HomeMy WebLinkAbout8907 Project ManualCity of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 GEOTEXTILE FABRICS 31 05 19.13 - 1 07/25 SECTION 31 05 19.13 - GEOTEXTILE FABRICS PART 1 - GENERAL 1.1 SUMMARY A. Section includes geotextile fabric specification and installation. B. Related Requirements: 1. Division 01 Specification Sections apply to Work of this Section. 2. Section 31 05 19.26 "Geocomposite Drainage Layer." 3. Section 31 90 20 "Gravel Drainage Material." 4. Section 31 90 33 "Compacted Clay Liner." 5. Section 31 90 34 "HDPE Geomembrane Liner." 6. Section 31 90 40.10 "Leachate Collection Systems." 1.2 REFERENCES A. ASTM D3776 - Standard Test Method for Mass Per Unit Area (Weight) of Fabric. B. ASTM D3786 - Standard Test Method for Bursting Strength of Textile Fabrics; Diaphragm Bursting Strength Test Method. C. ASTM D4354 - Standard Practice for Sampling of Geosynthetics for Testing. D. ASTM D4355 - Standard Test Method for Deterioration of Geotextiles from Exposure to Light, Moisture, and Heat in a Xenon Arc Type Apparatus. E. ASTM D4491 - Standard Test Methods for Water Permeability of Geotextiles by Permittivity. F. ASTM D4533 - Standard Test Method for Trapezoidal Tearing Strength of Geotextiles. G. ASTM D4632 - Test Method for Grab Breaking Load and Elongation of Geotextiles. H. ASTM D4751 - Standard Test Method for Determining Apparent Opening Size of a Geotextile I. ASTM D4833 - Standard Test Method for Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products J. ASTM D4873 - Standard Guide for Identification, Storage, and Handling of Geosynthetic Rolls and Samples. K. ASTM D4884 - Standard Test Method for Strength of Sewn or Bonded Seams of Geotextiles. L. ASTM D4886 - Standard Test Method for Abrasion Resistance of Geotextiles (Sand Paper/Sliding Block Method). M. ASTM D5261 - Standard Test Method for Measuring Mass per Unit Area of Geotextile. N. ASTM D6241 - Test Method for Static Puncture Strength of Geotextiles and Geotextile Related Product Using a 50-mm Probe.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 GEOTEXTILE FABRICS 31 05 19.13 - 2 07/25 1.3 SUBMITTALS A. Section 01 33 00 "Submittal Procedures": Requirements for submittals. B. Product Data: Submit manufacturer information including: 1. Tensile strength. 2. Elongation. 3. Thickness. 4. UV resistance. C. Samples: 1. Submit 2 samples for each type and weight of geotextile used on Project, illustrating thickness, and seaming method. D. Manufacturer's Certificate: Certify that products meet or exceed specified requirements and requirements in the facility’s MSW permit. E. Source Quality-Control Submittal: Indicate results of manufacturer tests and inspections. 1.4 QUALITY ASSURANCE A. Manufacturer: 1. Certify company has at least 5 years’ experience. 2. Certify upon job completion, fabric was installed per manufacturer recommendations and Contract Specifications. B. Contractor/Installer: 1. Submit qualifications that Contractor has installed at least 50,000 square feet of geotextile, as part of a solid waste liner system, in past 5 years. 2. Submit manufacturer's approval of installer. 1.5 CLOSEOUT SUBMITTALS A. Section 01 70 00 "Execution and Closeout Requirements": Requirements for submittals. B. Project Record Documents: Record actual locations of geotextile material, including placement depth. 1.6 DELIVERY, STORAGE, AND HANDLING A. Section 01 60 00 "Product Requirements": Requirements for transporting, handling, storing, and protecting products. B. Inspection: Accept materials on-site in manufacturer's original packaging and inspect for damage. C. Comply with ASTM D4873. D. Store materials according to manufacturer instructions. E. Protection: 1. Protect materials from moisture and dust by storing in clean, dry location remote from construction operations areas. 2. Provide additional protection according to manufacturer instructions.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 GEOTEXTILE FABRICS 31 05 19.13 - 3 07/25 PART 2 - PRODUCTS 2.1 GEOTEXTILE FABRIC A. Nonwoven fabric. B. Acceptable Material: Polypropylene. 2.2 GEOTEXTILE COMPONENTS A. Geotextile Filter. Encompass gravel drainage material for leachate collection system. 2.3 GEOTEXTILE FILTER SPECIFICATIONS Property Unit Test Method Frequency Minimum Average Roll Value Fabric Weight oz/yd2 ASTM D5261 1 per 100,000 ft2 8.0 oz Thickness mils ASTM D5199 1 per 100,000 ft2 75 Grab Tensile Strength lbs ASTM D5035 1 per 100,000 ft2 180 Grab Elongation % ASTM D5035 1 per 100,000 ft2 50 Puncture Strength lbs ASTM D4833 1 per 100,000 ft2 80 CBR Puncture Strength lbs ASTM D6241 1 per 100,000 ft2 535 Permittivity sec-1 ASTM D4491 1 per 100,000 ft2 1.30 PART 3 - EXECUTION 3.1 EQUIPMENT A. All equipment, tools, and machines used in work performance is subject to approval before commencement of Work. Maintain equipment in satisfactory working condition at all times. 3.2 CONSTRUCTION INSPECTION A. Contractor shall conduct a visual inspection of each panel or sheet as unrolled. Notify Engineer of any damage. 3.3 GEOTEXTILE PLACEMENT A. Place material in locations shown on Plans. Conduct placement by experienced and trained personnel, including supervisors, foreman, and skilled laborers qualified to complete Work. All placement shall be per geotextile manufacturer recommendations. Perform placement to provide a complete sheet without holes, tears, excessive wrinkles, creases, or other imperfections. 3.4 FIELD SEAMS A. Place geotextile fabric by overlapping edges minimum 18 inches or sewing a 2- to 4-inch overlapped seam. Contractor shall replace any geomembrane liner damaged as a result of sewing process.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 GEOTEXTILE FABRICS 31 05 19.13 - 4 07/25 3.5 BALLAST A. To protect installation from excessive wind, protect all geotextile fabric in place by ballasting fabric with weighted sandbags. Place sandbags as fabric installed and do not remove until gravel drainage material is ready to place. 3.6 REPAIRS A. Repair damaged geotextile fabric per geotextile manufacturer's recommendations. END OF SECTION
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 GEOCOMPOSITE DRAINAGE LAYER 31 05 19.26 - 1 07/25 SECTION 31 05 19.26 – GEOCOMPOSITE DRAINAGE LAYER PART 1 - GENERAL 1.1 SUMMARY A. Section includes dual geotextile HDPE drainage geonet geocomposite specification and installation. B. Related Requirements: 1. Division 01 Specification Sections apply to Work of this Section. 2. Section 31 90 33 "Compacted Clay Liner." 3. Section 31 90 34 "HDPE Geomembrane Liner." 4. Section 31 90 40.10 "Leachate Collection Systems." 1.2 REFERENCES A. ASTM D413 - Standard Test Methods for Rubber Property-Adhesion to Flexible Substrate. B. ASTM D1238 - Standard Test Methods for Melt Flow Rates of Thermoplastic by Extrusion Plastometer. C. ASTM D1505 - Standard Test Method for Density of Plastics by the Density-Gradient Technique. D. ASTM D1603 - Standard Test Methods for Carbon Black in Olefin Plastics. E. ASTM D3776 - Standard Test Methods for Mass per Unit Area (Weight) of Fabric. F. ASTM D3786 - Standard Test Methods for Bursting Strength of Textile Fabrics – Diaphragm Bursting Strength Testing Method. G. ASTM D4218 - Standard Test Method for Determination of Carbon Black Content in Polyethylene Compounds by the Muffle Furnace Technique. H. ASTM D4355 - Standard Test Method for Deterioration of Geotextiles by Exposure to Light, Moisture and Heat in a Xenon Arc Type Apparatus. I. ASTM D4491 - Standard Test Methods for Water Permeability of Geotextiles by permittivity. J. ASTM D4533 - Standard Test Methods for Trapezoidal Tearing Strength of Geotextiles. K. ASTM D4632 - Standard Test Method for Grab Breaking Load and Elongation of Geotextiles. L. ASTM D4716 - Standard Test Method for Determining the (In-Place) Flow Rate per Unit Width and Hydraulic Transmissivity of a Geosynthetic Using a Constant Head. M. ASTM D4751 - Standard Test Method for Determining Apparent Opening Size of a Geotextile. N. ASTM D4833 - Standard Test Method for Index Puncture Resistance of Geomembranes and Related Products. O. ASTM D5034 - Standard Test Method for Breaking Strength and Elongation of Textile Fabrics (Grab Test). P. ASTM D5035 - Standard Test Method for Breaking Force and Elongation of Textile Fabrics (Strip Method). Q. ASTM D5199 - Standard Test Method for Measuring the Nominal Thickness of Geosynthetics. R. ASTM D5261 - Standard Test Method for Measuring the Mass Per Unit Area of Geotextiles.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 GEOCOMPOSITE DRAINAGE LAYER 31 05 19.26 - 2 07/25 S. ASTM D6241 - Standard Test Method for the Static Puncture Strength of Geotextiles and Geotextile-Related Products Using a 50-mm Probe. T. ASTM D7005-03 - Standard Method for Determining the Bond Strength (Ply-Adhesion) of Geocomposites. U. ASTM D7179 - Standard Test Method for Determining Geonet Breaking Force. 1.3 SUBMITTALS A. Manufacturer: 1. Manufacturer shop drawings.. 2. Manufacturer product data including: a. Geonet material data including: 1) Polymer density (-UV stabilizer). 2) Carbon black content. 3) Melt index. 4) Thickness. 5) Unit weight. 6) Tensile strength MD. 7) Transmissivity at 10,000 psf (min). 8) Ply adhesion. b. Geotextile material data including: 1) Unit weight. 2) Thickness. 3) Grab tensile. 4) Grab elongation. 5) Puncture resistance. 6) Permeability. 3. Manufacturer certification that: a. Company has at least 5 years’ experience. b. All geotextile component was inspected and there are no broken needles present in each roll of material. c. Product meets job specifications. d. Heat-bonded HDPE drainage geonet/dual geotextile geocomposite supplied in rolls tagged as: 1) Manufacturer name. 2) Product identification. 3) Lot number. 4) Roll number. 5) Dimensions of roll. B. Installation Contractor: 1. Contractor's Experience Record: a. Indicate experience of installing manufacturer product. b. A list of at least 5 completed facilities, totaling minimum 1,000,000 square feet, where Contractor installed a geocomposite as part of a landfill liner system.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 GEOCOMPOSITE DRAINAGE LAYER 31 05 19.26 - 3 07/25 1.4 DELIVERY, STORAGE, AND HANDLING A. Transportation: Package geocomposite rolls or panels individually, in relatively impermeable and opaque protective covers, and ship by appropriate means so no damage is caused. Repair tears in protective covers immediately. Transportation is responsibility of installer. B. Delivery: Offloading and storage of geocomposite rolls is responsibility of installer. Installer responsible for replacing any damaged or unacceptable material at no cost to Owner. No offloading done unless Engineer is present. Damage during offloading documented by Engineer and installer. Separate all damaged rolls from undamaged rolls until proper disposition of that material is determined by Owner representative. Owner representative is final authority on determination of damage. C. On-Site Storage: 1. Wrap materials in plastic and store avoiding contact with soil. Store geocomposite material in accordance with Manufacturer's recommendation, to be protected from puncture, dirt, grease, water, moisture, mud, mechanical abrasions, excessive heat, or other damage. Cover material to block sunlight. PART 2 - PRODUCTS 2.1 TYPE A. Dual geotextile/geonet geocomposite comparable to Solmax Fabrinet (200mil. 8oz/sy) or approved equal. 2.2 GENERAL A. Manufacturing Procedure: 1. Supplied geonet/geotextile geocomposite manufactured by heat bonding geotextile to both sides of geonet. 2. No glue, adhesive, or other foreign substance permitted. 3. No product exhibiting burned through geotextiles permitted. Manufacturing Requirements: Supplied geonet/geotextile geocomposite manufactured to exhibit a bond between HDPE drainage net and geotextile, or geotextiles, greater than that between soil and geotextile (average peel strength shall be 1 pound per inch per ASTM D413). Test peel strength minimum once every 50,000 square feet of material manufactured. 2.3 HDPE DRAINAGE GEONET CORE A. Manufacture Information: Make HDPE drainage geonet core by continuous extrusion of web, forming geometry required to provide specified transmissivity as homogeneous 3D structure. Resin selected to provide optimum combination of strength, environmental resistance, and resistance to high-compressive loads that reduce transmissivity. Geonet shall contain stabilizers to prevent ultraviolet light degradation.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 GEOCOMPOSITE DRAINAGE LAYER 31 05 19.26 - 4 07/25 B. HDPE Drainage Geonet Core Properties: Core shall be no less than 7.5 linear feet wide. Other than listed material properties, core material shall meet or exceed these properties: Property Test Method Frequency Minimum Value Units Thickness ASTM D5199 1 per 100,000 ft2 275-300 Mils Carbon Black Content (Range) ASTM D1603/4218 1 per 100,000 ft2 2-3 % Unit Weight (Nominal) ASTM D1505 1 per 100,000 ft2 0.94 g/cm3 Tensile Strength MD (Range) ASTM D7179 1 per 100,000 ft2 55 ppi Transmissivity @10,000 psf (Min) ASTM D4716 1 per 100,000 ft2 2 x 10-3 m2/sec C. Geotextile Fabric Properties: Geotextile fabric bonded to drainage geonet shall be a nonwoven, needle punched polyester or polypropylene fabric. All geotextile shall conform to: Property Test Method Frequency Minimum Value Units Unit Weight (MARV) ASTM D5261 1 per 100,000 ft2 8.0 oz/yd2 Grab Tensile (MARV) ASTM D4632 1 per 100,000 ft2 220 lbs Puncture Resistance ASTM D4833 1 per 100,000 ft2 80 lbs Permeability ASTM D4491 1 per 100,000 ft2 0.3 cm/sec Thickness ASTM D5199 1 per 100,000 ft2 80 mils Apparent Opening Size (AOS) ASTM D4751 1 per 100,000 ft2 0.15 mm CBR Puncture Strength ASTM D6241 1 per 100,000 ft2 575 lbs Trapezoidal Tear Strength ASTM D4533 1 per 100,000 ft2 80 lbs Grab Elongation (MD) ASTM D4632 1 per 100,000 ft2 50 % Transmissivity ASTM D4716 1 per 100,000 ft2 5x10-4 m2/sec Ply Adhesion ASTM D7005 1 per 100,000 ft2 1.0 lbs/in MARV = Minimum Average Roll Value
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 GEOCOMPOSITE DRAINAGE LAYER 31 05 19.26 - 5 07/25 D. Double-sided geocomposite for use in LCS shall have a minimum Transmissivity (m2/sec) conforming to these values (ASTM D4716): Confining Pressure (m2/sec) 2,140 8.10E-04 9,250 5.42E-04 12,175 4.04E-04 E. Double-sided geocomposite for use in groundwater underdrain applications shall have a minimum thickness of 175 mil, 6 oz geotextile, and transmissivity of 9E-05 m2/sec. F. Submit manufacturer quality control certificate of materials and performance characteristics for every 50,000 square feet of material delivered to the site and for each lot. PART 3 - EXECUTION 3.1 GENERAL A. Exhibit care in keeping geocomposite free of debris and clean before installation. If not free from soil and debris, clean just before installation. Place dual geotextile geocomposite over entire lined area. 3.2 FIELD SEAMS A. Field seams shall be parallel to maximum slope direction. B. When deploying, butt adjacent rolls net-to-net or overlap and upper layer of geotextile heat tacked every 4-5 linear feet or sewn. If butted, secure net with plastic ties provided by manufacturer approximately every 4-5 linear feet along roll length. If overlapped, one tie every 5 linear feet is sufficient. Do not use metallic ties. Tie horizontal seams at 1 linear foot intervals. C. After securing net, geotextile can be overlapped and heat tacked every 4-5 linear feet or sewn. Where sewn, geotextile overlap, beyond edge of HDPE geonet, before sewing, shall exhibit a minimum average roll value of 6 inches. Do not weld geocomposite to geomembrane. 3.3 PLACING A. Contractor shall handle geocomposite to ensure against damage in any form. Install over geomembrane liner keeping tension on geocomposite. Position by hand, if necessary, to minimize wrinkles. B. Do not place geocomposite across slope (in horizontal direction).
