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Coulson Excavating Company, Inc. - Bonser Gravel Pit <br />Exhibit E -Reclamation Plan <br />area. Moreover, personal communication with local excavators and drillers confirm the <br />consistency of the Pierre shale throughout eastern Loveland. This consistency is most likely due <br />to the Flat lying nature of the shale in this region. <br />If the source material shows any variability with respect to color, texture, or content from the <br />sampled material, a full suite of geotechnical tests will be performed. <br />Field data recorded during sample wllection included: <br />Color -dark gray <br />Textrve -Very fine grained clay and silt with larger clumps that are friable with moderate <br />pressure between fmgertips <br />Plasticity -Low <br />Moisture -Moist <br />The field sample was delivered to Aguvre Geotechnical Engineers of Englewood, Colorado, and <br />the following tests preformed: <br />Gradation Analysis - 1 %:" through #200 sieve <br />Atterberg Limits -ASTM D-4318 <br />Standard Proctor -ASTM D-698 <br />Modifred Proctor -ASTM D-1557 <br />Data Analysis/Sample Material Suitabiliri <br />The results of the geotechnical tests are as follows: <br />Gradation Analysis (Percent Fines) - 95.9% of material passed through a #200 sieve <br />Atterberg Limits -Plastic Limit = 15 <br />Plasticity Index = 24 <br />Liquid Limit = 39 <br />Standard Proctor -Optimum Moisture Content = 16.2% <br />Laboratory Maximum Dry Density = 108.9 pcf <br />Modifred Proctor -Optimum Moisture Content = 13.9% <br />Laboratory Maximum Dry Density = 117.7 pcf <br />The overall goal th choosing a liner material is to obtain m'utimal hydraulic conductivity. Benson <br />et al., 1992, have shown empirical relationships with respect to hydraulic conductivity between <br />plasticity index, percent fines, and clay content. The ranges of hydraulic conductivities for the <br />above three factors are shown in Table 1. <br />