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Earth Engineemig Contiu)tants,LLC <br /> EEC Project No. 1122096 <br /> Signal Resen oir Improvements <br /> August 5,2015 <br /> Page 8 <br /> SUMMARY OF LABORATORY COMPACTION CHARACTERISITCS AND CLASSIFIATION OF SOILS <br /> Standard Proctor Densitv Soil Classification <br /> O timum Maximum <br /> Sample ID p Liquid Plastic %(-)No. <br /> Moisture Dry Density, Description <br /> Content, % PCF Limit Index 200 Sieve <br /> A B-1 &B-5 10 0'—20 0' 13 5 1160 30 12 375 ClaveN Sand iN/Bedrock <br /> Fragments(SC) <br /> B- B-1 &B-7—Upper 10 0' --- --- 63 43 658 Sand-, Fat Cla. (CH) <br /> C: B-2&B-3—Upper 10 0' 180 1040 47 19 81 3 Lean Clav with Sand(CL) <br /> D- B-4&B-6—Upper 10 0' 170 106.5 47 31 467 Clayey Sand(SC) <br /> - <br /> E: B-4 10 0'—20 0' Bedrock 18.0 104.0 48 13 59 I Stltstone/Claystone BedrockSand Lean Clay(CL) <br /> F:B-6 10 0'—20 0' Bedrock --- --- 72 49 81 6 Stltstone/Clay stone Bedrock - <br /> Fat Clav NNith Sand(CH) <br /> G: B-7 10 0'—20 0' Bedrock 21.5 1010 58 19 546 Stltstone/C lay stone Bedrock— <br /> SANDY FAT CLAY(CH) <br /> H: Dam Evaluation Borings B-11 <br /> 175 1060 38 24 645 Sande Lean Clav(CL) <br /> thnt B-15 upper 7-feet <br /> L• Dam Evaluation Bonngs B-11 17.0 108.0 38 23 70.9 Lean Cla\ with Sand(CL) <br /> tluu B-15 Lower 7 to 13-feet <br /> J:Toe of Dam Slope Borings B- 245 940 50 31 82.4 Fat Clay with Sand(CH) <br /> 16 and B-17 upper 5-feet <br /> It is our understanding the reservoir's dam embankment modification/improvements and the <br /> reservoir's earthen liner and/or wetted perimeter will be constructed with the excavated on-site <br /> overburden soils and underlying bedrock materials obtained during the excavation phases. <br /> Direct Shear Strength Tests <br /> A direct shear test, in general accordance with ASTM D3080 testing procedures was performed <br /> on a representative composite sample of the overburden cohesive subsoils and of the underlying <br /> bedrock materials by Advanced Terra Testing of Denver, Colorado. The samples were remolded <br /> to at least 95% of the material's standard Proctor dry density, (ASTM Specification D698) test <br /> results at or near optimum moisture contents for each material. The tests were conducted with <br /> three (3) passes at approximate loading schemes of tons per square foot (tsf), 1-tsf, and 2-tsf to <br /> determine the internal friction angle and cohesion characteristics of the on-site in-situ soils and <br /> underlying bedrock materials. For the on-site cohesive soils subjected to the direct shear testing <br /> procedures as described herein, the results indicated an internal friction angle of 25.3 and 25.5 <br /> degrees for"Normal Stress vs. Peak Stress" and Normal Stress vs. Ultimate Stress" accordingly, <br /> along with a cohesion values 224 and 225 psf respectively. For the on-site underlying bedrock <br /> materials subjected to the direct shear testing procedures as described herein, the results <br />