Liner_System_Geosyn_Properties.pdf
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- Attached to
- On-Call Landfill Liner System Repair Services
- Solicitation number
- 2025-PURB RFP-0092
- Issued by
- Sacramento County, California
About this file
This is a technical specification document for the Kiefer Landfill Module 4, Phase 1 Base Liner System prepared by Geo-Logic Associates in July 2019, detailing requirements for HDPE geomembrane materials and installation standards for the County of Sacramento Department of Waste Management & Recycling. The specifications establish detailed performance requirements for single and double-sided textured HDPE geomembrane with a minimum thickness of 60 mil, including acceptance criteria for physical properties such as tensile strength, tear resistance, puncture resistance, and carbon black content measured at varying testing frequencies. The document defines interface shear strength requirements for both base double composite liners and side slope composite liners across normal load ranges from 5,000 to 20,000 PSF, with required shear strengths ranging from 900 to 3,200 PSF. Testing protocols are specified according to ASTM standards, including oxidative induction time (OIT) testing to evaluate antioxidant content and UV resistance retention after 1,600 hours of exposure. The specifications require manufacturers to provide quality control test results, production documentation, and certifications for welding extrudate materials used in the project.
The document establishes minimum performance standards for geomembrane properties including a density minimum of 0.940 g/cm³, tensile yield strength of 126 lb/in-width, break strength of 90 lb/in-width, tear resistance of 42 lb minimum average, and puncture resistance of 120 lb minimum average. Detailed testing configurations are mandated for composite liner systems, requiring samples to be tested as multi-component sandwiches including operations soil, geotextiles, drainage gravel, and foundation layer soils, with GCL hydration required at 10 psi normal load for minimum 48 hours prior to testing. The contractor must submit testing schedules and drawings for review by the CQA Officer, and all results must be reported in graphical and tabular formats showing shear force versus displacement curves, peak and large displacement shear strengths, and friction angles determined from multiple normal stress points.
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Kiefer Landfill Module 4, Phase 1 Base Liner System DIVISION 2 - SITEWORK
Geo-Logic Associates Section 02778 July 2019 Page 7 of 29 HDPE GEOMEMBRANE
TABLE 02778-2
PROPERTIES FOR SINGLE AND DOUBLE SIDED TEXTURED HDPE GEOMEMBRANE
PROPERTY TEST
DESIGNATION
ACCEPTANCE
VALUE
MQC
TESTING
FREQUENCY
Average Thickness (min)1 Lowest Individual Thickness1
ASTM D5994 60 mil 55 mil
Each Roll Each Roll
Asperity Height, mils2 ASTM D7466 Minimum 20 mils average measurement and as needed to meet shear strength requirements
Every 2nd Roll (Both Sides
Tested)
Density (min avg.), g/cm3 ASTM D1505 0.940 200,000 lb
Tensile Properties (min avg.) both directions ASTM D6693, Type
IV
• Yield strength (min.) 126 lb/in-width
20,000 lb
• Break strength (min.) 90 lb/in-width 20,000 lb
• Yield elongation (min.) 1.3” GL 12% 20,000 lb
• Break elongation (min.) 2.0” GL 100% 20,000 lb
Tear Resistance (min avg.) ASTM D1004, Die C 42 lb 45,000 lb
Puncture Resistance (min avg.) ASTM D4833/ D4833M 120 lb 45,000 lb
Carbon Black Content (range) 3, 4 ASTM D4218 2.0-3.0% 20,000 lb
Carbon Black Dispersion ASTM D5596 Note 5 45,000 lb
SP-NCTL, (5 specimens9 ) (minimum) ASTM D5397 300 hrs Each Resin Lot
Oxidative Induction Time (OIT) (min avg) 6 Standard OIT ASTM D3895 100 minutes 200,000 lb Or High Pressure OIT ASTM D5885 400 minutes 200,000 lb
Oven Aging at 85 deg. C for 90 days (min avg), 6 ASTM D5721 Each Formulation Standard OIT ASTM D3895 55 % Or High Pressure OIT ASTM D5885 80 %
UV Resistance retained after 1,600 hrs 7 ASTM D7238 Each Formulation High Pressure OIT (min avg) .8 ASTM D5885 50 %
Geo-Logic Associates Section 02778 July 2019 Page 8 of 29 HDPE GEOMEMBRANE
Notes:
1. The results obtained from D5994 shall be an average of all readings taken; this result must meet or exceed the specified value for minimum average thickness. In addition, all individual readings taken to obtain the average cannot be less the specified average thickness requirement.
