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MSEW--Mechanically Stabilized Earth Walls Proposed Storage Building <br /> Prcsent Dater lime: .12pt i:31)4.2!201n Ci ISE.125,.Cdt-.4;k0-Troposed Sto,age Builciing\RISE W411s,.7'Compaci Keystone IIF.N <br /> SOIL DATA <br /> REINFORCED SOIL <br /> 141.weight, y 125.0 lb/ft3 <br /> I.Mgn value of internal angle of friction, 4) 34.0° <br /> RETAINED SOIL <br /> Unit weight, y 125.0 lb/ft <br /> Design value of internal angle of friction, 4) 34.0° <br /> FOUNDATION SOIL(Considered as an equivalent uniform soil) <br /> Equivalent unit weight, y e.quiv 125,0 lb/ft 3 <br /> Equivalent internal angle of friction, (1),„„iy. 36.0° <br /> Equivalent cohesion, c e4.0„, 0.0 lb/f1 2 <br /> Water table does not affect bearing capacity <br /> LATERAL EARTH PRESSURE COEFFICIENTS <br /> Ka(internal stability)=0.2827 (if batter is less than 10',Ka is calculated from eq. 15. Otherwise,eq.38 is utilized) <br /> Inclination of internal slip plane, 41=62.00° (see Fig.28 in DEMO 82). <br /> Ka(external stability)=0.2827 (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=50.59 N y=56.31 <br /> SEISMICITY <br /> Maximum ground acceleration coefficient,A=0.200 <br /> Design acceleration coefficient in Internal Stability: Kh=Am=0.250 <br /> Design acceleration coefficient in External Stability: Kh=0.093 (Am=0.093) <br /> fl I in External Stability is based on allowable displacement, d= 100 mm.using FHWA-NHI-00-043 equation) <br /> (Kh>0)=0.3242 Kae( =0) =0.2710 Kae=0.0533 (see eq.37 in DEMO 82) <br /> Seismic soil-geogrid friction coefficient,F*is 80.0%of its specified static value. <br /> L''llr''.4.A.i.tt''=(74V5.61.='44h7Ciet;114.41}W Mr.ISALAa.tlktftri ' <br /> Proposed Storage Building Page 2 of 6 <br /> Copyright 0 1998-2008 ADAMA Engineering,Inc. License number MSEW-301803 <br />