CQA Manager. 10.4.4.2 Seaming Equipment and Products Approved processes for field seaming are fillet extrusion welding and double-track fusion welding. Fillet Extrusion Process The fillet extrusion-welding apparatus will be equipped with gauges giving the temperature in the apparatus. The Geosynthetic Installer will provide documentation regarding the extrusion welding rod to the CQA Site Manager, and will certify that the extrusion welding rod is compatible with the Technical Specification, and in any event, is comprised of the same resin as the geomembrane. The CQA Site Manager will log apparatus temperatures, ambient temperatures, and geomembrane surface temperatures at appropriate intervals. The CQA Site Manager will document that: • the Geosynthetic Installer maintains, on site, the number of spare operable seaming apparatus decided at the Pre-construction Meeting; • equipment used for seaming is not likely to damage the geomembrane; • the extruder is purged prior to beginning a seam until all heat-degraded extrudate has been removed from the barrel; • the electric generator is placed on a smooth base such that no damage occurs to the geomembrane; • a smooth insulating plate or fabric is placed beneath the hot welding apparatus after usage; and SC0349.CQAPlan4B.20090807.F.rpt.doc 39 December 2007 Revised January 2009 Revised August 2009 • the geomembrane is protected from damage in heavily trafficked areas. Fusion Process The fusion-welding apparatus must be automated vehicular-mounted devices. The fusion-welding apparatus will be equipped with gauges giving the applicable temperatures and pressures. The CQA Site Manager will log ambient, seaming apparatus, and geomembrane surface temperatures as well as seaming apparatus speeds. The CQA Site Manager will also document that: • the Geosynthetic Installer maintains on site the number of spare operable seaming apparatus decided at the Pre-construction Meeting; • equipment used for seaming is not likely to damage the geomembrane; • for cross seams, the edge of the cross seam is ground to a smooth incline (top and bottom) prior to welding; • the electric generator is placed on a smooth cushioning base such that no damage occurs to the geomembrane from ground pressure or fuel leaks; • a smooth insulating plate or fabric is placed beneath the hot welding apparatus after usage; and • the geomembrane is protected from damage in heavily trafficked areas. 10.4.4.3 Seam Preparation The CQA Site Manager will document that: • prior to seaming, the seam area is clean and free of moisture, dust, dirt, debris, and foreign material; and • seams are aligned with the fewest possible number of wrinkles and “fishmouths.” SC0349.CQAPlan4B.20090807.F.rpt.doc 40 December 2007 Revised January 2009 Revised August 2009 10.4.4.4 Weather Conditions for Seaming The normally required weather conditions for seaming are as follows unless authorized in writing by the Design Engineer: • seaming will only be approved between ambient temperatures of 40°F and 122°F. If the Geosynthetic Installer wishes to use methods that may allow seaming at ambient temperatures below 40°F or above 122°F, the Geosynthetic Installer will demonstrate and certify that such methods produce seams which are entirely equivalent to seams produced within acceptable temperature, and that the overall quality of the geomembrane is not adversely affected. The CQA Site Manager will document that these seaming conditions are fulfilled and will advise the Geosynthetics Installer if they are not. 10.4.4.5 Overlapping and Temporary Bonding The CQA Site Manager will document that: • the panels of geomembrane have a finished overlap of a minimum of 3 inches for both extrusion and fusion welding; • no solvent or adhesive bonding materials are used; and • the procedures utilized to temporarily bond adjacent panels together does not damage the geomembrane. The CQA Site Manager will log appropriate temperatures and conditions, and will log and report non-compliances to the Construction Manager. 10.4.4.6 Trial Seams Trial seams shall be prepared with the procedures and dimensions as indicated in the Technical Specifications. The CQA Site Manager will observe trial seam procedures and will document the results of trial seams on trial seam logs. Each trial seam samples will be assigned a number. The CQA Site Manager, will log the date, time, machine temperature(s), seaming unit identification, name of the seamer, and pass or fail description for each trial seam sample tested. SC0349.CQAPlan4B.20090807.F.rpt.doc 41 December 2007 Revised January 2009 Revised August 2009 Separate trial seaming logs shall be maintained for fusion welded and extrusion welded trial seams. 10.4.4.7 General Seaming Procedure Unless otherwise specified, the general production seaming procedure used by the Geosynthetic Installer will be as follows: • fusion-welded seams are continuous, commencing at one end to the seam and ending at the opposite end; • cleaning, overlap, and shingling requirements shall be maintained; • if seaming operations are carried out at night, adequate illumination will be provided at the Geosynthetic Installer’s expense; and • seaming will extend to the outside edge of panels to be placed in the anchor trench. The CQA Site Manager shall document geomembrane seaming operations on seaming logs. Seaming logs shall include, at a minimum: • seam identifications (typically associated with panels being joined); • seam starting time and date; • seam ending time and date; • seam length; • identification of person performing seam; and • identification of seaming equipment. Separate logs shall be maintained for fusion and extrusion welded seams. In addition, the CQA Site Manager shall monitor during seaming that: • fusion-welded seams are continuous, commencing at one end of the seam and ending at the opposite end; and • cleaning, overlap, and shingling requirements are maintained. 