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•.......—.. w.,....—..._...w1..w..—,w....V...—..N1.• ......... ,.—.-...w.• .....4., -o....• —.w 1.......41t1«............—.......1.........1N.... w 1..................—... MSEW--ivleclianically Stabilized Earth Walls Soundview Business Center 11--l natd h,me roc Oct U 14 10 20 2015 C.User0-,y wrightlllo--mslMSP W files\401 l Lnt\6 67 foot 13EN SOIL DATA REINFORCED SOIL Unit weight, y 125.0 Ib/ft' Design value of internal angle of friction, 32.00 RETAINED SOIL Unit weight, y 125.0 Ib/ft 3 Design value of internal angle of friction, 32.00 FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, y euuly 125.0 Ib/ft' Equivalent internal angle of friction, �equ;y 32.00 Equivalent cohesion, c equfv 0.0 Ib/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.3073 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq.38 is utilized) Inclination of internal slip plane, y=61.000 (see Fig.28 in DEMO 82). Ka(external stability)=0.3073 (if batter is less than 101,Ka is calculated from eq. 16. Otherwise,eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients(calculated by MSEW): Nc=35.49 N y=30.21 SEISMICITY Maximum ground acceleration coefficient,A=0,300 Design acceleration coefficient in Internal Stability: Kh=Am=0.345 Design acceleration coefficient in Extemal Stability: Kh_d=0,165 => Kh=Am=0.212 (Kh in Extemal Stability is based on allowable displacement, d=25 mm.using AASHTO 2002 equation) Kae(Kh>0)=0.4130 Kae(Kh=0) =0.2705 A Kae=0.1424 Seismic soil-geogrid friction coefficient,F*is 80.0%of its specified static value. I Soundview Business Center Page 2 of 5 Copyright V 1998-2011 ADAMA Engineering Inc. License number MLNL-301109 _- 11114 —1.1k1Wit1--l...Ilia.•-.-.�o?W+_1'��n.WT!SLu�1-1-1—.1a44.. .—I---ioI1N.1....:aucU—1——..t1N +. ...-.Hof 1111...l—l«.il