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.... . ._aa. ._m,..,,...p.......-----.4..--.._m.—------m....._—._--m..— _—_.a..„_m......—._----- MSEW--Mechanically Stabilized Earth Walls Soundview Everett Paent Date/Cone:Mon Jun 27 07:44:24 2022 C:\UwsYry.con�Doc mcM MSEW+�y�w Evv"-Vvib 3 and S.BENp v._ _v._.sw.—sa..--vets..v._—•._—ve-----v._---w_.a.---v._.sf.vow--v._—v._rasw....—.._o.. SOIL DATA REINFORCED SOIL Unit weight, y 125.0 lb/ft I Design value of internal angle of friction, 36.00 RETAINED SOIL Unit weight, y 130.0 lb/ft 3 Design value of internal angle of friction, 55.0 FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, y ro„rv. 125.0 lb/ft 3 Equivalent internal angle of friction, 36.00 Equivalent cohesion, c cqui, 0.0 Ib/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2596 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq. 38 is utilized) Inclination of internal slip plane, fir=63.00' (see Fig. 28 in DEMO 82). Ka(external stability)=0.0994 (if batter is less than 10°,Ka is calculated from eq. 16. Otherwise,eq. 17 is utilized) BEARING CAPACITY Bearing capacity is controlled by general shear. Bearing capacity factors(calculated by MSEW): Nc=50.59 N y=56.31 SEISMICITY (using AASHTO 2007) Maximum ground acceleration coefficient,A=0.150 Design acceleration coefficient in Internal Stability: Kh=Am=0.195 Design acceleration coefficient in External Stability: Kh_d=0.068 => Kh=Am=0.068 (Kh in External Stability is based on allowable displacement, d= 100 mm. using F14WA-NHI-00-043 equation) Kae(Kh>0)=0.1028 Kae(Kh=0) =0.0815 A Kae=0.0213 Seismic soil-geogrid friction coefficient,F*is 80.0%of its specified static value. Soundview Everett Page 2 of 5 Copyright Chi 1998-2021 ADAMA Engineering,Inc. License number MSEW-401072