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 GEOCOMPOSITE DRAINAGE LAYER 31 05 19.26 - 6 07/25 3.4 BALLAST A. Take care to avoid wind problems. Weight with sandbags, or equivalent, during installation and do not remove weight materials until cover material is in place. 3.5 DAMAGE TO GEOMEMBRANE LINER A. Contractor shall repair any damage to GML at Contractor expense per Section 31 90 34 "HDPE Geomembrane Liner." 3.6 GEOCOMPOSITE MATERIAL PROTECTION A. Contractor will protect completed geocomposite and liner system after installation is complete. Protective soil cover must be placed within 14 calendar days of geocomposite installation. END OF SECTION
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 SITE CLEARING 31 10 00 - 1 07/25 SECTION 31 10 00 - SITE CLEARING PART 1 - GENERAL 1.1 SUMMARY A. Section Includes: 1. Removing surface debris. 2. Removing above- and below-grade site improvements. 3. Removing designated trees, shrubs, and other plant life. 4. Temporary erosion and sedimentation control. 5. Stripping and stockpiling topsoil B. Related Requirements: 1. Division 01 Specification Sections apply to Work of this Section. 2. Section 01 50 00 "Temporary Facilities and Controls" for temporary erosion- and sedimentation-control measures. 3. Section 31 23 00 "Excavation and Fill." 1.2 DEFINITIONS A. Subsoil beneath the level of subgrade; soil beneath topsoil layers of a natural-occurring soil profile, typified by less than 1 percent organic matter and few soil organisms. B. Surface Soil: Soil present at the top layer of existing soil profile. In undisturbed areas, surface soil is typically called "topsoil," but in disturbed areas such as urban environments, surface soil can be subsoil. C. Topsoil: Top layer of soil profile consisting of existing native surface topsoil or existing in-place surface soil; zone where plant roots grow. Appearance is generally friable, pervious, and black or darker shade of brown, gray, or red than underlying subsoil; reasonably free of subsoil, clay lumps, gravel, and other objects larger than 2 inches in diameter; free of weeks, roots, toxic materials, or other non-soil materials. 1.3 MATERIALS OWNERSHIP A. Except for materials indicated to stockpile or remain Owner property, cleared materials shall become Contractor property and removed from site. 1.4 SUBMITTALS A. Section 01 33 00 "Submittal Procedures" for requirements for submittals. 1.5 PROJECT CONDITIONS A. Traffic: Minimize interference with adjoining roads, streets, walks, and other adjacent occupied or used facilities during site-clearing operations. 1. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without permission from Owner and authorities having jurisdiction. 2. Provide alternate routes around closed or obstructed traffic ways if required by authorities having jurisdiction.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 SITE CLEARING 31 10 00 - 2 07/25 B. Utility Locator Service: Contractor shall notify utility locator service for area where Project is located before site clearing. C. Do not commence site-clearing operations until temporary erosion- and sedimentation-control measures are in place. PART 2 - PRODUCTS 2.1 GENERAL A. Furnish all materials, equipment, tools, labor, superintendence, and incidentals required to perform Work as indicated on Drawings, directed by Engineer, and specified herein. PART 3 - EXECUTION 3.1 PROTECTION A. Protect and maintain benchmarks and survey control points from disturbance during construction B. Protect existing Site improvements, including but not limited to, groundwater monitoring probe(s), landfill gas monitoring probe(s), landfill gas extraction equipment, site access roads, and stormwater control infrastructure to remain from damage during construction. 1. Restore damaged improvements to original condition, as acceptable to Owner. 3.2 TEMPORARY EROSION AND SEDIMENTATION CONTROL A. Provide temporary erosion- and sedimentation-control measures to prevent soil erosion and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways, according to erosion-and sedimentation-control Drawings and requirements of authorities having jurisdiction. B. Inspect, maintain, and repair erosion- and sedimentation-control measures during construction. Remove erosion and sedimentation controls upon completion of construction. C. Restore and stabilize areas disturbed during removal. 3.3 UTILITIES A. Interrupting Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others, unless permitted under the following conditions, then only after arranging to provide temporary utility services according to requirements indicated: 1. Notify Owner not less than 2 days in advance of proposed utility interruptions. 2. Do not proceed with utility interruptions without Owner's written permission.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 SITE CLEARING 31 10 00 - 3 07/25 3.4 CLEARING AND GRUBBING A. Remove obstructions, shrubs, grass, and other vegetation to permit installation of new construction. 1. Do not remove trees, shrubs, and other vegetation indicated to remain or be relocated. B. Fill depressions caused by clearing and grubbing operations with satisfactory soil material, unless further excavation or earthwork is indicated. Place fill material in horizontal layers not exceeding 8-inch loose depth and compact each layer to density equal to adjacent original ground. 3.5 TOPSOIL STRIPPING A. Strip topsoil to depth encountered to prevent intermingling with underlying subsoil or other waste materials. Strip surface soil of unsuitable topsoil, including trash, debris, weeds, roots, and other waste materials. B. Harvest and stockpile all existing topsoil onsite affected by grade changes/construction to provide minimum 6-inch topsoil depth after compaction in all areas to receive lawns and grasses or exterior plants. Harvest topsoil during site clearing before cut/fill operations if topsoil quantities insufficient to provide 6-inch depth. Supplement with imported topsoil approved by Engineer. C. Stockpile topsoil materials away from edge of excavations without intermixing with subsoil. Grade and shape stockpiles to drain surface water. 3.6 SITE IMPROVEMENTS A. Remove existing above- and below-grade improvements as indicated and necessary to facilitate new construction. 3.7 DISPOSE SURPLUS AND WASTE MATERIALS A. Remove surplus soil material, unsuitable topsoil, obstructions, demolished materials, and waste materials, including trash and debris, and legally dispose off Owner's property or at landfill working face as directed by Owner. END OF SECTION
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 EXCAVATION AND FILL 31 23 00 - 1 07/25 SECTION 31 23 00 - EXCAVATION AND FILL PART 1 - GENERAL 1.1 SUMMARY A. Section includes earthwork: 1. Miscellaneous grading to repair erosion and proof rolling subgrades. 2. General excavation and filling all areas to new contours. 3. Excavating and backfilling anchor trenches. B. Related Requirements: 1. Division 01 Specification Sections apply to Work of this Section. 2. Section 31 05 13 "Soils for Earthwork." 3. Section 31 90 33 "Compacted Clay Liners." 4. Section 31 90 34 "High-Density Polyethylene (HDPE) Geomembrane Liner." 1.2 REFERENCES A. These publications form part of this Specification to extent referenced and are referred to in text by basic designation, title, or used to establish criteria. Latest publication in use at time of executed contract will be used on this Project. 1. ASTM D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lb/ft). 2. ASTM D4318 - Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. 3. ASTM D6938 - Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth). 4. TCEQ, 30 TAC Chapter 330 - Texas Commission on Environmental Quality, Municipal Solid Waste Regulation. 1.3 DEFINITIONS A. Backfill: Specified material used in refilling cut, trench, over excavation, or other excavation, placed at a specified degree of compaction. B. Compaction: Process of mechanically stabilizing material by increasing density at controlled-moisture condition. 1. Degree of Compaction: Percentage of maximum [dry] density obtained by test procedure described in ASTM D698 for general soil types abbreviated herein as "95-percent ASTM D698 maximum [dry] density." C. Embankment: A fill having a top is higher than adjoining ground. D. Excavation: Removal of material encountered to subgrade elevations and reuse or disposal of materials removed. E. Fill: Specified material placed at specified degree of compaction to obtain indicated grade or elevation. F. Hard Material: Weathered rock, dense consolidated deposits, or conglomerate materials, (excluding manmade materials like concrete), not included in definition of "rock" but usually requires use of heavy excavation equipment with ripper teeth or jack hammers for removal. G. In Situ Soil: Existing in-place soil.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 EXCAVATION AND FILL 31 23 00 - 2 07/25 H. Lift: Layer of soil placed on top of previously prepared or -placed soil. I. Rock: Solid, homogeneous, interlocking crystalline material with firmly cemented, laminated, or foliated masses or conglomerate deposits, not removed without systematic drilling and blasting, drilling, expansion jacks or feather wedges, or backhoe-mounted pneumatic hole punchers or rock breakers; also, large boulders, buried masonry, or concrete other than pavement, exceeding 1 cubic yard in volume. Removal of "hard material" not considered rock excavation because of intermittent drilling and blasting performed merely to increase production. J. Soil: Surface material of earth's crust resulting from chemical and mechanical weathering of rock and organic material. K. Subgrade: Uppermost surface of excavation or top surface of fill or backfill immediately below any subbase, base, liner, or other improvement. L. Topsoil: In natural or undisturbed soil formations, fine-grained, weathered material on surface or directly below any loose or partially decomposed organic matter. Topsoil may be a dark-colored, fine, silty, or sandy material with high content of well-decomposed organic matter, often containing traces of parent rock material. Gradation and material requirements specified herein apply to all topsoil references in Contract. Material shall be representative of productive soils in vicinity. M. Unauthorized Excavation: Removing materials beyond indicated subgrade elevations or dimensions without Engineer direction. Unauthorized excavation, as well as remedial work directed by Engineer, shall be at Contractor expense. N. Unsatisfactory Material: 1. Existing, in situ soil or other material identified with insufficient strength characteristics or stability to carry intended loads in fill or embankment without excessive consolidation or loss of stability. 2. Also includes manmade fills, refuse, frozen material, uncompacted backfills from previous construction, unsound rock or soil lenses, or other deleterious or objectionable material. O. Working Platform: Layer of compacted crushed rock or natural stone that replaces in situ soil to provide a stable, uniform bearing foundation for construction equipment to facilitate further site construction. P. Soil Stockpile: The stockpile area limits shown on the Plans are approximate; the actual footprint may vary based on Site conditions and Project needs. Contractor shall coordinate with Engineer/Owner to determine the final stockpile footprint as needed. 1.4 DELIVERY AND STORAGE A. Deliver and store materials as needed to prevent contamination or segregation. 1.5 QUALITY ASSURANCE A. Codes and Standards: Perform earthwork per requirements of authorities having jurisdiction.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 EXCAVATION AND FILL 31 23 00 - 3 07/25 1.6 CRITERIA FOR BIDDING A. Excavate Cell 4 on the following criteria: 1. Surface elevations as indicated. 2. Character of material excavated or used for subgrade is as indicated. Hard material not considered as rock and removal of such material do not give cause for claim for additional compensation regardless of hardness or difficulty in removing. Rock (defined in Article 1.3.I) will not be encountered. 3. Suitable backfill and fill material in quantities required is available at Project Site. 4. Blasting not permitted. Remove material by drilling, expansion jacks, feather wedges, backhoe-mounted pneumatic hole punchers, rock breakers, or as Engineer approves. PART 2 - PRODUCTS 2.1 REQUIRED EQUIPMENT A. No equipment allowed within limits of lining system without prior approval from Engineer. Submit all equipment used within limits of liner per Section 01 33 00 "Submittal Procedures," including equipment weights, ground pressures, required lift thickness, etc. PART 3 - EXECUTION 3.1 PREPARATION A. Protection and Restoration of Surfaces: Protect newly graded areas from traffic, erosion, and settlements. Repair and reestablish damaged or eroded slopes, elevations, or grades and restore surface construction before acceptance. Protect existing streams, ditches, and storm drain inlets from waterborne soil by straw bale dikes or filter fabric dams, as needed. Conduct Work per requirements specified in Section 01 50 00 "Temporary Facilities and Controls." B. Stockpile Excavated Material: Where shown on Plans so it will not obstruct flow of runoff, streams, endanger a partly finished structure, impair efficiency or appearance of facilities, or detrimental to completed Work. Stockpile according to the requirements in Section 31 05 13 "Soils for Earthwork." 3.2 SURFACE PREPARATION A. Clearing: Brush, refuse, stumps, roots, and unmerchantable timber shall become Contractor property and removed as directed by Engineer. Conduct work per requirements in Section 01 50 00 "Temporary Facilities and Controls." B. Stockpiling Topsoil: Strip topsoil from site where excavation or grading indicated and stockpile separately from other excavated material. Locate topsoil as shown on Plans. Protect and store in segregated pile(s). C. Unsatisfactory Material: Remove organic matter, sod, muck, rubbish, and unsuitable soils under limits of construction. Typical depth of removal of such unsuitable material will not be less than 12 inches. D. Protect structures, utilities, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earthwork operations. E. Provide erosion control measures to prevent erosion or displacement of soils.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 EXCAVATION AND FILL 31 23 00 - 4 07/25 3.3 DEWATERING A. Prevent surface water from entering excavations, ponding on prepared subgrades, and flooding Project Site and surrounding area. B. Protect subgrades from softening and damage by rain or water accumulation. 3.4 GENERAL EXCAVATION A. Excavate to indicated slopes, lines, depths, and elevations. Engineer will verify excavation was performed per Project Drawings. Stockpile excavated material in area indicated on Project Drawings. Prepare subgrade per Article 3.6 - Preparation of Subgrade and Compacted Berms. B. In excavating process over existing lining system, waste will not likely be encountered. If waste is encountered, Contractor shall dispose of waste on active working face, as directed by Owner, and cover any remaining exposed waste with minimum 6 inches of clean soil of same type used for protective cover. C. Unclassified Excavation: Excavation is unclassified and includes excavation to required subgrade elevations regardless of character of materials and obstructions encountered. D. Keep excavations free from water while construction in progress. Notify Engineer immediately in writing if necessary to remove rock, hard material, or other material defined as unsatisfactory to depth greater than indicated. Refill excavations cut below required subgrade elevations. 3.5 EXCAVATION FOR ANCHOR TRENCHES A. Excavate trenches to indicated slopes, lines, depths, and elevations. Engineer shall verify trench was constructed according to Project Drawings. B. Excavate anchor trenches to uniform widths shown on Project Drawings. Excavate trench walls vertically from trench bottom to top, except rounded edges provided where liner materials enter anchor trenches to avoid sharp bends in geosynthetic materials. C. If trench is located in clay susceptible to desiccation, only excavate amount of trench required for one day of installation to minimize desiccation of trench soils. 3.6 PREPARATION OF SUBGRADE AND COMPACTED BERMS A. Fine-grade subgrade to smooth, uniform, and compacted conditions, to elevations shown on Project Drawings. Remove all stones larger than 3/4-inch in diameter and other objects which could damage overlying geosynthetic materials. B. Reconstruct subgrades damaged by freezing temperatures, frost, rain, accumulated water, or construction activities, as directed by Engineer. C. Proof roll subgrade with self-propelled smooth drum roller or methods acceptable to Engineer to remove clods and non-uniform subgrade. D. Construct berms to grades shown. Use suitable fill materials from onsite as Owner directs and compact in loose lifts not to exceed 8 inches to 95-percent standard proctor density (ASTM D698). Control development of rills, repairing any that occur, and maintain side slopes for Project duration. 3.7 UNAUTHORIZED EXCAVATION A. Fill unauthorized excavations as directed by Engineer.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 EXCAVATION AND FILL 31 23 00 - 5 07/25 3.8 ANCHOR TRENCH BACKFILL A. Backfill anchor trench and compact in loose lifts not to exceed 8 inches. Compact using light, rubber-tired equipment or other light-compaction equipment. Prevent damage to geosynthetic materials. At no time shall construction equipment come into direct contact with geosynthetic clay liner, geomembrane, or geonet. If damage occurs, Contractor shall repair per Specifications before completion of backfilling. B. Compact anchor trench to 95-percent maximum density per ASTM D698. 3.9 MOISTURE CONTROL A. Uniformly moisten or aerate subgrade or backfill layer before compaction to within ±2 percent of optimum moisture content or higher. 1. Do not place backfill or fill material on muddy, frozen, frosty, or icy surfaces. 2. Remove and replace, or scarify and air-dry, satisfactory soil material too wet to compact to specified density. Stockpile or spread and dry removed wet satisfactory soil material. 3.10 GRADING A. Uniformly grade areas to a smooth surface, free from irregular surface changes. Comply with compaction requirements and grade to cross sections, lines, and elevations indicated. Provide a smooth transition between existing adjacent grades and new grades. Correct and control wind and water erosion. B. Site Grading: Grade to finished grades indicated within 0.20 foot. No rock will protrude above finished grade elevation. Remove rock that protrudes below grade then backfill and compact void to ASTM D698 (95 percent). Grade areas to drain where possible. Restore existing grades to remain but disturbed by Contractor operations to preconstruction condition. C. Protect Surfaces: Protect newly-graded areas from traffic, erosion, and settlements that may occur and as required in Section 01 50 00 "Temporary Facilities and Controls." and specified in Article 3.1.A - Protection and Restoration of Surfaces. Repair or reestablish damaged grades, elevations, or slopes before work will be accepted. 3.11 FIELD QUALITY CONTROL A. Contractor will allow Engineer to inspect and test each subgrade and each fill or backfill layer. Do not proceed until test results for previously completed work verify compliance with requirements. 1. Subgrade: Proof roll to smooth surface so no ruts or other surface indentions exceed 1 inch in depth 2. Trench Backfill: In each compacted initial and final backfill layer, perform at least 1 field in-place density test for each 150 feet or less of trench, but no fewer than 2 tests. B. When test results report subgrades, fills, or backfills are below specified density, scarify and moisten or aerate, or remove and replace soil to depth required, recompact and retest until required density obtained. dry
