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- 9 - <br />• tests are also presented on these figures. A standard Proctor <br />moisture~lensity determination, performed on a sample of the slightly <br />sandy clay, is presented on Fig. 22. Undrained, quick direct shear <br />test results on a remolded sample of the clay (Fig. 23) indicates the <br />following shear strength: <br />Angle of Internal Friction Cohesion <br />15° 1,300 psf <br />Considering the subsurface conditions encountered in our test <br />pits, our experience with similar soils, and the size of the proposed <br />etnbanlrnients, we rewmmend an embanlanent section wnsisting of a <br />homogeneous o~act~ earthfill. Typical embanlanent section and <br />details are presented on Fig. 18. The e~nbanlrnient section was <br />determined by considering the available material, maintenance and <br />~ ~1,. <br />stability of the embanlanent slopes. ~ a ~ >'9nN ~~r~ ~,.,, kz r~ <br />e <br />Embanlanent slopes of 3:1 and 2.5:1 are recotmnended for upstream <br />_ _ `_. <br />and downstream slopes, respectively. The central lower portion of the <br />embankment should be excavated into the natural grade to form a <br />minimal cutoff trends with the dimensions shown on Fig. 18. <br />Dewatering may be required in the key trench excavation of Rind E <br />during construction. <br />The material placed in the ®nban]cment should be an impervious <br />soil with at least 608 passing the U.S. No. 200 sieve. All fill <br />should be compacted to at least 95$ standard Proctor density near <br />optimum moisture content. Foundation treatment should consist of <br />C~ <br />