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6.4.5 Exhibit E — Reclamation Plan <br />Gradation Analysis — 1 ' / 2 " through No. 200 sieve <br />Atterberg Limits — ASTM D -4318 <br />Standard Proctor — ASTM D -698 <br />Modified Proctor — ASTM D -1557 <br />Data Analysis /Sample Material Suitability <br />The results of the geotechnical tests are as follows: <br />Gradation Analysis (Percent Fines) — 95.9% of material passed through a No. <br />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 />Modified Proctor— Optimum Moisture Content = 13.9% <br />Laboratory Maximum Dry Density = 117.7 pcf <br />The overall goal in choosing a liner material is to obtain minimal hydraulic <br />conductivity. Benson et al., 1992, has shown empirical relationships with respect <br />to hydraulic conductivity between plasticity index, percent fines, and clay content. <br />The ranges of hydraulic conductivities for the above three factors are shown in <br />Table 1. <br />Table 1 <br />Empirical Relationship <br />Range Of Hydraulic Conductivity <br />(feet/day) <br />Plasticity Index (as measured) and <br />5.6xl 0-6 to 8.4x10" <br />Hydraulic Conductivity <br />% Fines (as measured) and Hydraulic <br />2.9xl 0-6 to 2.9x10" <br />Conductivity <br />Clay Content (20 -40 %) and Hydraulic <br />2.9xl 0-6 to 5.7x10 - <br />Conductivity <br />In the same paper, Benson et al. also correlated plasticity index with clay <br />content. With a plasticity index of 24, clay content can vary between 20 -40 %. <br />