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 EXCAVATION AND FILL 31 23 00 - 6 07/25 3.12 PROTECTION A. Protect newly graded areas from traffic, freezing, and erosion. Keep free of trash and debris. B. Repair and re-establish grades to specified tolerances where completed or partially completed surfaces become eroded, rutted, settled, or lose compaction due to subsequent construction operations or weather conditions. Scarify or remove and replace material to depth directed by Engineer; reshape and recompact at optimum moisture content to required density. C. Settling: Where settling occurs during Project correction period, remove finished surfacing, backfill with additional approved material, compact, and reconstruct surfacing. Restore appearance, quality, and condition of finished surfacing to match adjacent work, and eliminate evidence of restoration to greatest extent possible. 3.13 DISPOSE SURPLUS AND WASTE MATERIALS A. Disposal: Transport surplus satisfactory soil to designated storage areas on Owner property. Stockpile or spread soil as directed by Engineer. Remove waste material, including unsatisfactory soil, trash, and debris, and dispose on active face as directed by Engineer. END OF SECTION
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 TRENCHING 31 23 16.13 - 1 07/25 SECTION 31 23 16.13 - TRENCHING PART 1 - GENERAL 1.1 SUMMARY A. Section Includes: 1. Excavating trenches for utilities from 5 feet outside building to municipal utilities. 2. Compacted fill from top of utility bedding to subgrade elevations. 3. Backfilling and compaction. B. Related Requirements: 1. Division 01 Specification Sections apply to Work of this Section. 1.2 REFERENCES A. ASTM C136 - Method for Sieve Analysis of Fine and Coarse Aggregates. B. ASTM D298 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 fl-lb/ft3). C. ASTM D1556 - Test Method for Density of Soil in Place by the Sand-Cone Method. D. ASTM D2167 - Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method. E. ASTM D2922 - Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth). F. ASTM D3017 - Test Methods for Moisture Content of Soil and Soil-Aggregate Mixtures. 1.3 FIELD MEASUREMENTS A. Verify survey benchmark, control point, and intended elevations for Work are as shown on Drawings. PART 2 - PRODUCTS 2.1 FILL MATERIALS A. For trench backfill, use material passing through 2-inch screen size and free of organic material. PART 3 - EXECUTION 3.1 PREPARATION A. Identify required lines, levels, contours, and datum locations. B. Protect landfill gas collection features. C. Protect benchmarks, fences, paving, and curbs from excavating equipment and vehicular traffic. D. Maintain and protect above and below grade landfill gas collection features to remain.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 TRENCHING 31 23 16.13 - 2 07/25 3.2 EXCAVATING A. For trench excavations within waste limits, Contractor shall, to the extent practicable, excavate cover soils in such a manner as prevent mixing with underlying waste. B. Separate clean cover soils from excavated refuse (when refuse is encountered). Reuse clean cover soils as trench backfill. C. If waste materials are encountered, dispose of excavated refuse and any mixed soil materials at working face as directed by Owner. Contractor will not be charged tipping fee for this disposal but will be responsible for any and all other costs associated with disposal. At no time shall excavated waste be stockpiled adjacent to trench excavations. D. Excavate trenches to lines, grades, and dimensions necessary to complete the Work. Cut trenches sufficiently wide to enable installation and allow inspection. E. Excavations shall not be left open overnight, except for 20 feet at the end of trench needed for continuation of pipe placement the following day. In area where pipe placement will continue the following day, barricades shall be erected around open 20 feet of trench. If trench exposes waste, this 20 feet shall also be covered by a tarp, secured around the edges by soil, or by other approved cover method, overnight. 3.3 DEWATERING A. Any water that enters excavations with exposed waste shall be considered contaminated water and shall not be allowed to discharge into stormwater drainage features or other bodies of water. Contaminated water shall be discharged or pumped to existing leachate or collection management features or be disposed of off-site at a permitted facility. 1. Contractor shall maintain all necessary equipment to collect and convey contaminated water to approved disposal locations at no additional cost to Owner. 2. Contractor shall be aware that trapped condensate or leachate may exist in trench excavations or existing LFG collection system piping. Contractor shall be prepared to manage condensate or leachate during execution of Work and shall manage all such liquids at no additional cost to Owner. B. Contractor shall, at all times during construction, provide and maintain all necessary equipment to prevent stormwater from entering trenches and/or dewater uncontaminated stormwater from trench excavations. Contractor shall keep trench excavations dry and maintain satisfactory foundation conditions for all Work. C. If excavation trenches become watered-in after placement of materials, but before backfilling, Contractor shall properly dewater the trench excavation and demonstrate that the pipe, connections, embedment material, pipe alignment, and pipe slope remain satisfactory. Upon approval from Engineer, backfill the trench excavation.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 TRENCHING 31 23 16.13 - 3 07/25 3.4 BACKFILLING A. Backfill trench excavations to elevations and grades shown on Plans. B. Contract shall exercise care during backfilling not to displace piping, connections, or embedment material. C. Place soil backfill in maximum 12-inch lifts above pipe/embedment material, and compact. Maintain optimum moisture content of fill materials to attain required compaction density. D. Contractor shall regrade and return all areas disturbed by Contractor’s Work to their original condition, including, but not limited to, ruts caused by construction equipment, temporary soil stockpile areas, stormwater diversion berms, temporary roads and benches. 3.5 TOLERANCES A. Top surface of backfilling: ±0.2 feet from elevation indicated on Plans. 3.6 FIELD QUALITY CONTROL A. Perform compaction testing per ASTM D698, D2922, and D3017, and at Engineer discretion, ASTM D1556 and D2167. B. Backfill loose lifts = 12 inches maximum. 1. Density requirements: Top 4 feet of trench below subgrade at 95-percent ASTM D698. Trench levels below 4 feet at 90-percent ASTM D698. C. If tests indicate Work does not meet specified requirements, remove Work, replace, compact, and retest. D. Frequency of Tests: One test per 250 feet of trench, at lift level chosen by Engineer. 3.7 PROTECTION OF FINISHED WORK A. Protect finished Work. B. Reshape and recompact fills subjected to vehicular traffic during construction. END OF SECTION
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 GRAVEL DRAINAGE MATERIAL 31 90 20 - 1 07/25 SECTION 31 90 20 - GRAVEL DRAINAGE MATERIAL PART 1 - GENERAL 1.1 SUMMARY A. Section includes gravel drainage material for leachate chimney drain and installation. B. Related Requirements: 1. Division 01 Specification Sections apply to Work of this Section. 2. Section 31 05 19.13 "Geotextile Fabrics." 3. Section 31 05 19.26 "Geocomposite Drainage Layer." 4. Section 31 90 34 "HDPE Geomembrane Liner." 5. Section 31 90 40.10 "Leachate Collection Systems." 1.2 REFERENCES A. These publications form part of this Specification to extent referenced. Publications are referred to in text by basic designation only. Latest publication in use at time of executed contract governs this project. 1. ASTM C33 - Standard Test Methods for Specification for Concrete Aggregates. 2. ASTM C88 - Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate. 3. ASTM C131 - Standard Test Method for Resistance of Degradation of Small Size Coarse Aggregates by Abrasion and Impact in the Los Angeles Machine. 4. ASTM C136 - Standard Test Method for Sieve Analysis of Fine and Course Aggregates. 5. ASTM D75 - Standard Test Method for Sampling Aggregates. 6. ASTM D2434 - Standard Test Method for Permeability of Granular Soils (Constant Head). 7. ASTM D2487 - Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System). 8. ASTM D3042 - Standard Test Method for Insoluble Residue in Carbonate Aggregates. 9. ASTM D4373 - Standard Test Method for Rapid Determination of Carbonate Content of Soils. 1.3 QUALITY ASSURANCE A. Provide written certification that drainage gravel meets/exceeds performance requirements herein. B. Provide all necessary documentation as specified. 1.4 SUBMITTALS A. Obtain and submit this information according to Division 01 provisions for submittal procedures: 1. Gravel material to be used. Minimum 5-gallon bucket. 2. Gradation results. 3. Soundness and Loss Test Results. 4. Permeability Test Results. 5. Calcium carbonate contents.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 GRAVEL DRAINAGE MATERIAL 31 90 20 - 2 07/25 PART 2 - PRODUCTS 2.1 GRAVEL A. Gravel shall consist of clean, sound, hard, durable, round particles of river run or gravel per ASTM C33. Gravel shall be free of silt and clay as defined by ASTM D487, vegetable matter, and other objectionable materials or coatings. B. Gravel Quality: Crushed materials not acceptable. Property Test Method Maximum Loss % Soundness ASTM C88 18 % Loss ASTM C131 40 C. Gradation: Gravel should meet gradation requirements of ASTM C33 size No. 57 (nominal size 1 inch). Coarse aggregates not complying with the size number 57 gradation may also be accepted if demonstrated to have a hydraulic of at least 1.0 by 10-2 cm/sec and meet the filter gradation requirements given below. Gravel material around collection pipe shall be compatible with the hole size of the leachate collection pipe. The coarse aggregate shall be tested for gradation (ASTM D422) at a minimum of 1 test per 3,000 cubic yards or per lined area at the supply source or from the on-site stockpile prior to acceptance. For circular holes: 85 Percent Size of Filter Material Hole Diameter For slots: 85 Percent Size of Filter Material Slot Width D. Permeability: 1.0 by 10-2cm/sec or higher. (ASTM D2434 at field density). E. Calcium Carbonate: Not to exceed 15 percent by weight (in accordance with J&L method or ASTM D3042 modified to use a solution of HCL having a pH of 4). PART 3 - EXECUTION 3.1 GENERAL A. Place gravel drainage material to prevent damage to underlying geotextile fabric, geomembrane, or geocomposite clay liner. Repair or replace any damage to geotextile fabric, geomembrane, or geocomposite clay liner per specifications at Contractor expense. 3.2 PLACEMENT A. Place gravel drainage material per Section 31 90 40.10 "Leachate Collection Systems" and as shown on the Plans. B. Gravel around leachate pipe to prevent deflection/loading of pipe. >1.7 >2.0
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 GRAVEL DRAINAGE MATERIAL 31 90 20 - 3 07/25 3.3 COMPLETION A. Following gravel installation, cover gravel with encompassing geotextile fabric so ends of geotextile fabric overlap at least 18 inches, as shown on Plans. 3.4 THICKNESS VERIFICATION A. Required thickness of drainage materials verified by surveyed methods on established grid system with not less than one verification point per 5,000 ft2. END OF SECTION
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 PROTECTIVE SOIL COVER 31 90 30 - 1 07/25 SECTION 31 90 30 - PROTECTIVE SOIL COVER PART 1 - GENERAL 1.1 SUMMARY A. Section includes protective soil cover specification and installation. B. Related Requirements: 1. Division 01 Specification Sections apply to Work of this Section. 1.2 REFERENCES A. These publications form part of this Specification to extent referenced and are referred to in text by basic designation only. 1. TCEQ, 30 TAC Chapter 330 - Texas Commission on Environmental Quality, Municipal Solid Waste Regulations. 2. MSW Permit - Owner's TCEQ MSW Permit 1590A. 3. ASTM D422 - Standard Test Method for Particle Size Analysis of Soils. 4. ASTM D4318 - Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. 1.3 WEATHER LIMITATION A. Construct protective soil cover when atmospheric temperature is above 35 degrees F. When temperature falls below 35 degrees F, Contractor shall protect all areas of completed protective soil cover by approved methods against detrimental effects of freezing. Correct areas of completed protective soil cover damaged by freezing, rainfall, or other weather conditions to meet specified requirements. Protective soil cover placement shall not occur on rainy days or when rain is imminent. 1.4 SUBMITTALS A. Submit list of all equipment proposed for use in placing and maintaining protective cover. No equipment allowed within limits of liner system without approval of Engineer. B. Submit per Section 01 33 00 "Submittal Procedures," including equipment weight, ground pressure information, required lift thickness information, etc. Unapproved equipment operating on liner system floor or side slopes, not allowed. PART 2 - PRODUCTS 2.1 MATERIALS A. Use a coarse sand stockpiled on-site near Project limits and suitable materials from excavation for this Project. All material shall be free of debris and rocks larger than 2 inches in diameter. B. Permeability: One by 10-4 cm/sec or greater; a less permeable protective cover is acceptable for leachate collection system with chimneys.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 PROTECTIVE SOIL COVER 31 90 30 - 2 07/25 2.2 EQUIPMENT A. Tracked equipment used to place soil cover on horizontal portion of liner system must be low ground pressure type (5.0 psi maximum track pressure). Equipment Ground Pressure Minimum Lift Thickness psi in <4 12 4 - 8 18 8 - 16 24 >16 36 B. Equipment that exerts ground pressures higher than 5.0 psi on lining system not approved unless Contractor can certify conditions can be met with specific lift thickness of protective cover. Submit calculations to document certification. C. Only low ground pressure equipment (<5.0 psi) equipment allowed on lining system sideslope. Submit list of equipment used on sideslopes, including equipment weights, ground pressures, required lift thicknesses, etc. for Engineer approval before placing equipment on sideslopes. Contractor holds responsibility to demonstrate equipment used on sideslopes will not damage liner or cause "sliding" failure. D. Spread protective cover placed on slopes by pushing up slope. Spread protective cover with minimum 12 inches of soil between spreading equipment and installed geosynthetics. Under no circumstances shall construction equipment come in direct contact with installed geosynthetics. E. Protective cover will be placed such that the top surface, while spreading, is at least 2 feet above the geosynthetic layers at all times, unless low ground pressure dozers are used (i.e., track pressure less than 5 psi). A greater thickness will be maintained to support loaded hauling trucks and trailers and for turning areas. PART 3 - EXECUTION 3.1 STOCKPILING MATERIAL A. If necessary, stockpile materials as designated. Before stockpiling, clear, drain, and level storage sites. Unsuitable subgrade conditions (including, but not limited to, soft soil, ponded water, etc.) in the stockpile area must be addressed by Contractor prior to stockpiling any material. Stockpile approved material available from excavation or grading as designated. 3.2 GRADE CONTROL A. Finished and completed protective soil cover shall conform to grades, lines, cross sections, and dimensions shown. 3.3 LAYER THICKNESS A. Complete thickness of protective soil cover as indicated. Place protective soil cover so top surface, during spreading operations, is minimum 2 feet (tolerance 0.00 ft. to +0.2 ft.) perpendicular above geocomposite material.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 PROTECTIVE SOIL COVER 31 90 30 - 3 07/25 3.4 COMPACTION A. Compaction control not required; however, it should be stable for construction and disposal equipment. 3.5 THICKNESS VERIFICATION A. Measure thickness at intervals providing at least one measurement for each 5,000 square feet or major fraction thereof of protective soil cover. Measure thickness by survey. Survey control will be provided during construction. Owner will provide final thickness survey by third party independent surveyor licensed in the State of Texas after Contractor notifies Owner protective soil cover is placed and ready for verification survey by Owner. Any areas of inadequate thickness requiring a resurvey done at Contractor expense. 3.6 GRAIN SIZE ANALYSIS A. Preconstruction and conformance testing for protective cover soils include Atterberg limits (ASTM D4318) and gradation with minimum conformance testing frequency of 1 grain-size analysis (ASTM D422) per 5,000 cubic yards of in-place material. 3.7 PERMEABILITY A. One by 10-4 cm/sec or greater permeability is required; a less permeable protective cover is acceptable for leachate collection system with chimney drain. 3.8 PLACEMENT A. Protect completed liner system after installation is complete. No portion of constructed soil liner/geosynthetic liner system will remain exposed more than 15 days after installation is complete and is accepted by Owner and Engineer. B. Place protective cover material with machinery that, in Engineer opinion, will not damage any portion of liner system or leachate collection system or cause "sliding" of lining system or any part of system. Equipment used to place protective cover must not exert a ground pressure load greater than 5-psi on liner or leachate collection system and must be approved by Engineer before utilization on system. 3.9 MAINTENANCE A. Maintain protective soil cover in satisfactory condition until accepted. END OF SECTION