10.4.4.8 Nondestructive Seam Continuity Testing SC0349.CQAPlan4B.20090807.F.rpt.doc 42 December 2007 Revised January 2009 Revised August 2009 Concept The Geosynthetic Installer will non-destructively test field seams over their length using a vacuum test unit, air pressure test (for double fusion seams only), or other method approved by the Construction Manager. The purpose of nondestructive tests is to check the continuity of seams. It does not provide information on seam strength. Continuity testing will be carried out as the seaming work progresses, not at the completion of field seaming. The CQA Site Manager will: • observe continuity testing; • record location, date, name of person conducting the test, and the results of tests; and • inform the Geosynthetic Installer of required repairs. The Geosynthetic Installer will complete any required repairs in accordance with Section 10.4.5. The CQA Site Manager will: • observe the repair and re-testing of the repair; • mark on the geomembrane that the repair has been made; and • document the results. The following procedures will apply to locations where seams cannot be non- destructively tested: All such seams will be cap-stripped with the same geomembrane. • If the seam is accessible to testing equipment prior to final installation, the seam will be non-destructively tested prior to final installation. • If the seam cannot be tested prior to final installation, the seaming and cap- stripping operations will be observed by the CQA Site Manager and Geosynthetic Installer for uniformity and completeness. SC0349.CQAPlan4B.20090807.F.rpt.doc 43 December 2007 Revised January 2009 Revised August 2009 The seam number, date of observation, name of tester, and outcome of the test or observation will be recorded by the CQA Site Manager. Vacuum Testing Vacuum testing shall be performed utilizing the equipment and procedures specified in the Technical Specifications. The CQA Site Manager shall observe the vacuum testing procedures and document that they are performed in accordance with the Technical Specifications. The result of vacuum testing shall be recorded on the CQA seaming logs. Results shall include, at a minimum, the personnel performing the vacuum test and the result of the test (pass or fail), and the test date. Seams failing the vacuum test shall be repaired in accordance with the procedures listed in the Technical Specifications. The CQA Site Manager shall document seam repairs in the seaming logs. Air Pressure Testing Air channel pressure testing shall be performed on double-track seams created with a fusion welding device, utilizing the equipment and procedures specified in the Technical Specifications. The CQA Site Manager shall observe the vacuum testing procedures and document that they are performed in accordance with the Technical Specifications. The result of air channel pressure testing shall be recorded on the CQA seaming logs. Results shall include, at a minimum, personnel performing the air pressure test, the starting air pressure and time, the final air pressure and time, the drop in psi during the test, and the result of the test (pass or fail). Seams failing the air pressure test shall be repaired in accordance with the procedures listed in the Technical Specifications. The CQA Site Manager shall document seam repairs in the seaming logs. 10.4.4.9 Destructive Testing Concept Destructive seam testing will be performed on site and at the independent CQA laboratory in accordance with the Construction Drawings and the Technical Specifications. Destructive seam tests will be performed at selected locations. The purpose of these tests is to evaluate seam strength. Seam strength testing will be done as the seaming work progresses, not at the completion of all field seaming. Location and Frequency SC0349.CQAPlan4B.20090807.F.rpt.doc 44 December 2007 Revised January 2009 Revised August 2009 The CQA Site Manager will select locations where seam samples will be cut out for laboratory testing. Those locations will be established as follows. • The frequency of geomembrane seam testing is a minimum of one destructive sample per 500 feet of weld. If after a total of 50 samples have been tested and no more than one sample has failed, the frequency can be increased to one per 1,000 feet. • A minimum of one test per seaming machine over the duration of the project. • Additional test locations may be selected during seaming at the CQA Site Manager’s discretion. Selection of such locations may be prompted by suspicion of excess crystallinity, contamination, offset welds, or any other potential cause of imperfect welding. The Geosynthetic Installer will not be informed in advance of the locations where the seam samples will be taken. Sampling Procedure Samples will be marked by the CQA Site Manager following the procedures listed in the Technical Specifications. Preliminary samples will be taken from either side of the marked sample and tested before obtaining the full sample per the requirements of the Technical Specifications. Samples shall be obtained by the Geosynthetic Installer. Samples shall be obtained as the seaming progresses in order to have laboratory test results before the geomembrane is covered by another material. The CQA Site Manager will: • observe sample cutting and monitor that corners are rounded; • assign a number to each sample, and mark it accordingly; • record sample location on the Panel Layout Drawing; and • record reason for taking the sample at this location (e.g., statistical routine, suspicious feature of the geomembrane). Holes in the geomembrane resulting from destructive seam sampling will be immediately repaired in accordance with repair procedures described in Section 10.4.5. SC0349.CQAPlan4B.20090807.F.rpt.doc 45 December 2007 Revised January 2009 Revised August 2009 The continuity of the new seams in the repaired area will be tested in accordance with Section 10.4.4.8. Size and Distribution of Samples The destructive sample will be 12 inches (0.3 meters) wide by 42 inches (1.1 meters) long with the seam centered lengthwise. The sample will be cut into three parts and distributed as follows: • one portion, measuring 12 inches by 12 inches (30 centimeters (cm) by 30 cm), to the Geosynthetic Installer for field testing; • one portion, measuring 12 inches by 18 inches (30 cm by 45 cm), for CQA Laboratory testing; and • one portion, measuring 12 inches by 12 inches (30 cm by 30 cm), to the Construction Manager for archive storage. Final evaluation of the destructive sample sizes and distribution will be made at the Pre- Construction Meeting. Field Testing Field testing will be performed by the Geosynthetic Installer using a gauged tensiometer. Prior to field testing the Geosynthetic Installer shall submit a calibration certificate for gauge tensiometer to the CQA Consultant for review. Calibration must have been performed within one year of use on the current project. The destructive sample shall be tested according to the requirements of the Technical Specifications. The specimens shall not fail in the