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' 1/tll' 29, 2009 <br /> Figure 2. Base Model Gconretrv <br />' DIrCCt ?llelll' le "U \\ erc 1,1111 on the Clark-hrim n clay and the vc11m\'-hr <br />day. <br />m\ n <br />I he <br />reS111tS ;II-C III-CS lltCd 111 Fable ,. <br /> 'Fable 2. Direct Shear Test Results <br />' Percent Percent <br /> Plasticit% M inus #200 Minus <br />Description Friction Angle Cohesion Inde\ Mesh 0.0011 mm <br /> (degrees) (Ps1) ("'o) C/O <br />I u L-brown clay ?0. 301 17 -ill tit"„ <br />Yellow-brown clav 19.0 1.187 23 '17 (,(," '7" <br />nun = millimeters <br />,.I = Pounds per square foot <br />All of the drill hales in the I Iorse Gulch area %vere advanced into the formational bedrock <br />hclow the clayey soils. Standard Penetration Test (SPT) measurements \vere taken throughout <br />' the run. The SPT blow count (N) is the number of blows from a 140 hound weight fallint, <br />M inches that it takes to drive the 2-inch-diameter split spoon sampler I2 inches. The graph <br />presented as Figure 3 shows the stiffening of the subgrade with depth. Below (he bedrock <br />' contact there is significant increase in the strata's strength noted by blow counts in excess of 30 <br />blows per ti)ot. This is a suitable finmdation material for the i lorse Gulch till. <br />I In situ rock mass properties are based on averages from laboratory tests (AAI 2006) and <br />-11-C the game propert <br />res used in the G-Pit Slide model (AAI 2006). <br />Agapito Associates, Inc.