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ADVANCED EARTH SCIENCES - FOOTHILL SANITARY LANDFILL <br />MULTI -INTERFACE DIRECT SHEAR TESTING (ASTM D 6243) <br />Upper Shear Box: Foundation soil compacted to approximately 90% of max dry density at OMC + 4% ( 7d. = 98.5 pcf, OMC = 23.0%) against <br />Bentoliner NWL45 GCL (Roll ##502252261, peel = 48.6 lbs for tests #6A, 613 & 6C; Roll #502252383, peel = 53.6 lbs for tests #6D & 6E ) with non heat -burnished side down against <br />GSE 60 -mil B/B textured HDPE geomembrane (#108181768) <br />Lower Shear Box: LCRS Gravel <br />8000 <br />6400 <br />C <br />4800 <br />h <br />L <br />L <br />3200 <br />1600 <br />0 <br />0.0 <br />-4A -4B -4C <br />-4D -4E 4F <br />"Isolated" interface test #417: <br />GCL #502252263/GM <br />Peel = 47.5 lbs <br />GCL internal failure <br />0.8 1.6 2.4 3.2 <br />Displacement (in.) <br />1JVVV <br />12000 <br />C <br />H <br />s 9000 <br />c <br />L <br />Ki <br />6000 <br />.s <br />3000 <br />0 <br />Shear Strength <br />Parameters (2) <br />DATE OF REPORT: 7/6/2015 <br />FIGURE NO. 13 <br />S a R <br />(deg) (sf) <br />Peak <br />Shear <br />Rate <br />in./min <br />LD <br />Consolidation LCRS Gravel <br />Stress Time Yd I w; Of <br />s hour c % % <br />Yd <br />c <br />Foundation Soil <br />wi Of <br />% % <br />GCL <br />wi (Of <br />% % <br />Shear Stren th <br />TP TLD <br />s s <br />Failure <br />Mode <br />A <br />12 x 12 <br />1000 <br />0.04 <br />125 <br />20 <br />1000 <br />16 <br />88.3 <br />27.5 <br />113.0 <br />672 <br />4B <br />4C <br />12 x 12 <br />12 x 12 <br />4000 <br />6000 <br />O Peak [3LD <br />125 <br />125 <br />20 <br />20 <br />4000 <br />6000 <br />16 <br />16 <br />88.2 <br />88.8 <br />8 <br />87.5 <br />80.1 <br />O <br />1527 <br />1811 <br />(2) <br />(2) <br />4D <br />O <br />8000 <br />0.04 <br />O <br />El❑ <br />❑ <br />8000 <br />❑ <br />El <br />8 <br />26.9 <br />65.5 <br />4293 <br />Shear Strength <br />Parameters (2) <br />DATE OF REPORT: 7/6/2015 <br />FIGURE NO. 13 <br />S a R <br />(deg) (sf) <br />Peak <br />Shear <br />Rate <br />in./min <br />LD <br />Consolidation LCRS Gravel <br />Stress Time Yd I w; Of <br />s hour c % % <br />0 3000 6000 9000 12000 15000 <br />Normal stress (psf) <br />Test <br />No. <br />Shear <br />Box Size <br />in. x in. <br />Normal <br />Stress <br />s <br />Shear <br />Rate <br />in./min <br />Soaking in Distilled Water <br />Stress Time <br />s hour <br />Consolidation LCRS Gravel <br />Stress Time Yd I w; Of <br />s hour c % % <br />Yd <br />c <br />Foundation Soil <br />wi Of <br />% % <br />GCL <br />wi (Of <br />% % <br />Shear Stren th <br />TP TLD <br />s s <br />Failure <br />Mode <br />A <br />12 x 12 <br />1000 <br />0.04 <br />125 <br />20 <br />1000 <br />16 <br />88.3 <br />27.5 <br />113.0 <br />672 <br />4B <br />4C <br />12 x 12 <br />12 x 12 <br />4000 <br />6000 <br />0.04 <br />0.04 <br />125 <br />125 <br />20 <br />20 <br />4000 <br />6000 <br />16 <br />16 <br />88.2 <br />88.8 <br />27.7 <br />26.8 <br />87.5 <br />80.1 <br />2386 <br />3448 <br />1527 <br />1811 <br />(2) <br />(2) <br />4D <br />12 x 12 <br />8000 <br />0.04 <br />125 <br />20 <br />8000 <br />16 <br />88.7 <br />26.9 <br />65.5 <br />4293 <br />2195 <br />(2) <br />4E <br />12 x 12 <br />12000 <br />0.04 <br />125 <br />20 <br />12000 <br />16 <br />88.9 <br />26.6 <br />63.2 <br />5971 <br />2391 <br />(3) <br />4F <br />12 x 12 <br />12000 <br />0.04 <br />125 <br />20 <br />12000 <br />16 <br />59.7 <br />5478 <br />1575 <br />NOTES: <br />(1) Sliding at the interface between the LCRS gravel and geomembrane. <br />(2) Sliding at the interface between the non heat- treated side of GCL and geomembrane. <br />(3) Sliding at the interface between the non heat- treated side of GCL and geomembrane, and within GCL (partial internal failure) <br />S14010-36RRR.ds.xts <br />I.ca <br />-4a <br />