seam and shall meet the strength requirements outlined in the Technical Specifications. If any field test specimen fails, then the procedures outlined in Procedures for Destructive Test Failures of this section will be followed. The CQA Site Manager will witness field tests and mark samples and portions with their number. The CQA Site Manager will also document the date and time, ambient temperature, number of seaming unit, name of seamer, welding apparatus temperatures and pressures, and pass or fail description. CQA Laboratory Testing SC0349.CQAPlan4B.20090807.F.rpt.doc 46 December 2007 Revised January 2009 Revised August 2009 Destructive test samples will be packaged and shipped, if necessary, under the responsibility of the CQA Site Manager in a manner that will not damage the test sample. The Construction Manager will be responsible for storing the archive samples. This procedure will be outlined at the Pre-construction Meeting. Samples will be tested by the CQA Laboratory. The CQA Laboratory will be selected by the CQA Site Manager with the concurrence of the Design Engineer. Testing will include “Bonded Seam Strength” and “Peel Adhesion.” The minimum acceptable values to be obtained in these tests are given in the Technical Specifications. At least five specimens will be tested for each test method. Specimens will be selected alternately, by test, from the samples (i.e., peel, shear, peel, shear, and so on). A passing test will meet the minimum required values in at least four out of five specimens. The CQA Laboratory will provide test results no more than 24 hours after they receive the samples. The CQA Site Manager will review laboratory test results as soon as they become available, and make appropriate recommendations to the Construction Manager. Geosynthetic Installer’s Laboratory Testing The Geosynthetic Installer’s laboratory test results will be presented to the Construction Manager and the CQA Site Manager for comments. Procedures for Destructive Test Failure The following procedures will apply whenever a sample fails a destructive test, whether that test conducted by the CQA Laboratory, the Geosynthetic Installer’s laboratory, or by gauged tensiometer in the field. The Geosynthetic Installer has two options: • The Geosynthetic Installer can reconstruct the seam between two passed test locations. • The Geosynthetic Installer can trace the welding path to an intermediate location at 10 feet (3 meters) minimum from the point of the failed test in each direction and take a small sample for an additional field test at each location. If these additional samples pass the test, then full laboratory samples are taken. If these laboratory samples pass the tests, then the seam is reconstructed between these locations. If either sample fails, then the SC0349.CQAPlan4B.20090807.F.rpt.doc 47 December 2007 Revised January 2009 Revised August 2009 process is repeated to establish the zone in which the seam should be reconstructed. Acceptable seams must be bounded by two locations from which samples passing laboratory destructive tests have been taken. Repairs will be made in accordance with Section 10.4.5. The CQA Site Manager will document actions taken in conjunction with destructive test failures. 10.4.5 Defects and Repairs This section prescribes CQA activities to document that defects, tears, rips, punctures, damage, or failing seams shall be repaired. 10.4.5.1 Identification Seams and non-seam areas of the geomembrane shall be examined by the CQA Site Manager for identification of defects, holes, blisters, undispersed raw materials and signs of contamination by foreign matter. Because light reflected by the geomembrane helps to detect defects, the surface of the geomembrane shall be clean at the time of examination. 10.4.5.2 Evaluation Potentially flawed locations, both in seam and non-seam areas, shall be non- destructively tested using the methods described in Section 10.4.4.8 as appropriate. Each location that fails the nondestructive testing will be marked by the CQA Site Manager and repaired by the Geosynthetic Installer. Work will not proceed with any materials that will cover locations which have been repaired until laboratory test results with passing values are available. 10.4.5.3 Repair Procedures Portions of the geomembrane exhibiting a flaw, or failing a destructive or nondestructive test, will be repaired. Several procedures exist for the repair of these areas. The final decision as to the appropriate repair procedure will be at the discretion of the CQA Consultant with input from the Construction Manager and Geosynthetic Installer. The procedures available include: SC0349.CQAPlan4B.20090807.F.rpt.doc 48 December 2007 Revised January 2009 Revised August 2009 • patching, used to repair large holes, tears, undispersed raw materials, and contamination by foreign matter; • grinding and re-welding, used to repair small sections of extruded seams; • spot welding or seaming, used to repair small tears, pinholes, or other minor, localized flaws; • capping, used to repair large lengths of failed seams; and • removing a bad seam and replacing with a strip of new material welded into place (used with large lengths of fusion seams). In addition, the following provisions will be satisfied: • surfaces of the geomembrane which are to be repaired will be abraded no more than 20 minutes prior to the repair; • surfaces must be clean and dry at the time of the repair; • all seaming equipment used in repairing procedures must be approved; • the repair procedures, materials, and techniques will be approved in advance by the CQA Consultant with input from the Design Engineer and Geosynthetic Installer; • patches or caps will extend at least 6 inches (150 millimeters (mm)) beyond the edge of the defect, and all corners of patches will be rounded with a radius of at least 3 inches (75 mm); • cuts and holes to be patched shall have rounded corners; and • the geomembrane below large caps should be appropriately cut to avoid water or gas collection between the two sheets. 