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• 0 • <br /> TABLE 14 <br /> SUMMARY OF INTERFACE SHEAR STRENGTH TEST RESULTS <br /> CQA SERVICES FOR CONSTRUCTION OF AREA 2A AT <br /> FOOTHILL SANITARY LANDFILL,SAN JOAQUIN COUNTY,CA <br /> SlopeMeasured Interface Strength (psf) <br /> Series 1 Series 2 Series 3 Series 4 Series S <br /> Single Interface Single Interface Single Interface Base Liner Side <br /> Required GCL/Foundation <br /> 11 <br /> Normal <br /> Peak Post-Peak Peak Post-Peak Peak Post-Peak Peak Post-Peak Peak Post-Pe <br /> Stress 1 1 <br /> /LCR <br /> 1,000 404 757 649 720 445 599 372 672 535 GM Gravel avelak Interface <br /> 625 365 GM/GC <br /> 4,000 1174 2765 2354 2395 1625 2235 1154 2386 1527 GCL/GM 2127 1135 GM GC <br /> 6,000 1370 3582 6151 3489 1977 3013 1477 3448 1811 GCL GM 2968 1465 GM/GC <br /> 8,000 1515 4596 7911 4506 2355 3794 1735 4293 1 2195 GCL GM 3742 1696 GM/GC <br /> 12,000 1555 5725 9691 5670 16091 5243 2280 5971 2391 GCL GM 5270 2322 GM GC <br /> 12,000 1555 7104 1 11951'2 1 5478 15751'3 GCL/GM' <br /> GCL- Geosynthetic Clay Liner <br /> GM - 60-mil Double-Sided Textured (DST) HDPE Geomembrane <br /> GC - Geocomposite <br /> 615 Does not meet specifed post-peak strength <br /> Notes: <br /> 1. GCL internal failure <br /> 2. Test rerun with GCL sample with high peel strength (58 lbs).The remaining tests in this test series used GCL <br /> roll with a peel strength of 47.5 lbs. <br /> 3. Test rerun using GCL with low peel strength of 47.5 lbs. Sliding initially occurred on GCL/GM interface and resulted <br /> in GCL internal failure. Remaining tests in this test series used GCL with a peel strength of 53.6 lbs for 8,000 and 12,000 psf <br /> normal stress points and peel strength of 48.6 lbs for 1,000,4,000 and 6,000 psf normal stress points. <br /> Advanced <br /> Earth 5c%nces,inc. <br /> Geotechnical and Envennmenfal Consultants <br />