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 COMPACTED CLAY LINER 31 90 33 - 1 07/25 SECTION 31 90 33 - COMPACTED CLAY LINER PART 1 - GENERAL 1.1 SUMMARY A. Section Includes: 1. Construction of the Compacted Clay Liner B. Related Requirements: 1. Division 01 Specification Sections apply to Work of this Section. 2. Section 31 05 13 "Soils for Earthwork." 3. Soils and Liner Quality Control Plan (SLQCP). 1.2 REFERENCE STANDARDS A. ASTM D422 - Standard Test Method for Particle Size Analysis of Soils. B. ASTM D698 - Standard Test Method for Moisture-Density Relations of Soils and Soil Aggregate Mixtures, using 5 – 7 lb. Hammer and 12-inch Drop. C. ASTM D1140 - Standard Test Method for Amount of Material in Soils Finer than No. 200 Sieve. D. ASTM D2216 - Standard Test Method for Laboratory Determination of Water (moisture) Content of Soil, Rock, and Soil-Aggregate Mixtures. E. ASTM D2487 - Classification of Soils for Engineering Purposes. F. ASTM D2922 - Standard Test Method for Density of Soil and Soil-Aggregate in Place by Nuclear Methods. G. ASTM D3017 - Standard Test Method for Moisture Content of Soils in Place by Nuclear Method. H. ASTM D4318 - Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. I. ASTM D5084 - Method of Test for Permeability of Fine Grained Soils. J. CoE EM 1110-2-1906: U.S. Army Corp of Engineers, Falling-Head Permeability Test with Permeameter Cylinder K. ASTM D1556 - Density and Unit Weight of Soil in Place by the Sand-Cone Method. L. ASTM D1557 - Text Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft.-lb/ft3). PART 2 - PRODUCTS 2.1 SOIL FOR COMPACTED CLAY LINER A. Obtain clay for liner construction from on-site stockpile and excavations for this Project. B. Clay for liner construction shall be classified according to United Soil Classification System (USCS) as ML, MH, CH, or CL (ASTM D2487) based on liquid limit, plasticity index (PI), and percent passing the No. 200 sieve. C. Reasonably free of calcareous concentrations and nodules, refuse, roots, or other deleterious substances at CQA monitor discretion. D. In Place Permeability: Less than or equal to 1 by 10-7 cm/sec as determined by ASTM D5083 or CoE EM1110-2-1906. E. Testing frequency for the clay liner shall be in accordance with the Table below:
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 COMPACTED CLAY LINER 31 90 33 - 2 07/25 RECOMMENDED TESTS AND OBSERVATIONS ON COMPACTED CLAY LINER Parameter Frequency Test Method Required Test Results Moisture density relationship 1 for each soil type, minimum 1 per cell. ASTM D698 -- Field Density and Moisture 1 each 8,000 SF per 6 inches. ASTM D1556, D2922; and ASTM D2216 or ASTM D3017 95% of maximum dry density, 0% to 4% above Optimum Moisture Content Sieve Analysis 1 per 100,00 SF with a minimum of 1 per 6 inches. ASTM D1140 and ASTM D422 % passing 200 – equal to or greater than 30% % passing 1-inch – 100% Atterberg Limits (liquid and plastic limit) 1 per 100,000 SF with a minimum of 1 per 6 inches. ASTM D4318 Liquid Limit: Equal to or greater than 30 Plastic Limit: Equal to or greater than 15 Coefficient of Permeability (Hydraulic Conductivity) 1 per 100,000 SF with a minimum of 1 per 6 inches. ASTM D5084 (Falling head, flex wall) Corps of Engineers EM 1110-2-1906 (Falling head permeameter) 1.0 by 10-7 cm/sec 2.0 (minimum) Thickness Verification 1 each 5,000 SF with a minimum of 2 points by a registered Texas surveyor. Survey subgrade and top of clay liner. 2.00 feet, measured perpendicular (vertical tolerance 0.00 to +0.20 ft.) PART 3 - EXECUTION 3.1 INSTALLATION A. In preparation for clay liner material placement, subgrade, including any earth fill required to raise grade, shall be compacted to not less than 90 percent of maximum dry density as determined by modified proctor methods (ASTM D1557). Compacted lift thicknesses shall not exceed 6 inches for earth fill. Subgrade shall be firm and non-yielding. Any visible soft or yielding areas must be over-excavated and replaced with properly compacted earth materials. B. Grade elevations must be determined by Owner at points not less than one per 5,000 square feet prior to placement of subgrade clay liner material. Establish initial natural subgrade elevations to verify the constructed final clay liner thickness meets minimum thickness requirement. C. Clay liner material must be processed, using appropriate equipment like heavy disc units and or pulverize to reduce clay clod sizes to approximately 1 inch maximum. Thoroughly mix with clean water to adjust moisture content to within -1 percentage point dry of optimum to 4 percentage points above optimum. This process is intended to produce a uniform material, free of large, dry, soil clods and can be compacted to required density and permeability. D. Clay liner material must be placed in uniform loose lifts not exceeding 8 inches thick so final compacted lift thickness does not exceed 6 inches. Compactor pad feet must fully penetrate lift compacted.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 COMPACTED CLAY LINER 31 90 33 - 3 07/25 E. Minimum acceptable density shall be 95 percent of maximum dry density (ASTM D698), 0 to 4 percent above Optimum Moisture Content. Any area failing to meet moisture and density requirements must be reworked, as needed, to obtain acceptable moisture and density conditions as verified through area retests. F. Clay liner material compaction requires special compaction equipment with sufficient weight to achieve modified proctor density and pad-footed rollers of sufficient length to fully penetrate loose lifts and extend into underlying lift. Sell propelled pad-footed compactors like Caterpillar 815B prove successful for clay liner construction (40,000 lbs. minimum). Do not use bulldozers or other low-pressure/high-vibration machines to compact clay liner. G. Do not place successive lifts of clay liner material until area is tested and determined to meet moisture and density requirements. H. Contractor must protect completed lift from drying by adding clean water until next lift of clay liner material can be placed. If lift dries and cracks, entire area affected must be scarified, moisture adjusted, recompacted, and retested for compliance. I. Any clay liner section which becomes excessively wet from rainfall must be scarified and allowed to dry to within required moisture range then recompact and retest. J. Clay liner segments to be constructed on side slopes must be constructed monolithically with bottom clay liner segments to create a single liner unit. Clay liner material for side slopes shall be spread, processed, and compacted parallel to slope. K. Final clay liner surface shall be bladed smoothly and/or rolled with steel-wheel roller to produce final surface free of ruts. Owner shall check final surface for final grade elevations at points initially set. Clay liner thickness shall meet minimum requirement at each location to be acceptable. L. Clay liner and any clay liner lifts shall not be penetrated by survey stakes. Clay liner may be marked with paint for temporary survey purposes. M. Construct liner as a single monolithic section unless Engineer-approved otherwise in writing. 3.2 FIELD QUALITY CONTROL QUALITY ASSURANCE A. Owner to perform quality control tests as specified in SLQCP. Any failed test results or failure to meet the minimum requirements set forth in the SLQCP and this Section shall result in the affected compacted clay liner area being re-constructed or re-worked at Contractor's expense, at no cost to Owner. Any re-testing associated with such failed tests shall be performed at Contractor's expense, at no cost to Owner. B. An individual lift or section may be sampled upon completion (but prior to subsequent lift or section placement). Use an approved sampler or investigative tool. Properly backfill resulting penetration with compacted clay liner material enriched with bentonite. Allow complete testing of compacted clay liner samples prior to clay liner acceptance. C. Compacted clay liner thickness: Minimum 24 inches across bottom and top side slopes. Thickness of clay liner on sides lopes is measured perpendicular to slope face. D. Determine as-built thickness of clay liner by survey methods. Survey completed subgrade surface prior to the placement of clay liner on pre-established grid.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 COMPACTED CLAY LINER 31 90 33 - 4 07/25 E. Upon completion of clay liner and prior to installation of subsequent elements, survey top of clay liner to ensure specified thickness of clay liner is achieved. Also verify by survey the top of clay liner is graded to specified grades, slopes, and thickness tolerance of 0 to +0.2 feet. F. This work must be performed by a surveyor registered in the State of Texas and employed by Owner. 3.3 SOIL LINER ACCEPTANCE A. Construction of the compacted clay liner is complete. B. Documentation of all liner testing, meeting the SLQCP requirements and minimum permeability requirements. C. Acceptance of "Soil Liner Evaluation Report" by TCEQ. END OF SECTION
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 HIGH-DENSITY POLYETHENE (HDPE) GEOMEMBRANE LINER 31 90 34 - 1 07/25 SECTION 31 90 34 - HIGH-DENSITY POLYETHENE (HDPE) GEOMEMBRANE LINER PART 1 - GENERAL 1.1 SUMMARY A. Section Includes Installer. 1. Furnishing all labor, equipment and incidentals necessary to supply and install high density polyethylene (HDPE) Geomembrane Liner as specified and shown on Construction Plans. B. Related Requirements: 1. Division 01 Specification Sections apply to Work of this Section. 2. Section 31 05 13 "Soils for Earthwork." 3. Section 31 05 19.13 "Geotextile Fabrics." 4. Section 31 05 19.26 "Geocomposite Drainage Layer." 5. Section 31 23 00 "Excavation and Fill." 6. Section 31 23 16.13 "Trenching." 7. Section 31 90 20 "Gravel Drainage Material." 8. Section 31 90 30 "Protective Soil Cover." 1.2 REFERENCES A. These publications form part of this Specification to extent referenced and are referred to in text by basic designation only. Latest publication in use at time of executed contract will govern this Project. 1. ASTM D638 - Tensile Properties Plastics. 2. ASTM D792 - Standard Test Methods for Density and Specific Gravity (relative density) of Plastics by Displacements. 3. ASTM D1004 - Standard Test Method for Tear Resistance of Plastic Film and Sheeting. ASTM D1238 - Standard Test Method for Flow Rates of Thermoplastic by Extrusion Plastometer. 4. ASTM D1505 - Standard Test Method for Density of Plastics by the Density-Gradient Technique. 5. ASTM D1593 - Standard Specification for Nonrigid Vinyl Chloride Plastic Film and Sheeting. 6. ASTM D1603 - Standard Test Methods of Carbon Black in Olefin Plastics. 7. ASTM D3895 - Standard Test Methods for Oxidative-Induction Time of Polyolefins by Differential Scanning Calorimetry. 8. ASTM D4218 - Standard Test Method for Determination of Carbon Black Compounds by the Muffle-Furnace Technique. 9. ASTM D4833 - Standard Test Method for Index Puncture Resistance of Geotextiles, Geomembrane, and Related Products. 10. ASTM D5199 - Standard Test Method for Measuring Nominal Thickness of Gesythetics. 11. ASTM D5397 - Standard Test Method for Evaluation of Stress Crack Resistance of Polyolefin Geomembranes using Notched Constant Tensil Load Test.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 HIGH-DENSITY POLYETHENE (HDPE) GEOMEMBRANE LINER 31 90 34 - 2 07/25 12. ASTM D5596 - Standard Test Method for Microscopic Evaluation of the Dispersion of Carbon Black in Polyolefin Geosynthetics. 13. ASTM D5721 - Standard Practice for Air-Oven Aging of Polyolefin Geomembranes. 14. ASTM D5885 - Standard Test Method for Oxidative Induction Time of Polyolefin Geosynthetics by High-Pressure Differential Scanning Calorimetry. 15. ASTM D5994 - Standard Test Method for Measuring Core Thickness of Textured Geomembrane. 16. ASTM D6392 - Standard Test Method for Determining the Integrity of Nonreinforced Geomembrane Seams Produced Using Thermo-Fusion Methods. 17. ASTM D6693 - Standard Test Method for Determining Tensile Properties of Nonreinforced Polyethylene and Nonreinforced Flexible Polypropylene Plastics Geomembranes. 18. ASTM D7466 - Standard Test Method for Measuring the Asperity Height of Textured Geomembranes. 19. GRI GM 13 - Standard Specification. 20. TCEQ, 30 TAC Chapter 330 - Texas Commission on Environmental Quality, Municipal Solid Waste Regulations. 21. MSW Permit - Owner's TCEQ MSW Permit No. 1590B. 1.3 QUALITY ASSURANCE A. Manufacturing: Manufacturer of lining material will be limited to Solmax/GSE, SKAPS or Agru America, or Engineer approved equal. Manufacturer will have had at least 5 years’ continuous experience in manufacture of HDPE geomembrane rolls and/or experience totaling 100,000 square feet of manufactured HDPE geomembrane. Manufacturer shall allow Owner and Engineer to visit manufacturing plant. B. Installation: 1. Installation Contractor shall be manufacturer or approved contractor trained and licensed to install manufacturer geomembrane. 2. Install under constant direction of a Field Installation Supervisor who shall remain on-site and responsible, throughout liner installation, for liner layout, seaming, patching, testing, repairs, and all other activities by installer. Installation Supervisor shall have installed or supervised installation and seaming of minimum 100,000 square feet of HDPE geomembrane. Perform actual seaming under direction of Master Seamer (who may also be Installation Supervisor) who has a minimum of 100,000 square feet of seamed HDPE geomembrane, using same type of seaming apparatus specified in Project. Installation Supervisor and/or Master Seamer shall be present when seaming performed. C. Product: 1. HDPE geomembrane liner manufactured of new, prime, first-quality products designed and manufactured specifically for liquid containment in hydraulic structures and chemically resistant to leachate.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 HIGH-DENSITY POLYETHENE (HDPE) GEOMEMBRANE LINER 31 90 34 - 3 07/25 D. Manufacturer Quality Control: 1. Before installing any geomembrane material, manufacturer provides this information certified by manufacturer for delivered geomembrane: a. Origin, identification, and production of resin (supplier name, brand name, and production plant). b. Copies of quality control certificates issued by resin supplier. c. Manufacturer certification verifying resin quality used to manufacture geomembrane meets fingerprint properties shown in Table 2. 2. Each roll delivered to Project Site to have following identification information: a. Manufacturer's name. b. Product identification. c. Thickness. d. Roll number. e. Roll dimensions. 3. Quality control certificates signed by manufacturer quality assurance manager. Each certificate to have roll identification number, sampling procedures, frequency, and test results. At minimum, the following test results provided per test requirements specified in Table 2: a. Thickness (ASTM D5994) or ASTM D1593 (alternative procedure in accordance with industry standard may be acceptable if approved by Engineer). b. Density (ASTM D1505 or ASTM D792). c. Tensile Properties (ASTM D6693). d. Tear Resistance (ASTM D1004). e. Carbon Black Content (ASTM D1603 or ASTM D4218). f. Carbon Black Dispersion (ASTM D5596). g. Puncture Resistance (ASTM D4833). E. Conformance Testing: 1. Owner-approved independent Quality Assurance Laboratory (QAL) performs conformance testing. Designated QAL representative obtains samples from roll at manufacturer factory location, and mark machine direction and identification number. Collect 1 sample per 100,000 square feet, or 1 sample per lot, whichever results in greater number of conformance tests. Conduct following conformance tests at laboratory: a. Thickness (ASTM D5994) or ASTM D1593 (alternative procedure in accordance with industry standard may be acceptable if approved by Engineer). b. Density (ASTM D1505 or ASTM D792). c. Tensile Properties (ASTM D6693) (2-inch ipm strain) or ASTM D638 (2-inch initial gauge length). d. Carbon Black Content (ASTM D1603 or ASTM D4218). e. Carbon Black Dispersion (ASTM D5996). f. Puncture Resistance (ASTM D 4833). 2. Perform conformance tests per Tables 2.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 HIGH-DENSITY POLYETHENE (HDPE) GEOMEMBRANE LINER 31 90 34 - 4 07/25 3. Engineer reviews then accepts/rejects all conformance test results before shipment of geomembrane unless Engineer authorizes otherwise. All test results meet/exceed property values listed in Table 2, as applicable. In case of failing test results, manufacturer may request QAL retest another sample with manufacturer technical representative present during testing procedures. Manufacturer pays for retesting. Manufacturer may also have sample retested at two different QALs approved by Owner. If both QALs report passing results, accept material. If both QALs do not report passing results, all geomembrane material from lot representing failing sample considered out of specification and rejected. F. Geomembrane Quality Control Documentation 1. Preconstruction Conference. Before commencing work, hold a preconstruction conference and these project personnel identified by name and recorded in project files: a. Field Installation Manager. b. Site CQA Manager. c. Owner. 2. Maintain two duplicate project files, one project file maintained by Engineer’s Field Representative and other by Field Installation Manager. Update files end of each work week and check to ensure copies of all pertinent project information included in each file. 3. Use standard project forms for geomembrane quality control documentation for field installation documentation. Use alternative forms for documentation as Owner approves. Sample project forms are available on site throughout Project duration as listed on Table 1. 4. Installer furnishes as-built drawings and copy of complete documentation of final installation of geomembrane. TABLE 1 – GEOMEMBRANE STANDARD PROEJCT FORMS Form No. Title 1 Geosynthetic Inventory Control Log 2 Geosynthetic Deployment Form 3 Geomembrane Trial Seam Field Test Log 4 Geomembrane Seam Log 5 Geomembrane Defect Log 6 Geomembrane Repair Log 7 Geomembrane Destructive Seam Field Test Log 8 Geomembrane Destructive Seam Sample Log 9 Geomembrane Seam Pressure Test Log 10 Geomembrane Seam Vacuum Test Log 11 Daily Summary Report 12 Certification of Subgrade Acceptance (if required) 13 Certificate of Approval