10.4.5.4 Verification of Repairs The CQA Monitor shall monitor and document repairs. Records of repairs shall be maintained on repair logs. Repair logs shall include, at a minimum: • panel containing repair and approximate location on panel; • approximate dimensions of repair; • repair type, i.e. fusion weld or extrusion weld • date of repair; SC0349.CQAPlan4B.20090807.F.rpt.doc 49 December 2007 Revised January 2009 Revised August 2009 • seamer making the repair; and • results of repair non-destructive testing (pass or fail). Each repair will be non-destructively tested using the methods described herein, as appropriate. Repairs that pass the non-destructive test will be taken as an indication of an adequate repair. Large caps may be of sufficient extent to require destructive test sampling, per the requirements of the Technical Specifications. Failed tests shall be redone and re-tested until passing test results are observed. 10.4.5.5 Large Wrinkles When seaming of the geomembrane is completed (or when seaming of a large area of the geomembrane liner is completed) and prior to placing overlying materials, the CQA Site Manager will observe the geomembrane wrinkles. The CQA Site Manager will indicate to the Geosynthetic Installer which wrinkles should be cut and re-seamed. The seam thus produced will be tested like any other seam. 10.4.6 Lining System Acceptance The Geosynthetic Installer and the Manufacturer(s) will retain all responsibility for the geosynthetic materials in the liner system until acceptance by the Construction Manager. The geosynthetic liner system will be accepted by the Construction Manager when: • the installation is finished; • verification of the adequacy of all seams and repairs, including associated testing, is complete; • all documentation of installation is completed including the CQA Site Manager’s acceptance report and appropriate warranties; and • CQA report, including “as built” drawing(s), sealed by a registered professional engineer has been received by the Construction Manager. The CQA Site Manager will document that installation proceeded in accordance with the Technical Specifications for the project. SC0349.CQAPlan4B.20090807.F.rpt.doc 50 December 2007 Revised January 2009 Revised August 2009 11. GEOTEXTILE 11.1 Introduction This section of the CQA Plan outlines the CQA activities to be performed for the geotextile installation. The CQA Consultant will review the Construction Drawings, and the Technical Specifications, and any approved addenda or changes. 11.2 Manufacturing The Manufacturer will provide the Construction Manager with a list of guaranteed “minimum average roll value” properties (defined as the mean less two standard deviations), for each type of geotextile to be delivered. The Manufacturer will also provide the Construction Manager with a written quality control certification signed by a responsible party employed by the Manufacturer that the materials actually delivered have property “minimum average roll values” which meet or exceed all property values guaranteed for that type of geotextile. The quality control certificates will include: • roll identification numbers; and • results of MQC testing. The Manufacturer will provide, as a minimum, test results for the following: • mass per unit area; • grab strength; • tear strength; • puncture strength; • permittivity; and • apparent opening size. MQC tests shall be performed at the frequency listed in the Technical Specifications. CQA tests on geotextile produced for the project shall be performed according to the test methods specified and frequencies presented in Table 4. SC0349.CQAPlan4B.20090807.F.rpt.doc 51 December 2007 Revised January 2009 Revised August 2009 The CQA Site Manager will examine Manufacturer certifications to evaluate that the property values listed on the certifications meet or exceed those specified for the particular type of geotextile and the measurements of properties by the Manufacturer are properly documented, test methods acceptable and the certificates have been provided at the specified frequency properly identifying the rolls related to testing. Deviations will be reported to the Construction Manager. 11.3 Labeling The Manufacturer will identify all rolls of geotextile with the following: • manufacturer’s name; • product identification; • lot number; • roll number; and • roll dimensions. The CQA Site Manager will examine rolls upon delivery and deviation from the above requirements will be reported to the Construction Manager. 11.4 Shipment and Storage During shipment and storage, the geotextile will be protected from ultraviolet light exposure, precipitation or other inundation, mud, dirt, dust, puncture, cutting, or any other damaging or deleterious conditions. To that effect, geotextile rolls will be shipped and stored in relatively opaque and watertight wrappings. Protective wrappings will be removed less than one hour prior to unrolling the geotextile. After the wrapping has been removed, a geotextile will not be exposed to sunlight for more than 15 days, except for UV protection geotextile, unless otherwise specified and guaranteed by the Manufacturer. The CQA Site Manager will observe rolls upon delivery at the site and deviation from the above requirements will be reported to the Geosynthetic Installer. SC0349.CQAPlan4B.20090807.F.rpt.doc 52 December 2007 Revised January 2009 Revised August 2009 11.5 Conformance Testing 11.5.1 Tests Upon delivery of the rolls of geotextiles, the CQA Site Manager will obtain conformance samples and forward to the Geosynthetics CQA Laboratory for testing to evaluate conformance to Technical Specifications. Required test and testing frequency for the geotextiles are presented in Table 4. These conformance tests will be performed in accordance with the test methods specified in the Technical Specifications and will be documented by the CQA Site Manager. 11.5.2 Sampling Procedures Samples will be taken across the width of the roll and will not include the first 3 feet. Unless otherwise specified, samples will be 3 feet long by the roll width. The CQA Site Manager will mark the machine direction on the samples with an arrow. Unless otherwise specified, samples will be taken at a rate as indicated in Table 4 for geotextiles. 11.5.3 Test Results The CQA Site Manager will examine results from laboratory conformance testing and will report non-conformance with the Technical Specifications and this CQA Plan to the Construction Manager. 