2. Of 10 readings, 8 out of 10 must be a minimum 18 mils, and the lowest individual ready must be 15 mils. Each side shall be tested for each sample taken from double sided textured geomembrane.
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 content is only measured on the black backing of the white-surfaced geomembrane, if applicable. Prior to measuring the carbon black content, the white surface shall be scrapped or ground off to avoid misrepresentative results in the final result. Contact the manufacturer for an approved method of testing.
5. Carbon black dispersion for 10 different views: All 10 in Categories 1 or 2.
6. The manufacturer has the option to select either of the OIT methods listed to evaluate the antioxidant content in the geomembrane.
7. The condition of the test shall be 20-hr. UV cycle at 75 deg. C followed by 4-hr. condensation at 60 deg. C.
8. UV resistance is based on percent retained value regardless of the original HP-OIT value.
9. All specimens shall meet the requirements as shown.
TABLE 02778-3
INTERFACE PROPERTIES1,2,3,4,5,6,7,8,9,10,11,12,13
BASE DOUBLE COMPOSITE LINER
NORMAL LOAD
(PSF)
REQUIRED SHEAR STRENGTH
(MINIMUM) (PSF)
5,000 900
10,000 1,750
15,000 2,525
20,000 3,200
TABLE 02778-4
INTERFACE PROPERTIES1,2,3,4,5,6,7,8,9,10,11,12,13
SIDE SLOPE COMPOSITE LINER
NORMAL LOAD
(PSF)
REQUIRED SHEAR STRENGTH
(MINIMUM) (PSF)
5,000 900
10,000 1,750
15,000 2,525
20,000 3,200
Notes for Tables 02778-3 and 02778-4:
1. The following sample testing configuration shall be used with testing as a multi-component or “sandwich” for:
Geo-Logic Associates Section 02778 July 2019 Page 9 of 29 HDPE GEOMEMBRANE
a. Base Double Composite Liner: Operations soil (loosely tamped in place) / 8-oz/sy non-woven geotextile filter/ drainage gravel / 12-oz/sy non-woven geotextile cushion/ 60-mil double-sided-textured HDPE geomembrane / hydrated GCL / geocomposite drainage layer / 60-mil double-sided-textured HDPE / hydrated GCL / foundation layer soil. The material orientations shall be as directed by the CQA Officer.
b. Side Slope Composite Liner: Operations soil (loosely tamped in place) / 60-mil single-sided-textured HDPE (textured side down against GCL) / hydrated GCL / foundation layer soil
2. Test the sample configurations at a frequency of two tests per configuration according to ASTM D5321 or D6243 under normal loads shown in Tables 02778-3 and 02778-4 using properly calibrated equipment.
3. Compact the foundation layer soil to 90 percent relative compaction and 3 percent above the optimum moisture content per ASTM D1557.
4. Measure and report asperity height of geomembrane (both sides for double-sided-textured geomembrane), moisture content of GCL before and after the test, and peel strength of GCL.
5. Hydrate GCL separately at 10 psi normal load for a minimum of 48 hours. Apply normal load first and then start soaking.
6. Once GCL is hydrated and sample sandwich configured and loaded to the corresponding normal stress, allow sample to consolidate at least 48 hours or until t90
7. Spray lower surface of geocomposite, both surfaces of geomembrane, and upper surface of GCL with distilled water.
8. Apply the test normal load at 1,000 lbs. / minute.
9. Shear at 0.04 inches / minute.
10. Minimum specified post peak strengths (at 3 inches deformation) or the lower value between peak and the strength at 3 inches deformation.
11. At the completion of the test, the third party laboratory shall photograph and record the location where shearing occurred, and the general conditions of the samples.
12. The results of the test shall be reported in graphical and tabular forms including:
a. Shear force versus shear displacement curves for all design normal loads.
b. Peak and large displacement (i.e. at 3 inches shear displacement) shear strengths.
c. Friction angle and adhesion determined from the best fits to peak and post-peak shear strengths versus normal stress curves.
d. Friction angles determined as the secant to the specified normal stress point on the actual peak and the post-peak shear strength versus normal stress curves.
3. Welding Extrudate:
a. Production date or dates.
b. Manufacturer’s certification stating that the welding extrudate is of the same resin type and formulation as the geomembrane.
c. Manufacturer’s quality control test results for the welding extrudate supplied and used for this project.
D. The Contractor shall submit the following schedule and drawings to the CQA Officer for review in accordance with Section 01300 – Submittals. The
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