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 HIGH-DENSITY POLYETHENE (HDPE) GEOMEMBRANE LINER 31 90 34 - 5 07/25 1.4 SUBMITTALS A. Manufacturer: 1. Quality control program and manual or descriptive documentation. 2. List of material properties and samples of liner. 3. List documenting minimum 100,000 square feet. 4. Certification all resin used in geomembrane manufacture for this job meets Specifications. 5. Copy of quality control certificates issued by HDPE resin supplier. 6. Certification of geomembrane and extrudate produced for Project have same properties. B. Installation Contractor: 1. Certification Installation Supervisor for installer and Master Seamer reviewed Project Plans and Specifications. 2. List of completed facilities, totaling minimum 100,000 square feet which Contractor installed HDPE geomembrane in the last 5 years. 3. Herein, "facilities" are defined as municipal solid waste (MSW) facilities with "Subtitle D" composite liner systems, or TCEQ-approved alternates, installed and tested per regulations set forth by TCEQ MSW regulations 30 TAC §330 or other EPA-delegated state MSW regulatory authorities. Facilities not meeting this definition, are not acceptable. Contractor must provide this information before Bid approval and Contract award. 1.5 WARRANTY A. Obtain a written Warranty from Manufacturer (for material) and Installation Contractor (for workmanship). Documents shall warrant quality of in-place liner. B. Manufacturer: Furnish a written warranty on a pro-rata basis for 20 years. Warranty shall be against manufacturing defects, workmanship, and deterioration due to ozone, ultraviolet, or other normal-weather aging. Warranty shall be limited to replacement of material only and not cover installation. C. Installation Contractor: Furnish a written warranty that entire lining installed is free of defects in material and workmanship for 2 years following date of Certificate of Substantial Completion. Contractor shall agree to repair or replace that necessary by defects in materials or workmanship which become evident during 2-year warranty period. 1.6 DELIVERY, STORAGE, AND HANDLING A. Transportation: Package and ship geomembrane rolls or panels appropriately so no damage is caused. Transportation is installer responsibility. B. Delivery: Off-loading and storage of geomembrane is installer responsibility. Installer is responsible for replacing any damaged or unacceptable material at no cost to Owner. No off-loading unless Engineer is present. Engineer and installer shall document damage during off-loading. Separate all damaged rolls from undamaged rolls until proper disposition of material is determined by Owner representative, the final authority on determination of damage.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 HIGH-DENSITY POLYETHENE (HDPE) GEOMEMBRANE LINER 31 90 34 - 6 07/25 C. On-Site Storage: 1. Store geomembrane to protected from puncture, dirt, grease, water, moisture, mud, mechanical abrasions, excessive heat, or other damage. 2. Store rolls on prepared surface (not wooden pallets), not stacked more than 5 rolls high. PART 2 - PRODUCTS 2.1 MATERIALS A. Geomembrane for the landfill cell shall be 60 mil double sided textured HDPE. B. Textured HDPE will have a coefficient of friction 25 degrees for GT/GM and 18 degrees for GM/soil as determined by third-party conformance testing. 2.2 GEOMEMBRANE RAW MATERIALS A. Geomembrane shall be manufactured of new, first-quality resin, compounded, and manufactured specifically for intended purpose. Add carbon black (minimum 2 percent per ASTM D4218) to resin if not compounded for ultra-violet resistance. Resin manufacturer shall certify each batch for properties shown in Table 2. 2.3 ROLLS A. Acceptable manufacturers include: 1. Poly-Flex, Inc. 2. GSE Environmental. 3. Engineer-approved equal. B. Geomembrane supplied in rolls with minimum 15-foot width. Labels on each roll shall identify material thickness, length and width of roll, batch and roll numbers, and name of manufacturer. Roll length shall be maximized to provide largest manageable sheet for fewest field seams. C. Geomembrane rolls shall meet properties shown on Table 2 for textured membrane material. D. Contractor shall supply one additional roll to the city for their future use. It shall be properly handled and stored as directed by City.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 HIGH-DENSITY POLYETHENE (HDPE) GEOMEMBRANE LINER 31 90 34 - 7 07/25 E. Before use, material shall be certified in writing by manufacturer to meet minimum MQC properties shown on Table 2. Certificate must include roll identification number, testing procedure, and test results. Conformance Test results are required for every 100,000 square feet of material, every resin lot, or as required by SLQCP. TABLE 2 – TYPICAL PROTERTIES: 60 MIL, TEXTURED LINER Property Test Method Nominal (1) Test Results Minimum (2) Test Results Manufacturer QC Test Frequency Conformance Test Frequency *Thickness (mils) ASTM D5994 60 54 Once Per Roll 100,000 sf *Sheet Density (g/cc) ASTM D1505 0.940 1/200,000 lbs. or every 100,000 sf 100,000 sf *Melt Index (g/10 minutes) ASTM D1238 < 1.0 1/100,000 sf and 1 resin lot *Carbon Black Content, (%) ASTM D1603 2-3 1/20,000 lbs. 100,000 sf * Carbon Black Dispersion ASTM D5596 (3) 1/45,000 lbs. 100,000 sf *TENSILE PROPERTIES: *Tensile Strength at Yield, ppi ASTM D6693 (Type IV) 126 1/20,000 lbs. 100,000 sf *Tensile Strength at Break, ppi 90 *Elongation at Yield, % 12 *Elongation at Break, (2.0" G.L.), % 100 Tear Strength, lbs. ASTM D1004 42 1/45,000 lbs. Puncture Resistance, lbs. ASTM D4833 90 1/45,000 lbs. SEAM PROPERTIES – Fusion Weld (4) Shear Strength, ppi ASTM D6392 120 Peel Strength, ppi 78 SEAM PROPERTIES – Extrusion Weld (4) Shear Strength, ppi ASTM D6392 120 Peel Strength, ppi 78 1. Nominal values are average lot property values. 2. Minimum values, unless otherwise specified, are average roll values as reported by specified test method. 3. 9 of 10 Views in Categories 1 or 2 and 1 of 10 views in Category 3. 4. Seam properties to be field tested and tested by independent third party. See Article 2.4. * Denotes independent third-party conformance test in addition to manufacturer’s certification. 1/500 LF of seam
1/500 LF of seam
1/500 LF of seam
1/500 LF of seam
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 HIGH-DENSITY POLYETHENE (HDPE) GEOMEMBRANE LINER 31 90 34 - 8 07/25 2.4 FIELD SEAMS A. Test field seams as follows: 1. Shear seam specimens are 1-inch wide, with a grip separation of 4 inches plus seam width. Center seam between clamps. Grip separation rate is 2-ipm. 2. Run both shear seam strength and peel tests on 5 replicate specimens. A break through weld or at weld-sheet interface is considered a Non-FTB (failure) in both seam strength (shear) and peel strength tests. 3. Approved field seaming processes are hot-shoe fusion and extrusion welding. 4. Welding rods or beads used for extrusion welding shall be HDPE and physical properties shall be same as resin used in manufacture of HDPE geomembrane. 2.5 QUALITY CONTROL SPECIFICATIONS A. Raw Materials: 1. Resin: All for use in geomembrane must pass a candidate preapproval process before eligible for use. Each incoming rail car shall be sampled by compartment with following density testing performed per ASTM D792, Method B and compare to manufacturer's specifications, not less than 1 test per 100,000 sq. ft. or 1 test per resin lot. 2. Additives: All additives and concentrates must pass a candidate preapproval process. Statistically sample all incoming materials with following testing performed and compared to manufacturer specifications: a. Density: ASTM D792, Method B. b. Carbon Black Content: ASTM D1603/D4218. B. Online During Production: 1. Inspection Performed on Each Roll: a. Thickness: Cut a full-width sample from end of each roll and check thickness across entire sample. b. Appearance - Constantly Monitor: 1) Sheet surface appearance. 2) Knife-cut edge. 3) Folds, holes, creases, abrasions, or other damage. 2. Roll Identification. Q.C. Engineer controls all paperwork including roll tags. Three tags per roll shall be used: a. Inside core. b. On production roll sample. c. On roll surface. 3. Out-of-Specification Material: Any roll not meeting Specification for any noted inspection shall be placed on hold. C. Post-Production and Finished Product: 1. Sampling: Obtain test samples from rolls of material delivered to site for conformance testing. Test samples for note requirements at rates specified in Tables 1 and 2. 2. Reporting: Log all results into batch file. Any testing that yields "out-of-spec" results shall be brought to immediate attention of Q.C. Manager. Retrieve all material produced after last sample meeting all specifications and place on hold. D. Laboratory Post-Production Reporting: Log all results into batch file. These results are official properties for that batch. Place any batch that fails any specification on hold for further evaluation.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 HIGH-DENSITY POLYETHENE (HDPE) GEOMEMBRANE LINER 31 90 34 - 9 07/25 PART 3 - EXECUTION 3.1 ANCHOR TRENCH A. Excavate anchor trench as specified before liner system placement. 3.2 PLACEMENT A. Installer responsible for: 1. No equipment or tools shall damage geomembrane by handling, trafficking, etc. 2. No personnel working on geomembrane shall smoke, wear damaging shoes, or engage in other activities that damage geomembrane. 3. Method used to unroll panels shall not cause scratches or crimps in geomembrane nor cause indentations in supporting soil greater than 1 inch deep or damage to underlying geosynthetic clay liner. 4. Method used to place panels shall minimize wrinkles. Identify wrinkles identified as to proper location and compensation on Contractor and Engineer Drawings. Use ballast to prevent relocation of compensating wrinkles by wind. 5. Place adequate loading (sandbags or similar items that not damage geomembrane) to prevent uplift by wind (for high winds, continuous loading is recommended along edges of panels to minimize risk of wind flow under panels). 6. Minimize direct contact geomembrane, (geomembrane in traffic areas protected by geotextiles, extra geomembrane, or other suitable materials). B. Weather Limitations: 1. Geomembrane deployment shall proceed between ambient temperatures of 32-90 degrees F. Below 40 degrees F, preheat GML. 2. Do not place geomembrane during any precipitation, in excessive moisture (fog, rain, dew, frost), or in excessive winds, as determined by Installation Supervisor. 3. Geomembrane must undergo oven aging at 85 degrees following standard test method ASTM D5721, ASTM D3895, or ASTM D5885 if geomembrane will be exposed to sun and weather without protective cover for longer than a 6-month period. Oven age testing will be performed at least once per formulation by the manufacturer and a third-party testing laboratory, if required. C. Factory Seam Quality Verifications: Engineer will require Contractor to test up to 20 percent of factory-fusion welds (non-destructive air pressure and/or vacuum test) in the field to verify factory test results. Additional testing at installer's expense required if failed tests obtained in the field.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 HIGH-DENSITY POLYETHENE (HDPE) GEOMEMBRANE LINER 31 90 34 - 10 07/25 3.3 FIELD SEAMING A. Orient seams parallel to line of maximum slope, (orient down, not across slope). In corners and odd-shaped geometric locations, minimize number of field seams. B. No base T-seam shall be closer than 5 feet from toe of slope. Align seams with least possible number of wrinkles and "fishmouths." If a fishmouth or wrinkle is found, relieve and cap-strip. C. Seam Overlap: 1. Panels of geomembrane must have a finished overlap of minimum 4 inches for hot-shoe fusion welding and 3 inches for extrusion welding, but sufficient overlap provided to allow peel tests performed on seam. 2. Do not use solvent or adhesive unless product is approved by Owner representative. Submit samples to Design Engineer for testing and evaluation. 3. Procedure used to temporarily bond adjacent panels together shall not damage geomembrane; in particular, temperature of hot air at nozzle of any spot-welding apparatus shall be controlled so geomembrane is not damaged. D. Seaming Equipment and Accessories: Approved equipment for field seaming are hot-shoe fusion and extrusion welders. 1. Hot Shoe Welder, 110 Volt, 10 Amps. 2. Extrusion Welder, 220 Volt, 19 Amps. 3. High-speed, 10,000 rpm, 42-inch side grinder with 80-grit discs. 4. 7.5 KW generator, single-phase with 110/220 volt outputs. 5. Power cord, minimum S.O. type, 10 OSHA-approved electrical cord with OSHA-approved twist-type plugs and connections. 6. Seam Vacuum Tester for non-destructive seam and patch testing. 7. Field Tensiometer, able to perform seam and peel adhesion tests, for quantitative testing on-site. E. Test Seams: 1. Conduct field test seams on geomembrane liner to verify seaming conditions are satisfactory. Conduct test seams for each seamer at beginning of each seaming period, at Engineer discretion, and at least once each 4 hours, for each seaming apparatus use that day. 2. All test seams shall be made at a location selected by Engineer in the area of the seaming and in contact with the subgrade. Test seam samples shall be 12 inches wide and 10 feet long for hot shoe welding and 4 feet long for extrusion welding with seam centered lengthwise. Specimens 1 inch wide shall be cut from each opposite end of test seam by Engineer. Engineer shall use a tensiometer provided by installer to test these specimens for shear and peel. If a test seam fails to meet field seam Specifications, do not accept nor use seaming apparatus/seamer for seaming until deficiencies are corrected and two consecutive successful full test seams achieved. 3. At the very least, peel adhesion and bonded shear strength must be 62 and 95 percent respectively, strength of parent material, but no less than 78 and 120 ppi respectively.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 HIGH-DENSITY POLYETHENE (HDPE) GEOMEMBRANE LINER 31 90 34 - 11 07/25 F. Non-Destructive Seam Testing: Installer shall non-destructively test all field seams over full length. All test equipment including but not limited to these, furnished by installer: 1. Vacuum Box Testing: a. Equipment for testing single wedge fusion and extrusion seams comprised of: 1) Vacuum box assembly consisting of rigid housing, transparent viewing window, soft rubber gasket attached to bottom, port hole, or valve assembly, and vacuum gauge. 2) Steel vacuum tank and pump assembly equipped with pressure controller and pipe connections. 3) Rubber pressure/vacuum hose with fittings and connections. 4) Plastic bucket and wide paint brush. 5) Soapy solution. b. Installer shall: 1) Trim away excess sheet overlap. 2) Clean window, gasket surfaces, and check for leaks. 3) Energize vacuum pump and reduce tank pressure to 5 psi. 4) Wet strip of geomembrane approximately 12 by 48 inches (length of box) with soapy solution. 5) Place box over wetted area and compress. 6) Close bleed valve and open vacuum valve. 7) Ensure leak-tight seal created. 8) For approximately 15 seconds, examine geomembrane through viewing window for presence of soap bubbles. 9) If no bubbles appear after 15 seconds, close vacuum valve and open bleed valve, move box over next adjoining area with minimum 3-inch overlap and repeat. 10) Mark and repair all areas where soap bubbles appear then retest. c. These procedures apply where seams cannot be non-destructively tested, as determined by Engineer: 1) If seam is accessible to testing equipment before final installation, seam shall be non-destructively tested before final installation. 2) If seam cannot be tested before final installation, seaming operations shall be observed by Engineer for uniformity and completeness. 2. Air Pressure Testing (double-fusion seam only): a. These procedures are applicable to processes which produce a double seam with enclosed space. Equipment for testing double fusion seams comprised of: 1) Air pump equipped with pressure gauge to generate and sustain a 25-30 psi pressure and mount on cushion to protect geomembrane. 2) Manometer equipped with sharp hollow needle, or other approved pressure feed device.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 HIGH-DENSITY POLYETHENE (HDPE) GEOMEMBRANE LINER 31 90 34 - 12 07/25 b. Installer shall: 1) Seal one end of seam to test. 2) Insert needle or other approved pressure feed device through sealed end of channel created by double-wedge fusion weld. 3) Energize air pump to verify unobstructed passage of air through channel. 4) Seal other end of channel. 