11.5.4 Conformance Sample Failure The following procedure will apply whenever a sample fails a conformance test that is conducted by the CQA Laboratory: • The Manufacturer will replace every roll of geotextile that is in nonconformance with the Technical Specifications with a roll(s) that meets Technical Specifications; or • The Geosynthetic Installer will remove conformance samples for testing by the CQA Laboratory from the closest numerical rolls on both sides of the failed roll. These two samples must conform to the Technical Specifications. If either of these samples fail, the numerically closest rolls on the side of the failed sample will be tested by the CQA Laboratory. These samples must conform to the Technical Specifications. If any of these SC0349.CQAPlan4B.20090807.F.rpt.doc 53 December 2007 Revised January 2009 Revised August 2009 samples fail, every roll of geotextile on site from this lot and every subsequently delivered roll that is from the same lot must be tested by the CQA Laboratory for conformance to the Technical Specifications. This additional conformance testing will be at the expense of the Manufacturer. The CQA Site Manager will document actions taken in conjunction with conformance test failures. 11.6 Handling and Placement The Geosynthetic Installer will handle all geotextiles in such a manner as to document they are not damaged in any way, and the following will be complied with: • In the presence of wind, all geotextiles will be weighted with sandbags or the equivalent. Such sandbags will be installed during placement and will remain until replaced with earth cover material. • Geotextiles will be cut using an approved geotextile cutter only. If in place, special care must be taken to protect other materials from damage, which could be caused by the cutting of the geotextiles. • The Geosynthetic Installer will take all necessary precautions to prevent damage to underlying layers during placement of the geotextile. • During placement of geotextiles, care will be taken not to entrap in the geotextile stones, excessive dust, or moisture that could damage the geotextile, generate clogging of drains or filters, or hamper subsequent seaming. • A visual examination of the geotextile will be carried out over the entire surface, after installation, to document that no potentially harmful foreign objects, such as needles, are present. The CQA Site Manager will note non-compliance and report it to the Construction Manager. 11.7 Seams and Overlaps All geotextiles will be continuously sewn in accordance with Technical Specifications. Geotextiles will be overlapped 12 inches prior to seaming. No horizontal seams will be allowed on side slopes (i.e. seams will be along, not across, the slope), except as part of a patch. SC0349.CQAPlan4B.20090807.F.rpt.doc 54 December 2007 Revised January 2009 Revised August 2009 Sewing will be done using polymeric thread with chemical and ultraviolet resistance properties equal to or exceeding those of the geotextile. 11.8 Repair Holes or tears in the geotextile will be repaired as follows: • On slopes: A patch made from the same geotextile will be double seamed into place. Should a tear exceed 10 percent of the width of the roll, that roll will be removed from the slope and replaced. • Non-slopes: A patch made from the same geotextile will be spot-seamed in place with a minimum of 6 inches (0.60 meters) overlap in all directions. Care will be taken to remove any soil or other material that may have penetrated the torn geotextile. The CQA Site Manager will observe any repair, note any non-compliance with the above requirements and report them to the Construction Manager. 11.9 Placement of Soil or Aggregate Materials The Contractor will place all soil or aggregate materials located on top of a geotextile, in such a manner as to document: • no damage of the geotextile; • minimal slippage of the geotextile on underlying layers; and • no excess tensile stresses in the geotextile. Non-compliance will be noted by the CQA Site Manager and reported to the Construction Manager. SC0349.CQAPlan4B.20090807.F.rpt.doc 55 December 2007 Revised January 2009 Revised August 2009 12. GEOSYNTHETIC CLAY LINER (GCL) 12.1 Introduction This section of the CQA Plan outlines the CQA activities to be performed for the geosynthetic clay liner (GCL) installation. The CQA Consultant will review the Construction Drawings, Technical Specifications, and approved addenda or changes. 12.2 Manufacturing The Manufacturer will provide the Construction Manager with a list of guaranteed “minimum average roll value” properties (defined as the mean less two standard deviations), for the GCL to be delivered. The Manufacturer will also provide the Construction Manager with a written quality control certification signed by a responsible party employed by the Manufacturer that the materials actually delivered have property “minimum average roll values” which meet or exceed all property values guaranteed for that GCL. The quality control certificates will include: • roll identification numbers; and • results of quality control testing. The Manufacturer will provide, as a minimum, test results for the following: • mass per unit area (bentonite content); and • index flux. Quality control tests must be performed, in accordance with the test methods specified in Table 5, on GCL produced for the project. The CQA Site Manager will examine Manufacturer certifications to verify that the property values listed on the certifications meet or exceed those specified for the GCL and the measurements of properties by the Manufacturer are properly documented, test methods acceptable and the certificates have been provided at the specified frequency properly identifying the rolls related to testing. Deviations will be reported to the Construction Manager. SC0349.CQAPlan4B.20090807.F.rpt.doc 56 December 2007 Revised January 2009 Revised August 2009 12.3 Labeling The Manufacturer will identify all rolls of GCL with the following: • manufacturer’s name; • product identification; • lot number; • roll number; and • roll dimensions. The CQA Site Manager will examine rolls upon delivery and deviation from the above requirements will be reported to the Construction Manager. 12.4 Shipment and Storage During shipment and storage, the GCL will be protected from ultraviolet light exposure, precipitation or other inundation, mud, dirt, dust, puncture, and cutting or any other damaging or deleterious conditions. To that effect, GCL rolls will be shipped and stored in relatively opaque and watertight wrappings. The CQA Site Manager will observe rolls upon delivery at the site and any deviation from the above requirements will be reported to the Construction Manager. 