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Test <br />Series <br />Number <br />1 <br />3 <br />Interface Tested( <br />WETTED DRAIN COVER PILL / WETTED 80 -mil GSE SMOOTH <br />VLDPE GEOMEMBRANE / IRON CLAD SOIL LINER MATERIAL <br />TABLE 1 <br />INTERFACE DIRECT SHEAR TESTING RESULTS <br />MEASURED TOTAL STRESS SHEAR STRENGTII PARAMETERS <br />CRIPPLE CREEK & VICTOR GOLD MINING COMPANY <br />DRAIN COVER FILL / 80 -mil GSE SINGLE -SIDED TEXTURE LLDPE <br />i 2 GEOMEMBRANE WITH TEXTURE SIDE DOWN / CLAY BORROW <br />SOIL LINER (SLC- 4)IINDER WELTED CONDITIONS <br />DRAIN COVER FILL / 80 -mil GSE SINGLE -SIDED TEXTURE LLDPE <br />GEOMEMBRANE WITH TEXTURE SIDE DOWN / CLAY BORROW <br />SOIL (SLC -4) UNDER WETTED & CONSOLIDATED CONDITIONS <br />Normal ' Peak Strength( <br />Large Dislnacement Reference <br />L Slrenglh(2'3) Appendix <br />Stress _r_._ — <br />Friction Adhesion; 2 •� Friction A dhesion 2 Figure <br />0 ) Angle (psi) ' K Angle I (psf) h Number <br />500 27 0 i 1.0000 i 27 0 1.0000 C -I <br />-1 1 <br />500 16 0 1.0000 15 0 1.0000 C -2 <br />500 { 17 <br />0 ; 1.0000 16 0 1.0000 C -3 <br />Nok.s. (1) Sec Appendix 3 for detailed test conditions and procedures For Test No. 1, shear failure (sliding) occured between the drain cover fill and the gcomembrnne for lest Nos. 2 and 3. sliding occured <br />between clay borrow soil liner (SLC -4) and the textured side ofthc gcomcrnhranc <br />(2) For each test series, the total - stress interface friction angles and adhesions were determined 1}om a strnight line drawn from the origin through the test data. Caution should be exercised in <br />using these shear strength parameters for applications involving normal stresses other than the normal stresses used in each test series The value of It.', the coefficient of correlation, provides <br />an indication of how well the best -fit shear strength parameters match the lest data. <br />(3) The Large displacement shear strength was calculated using the shear force measured at the cad of each test <br />GLI 1 126 /SG10001 I 00/02/25 <br />