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.www lVNv'iw111M1'\'wr lli.- -_..y,lic�iWw\..w.r411i'\rw\\Ilfi'Y�w/f YMt"\'www10Y11t1'..wla YMit'�.w 1NYl1'trr10)Yti Yw+1\44i Yw.�1\Vviti�wlMltr\'r.f4Mv\w.1fYYi\...t\Wlwf\MI\y\(i\'�. Yfi'\r rM11W\'w.11 <br /> MSEW--Mechanically Stabilized Earth Walls Soundview Business Center <br /> Present Date/Time: Thu Feb 09 13:37:04 2017 C:\Users\henry.wright\Documents\MSEW Files\4011 LnL\38.67 Foot Tiered.BEN <br /> ' SOIL DATA <br /> REINFORCED SOIL <br /> Unit weight, y 125.0 lb/ft 3 <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, y equiv. 125.0 lb/ft 3 <br /> Equivalent internal angle of friction, �equiv 32.00 <br /> Equivalent cohesion, c equiv. 0.01b/ft 2 <br /> Water table does not affect bearing capacity <br /> LATERAL EARTH PRESSURE COEFFICIENTS <br /> Ka(internal stability)=0.3073 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq.38 is utilized) <br /> Inclination of internal slip plane, w=61.00' (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)=0.4504 Kae(Kh=0) =0.3073 A Kae=0.1432 <br /> Seismic soil-geogrid friction coefficient,F*is 80.0%of its specified static value. <br /> i <br /> Soundview Business Center Page 2 of 5 <br /> Copyright©1998-2011 ADAMA Engineering,Inc. License number MLNL-301109 <br /> atu+\...aala\.wiuuu+\wruw++.�.\i ,..��• ,-. <br />