12.5 Conformance Testing 12.5.1 Tests CQA personnel will sample the GCL either during production at the manufacturing facility or after delivery to the construction site. The samples will be forwarded to the Geosynthetics CQA Laboratory for testing to assess conformance with the Technical Specifications. The test methods and minimum testing frequencies are indicated in Table 5. Samples will be taken across the width of the roll and will not include the first 3 ft if the sample is cut on site. Unless otherwise specified, samples will be 3 ft long by the roll width. The CQA Consultant will mark the machine direction with an arrow and the manufacturer's roll number on each sample. SC0349.CQAPlan4B.20090807.F.rpt.doc 57 December 2007 Revised January 2009 Revised August 2009 During GCL installation, the CQA Engineer will deploy a small container to collect water as it is being applied to the surface of the GCL. The depth of water within the container will be measured and compared to the requirements outlined in the Technical Specifications. In addition, the CQA Engineer will collect 6 inch square samples of the hydrated GCL for testing for moisture content. Samples will be collected once the overlying secondary geomembrane is in place and taken from within a destructive sample location. The test methods and minimum testing frequencies are indicated in Table 5. The CQA Site Manager will examine results from laboratory conformance testing and will report non-conformance to the Construction Manager. 12.5.2 Conformance Sample Failure The following procedure will apply whenever a sample fails a conformance test that is conducted by the CQA Laboratory: • The Manufacturer will replace every roll of GCL that is in nonconformance with the Technical Specifications with a roll(s) that meets Technical Specifications; or • The Geosynthetic Installer will remove conformance samples for testing by the CQA Laboratory from the closest numerical rolls on both sides of the failed roll. These two samples must conform to the Technical Specifications. If either of these samples fail, the numerically closest rolls on the side of the failed sample will be tested by the CQA Laboratory. These samples must conform to the Technical Specifications. If any of these samples fail, every roll of GCL on site from this lot and every subsequently delivered roll that is from the same lot must be tested by the CQA Laboratory for conformance to the Technical Specifications. This additional conformance testing will be at the expense of the Manufacturer. The CQA Site Manager will document actions taken in conjunction with conformance test failures. SC0349.CQAPlan4B.20090807.F.rpt.doc 58 December 2007 Revised January 2009 Revised August 2009 12.6 GCL Delivery and Storage Upon delivery to the site, the CQA Consultant will check the GCL rolls for defects (e.g., tears, holes) and for damage. The CQA Consultant will report to the Construction Manager and the Geosynthetics Installer: • any rolls, or portions thereof, which should be rejected and removed from the site because they have severe flaws; and • any rolls which include minor repairable flaws. The GCL rolls delivered to the site will be checked by the CQA Consultant to document that the roll numbers correspond to those on the approved Manufacturer's quality control certificate of compliance. 12.7 GCL Installation The CQA Consultant will monitor and document that the GCL is installed in accordance with the Drawings and the Technical Specifications. The Geosynthetics Installer shall provide the CQA Consultant a certificate of subgrade acceptance prior to the installation of the GCL as outlined in the Technical Specifications. The GCL installation activities to be monitored and documented by the CQA Consultant include: • monitoring that the GCL rolls are stored and handled in a manner which does not result in any damage to the GCL; • monitoring that the GCL is not exposed to UV radiation for extended periods of time without prior approval; • monitoring that the GCL are seamed in accordance with the Technical Specifications and the Manufacturer's recommendations; • monitoring and documenting that the GCL is installed on an approved subgrade, free of debris, protrusions, or uneven surfaces; • monitoring that the subgrade surface is moist to within a minimum of 1 inch from the subgrade surface; • monitoring that the GCL is hydrated prior to installation of the overlying geomembrane; and • monitoring that any damage to the GCL is repaired as outlined in the Technical Specifications. SC0349.CQAPlan4B.20090807.F.rpt.doc 59 December 2007 Revised January 2009 Revised August 2009 The CQA Site Manager will note non-compliance and report it to the Construction Manager. SC0349.CQAPlan4B.20090807.F.rpt.doc 60 December 2007 Revised January 2009 Revised August 2009 13. GEONET 13.1 Introduction This section of the CQA Plan outlines the CQA activities to be performed for the geonet installation. The CQA Consultant will review the Construction Drawings, Technical Specifications, and any approved addenda or changes. 13.2 Manufacturing The Manufacturer will provide the CQA Consultant with a list of certified “minimum average roll value” properties for the type of geonet to be delivered. The Manufacturer will also provide the CQA Consultant with a written certification signed by a responsible representative of the Manufacturer that the geonet actually delivered have “minimum average roll values” properties which meet or exceed all certified property values for that type of geonet. The CQA Consultant will examine the Manufacturers’ certifications to document that the property values listed on the certifications meet or exceed those specified for the particular type of geonet. Deviations will be reported to the Construction Manager. 13.3 Labeling The Manufacturer will identify all rolls of geonet with the following: • Manufacturer’s name; • product identification; • lot number; • roll number; and • roll dimensions. The CQA Site Manager will examine rolls upon delivery and deviation from the above requirements will be reported to the Construction Manager. 13.4 Shipment and Storage SC0349.CQAPlan4B.20090807.F.rpt.doc 61 December 2007 Revised January 2009 Revised August 2009 During shipment and storage, the geonet will be protected from mud, dirt, dust, puncture, cutting or any other damaging or deleterious conditions. The CQA Site Manager will observe rolls upon delivery to the site and deviation from the above requirements will be reported to the Construction Manager. Damaged rolls will be rejected and replaced. The CQA Site Manager will observe that geonet is free of dirt and dust just before installation. The CQA Site Manager will report the outcome of this observation to the Construction Manager, and if the geonet is judged dirty or dusty, they will be cleaned by the Geosynthetic Installer prior to installation. 