5) Energize air pump to a 30-psi pressure, close valve, and sustain pressure approximately five minutes. 6) If loss of pressure exceeds 4 psi or does not stabilize, locate faulty area, repair, and retest. 7) Remove needle or other approved pressure feed device and seal. G. Destructive Seam Testing: Installer shall provide Engineer with a minimum of 1 destructive test sample per 500 feet of seam length from a location specified by Engineer. Installer shall not be informed in advance of the sample location. 1. Sampling Procedure: ln order 10 obtain test results prior 10 completion of liner installation. samples shall be cut by installer as the seaming progresses. A destructive test must be done for each welding machine used for seaming or repairs. Sampling times and locations shall be determined by Engineer. Engineer must witness the obtainment of all field test samples and installer shall mark all samples with their location roll and scam number. Installer shall also record in written form the date, time, location, roll seam number, ambient temperatures, and pass or fail description. A copy of the information must be attached to each sample portion. All holes in the geomembrane resulting from obtaining the seam samples shall be immediately repaired. All patched shall be vacuum tested. 2. Size. and Disposition of Samples: Samples shall be 12 inches wide by 48 inches long with seam centered length wise. Sample shall be cut into 2 equal length pieces and given to Engineer. 3. Field Testing: Installer shall cut six 1-inch wide replicate specimens from his sample and these shall be tested by Engineer. Installer shall test 2 specimens (4 when possible for testing both tracks dual tracks on dual-track fusion welded scams) for peel strength. All tests to be witnessed by Engineer. To be acceptable, both test specimens must pass. Any specimen that fails through the weld or by adhesion at the weldsheet interface is a Non-FTB break and shall be considered a failure. 4. Independent Laboratory Testing: Engineer will package and ship all destructive seam samples to an independent testing Laboratory for determination and verification of all field shear and peel strengths. Test method and procedures used by Independent Laboratory shall be same used in field testing, where seam samples are 1-inch wide, and the grip separation rate is 2-ipm. The minimum passing criteria for independent laboratory testing are all three of the following: a. All scam samples tested in the peel mode must fail in FTB. b. At least four of live seam samples from each peel and seam determination must meet the minimum specified value. c. Average value from all 5 seam samples from each peel and seam determination must meet minimum specified value. d. Noted criteria apply to both tracks from each dual-crack fusion welded seam before considered passing. ALL FAILED LAB TESTS PAID BY INSTALLER.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 HIGH-DENSITY POLYETHENE (HDPE) GEOMEMBRANE LINER 31 90 34 - 13 07/25 5. Archive Samples: Installer will package and ship the remaining samples to Engineer for archival samples shall include information to indicate where sample was taken. 6. Procedures for Destructive Test Failure. The following procedures shall apply whenever a sample fails field destructive test: a. Installer shall cap strip seam between failed location and any passed test location. b. Installer can retrace welding path to an intermediate location (at minimum 10 feet from location of failed test), at Engineer discretion, and take a small sample for an additional field test. If test passes, cap strip seam between that location and original failed location. If test fails, repeat process. c. Over the length of scam failure, cut out old seam, reposition panel and reseam or add a cap strip, as required by Engineer. d. After reseaming or placement of cap strip, take additional destructive field tests within reseamed area. Reseamed sample shall be found acceptable if test results approved by Engineer. If test results unacceptable, repeat process until reseamed length is judged satisfactory by Engineer. e. If a sample fails a laboratory destructive test, follow noted procedures considering laboratory tests exclusively. f. Engineer will document all actions taken in conjunction with destructive test failures. H. Defects and Repairs: Engineer shall inspect all seams and non-seam areas of geomembrane for defects, holes, blisters, undispersed raw materials, and any sign of contamination by foreign matter. Because light reflected by geomembrane helps detect defects, geomembrane surface shall be clean at time of inspection. Installer shall brush, blow, or wash geomembrane surface if amount of dust or mud inhibits inspection. Engineer decides if cleaning geomembrane is needed to facilitate inspection. 1. Evaluation: Non-destructively test each suspect location in seam and non-seam areas as appropriate in Engineer presence. Engineer shall mark each location that fails non-destructive testing and repair accordingly. 2. Repair Procedures: a. Restart/reseam defective seams as described herein. b. Repair small holes by extrusion cap welding. If hole is larger than 3 inches, patch. c. Repair tears by patching. Where tear is on a slope or area of stress with a sharp end, round before patching. d. Repair blisters, large holes, undispersed raw materials, and contamination by foreign matter by patches. e. Abrade and clean surfaces of HDPE to patch no more than 15 minutes before repair. Remove no more than 10 percent of thickness. f. Patches shall be round or oval in shape, made of same geomembrane, and extend minimum 6 inches beyond edge of defects. All patches shall be same compound and thickness as geomembrane specified. All patches shall have top edge beveled with an angle grinder before placement on geomembrane. Apply patches using approved methods only. 3. Restart/Reseaming Procedures: Restart welding process by grinding existing seam and rewelding a new seam. Welding commences where grinding started and must overlap previous seam by at least 2 inches. Reseaming over existing seam without regrinding is not permitted.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 HIGH-DENSITY POLYETHENE (HDPE) GEOMEMBRANE LINER 31 90 34 - 14 07/25 4. Verification of Repairs: a. Non-destructively test each repair except when Engineer requires destructive seam sample obtained from repaired seam. Take repairs that pass non-destructive test as an indication of adequate repair. Failed tests indicate repair shall be repeated and retested until passing test results achieved. b. Record Results: Installer shall provide daily documentation of all non-destructive and destructive testing to Engineer. This documentation shall identify all seams that initially failed test and include evidence seams were repaired and successfully retested. 3.4 GEOMEMBRANE ACCEPTANCE A. Installer retains all ownership and responsibility for geomembrane until Owner accepts. Geomembrane surface shall not have striations, roughness, pinholes, or bubbles and free of holes, blisters, undispersed raw materials, or any contamination by foreign matter; except, if in Engineer opinion, blemish will not adversely affect properties and use of geomembrane, Engineer may accept geomembrane after sufficient laboratory test data provided to support such acceptance, and further, if all such testing is at sole expense of installer. B. Owner shall accept geomembrane liner when these conditions are met: 1. Installation is finished. 2. Verify adequacy of all field seams and repairs, including associated testing, is complete. 3. Written certification, including "As Built" Drawing(s) is provided by installer to Engineer. 4. Documentation of complete installation, including all reports are complete. 5. Acceptance of "Geomembrane Liner Evaluation Report" by TCEQ. END OF SECTION
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) 31 90 35 - 1 07/25 GEOMEMBRANE LINER SECTION 31 90 35 – LINEAR LOW-DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE LINER PART 1 - GENERAL 1.1 SUMMARY A. Section Includes installer furnishing all labor, equipment, and incidentals necessary to supply and install linear low-density polyethylene (LLDPE) geomembrane liner as specified and shown on Construction Plans. B. Related Requirements: 1. Division 01 Specification Sections apply to Work of this Section. 2. Section 31 05 13 "Soils for Earthwork." 3. Section 31 05 19.13 "Geotextile Fabrics." 4. Section 31 05 19.26 "Geocomposite Drainage Layer." 5. Section 31 23 00 "Excavation and Fill." 6. Section 31 23 16.13 "Trenching." 7. Section 31 90 20 "Gravel Drainage Material." 8. Section 31 90 30 "Protective Soil Cover." 1.2 REFERENCES A. These publications form part of this Specification to extent referenced and are referred to in text by basic designation only. Latest publication in use at time of executed Contract will govern this Project. 1. ASTM D792 - Standard Test Methods for Density and Specific Gravity (relative density) of Plastics by Displacements. 2. ASTM D1004 - Standard Test Method for Tear Resistance of Plastic Film and Sheeting. 3. ASTM D1238 - Standard Test Method for Flow Rates of Thermoplastic by Extrusion Plastometer. 4. ASTM D1505 - Standard Test Method for Density of Plastics by the Density-Gradient Technique. 5. ASTM D1603 - Standard Test Method for Carbon Black in Olefin Plastics. 6. ASTM D3895 - Standard Test Methods for Oxidative-Induction Time of Polyolefins by Differential Scanning Calorimetry. 7. ASTM D4218 - Standard Test Method for Determination of Carbon Black Compounds by the Muffle-Furnace Technique. 8. ASTM D4833 - Standard Test Method for Index Puncture Resistance of Geotextiles, Geomembrane, and Related Products. 9. ASTM D5199 - Standard Test Method for Measuring Nominal Thickness of Geosynthetics. 10. ASTM D5323 - Standard Practice for Determination of 2 percent Secant Modulus for Polyethylene Geomembranes. 11. ASTM D5596 - Standard Test Method for Microscopic Evaluation of the Dispersion of Carbon Black in Polyolefin Geosynthetics. 12. ASTM D5617 - Standard Test Method for Multi-Axial Tension Test for Geosynthetics. 13. ASTM D5721 - Standard Practice for Air-Oven Aging of Polyolefin Geomembranes. 14. ASTM D5885 - Standard Test Method for Oxidative Induction Time of Polyolefin Geosynthetics by High-Pressure Differential Scanning Calorimetry.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) 31 90 35 - 2 07/25 GEOMEMBRANE LINER 15. ASTM D5994 - Standard Test Method for Measuring Core Thickness of Textured Geomembrane. 16. ASTM D6370 - Standard Test Method for Rubber-Compositional Analysis by Thermogravimetry (TGA). 17. ASTM D6693 - Standard Test Method for Determining Tensile Properties of Nonreinforced Polyethylene and Nonreinforced Flexible Polypropylene Geomembranes. 18. ASTM D7328 - Standard Test Method for Determination of Existent and Potential Inorganic Sulfate and Total Inorganic Chloride in Fuel Ethanol by Ion Chromatography Using Aqueous Sample Injection. 19. ASTM D7466 - Standard Test Method for Measuring the Asperity Height of Textured Geomembranes. 20. GRI GM 9 - Cold Weather Seaming of Geomembranes. 21. GRI GM 17 - Test Properties, Testing Frequency and Recommended Warranty for Linear Low Density Polyethylene (LLDPE) Smooth and Textured Geomembranes. 22. GRI GM 19 - Standard Specification for Seam Strength and Related Properties of Thermally Bonded Polyolefin Geomembranes. 23. TCEQ, 30 TAC Chapter 330 - Texas Commission on Environmental Quality, Municipal Solid Waste Regulations. 24. U. S. Environmental Protection Agency Technical Guidance Document "Quality Control Assurance and Quality Control for Waste Containment Facilities," EPA/600/R-93/182, September 1993, 305 pgs. 25. MSW Permit - TCEQ MSW Permit No. 1590B. 1.3 QUALITY ASSURANCE A. Manufacturer of lining material shall be limited to Solmax/GSE or Agru America. B. Manufacturer shall have manufactured a minimum of 100,000 square feet of polyethylene geomembrane. C. Product: LLDPE geomembrane liner manufactured of new, prime, first-quality products designed and manufactured specifically for liquid containment in hydraulic structures and chemically resistant to leachate. D. Installation: 1. Installation Contractor shall be manufacturer or approved contractor trained and licensed to install manufacturer geomembrane. 2. Install under constant direction of an Installation Supervisor who shall remain on-site throughout liner installation for liner layout, seaming, patching, testing, repairs, and all other activities by installer. 3. Installation Supervisor shall have installed or supervised a minimum of 10,000 square feet of LLDPE geomembranes. Installation Supervisor shall have worked in a similar capacity on at least 3 projects similar in complexity to the project described in the contract documents, and with at least 100,000 square feet of LLDPE geomembranes installation on each project. 4. Installation Supervisor shall have worked in a similar capacity on projects similar in size and complexity to the project described in the Contract Documents. The Geomembrane Installer shall provide a minimum of one Master Seamer for work on the Project. The Master Seamer must have completed a minimum of 1,00,000 square feet of geomembranes seaming work using the type of seaming apparatus proposed for the use on this Project.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) 31 90 35 - 3 07/25 GEOMEMBRANE LINER 1.4 SUBMITTALS A. Manufacturer: 1. Quality control program and manual or descriptive documentation. 2. Manufacturer QC documentation shall be provided to Engineer before the materials are to be installed. The manufacturer QC documentation shall include, but is not limited to, the following: a. Roll Number. b. Resin Lot. c. Product Code. d. Manufacturing Date. e. Roll Length. f. Roll Test Data Report. 3. List of material properties and samples of liner. 4. Certification of all resin used in geomembrane manufacture for this job meets Specifications. 5. Copy of quality control certificates issued by LLDPE resin supplier. 6. Certification of geomembrane and extrudate produced for Project have same properties. B. Installation Contractor: 1. Certification Installation Supervisor for installer and Master Seamer reviewed Project Plans and Specifications. 2. List of completed facilities, totaling minimum of 10,000,000 square feet. C. Construction Procedure: 1. Construction procedure for the installation shall be submitted to Engineer prior to the commencement of work. Construction procedure of the LLDPE geomembrane shall include, but is not limited to: a. Certification of welding technicians. b. Subgrade acceptance. c. Placement of geomembrane, d. Geomembrane Panel Layout Drawing. e. Panel seaming. f. Liner anchorage. g. Storage of materials on site. h. Handling of materials. i. Product identification, j. Inspection and test plans. D. Panel Layout Drawing: 1. Installation Supervisor shall prepare geomembrane panel layout drawings allocating a logical sequence of numbers to panel and seams. Three copies shall be submitted to Engineer as part of the overall Construction Procedure for review and approval. 2. The panel layout should minimize the number of panels and the length of seams. Seams shall be oriented perpendicular to the batter slopes and not across the batter slopes wherever practical. No horizontal seam should be located within 5 feet of a batter toe line. Horizontal seams should be staggered across each width of roll. The panel layout may be varied in the field from that shown on the Drawings only with the approval of Engineer in writing.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) 31 90 35 - 4 07/25 GEOMEMBRANE LINER 3. The following shall be included in the panel layout drawings: a. Proposed starting position for the placement of the LLDPE Geomembrane. b. Panel numbering system. c. Panel layout and dimensions. d. Relevant experience of geomembrane installer. 1.5 WARRANTY A. Obtain a written Warranty from manufacturer (for material) and installation contractor (for workmanship). Documents shall warrant quality of in-place liner. B. Manufacturer: Furnish a written warranty on a pro-rata basis for 20 years. Warranty shall be against manufacturing defects, workmanship, and deterioration due to ozone, ultraviolet, or other normal-weather aging. Warranty shall be limited to replacement of material only and not cover installation. C. Installation Contractor: Furnish a written warranty that entire lining installed is free of defects in material and workmanship for 2 years following date of Certificate of Substantial Completion. Contractor agrees to repair or replace that necessary by defects in materials or workmanship which become evident during 2-year warranty period. D. Manufacturer Quality Control: 1. Before installing any geomembrane material, manufacturer provides this information certified by manufacturer for delivered geomembrane: a. Origin, identification, and production of resin (supplier name, brand name, and production plant). b. Copies of quality control certificates issued by resin supplier. c. Manufacturer certification verifying resin quality used to manufacture geomembrane meets properties shown in Tables 2 and 3. 2. Each roll delivered to Project Site to have following identification information: a. Manufacturer's name. b. Product identification. c. Thickness. d. Roll number. e. Roll dimensions. 3. Quality control certificates signed by manufacturer quality assurance manager. Each certificate will have roll identification number, sampling procedures, frequency, and test results as specified in Tables 2 and 3. E. Conformance Testing: 1. Owner-approved independent Quality Assurance Laboratory (QAL) performs conformance testing. Designated QAL representative obtains samples from roll at manufacturer factory location, and mark machine direction and identification number. Collect one sample per 100,000 square feet, or one sample per lot, whichever results in greater number of conformance tests. 2. Conduct following conformance tests at laboratory: a. Thickness (ASTM D5994). b. Density (ASTM D1505 or ASTM D792). c. Tensile Properties (ASTM D6693). d. Tear Resistance (ASTM D1004). e. Carbon Black Content (ASTM D1603 or ASTM D4218). f. Carbon Black Dispersion (ASTM D5996). g. Puncture Resistance (ASTM D4833).
