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-MS-E-W-"-'-Mechanically"-Stabilized'—E'ar-t*h—Walls S—o u"n d-v—i ei w—Technology Center <br /> Present Dale/Time: T-.D-13.14 07 51 2016 CAUserAchase ha1woXDeAtoVXChsw-Desktop CopiesMall Design3\4011 05\50 67 Foot BEN <br /> SOIL DATA <br /> REINFORCED SOIL <br /> Unit weight, y 125.0 lb/ft I <br /> Design value of internal angle of friction, 32.00 <br /> RETAINED SOIL <br /> Unit weight, y 125.0 lb/ft 3 <br /> Design value of internal angle of friction, 32.00 <br /> FOUNDATION SOIL(Considered as an equivalent uniform soil) <br /> Equivalent unit weight, 7equiv 125.0 lb/ft 3 <br /> Equivalent internal angle of friction, 32.00 <br /> Equivalent cohesion, c equiv 0.0 lb/ft <br /> Water table does not affect bearing capacity <br /> LATERAL EARTH PRESSURE COEFFICIENTS <br /> Ka(internal stability)=0.3073 (if batter is less than 101,Ka is calculated from eq. 15. Otherwise,eq.38 is utilized) <br /> Inclination of internal slip plane, y=6 1.00' (see Fig.28 in DEMO 82). <br /> Ka(external stability)=0.3073 (if batter is less than 10',Ka is calculated from eq. 16. Otherwise,eq. 17 is utilized) <br /> BEARING CAPACITY <br /> Bearing capacity coefficients(calculated by MSEW): Nc=35.49 N y=30.21 <br /> SEISMICITY <br /> Maximum ground acceleration coefficient,A=0.300 <br /> Design acceleration coefficient in Internal Stability: Kh=Am=0.345 <br /> Design acceleration coefficient in External Stability: Kh_d=0.165 => Kh=Am=0.212 <br /> (Kh in External Stability is based on allowable displacement, d=25 mm.using AASHTO 2002 equation) <br /> Kae(Kh>0)=0.4130 Kae(Kh=0) =0.2705 A Kae=0.1424 <br /> Seismic soil-geogrid friction coefficient,F* is 80.0%of its specified static value. <br /> Soundview Technology Center Page 2 of 5 <br /> Copyright 0 1998-2011 ADAMA Engiuming,Inc. License number MLNL-301109 <br />