13.5 Conformance Testing 13.5.1 Tests The geonet material will be tested for transmissivity (ASTM D 4716) and for thickness (ASTM D 5199) at the frequencies presented in Table 6. 13.5.2 Sampling Procedures Upon delivery of the geonet rolls, the CQA Site Manager will document that samples are obtained from individual rolls at the frequency specified in this CQA Plan. The geonet samples will be forwarded to the CQA Laboratory for testing to evaluate conformance to both the Technical Specifications and the list of physical properties certified by the Manufacturer. Samples will be taken across the width of the roll and will not include the first 3 linear feet. Unless otherwise specified, samples will be 3 feet long by the roll width. The CQA Consultant will mark the machine direction on the samples with an arrow. 13.5.3 Test Results The CQA Site Manager will examine results from laboratory conformance testing and compare results to the Technical Specifications. The criteria used to evaluate acceptability are presented in the Technical Specifications. The CQA Site Manager will report any nonconformance to the Construction Manager. SC0349.CQAPlan4B.20090807.F.rpt.doc 62 December 2007 Revised January 2009 Revised August 2009 13.5.4 Conformance Test Failure The following procedure will apply whenever a sample fails a conformance test that is conducted by the CQA Laboratory: • The Manufacturer will replace every roll of geonet that is in nonconformance with the Technical Specifications with a roll that meets specifications; or • The Geosynthetic Installer will remove conformance samples for testing by the CQA Laboratory from the closest numerical rolls on both sides of the failed roll. These two samples must conform to the Technical Specifications. If either of these samples fail, the numerically closest rolls on the side of the failed sample that is not tested, will be tested by the CQA Laboratory. These samples must conform to the Technical Specifications. If any of these samples fail, every roll of geonet on site from this lot and every subsequently delivered roll that is from the same lot must be tested by the CQA Laboratory for conformance to the Technical Specifications. The CQA Site Manager will document actions taken in conjunction with conformance test failures. 13.6 Handling and Placement The Geosynthetic Installer will handle all geonet in such a manner as to document they are not damaged in any way. The Geosynthetic Installer will comply with the following: • If in place, special care must be taken to protect other materials from damage, which could be caused by the cutting of the geonet. • The Geosynthetic Installer will take any necessary precautions to prevent damage to underlying layers during placement of the geonet. • During placement of geonet, care will be taken to prevent entrapment of dirt or excessive dust that could cause clogging of the drainage system, or stones that could damage the adjacent geomembrane. If dirt or excessive dust is entrapped in the geonet, it should be cleaned prior to placement of the next material on top of it. In this regard, care should be taken with the handling or sandbags, to prevent rupture or damage of the sandbag. SC0349.CQAPlan4B.20090807.F.rpt.doc 63 December 2007 Revised January 2009 Revised August 2009 • A visual examination of the geonet will be carried out over the entire surface, after installation to document that no potentially harmful foreign objects are present. The CQA Site Manager will note noncompliance and report it to the Construction Manager. 13.7 Geonet Seams and Overlaps Adjacent geonet panels will be joined in accordance with Construction Drawings and Technical Specifications. As a minimum, the adjacent rolls will be overlapped by at least 4 inches and secured by tying, in accordance with the Technical Specifications. The CQA Consultant will note any noncompliance and report it to the Construction Manager. 13.8 Repair Holes or tears in the geonet will be repaired by placing a patch extending 2 feet beyond edges of the hole or tear. The patch will be secured by tying with approved tying devices every 6 inches If the hole or tear width across the roll is more than 50 percent of the width of the roll, the damaged area will be cut out and the two portions of the geonet will be joined in accordance with Section 13.7. The CQA Site Manager will observe repairs, note non-compliances with the above requirements and report them to the Construction Manager. SC0349.CQAPlan4B.20090807.F.rpt.doc 64 December 2007 Revised January 2009 Revised August 2009 14. CONCRETE SPILLWAY 14.1 Introduction This section prescribes the CQA activities to be performed to monitor that the concrete spillway is constructed in accordance with Construction Drawings and Technical Specifications. The concrete spillway construction procedures to be monitored by the CQA Consultant, if required, shall include: • subgrade preparation; • liner system and cushion geotextile installation; • welded wire reinforcement installation; and • concrete placement and finishing. 14.2 CQA Monitoring Activities 14.2.1 Subgrade Preparation The CQA Site Manager will monitor and document that the subgrade is prepared in accordance with the Technical Specifications and the Construction Drawings. 14.2.2 Liner System and Cushion Geotextile Installation The CQA Site Manager shall monitor and document that the liner system components, along with the anchor trench and cushion geotextile, are installed in accordance with the requirements of the Technical Specifications and the Construction Drawings. 14.2.3 Welded Wire Reinforcement Installation The CQA Site Manager shall monitor and document that the welded wire fabric reinforcement is installed in accordance with the requirements of the Technical Specifications and the Construction Drawings. 14.2.4 Concrete Installation The CQA Site Manager shall test, monitor, and document that the concrete is installed in accordance with the requirements of the Technical Specifications and the Construction Drawings. At a minimum, the CQA Site Manager shall review the SC0349.CQAPlan4B.20090807.F.rpt.doc 65 December 2007 Revised January 2009 Revised August 2009 concrete tickets prior to installing the concrete to monitor that the concrete meets the requirements outlined in the Technical Specifications. 