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) 31 90 35 - 5 07/25 GEOMEMBRANE LINER 3. Engineer will review and then will accept/reject all conformance test results before shipment of geomembrane unless Engineer authorizes otherwise. All test results must meet/exceed property values listed in Tables 2 and 3, as applicable. In case of failing test results, manufacturer may request QAL retest another sample with manufacturer technical representative present during testing procedures. Manufacturer pays for retesting. Manufacturer may also have sample retested at 2 different QALs approved by Owner. If both QALs report passing results, accept material. If both QALs do not report passing results, all geomembrane material from lot representing failing sample considered out of specification and rejected. F. Field Quality Control: Field quality control procedures assure geomembrane liner is installed per Specifications and manufacturer recommendations. G. Geomembrane Quality Control Documentation: 1. Preconstruction Conference. Before commencing work, hold a preconstruction conference and these project personnel identified by name and recorded in project files: a. Field Installation Manager. b. Site CQA Manager. c. Owner. 2. Maintain 2 duplicate Project files, 1 Project file maintained by Engineer’s Field Representative and other by Field Installation Manager. Update files end of each workweek and check to ensure copies of all pertinent project information included in each file. 3. Use standard project forms for geomembrane quality control documentation for field installation documentation. Use alternative forms for documentation as Owner approves. Sample project forms are available on-site throughout Project duration, as listed on Table 1 and Landfills Construction Quality Assurance (CQA) Plan (Appendix A). 4. Installer furnishes as-built drawings and copy of complete documentation of final installation of geomembrane. TABLE 1 – GEOMEMBRANE STANDARD PROJECT FORMS Form No. Title 1 Geosynthetic Inventory Control Log 2 Geosynthetic Deployment Form 3 Geomembrane Trial Seam Field Test Log 4. Geomembrane Seam Log 5 Geomembrane Defect Log 6 Geomembrane Repair Log 7 Geomembrane Destructive Seam Field Test Log 8 Geomembrane Destructive Seam Sample Log 9 Geomembrane Seam Pressure Test Log 10 Geomembrane Seam Vacuum Test Log 11 Daily Summary Report 12 Certificate of Subgrade Acceptance (if required) 13 Certificate of Approval
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) 31 90 35 - 6 07/25 GEOMEMBRANE LINER 1.6 SUBMITTALS A. Samples: List of material properties and samples of geomembrane with attached typical Roll Test Data Report. B. Shop Drawings: 1. Proposed panel layout showing installation layout identifying field seams and any variance or additional details deviating from Construction Plans. 2. Details of overlap and seaming geomembrane, anchoring, connections, and other construction details. 1.7 DELIVERY, STORAGE, AND HANDLING A. Transportation: Package and ship geomembrane rolls or panels appropriately, so no damage is caused. Transportation is installer responsibility. B. Delivery: Off-loading and storage of geomembrane is installer responsibility. installer is responsible for replacing any damaged or unacceptable material at no cost to Owner. No off-loading unless Engineer is present. Engineer and installer shall document damage during off-loading. Separate all damaged rolls from undamaged rolls until proper disposition of material is determined by Owner representative, the final authority on determination of damage. C. On-site Storage: 1. Store geomembrane to protected from puncture, dirt, grease, water, moisture, mud, mechanical abrasions, excessive heat, or other damage. 2. Store rolls on prepared surface (not wooden pallets), not stacked more than five rolls high. PART 2 - PRODUCTS 2.1 MATERIALS A. Geomembrane shall be 40 mil textured LLDPE and shall meet the required physical properties shown in Table 2. 2.2 GEOMEMBRANE RAW MATERIALS A. Geomembrane shall be manufactured of new, first-quality single source resin, compounded, and manufactured specifically for intended purpose. Reclaimed polymer shall not be added to the resin. Rework material from the same formulation as the source material shall not exceed 10 percent of the total resin required. B. Resin manufacturer shall certify each batch for properties shown in Table 3.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) 31 90 35 - 7 07/25 GEOMEMBRANE LINER Notes: (1) Alternate the measurement side for double-sided textured sheet. (2) Machine direction (MD) and cross machine direction (XMD) average values should be based on 5 test specimens each direction. • Break elongation is calculated using a gage length of 2.0 in. at 2.0 in./min. (3) Other methods such as D1603 (tube furnace) or D6370 (TGA) are acceptable if an appropriate correlation to D4218 (muffle furnace) can be established. (4) Carbon black dispersion (only near spherical agglomerates) for 10 different views: • 9 in Categories 1 or 2 and 1 in Category 3 (5) The manufacturer has the option to select either one of the OIT methods listed to evaluate the antioxidant content in the geomembrane. (6) It is also recommended to evaluate samples at 30 and 60 days to compare with the 90-day response. (7) The condition of the test should be 20 hr. UV cycle at 75 degrees C followed by 4 hr. condensation at 60 degrees C. (8) Not recommended since the high temperature of the Std-OIT test produces an unrealistic result for some of the antioxidants in the UV exposed samples. (9) UV resistance is based on percent retained value regardless of the original HP-OIT value. TABLE 2 – 40 MIL TEXTURED LLDPE GEOMEMBRANE PROPERTIES Property Test Method Test Results Frequency Nominal (1) Minimum Average (2) Thickness, mils ASTM D5994 40 35 Every roll Asperity Height (min. ave.) - mils ASTM D7466 16 Every 2nd roll Density (max) - g/cm3 ASTM D1505/D792 0.939 200,000 lbs. Tensile Properties (2) (min. ave.) • Strength at Break, lb/in-width • Strength at Yield, lb/in-width ASTM D6693 Type IV 60 250 20,000 lbs. 2% Modulus – lb/in (max) ASTM D5323 2,400 Per formulation Tear Resistance (min. ave.) - lb ASTM D1004 22 45,000 lbs. Puncture Resistance (min. ave.) - lb ASTM D4833 44 45,000 lbs. Axi-Symmetric Break Resistance Strain (min.) - % ASTM D5617 30 Per formulation Carbon Black Content, % ASTM D4218 (3) 2.0-3.0 45,000 lbs. Carbon Black Dispersion ASTM D5596 note (4) 45,000 lbs. Oxidative Induction Time (OIT) (min. ave.) (5) (a) Standard OIT - min. — or — (b) High Pressure OIT - min. ASTM D8117 ASTM D5885 100 200 200,000 lbs. Oven Aging at 85°C (6) (a) Standard OIT (min. ave.) - % retained after 90 days — or — (b) High Pressure OIT (min. ave.) - % retained after 90 days ASTM D5721 ASTM D8117 ASTM D5885 35 60 per formulation UV Resistance (7) (a) Standard OIT (min. ave.) — or — (b) High Pressure OIT (min. ave.) - % retained after 1,600 hrs (9) ASTM D7238 ASTM D8117 ASTM D5885 N.R. (8) 35 per formulation
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) 31 90 35 - 8 07/25 GEOMEMBRANE LINER TABLE 3 – LLDPE GEOMEMBRANE RESIN PROPERTIES Test Property Test Method Unit Requirement Density(1) ASTM D1505 g/ml <0.926 Melt Flow Index ASTM D1238 g/10 min. ≤1.00 Notes: (1) Base resin density without any carbon black added. C. The extrudate rod or bead shall be high quality polyethylene and shall be of the same resin type as the resin used to produce the geomembranes. All additives shall be thoroughly dispersed throughout the extrudate rod or bead. There shall be no contamination by foreign matter in the extrudate rod or bead. 2.3 ROLLS A. Geomembrane supplied in rolls with minimum 22-feet width. Labels on each roll shall identify material thickness, length and width of roll, batch and roll numbers, and name of manufacturer. Roll length shall be maximized to provide largest manageable sheet for fewest field seams. B. Geomembrane rolls shall meet properties shown on Table 2 for textured membrane material. C. Before use, material shall be certified in writing by manufacturer to meet minimum physical properties shown on Table 2. Certificate must include roll identification number, testing procedure, and test results. 2.4 QUALITY CONTROL SPECIFICATIONS A. Raw Materials: 1. Resin: All for use in geomembrane must pass a candidate pre-approval process before eligible for use. Each incoming rail car shall be sampled by compartment with following density testing performed per ASTM D792, Method B and compared to manufacturer's specifications. 2. Additives: All additives and concentrates must pass a candidate pre-approval process. Statistically sample all incoming materials with following testing performed and compared to manufacturer specifications: a. Density: ASTM D792, Method B. b. Carbon Black Content: ASTM D1603 or ASTM D4218. B. Online During Production: 1. Inspection Performed on Each Roll: a. Thickness: Cut a full-width sample from end of each roll and check thickness across entire sample. b. Appearance - Constantly monitor: 1) Sheet surface appearance. 2) Knife-cut edge. 3) Folds, holes, creases, abrasions, or other damage. 2. Roll Identification. Four tags per roll shall be used: a. Inside core. b. On production roll sample. c. On roll surface. 3. Out-of-Specification Material: Any roll not meeting Specification for any noted inspection shall be placed on hold.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) 31 90 35 - 9 07/25 GEOMEMBRANE LINER C. Post-Production and Finished Product: 1. Sampling: Obtain test samples from rolls of material delivered to site for conformance testing. Test samples for note requirements at rates specified in Tables 2 and 3. 2. Testing Requirements for Resin: Density. 3. Reporting: Log all results into batch file. Any testing that yields "out-of-spec" results shall be brought to immediate attention of Engineer. Retrieve all material produced after last sample meeting all specifications and place on hold. D. Laboratory Post-Production Reporting: Log all results into batch file. These results are official properties for that batch. Place any batch that fails any specification on hold for further evaluation. PART 3 - EXECUTION 3.1 LLDPE GEOMEMBRANE INSTALLATION A. General: 1. Rolls of geomembrane shall be handled and securely stored to prevent damage prior to installation. Geomembrane shall be unrolled in a controlled manner directly into the final position. The method of unrolling shall not cause scratches or crimps in the material, nor shall it disrupt the integrity of the finished subgrade. 2. The geomembrane shall be placed in a relaxed state such that the material can respond to thermal changes without excessive buckling, wrinkling or tensioning. Slack shall be included in the geomembrane on the batter side of the tie-in seam along the toe of all internal slopes. The included slack at the tie-in seam will minimize tension on the tie-in seam due to contraction of the geomembrane at temperatures cooler than ambient during installation. This induced slack shall vary in height based on the ambient air temperature as given in Table 4 (below). TABLE 4 – INDUCED SLACK HEIGHT AT VARYING AMBIENT TEMPERATURES Ambient Air Temperature (°F) Slack Height (inches) 32-40 1 40-50 2 50-60 3 60-70 4 70-80 5 80-90 6 90-100 7 100-110 8 3. For material temperatures between 5 degrees F and 32 degrees F, the deployment and seaming will be performed in accordance with GRI GM9. No geomembranes material shall be unrolled or deployed if the material temperatures are lower than 5 degrees F, unless otherwise approved in writing by Engineer. Only the quantity of geomembranes that will be anchored and seamed together in one day shall be deployed.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) 31 90 35 - 10 07/25 GEOMEMBRANE LINER 4. In general, seams shall be orientated parallel to the line of maximum slope. In corners and odd shaped geometric locations, the total length of the field seam shall be minimized. Seams shall not be located at low points in the subgrade unless geometry requires seaming at such locations as approved by Engineer. 5. All LLDPE panels that are to be welded together shall be manufactured by the same geomembrane manufacturer, made from the same resin type and made using the same formulation. Adjacent LLDPE panels that do not satisfy all of these requirements shall not be welded together. Any panels welded together that violate any of these criteria shall be rejected and removed from site at Geomembrane Installer’s expense. 6. The geomembranes shall not be allowed to "bridge" over voids or low areas in the subgrade. The geomembranes shall rest in direct contact with the subgrade. 7. Temporary ballasting such as sandbags or tires shall be placed on the geomembrane to prevent wind damage during and after installation. It should be noted that this temporary ballasting shall be of suitable construction to prevent against damage of the geomembrane. Contractor will be required to ensure that the spacing of these sandbags are appropriately designed (this could include tying the sandbags together in a horizontal and vertical direction) to prevent against uplift and potential damage of the geomembrane. Any geomembrane material that has been damaged as the result of the wind, in the opinion of Engineer, shall be removed and replaced at Contractor’s expense. 8. All personnel working on the geomembrane surface should wear soft-soled shoes and shall not engage in any activity which may damage the geomembrane. 9. Machinery, other than seam welding machinery or All-Terrain Vehicles (ATV) approved for use by Engineer in writing, shall not be operated on the geomembrane. 10. The use of ATVs for the deployment of the geomembrane will be allowed. For ATVs to be used, Contractor must demonstrate that the ATV exerts a maximum allowable pressure on the ground surface (or geomembrane surface) of 8 psi. The maximum allowable pressure on the ground surface (or geomembrane surface) is influenced by the tread pattern of the tires on the ATV. The maximum allowable ground surface (or geomembrane surface) pressure is not the reading from a tire pressure gauge. The ATVs shall only be used to deploy rolls of geomembrane and shall not be used to transport personnel, equipment, sandbags or the like. 3.2 SEAMING A. General: 1. Seaming of geomembranes shall be carried out strictly in accordance with the manufacturer’s written instructions and in accordance with GRI GM19. Contractor shall provide a complete description of the processes to be used and shall identify the equipment proposed for accomplishing the seaming. 2. No geomembranes material shall be seamed when the sheet temperature is below 5 degrees F and above 170 degrees F as measured by an infrared thermometer (or surface thermocouple), unless otherwise approved by Engineer. For material temperatures between 5 degrees F and 32 degrees F, seaming shall be performed in accordance with GRI GM19.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) 31 90 35 - 11 07/25 GEOMEMBRANE LINER B. Personnel: 1. Contractor shall nominate a Project Seam Welding Supervisor before commencing Work and shall demonstrate that the Seam Welding Supervisor has a proven background in installation of lining systems and materials similar to those specified. All personnel employed in welding shall be competent and experienced in the use of the equipment. Contractor shall ultimately be responsible for ensuring the quality assurance program is followed. C. Seam Welding Equipment: 1. Only specialized purpose-designed equipment approved by Engineer shall be used. For long-run work, the machine shall be mounted on a carriage to operate at a controlled speed. In all cases, the temperature at the point of fusion shall be monitored and controlled with an interlock to the drive mechanism so that welding is stopped if the temperature falls outside the range at which satisfactory welding can be achieved. 2. Where the welding procedure includes provision for heated extrudate to be incorporated in the weld, any degraded extrudate, which has been overheated or heated and cooled in the barrel, shall be purged with fresh material prior to the resumption of welding. 3. Equipment should be maintained on a regular basis to ensure efficient performance throughout. 4. The field tensiometer shall have a current certificate of calibration in accordance with the manufacturer’s calibration recommendations. D. Seam Strength Requirements: 1. Each test specimen should fail in the parent material and not in the weld as demonstrated by test welds and destructive test samples in accordance with Section 5: Geomembrane Inspection and Testing. Breadth and depth of fusion between sheets shall be as required to meet these criteria. Where heated extrudate is included in the weld, the extrudate material after fusion shall be fully compatible physically and chemically with the geomembrane material. 2. The geomembrane material shall not be overheated during welding such that crystallization, oxidation, perforation or degradation of the geomembrane occurs. E. Weather Conditions: 1. Welding shall not be commenced or continued during rain, fog, excessive winds, snowing, sleeting or hailing. Welding shall not be commenced or continued when ambient temperatures (as measure 3 feet above the seam being welded) is outside the range of 5 degrees F to 100 degrees F. When ambient temperatures are between 5 degrees F and 32 degrees F, seaming shall be performed in accordance with GRI GM9. 2. The seams adjacent to the corners of the ponds and the toe of the slopes shall be made during the coolest part of the day and shall not be made when the geomembrane is exposed to direct sunlight. F. Geomembrane Preparation: 1. The surface of the geomembrane to be welded shall be clean, dry and free from any foreign matter and contaminants, such as clay and sand.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) 31 90 35 - 12 07/25 GEOMEMBRANE LINER G. Seam Lap: 1. The minimum lap of adjacent geomembrane sheets shall be 6 inches, unless specified otherwise by the geomembrane manufacturer or the welding equipment supplier. 2. Fish mouths, or excessive wrinkles at the seam overlap, shall be minimized. When necessary, cut along the ridge of the wrinkles back into the panel to create a flat overlap. The cut shall be terminated with a keyhole cut (nominal 0.5-inch-diameter hole) so as to minimize crack/tear propagation. The overlay shall subsequently be seamed. The keyhole cut shall be patched with an oval or round patch, of the same base geomembrane material extending a minimum of 6 inches beyond the cut in all directions. H. Fusion Welding (Primary Welds): 1. Seam welding of LLDPE geomembranes shall be accomplished primarily by fusion welding using either a hot wedge or hot air welder. 