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s <br />9 July 1997 <br />TESTING EQUIPMENT, MATERIALS AND PROCEDURES <br />Summary of Materials, Tests and Results <br />National Seal Company received two 5 gallon containers of site -soil to be included in direct shear testing <br />for the Forward Landfill, WMU D-97 project. Other materials to be included in the testing were NSC <br />60 -mil single sided textured HDPE geomembrane (S06F307A-4F2308BO3), and Bentofix NW GCL <br />(22119). In addition, a peel test was performed on the GCL sample in accordance with ASTM D 4632 - <br />91, Standard Test Method for Grab Breaking Load and Elongation of Geotartiles. The following <br />profiles. were evaluated under normal stresses of 4000, 8000 and 13000 psf (the high normal stress <br />desired for this project of 15000 psf is not attainable on NSC's shear device): <br />1. Textured side of membrane / Site -soil <br />2. Textured side of membrane / GCL / Site -soil <br />Below is a summary of the tests and the results. <br />C <br />39.4 lbf <br />Test Apparatus <br />National Seal Company's test apparatus was manufactured by GeoSyntec Consultants. The upper box <br />measures 12" x 12" x 3". The length of the lower box is 14". This allows the 12" x 12" test area 2" of <br />displacement. An electric motor supplies the shearing force and displaces the lower box relative to the <br />upper stationary box. The upper box is held stationary by a load cell which in turn measures the shear <br />stresses. In these particular tests the normal stresses were applied by regulated air. <br />Preparation of Specimens <br />The soil for test series I was to be compacted to a relative compaction of 90% at a water content of 2 to 5 <br />percent above optimum (modified Proctor, ASTM D 1557). The Proctor analysis was provided with the <br />interface shear strength testing protocol. The maximum dry density was 118.9 pcf, and the optimum <br />water content was 13.0%. A dry density and moisture content of 107.01 pcf and 16.92% respectively, <br />were used. The soil was compacted into the bottom box of the shear device. The membrane was <br />Profile <br />Peak Angle <br />Residual Angle <br />Test Series <br />(degrees) <br />(degrees) <br />Textured side of membrane <br />I <br />Site Soil <br />30.1 <br />27.5 <br />Textured side of membrane <br />Left to the <br />2 <br />GCL <br />21.8 <br />discretion of the <br />Site -soil <br />engineers <br />Peel Test <br />Bentofix NW; Average of 3 specimens <br />39.4 lbf <br />Test Apparatus <br />National Seal Company's test apparatus was manufactured by GeoSyntec Consultants. The upper box <br />measures 12" x 12" x 3". The length of the lower box is 14". This allows the 12" x 12" test area 2" of <br />displacement. An electric motor supplies the shearing force and displaces the lower box relative to the <br />upper stationary box. The upper box is held stationary by a load cell which in turn measures the shear <br />stresses. In these particular tests the normal stresses were applied by regulated air. <br />Preparation of Specimens <br />The soil for test series I was to be compacted to a relative compaction of 90% at a water content of 2 to 5 <br />percent above optimum (modified Proctor, ASTM D 1557). The Proctor analysis was provided with the <br />interface shear strength testing protocol. The maximum dry density was 118.9 pcf, and the optimum <br />water content was 13.0%. A dry density and moisture content of 107.01 pcf and 16.92% respectively, <br />were used. The soil was compacted into the bottom box of the shear device. The membrane was <br />