14.2.5 Conformance Testing The Contractor shall facilitate the CQA Site Manager in the collection of samples required for testing. Compression test specimens shall be prepared by the CQA Site Manager by the following method: • compression test cylinders from fresh concrete in accordance with ASTM C 172 and C 31. Compression testing shall be completed on one cylinder at 7 days, one cylinder at 14 days, and two (2) cylinders at the 28 day strength. The CQA Site Manager will examine results from laboratory conformance testing and will report any non- conformance with the requirements outlined in the Technical Specifications to the Construction Manager. 14.3 Deficiencies If a defect is discovered in the concrete spillway, the CQA Site Manager will immediately determine the extent and nature of the defect. The CQA Site Manager will determine the extent of the defective area by additional observations, a review of records, or other means that the CQA Site Manager deems appropriate. 14.3.1 Notification After evaluating the extent and nature of a defect, the CQA Site Manager will notify the Construction Manager and Contractor and schedule appropriate re-evaluation when the work deficiency is to be corrected. 14.3.2 Repairs The Contractor will correct deficiencies to the satisfaction of the CQA Site Manager. If a project specification criterion cannot be met, or unusual weather conditions hinder work, then the CQA Site Manager will develop and present to the Construction Manager suggested solutions for his approval. SC0349.CQAPlan4B.20090807.F.rpt.doc 66 December 2007 Revised January 2009 Revised August 2009 Re-evaluations by the CQA Site Manager shall continue until the defects have been corrected before any additional work is performed by the Contractor in the area of the deficiency. 15. SURVEYING 15.1 Survey Control Survey control will be performed by the Surveyor as needed. A permanent benchmark will be established for the site(s) in a location convenient for daily tie-in. The vertical and horizontal control for this benchmark will be established within normal land surveying standards. 15.2 Precision and Accuracy A wide variety of survey equipment is available for the surveying requirements for these projects. The survey instruments used for this work should be sufficiently precise and accurate to meet the needs of the projects. 15.3 Lines and Grades The following structures will be surveyed to verify and document the lines and grades achieved during construction of the Project: • geomembrane terminations; and • centerlines of pipes. 15.4 Frequency and Spacing A line of survey points no further than 100 feet apart must be taken at the top of pipes or other appurtenances to the liner. 15.5 Documentation Field survey notes should be retained by the Land Surveyor. The findings from the field surveys should be documented on a set of Survey Record Drawings, which shall be provided to the Construction Manager in AutoCAD 2000 format or other suitable format as directed by the Construction Manager. SC0349.CQAPlan4B.20090807.F.rpt.doc 67 December 2007 Revised January 2009 Revised August 2009 TABLE 1A TEST PROCEDURES FOR THE EVALUATION OF EARTHWORK TEST METHOD DESCRIPTION TEST STANDARD Sieve Analysis Particle Size Distribution ASTM D 422 Modified Proctor Moisture Density Relationship ASTM D 1557 TABLE 1B MINIMUM EARTHWORK TESTING FREQUENCIES TEST TEST METHOD FILL Sieve Analysis ASTM D 422 1 per 20,000 CY or 1 per material type Modified Proctor ASTM D 1557 1 per 20,000 CY or 1 per material type Nuclear Densometer – In- situ Moisture/Density ASTM D 6938 1 per 500 yd3 SC0349.CQAPlan4B.20090807.F.rpt.doc 68 December 2007 Revised January 2009 Revised August 2009 TABLE 2A TEST PROCEDURES FOR THE EVALUATION OF AGGREGATE TEST METHOD DESCRIPTION TEST STANDARD Sieve Analysis Particle Size Distribution of Fine and Coarse Aggregates ASTM C 136 Hydraulic Conductivity (Rigid Wall Permeameter) Permeability of Aggregates ASTM D 2434 TABLE 2B MINIMUM AGGREGATE TESTING FREQUENCIES FOR CONFORMANCE TESTING TEST TEST METHOD DRAINAGE AGGREGATE Sieve Analysis ASTM C 136 1 per project Hydraulic Conductivity ASTM D 2434 1 per project SC0349.CQAPlan4B.20090807.F.rpt.doc 69 December 2007 Revised January 2009 Revised August 2009 TABLE 3 GEOMEMBRANE CONFORMANCE TESTING REQUIREMENTS TEST NAME TEST METHOD FREQUENCY Specific Gravity ASTM D 792 Method A or ASTM D 1505 200,000 ft2 Thickness ASTM D 5199 200,000 ft2 Tensile Strength at Yield ASTM D 638 200,000 ft2 Tensile Strength at Break ASTM D 638 200,000 ft2 Elongation at Yield ASTM D 638 200,000 ft2 Elongation at Break ASTM D 638 200,000 ft2 Carbon Black Content ASTM D 1603 200,000 ft2 Carbon Black Dispersion ASTM D 5596 200,000 ft2 Interface Shear Strength1,2 ASTM D 5321 1 per project Notes: 1. To be performed at normal stresses of 10, 20, and 30 psi between smooth geomembrane and underlying woven side of GCL and overlying geonet. GCL shall be hydrated for 48 hours under a normal stress of 250 psf prior to testing. 2. To be performed at normal stresses of 100, 200, and 300 psf between textured geomembrane and underlying woven side of GCL and overlying cushion geotextile. GCL shall be hydrated for 48 hours prior to testing. TABLE 4 GEOTEXTILE CONFORMANCE TESTING REQUIREMENTS TEST NAME TEST METHOD MINIMUM FREQUENCY Mass per Unit Area ASTM D 5261 1 test per 260,000 ft2 Grab Strength ASTM D 4632 1 test per 260,000 ft2 Puncture Resistance ASTM D 4833 1 test per 260,000 ft2 Permittivity ASTM D 4491 1 test per 260,000 ft2 Apparent Opening Size ASTM D 4751 1 test per 260,000 ft2 SC0349.CQAPlan4B.20090807.F.rpt.doc 70 December 2007 Revised January 2009 Revised August 2009 TABLE 5 GCL CONFORMANCE TESTING REQUIREMENTS TEST NAME TEST METHOD MINIMUM FREQUENCY Mass per Unit Area ASTM D 5993 1 test per 100,000 ft2 Index Flux ASTM D 5887 1 test per 400,000 ft2 Bentonite Moisture Content – Post Field Hydration ASTM D 2216 1 test per 4 secondary geomembrane destructive samples Note: Hydraulic index flux testing shall be performed under an effective confining stress of 5 pounds per square inch. TABLE 6 GEONET CONFORMANCE TESTING REQUIREMENTS TEST NAME TEST METHOD MINIMUM FREQUENCY Thickness ASTM D 5199 1 test per 200,000 ft2 Hydraulic Transmissivity ASTM D 4716 1 test per 400,000 ft2 Note: Transmissivity shall be measured using water at 68°F with a gradient of 0.1 under a confining pressure of 7,000 lb/ft2. The geonet shall be placed in the testing device between 60-mil smooth geomembrane. Measurements are taken one hour after application of confining pressure.