2. The seam shall consist of a double weld produced by surface fusion with an air gap between. Pressure nipping rollers shall press the molten surfaces together immediately behind the hot air or hot wedge welder to complete the weld. I. Extrusion Welding (Secondary Welds): 1. Extrusion welding shall only be used where fusion welding is not possible, such as at pipe penetrations, patches, repairs, and short runs of seams (less than a roll width). 2. Extrusion welding shall be achieved by fusion of an extrudate to the top surface of both sheets at the lap. The depth and width of engagement of the extrudate shall be as required to achieve the strength requirements. The means of deposition of the extrudate shall provide for full integration with the surface of the sheets, so that the weld becomes homogeneous with the geomembrane. 3.3 GEOMEMBRANE ANCHORAGE A. Anchor trenches shall be excavated in accordance with the details on the construction drawings. The anchor trenches shall be kept well drained to avoid softening during rain periods and maintained so as to not dry, desiccate and crack. B. In accordance with Section 31 23 16.13 "Trenching," Contractor shall seek approval from Engineer prior to the commencement of anchor trench backfilling. Once the anchor trench is ready to be backfilled, it shall be backfilled in early morning when the geomembrane is at maximum contraction. Backfilling shall be carried out in planned, logical sequence to avoid overstressing of the geomembrane. C. The backfill material shall be compacted to 98 percent Maximum Dry Density, Standard Compaction Method. The backfill material shall be moisture conditioned to between 0 and 2 percent of the material’s Optimum Moisture Content (OMC). 3.4 CLEANING UP A. On completion of the work on-site, Contractor shall clean up and leave the whole area to the satisfaction of Engineer. 3.5 GEOMEMBRANE INSPECTION, TESTING, AND REPAIR A. All areas found to be defective shall be repaired at the expense of Geomembrane Installer. Engineer shall be notified of defective areas prior to the repair taking place. B. Geomembrane Installer shall ensure a plan is marked up showing the locations of repairs made and the type of repair made. Geomembrane Installer shall submit a marked-up drawing showing the locations of the repairs to Engineer for review and approval.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) 31 90 35 - 13 07/25 GEOMEMBRANE LINER 3.6 VISUAL INSPECTIONS A. The entire surface of every sheet of geomembrane material shall be inspected by Geomembrane Installer during placing to identify any tears, abrasions, indentations, cracks, thin areas, or other defects. B. Any defects such as holes, tears, blisters, lamination, undispersed raw materials or visible non-uniformity or contamination by foreign matter which in the opinion of Engineer is detrimental to the long service life required of the membrane geomembrane, shall be grounds for rejection of the membrane geomembrane material. C. Where additional faults are found, Engineer reserves the right to reject the roll. Contractor shall replace any rejected rolls and repair any defects to Engineer’s satisfaction at Geomembrane Installer’s expense. D. Following the installation of the geomembrane, a detailed visual inspection of the primary geomembrane surface shall be performed by Engineer or Engineer's representative (accompanied by Geomembrane Installer), to identify any defects in the geomembrane surface caused during installation. 3.7 SEAM TESTING A. All geomembrane weld seams shall be subjected to both non-destructive and destructive field testing. Additionally, representative samples of field seams shall be taken for laboratory testing by an independent, appropriately qualified geosynthetic testing laboratory. B. The tests in this Section shall be carried out at the specified frequencies. C. Testing of each length of seam shall be carried out within 48 hours of its completion. D. The acceptance criteria for peel and shear strength testing shall be in accordance with GRI GM19. E. Test Welds (In Field): 1. Test seams shall be made by each welding technician and tested in accordance with ASTM D6392 at the beginning of each seam period. Test seaming shall be performed under the same conditions and with the same equipment and operator combination as production seams. The test seam shall be approximately 6 feet long for fusion welding and 3 feet long for extrusion welding with the seam centered lengthwise. 2. At a minimum, trial welds shall be made by each technician as follows: a. Prior to commencement of each shift. b. One time every 4 hours thereafter. c. Following any break in operation. d. Following any significant adjustment to welder controls. 3. Additional tests may be required with changes in environmental conditions. 4. Two 1-inch wide specimens shall be die-cut by Geomembrane Installer from each end of the test seam. These specimens shall be tested by Geomembrane Installer using a field tensiometer testing both tracks for peel strength and direct shear strength tests. 5. The test weld will be considered acceptable if the test piece fails in the un-welded geomembrane away from the seam. If the field test fails, then further test welds shall be made after appropriate adjustment of the welder controls and retested until an acceptable weld is obtained. Field test results shall be recorded, and test pieces marked and stored. Engineer reserves the right to take further test pieces from the test welds for independent tests off site.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) 31 90 35 - 14 07/25 GEOMEMBRANE LINER 6. The minimum seam weld strength criteria for peel and shear strength testing are as specified in Table 5 (below). The seam strength testing shall be done in accordance with GRI GM19. TABLE 5 – WELD STRENGTH REQUIREMENTS Description Conformance Criteria Peel Strength (Fusion Weld) ≥ 75 lb/in Peel Strength (Extrusion Weld) ≥ 66 lb/in Shear Strength (Extrusion & Fusion) ≥ 90 lb/in F. Non-Destructive Testing (In Field): All seams shall be non-destructively tested in accordance with the following sections. 1. Air Pressure Testing: a. Double fusion seams with an enclosed channel shall be air pressure tested by Geomembrane Installer in accordance with ASTM D5820 and ASTM D4437. Every geomembrane seam shall be subjected to air pressure testing. The testing shall be achieved by inflation of the space between the welds to approximately 30 psi pressure and following the 2 minute "relaxing period" (whereby the air temperature and pressure stabilizes), the air pressure will be monitored 5 minutes and the pressure loss recorded. b. If pressure loss does not exceed 4 psi after 5 minutes, the seam shall be considered leak tight and therefore considered to be acceptable. 2. Vacuum Testing: a. For single welded seams testing shall be achieved using vacuum testing. Vacuum testing shall be performed by Geomembrane Installer in accordance with ASTM D4437 and ASTM D5641. b. The Vacuum pump shall be charged, and the tank pressure adjusted to approximately 5 psi. If no bubbles appear while the vacuum is held for 5 seconds, then the seam is satisfactory. 3. Destructive Testing (In Field and In Laboratory): a. Samples for destructive testing shall be taken from finished seams at locations as directed by Engineer. A sampling frequency of one sample per 500 feet of seam length shall be used. The sample shall be taken by Geomembrane Installer from a location specified by Engineer or Engineer's representative. b. Each sample shall be 3 feet long, parallel to the seam by 1 foot wide, with the seam central in width. c. For field seams, if a laboratory test fails, that shall be considered an indicator of the possible inadequacy of the entire seamed length corresponding to the test sample. Additional destructive test portions shall then be taken by Geomembrane Installer from locations 10 feet on either side of the failed sample (c/c by sample). Field and Laboratory testing shall be conducted on these verification samples. Passing tests shall be an indicator of adequate seams. Failing tests shall be an indicator of non-adequate seams and all seams represented by the destructive test locations shall be repaired with a cap-strip extrusion welded to all sides of the capped area. All cap-strip seams shall be non-destructively vacuum box tested until adequacy of the seams is achieved. Cap strip seams exceeding 165 feet in length shall be destructively tested.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) 31 90 35 - 15 07/25 GEOMEMBRANE LINER 3.8 GEOMEMBRANE DEFECTS A. Identification of Defects: 1. Panels and seams shall be inspected by Geomembrane Installer, Contractor and Engineer during and after panel deployment to identify all defects, including holes, blisters, undispersed raw materials and signs of contamination by foreign matter. B. Evaluation of Defects: 1. Each suspect location on the geomembrane (both in geomembranes seam and non-seam areas) shall be non- destructively tested using one of the methods described in Section 4.2.2: Non-Destructive Testing. Each location which fails non-destructive testing shall be marked, numbered, measured and posted on the daily "installation" drawings and subsequently repaired. 2. If a destructive sample fails the field or laboratory test, Geomembrane Installer shall repair the seam between the two nearest passed locations on both sides of the failed destructive sample location. C. Wrinkles: 1. Any wrinkles that can fold over shall be repaired either by cutting out excess material or, if possible, allowing the geomembrane to contract as the temperature decreases. In no case shall material be placed over the geomembrane that could result in the geomembrane folding. All folded geomembrane shall be removed. No material shall be placed in areas where the geomembrane is not in contact with the supporting subgrade. 3.9 GEOMEMBRANE REPAIR A. Repair Procedures: 1. Restart/reseam defective seams as described herein. 2. Repair small holes by extrusion cap welding. If hole is larger than 3 inches, patch. 3. Repair tears by patching. Where tears are on a slope or area of stress with a sharp end, round before patching. 4. Repair blisters, large holes, undispersed raw materials, and contamination by foreign matter by patches. 5. Abrade and clean surfaces of HDPE to patch no more than 15 minutes before repair. Remove not more than 10 percent of thickness. 6. Patches shall be round or oval, made of same geomembrane, and extend minimum 6 inches beyond edge of defects. All patches shall be same compound and thickness as geomembrane specified. All patches shall have top edge beveled with an angle grinder before placement on geomembrane. Apply patches using approved methods only. B. Restart/Reseaming Procedures: Restart welding process by grinding existing seam and rewelding a new seam. Welding commences where grinding started and must overlap previous seam by at least 2 inches. Reseaming over existing seam without regrinding is not permitted. C. Verification of Repairs: 1. Non-destructively test each repair except when Engineer requires destructive seam sample obtained from repaired seam. Take repairs that pass non-destructive test as an indication of adequate repair. Failed tests indicate repair shall be repeated and retested until passing test results achieved. 2. Record Results: Installer shall provide daily documentation of all non-destructive and destructive testing to Engineer. This documentation shall identify all seams that initially failed test and include evidence seams were repaired and successfully retested.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) 31 90 35 - 16 07/25 GEOMEMBRANE LINER 3.10 TESTING AND INSPECTION RECORDS A. Full records of geomembrane testing and inspection shall be submitted progressively to Engineer, as the Work proceeds. Final completion will not be certified until all records have been submitted and approved by Engineer. 1. Records shall include, but not limited to, the following: a. Contractor’s panel layout drawing showing panel numbers and seam numbers, to be marked up progressively with the roll number used for each panel, and with the locations of samples taken for destructive testing. b. Manufacturer’s roll production test reports for all rolls used in the Work. c. Subgrade certification reports. d. Daily vacuum box or seam inflation test reports referenced to seam numbers. e. Daily test weld field test reports referenced to seam numbers, equipment identification, and operator, and including weather and temperature conditions and any adjustments to equipment controls. f. Destructive test field report and record of submission for laboratory testing referenced to seam number. g. Laboratory test reports to be available within two weeks of testing. h. Record drawing indicating geomembrane seam locations, destructive test locations, cap strip locations, patches and all repairs for the geomembrane system. 3.11 GEOMEMBRANE ACCEPTANCE A. Installer retains all ownership and responsibility for geomembrane until Owner accepts. Geomembrane surface shall not have striations, roughness, pinholes, or bubbles and shall be free of holes, blisters, undispersed raw materials, or any contamination by foreign matter; except, if in Engineer opinion blemish will not adversely affect properties and use of geomembrane, Engineer may accept geomembrane after sufficient laboratory test data provided to support such acceptance, and further, if all such testing is at sole expense of installer. B. Owner shall accept geomembrane liner when these conditions are met: 1. Installation is finished. 2. Verify adequacy of all field seams and repairs, including associated testing, is complete. 3. Written certification, including "As Built" Drawing(s) is provided by installer to Engineer. 4. Documentation of complete installation, including all reports are complete. 5. Acceptance of "Geomembrane Liner Evaluation Report" by State Agency for Liner Evaluation reporting. END OF SECTION
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 LEACHATE COLLECTION SYSTEMS 31 90 40.10 - 1 07/25 SECTION 31 90 40.10 – LEACHATE COLLECTION SYSTEMS PART 1 - GENERAL 1.1 SUMMARY A. Section includes polyethylene (PE) pipe material and installation. B. Related Requirements: 1. Division 01 Specification Sections apply to Work of this Section. 2. Section 31 05 19.13 "Geotextile Fabrics." 3. Section 31 05 19.26 "Geocomposite Drainage Layer." 4. Section 31 90 20 "Gravel Drainage Material." 5. Section 31 90 34 "HDPE Geomembrane Liner." 6. Section 31 90 35 " LLDPE Geomembrane Liner." 1.2 REFERENCES A. ASTM D1248 - Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable. B. ASTM D2487 - Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System). C. ASTM D2837 - Standard Test Method for Obtaining Hydrostatic Design Basis for Thermoplastic Pipe Materials or Pressure Design Basis for Thermoplastic Pipe Products. D. ASTM D3350 - Standard Specification for Polyethylene Plastics Pipe and Fittings Materials. E. M 252 - Standard Specification for Corrugated Polyethylene Drainage Pipe. 1.3 SUBMITTALS A. Shop Drawings and Product Data: 1. Provide piping layout with all bends, tees, elbows, etc. 2. Pipe manufacturer's data. 3. Pipe manufacturer's installation data. B. Manufacturer's Certification: Manufacturer must certify materials supplied meet all Specification requirements. C. Contractor's Experience Record: Indicate past experience installing manufacturer's product. 1.4 QUALITY ASSURANCE A. Manufacturer: 1. Certify company manufactured this product at least 5 years. 2. Certify material meets or exceeds requirements specified herein. B. Contractor: Provide experience record for installing manufacturer's product; minimum 5 years’ experience.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 LEACHATE COLLECTION SYSTEMS 31 90 40.10 - 2 07/25 1.5 FIELD MEASUREMENTS A. Verify field measurements are as indicated on Shop Drawings. 1.6 HANDLING OF PIPE A. Store pipe on clean, level ground to prevent undue scratching or gouging pipe. If pipe must be stacked for storage, stacking per pipe manufacturer recommendations. Handle pipe to not damage by dragging over sharp objects or cut by chokers or lifting equipment. B. Handle joined segments of pipe to avoid damage to pipe or joining system. When lifting sections of pipe, avoid chains or cable-type chokers. Nylon slings preferred. Use spreader bars when lifting long-fused sections. Avoid cutting or gouging pipe. 1.7 REPAIR DAMAGED SECTIONS A. Cut and remove segments of pipe having cuts or gouges in excess of 10 percent of wall thickness of pipe. Rejoin undamaged portions of pipe using a method identified as approved by specifying Engineer. PART 2 - PRODUCTS 2.1 POLYETHYLENE PIPE A. Must be ASTM D1248, Type III, Class C, Grade P-34, Category 5. B. PPI rating of PE-3408. C. Cell Classification: ASTM D3350, 345434C. D. Hydrostatic Design Basis shall not be less than 1,600 psi (11.03 MPA) per ASTM D2837. E. Minimum Standard Dimension Ratio (SDR): 11. 2.2 FITTINGS A. Type: Same as pipe. B. Bends: Only long radius bends acceptable. C. Dissimilar Pipe Connections: Make connections between corrugated pipe and smooth heat fusion pipe with flange adaptors and slip-on metal flanges. Metal flanges shall be cast or ductile iron. Bolts and nuts shall be stainless steel. PART 3 - EXECUTION 3.1 INSTALLATION A. Place 6-inch-thick layer of gravel on top geotextile material across entire length/width of trench. B. Do not drive heavy vehicles/equipment on top of material to avoid damage to geomembrane liner. C. Using handheld mechanical tampers to carefully consolidate material. D. Place pipe in center of trench and place gravel.
City of Denton Landfill Cell 6 Excavation and Liner Construction and 1590 Separation Liner Construction 4112923 LEACHATE COLLECTION SYSTEMS 31 90 40.10 - 3 07/25 E. Place gravel under pipe haunches in 2-inch lifts followed by handheld mechanical compaction up to pipe springline. F. Above springline, lifts of gravel may be 4 inches thick, followed by handheld mechanical compaction. G. After gravel placed to full depth, cover top with geotextile fabric, overlapping minimum 18 inches. 3.2 PIPE JOINING A. Join sections of polyethylene pipe into continuous sections on jobsite using manufacturer recommended methods. B. Joining method shall be heat-fusion method performed per manufacturer recommendations. C. Heat-fusion equipment used should meet all conditions recommended by pipe manufacturer including, but not limited to, temperature requirements, alignment, and fusion pressures. D. All bends, tees, and fittings may be shop-made per manufacturer recommendations. 3.3 PIPE JOINING CORRUGATED POLYETHYLENE PIPE A. Place sections of corrugated polyethylene pipe into continuous sections on jobsite using manufacturer-recommended methods. B. Join pipe using manufacturer coupling pieces and ties. END OF SECTION