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Jra+e ] 999 Serrsn Cm! C°'4~1~ * I/~W South Mcr.Seicnetntsn ParlOl S SminGry Arz~yi~ 11 <br />• <br />TABLE 1 <br />SEDIMENTATION POND 015 SOIL DATA <br />SOIL NO. SOIL NAME ATTERBERG PARTICLE SIZE USCS <br /> LIM17'S DATA CLASSIFICATION <br /> (LL - PI) (°/, passing No. 200) <br />34C Coutis fine sandy loam 20 to 30 - 5 to 10 30-50% SM-SC <br />Soil properties for the pond foundation and embankment were developed from the soil description <br />shown in Table 1, Sedimentation Pond 015 Soil Data and on Figwe 7, Correlations of Svength <br />Characteristics for Granular Soils, from the Naval Facilities Engineering Command Design Manuel <br />7.01, Soil Mechanics, included in Appendix A, Soil Data. As shown on Figure 7, given a soil <br />classification of SM at a dry density of 100 psf (relative density 65%) gives an angle of internal friction <br />of 33 degrees. For this assessment we conservatively assumed no cohesion. <br />The parameters described above were input into the XSTABL program to evaluate the static stability <br />of the Pond 015 strutture and are shown on the program printouts located in Appendix B, XSTABL <br />Input/Output. <br />2.0 RESULTS <br />Using the described inputs, the stability analysis indicates a static SF of 1.3 which meets the required <br />FOS under applicable provisions of Rule 4.05.6(11)(k). The XSTABL computer printouts, located in <br />Appendix B, document all inputs and stability analysis results. <br />• <br />3.0 RECOMMENDATIONS <br />In order to achieve the design parameters, it is recommended that the following procedures be <br />utilized in the construction of the sedimentation pond embankments: <br />1) Upon clearing topsoil and non-engineered fill materials, and construction of embankment key- <br />way,have aRegistered Engineer verify subgrade material classification in association with this <br />stability repot[. <br />• <br />2) Also, have a Registered Engineer verify embankment fill properties prior to construttion. <br />3) Construct embankment in maximum 1-foot horizontal lifts. <br />4) Compaq each individual fift to 95% of standard prottor using available equipment. <br />5) Maintain upstream and downstream slopes no steeper than 3H:1V. <br />4.0 REFERENCES <br />Huang, Yang H. (1983). Stability Analysis of Earth Slobs. University of Kentucky. Van Nostrand <br />Reinhold Company, New York, NY. <br />Mont~vrrry Watrm Ira: 165 S°ud~ Ur¢n Boulc~mr4 Suite 910 * Lakertar( CtJrnado 80228 * 13 03 763 5 7 40 <br />wa+r+.gw~p.t,sa~.y <br />p//,N9M <br />