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r <br /> CESARE,INC. <br /> Cesare reviewed additional published literaturel,2 to verify its estimated strength parameters and <br /> determined that an increased angle of internal friction (shear angle)was warranted. The shear angle <br /> 1 was increased to 45 degrees for the subsequent stability analysis. <br /> The stability analyses results for the new alignment locations follow. Graphical results are attached. <br /> Embankment Embankment Factor <br /> Case Material Slope of Remarks <br /> 1 H to V Safety <br /> Determining strength parameters for rockfill <br /> is ill defined due to the interlocking between <br /> SS-1 Rockfill 1 to 1 1.4 the large particles. Experience indicates <br /> 1 rockfill at 1H to 1V slopes is stable to well <br /> over 100 feet high. <br /> SS-2 Earth fill 1.25 1.44 Considered acceptable. <br /> SS-4 Earth fill 1.25 1.36 Considered acceptable. <br /> Analyzed to evaluate remedial efforts <br /> SS-4 Earth fill 1.25 1.39 necessary to raise the FS closer to DRMS <br /> guidelines. The toe berm shown is about 20 <br /> feet wide and 50 feet <br /> In Cesare's opinion, the road embankment constructed at a 1H to 1V slope of rockfill will <br /> ' provide a stable structure for the haul road. The earth embankment constructed at a maximum <br /> 1.25H to 1V slope would also provide sufficient stability for the haul road function. Cesare's <br /> opinions are based on both rockfill and earth fill being properly moisture conditioned and <br /> compacted as described in the following CONSTRUCTION paragraphs. <br /> CONSTRUCTION <br /> PREPARATION <br /> Cesare anticipates a surface stratigraphy of finer grained material over highly fractured and slightly <br /> to moderately weathered bedrock zone above relatively fresh bedrock. Surfaces to receive fill should <br /> be cleared and grubbed prior to fill placement. Predominantly fine grained material should be <br /> removed to the highly fractured surface. The highly fractured material is considered similar to the <br /> proposed fill material in physical and strength characteristics. <br /> ROCKFILL <br /> r Blast hole patterns should be appropriate to provide a maximum particle size of 3 feet in any direction. <br /> The shot rock should be hauled to the placement location by truck and dumped near the lead edge <br /> of the rockfill spreading operation. The rockfill should be spread by bulldozer using minimal dozing <br /> to reach its deposition. The bulldozer operator should avoid segregating the rockfill material by <br /> excessive pushing to its deposition location. The rockfill should be placed in lifts no greater than 4 <br /> 1 Friction Angles of Open Graded Aggregates from Large Scale Direct Shear Testing, FHWA Publication No.: FHWA-HRT-13-068, U.S. <br /> Department of Transportation, Federal Highway Administration, Research, Development, and Technology, Furner-Fairbank Highway <br /> Research Center,dated July 8,2013. <br /> z Kulhawy, F., Mayne, P., Manual on Estimating Soil Properties for Foundation Design,Electric Power Research Institute,EPRI EL-6800, <br /> dated August 1990. <br /> 20.075 Aggregate Industries Haul Road Memorandum 05.14.20 3 <br /> r <br />