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.ew.p+R. ft - h3 T�xldr4H33ro-.. xXM+.`c:,py.,mR a. _ apavWa?�...�-a.+SV F>'cP�iYaeFeu*Au38W'..aakea(e'.As$�yi�?k'Y�kb r'w.ue: SH�e%3EY-: ;. <br />MSEW --Mechanically Stabilized Earth Falls Riverview <br />Prese-rt1)eie,':i'": Fn"Air is N 19 Y:`Cb;isesiOxrz'WadLi¢..3p,a.-,,•}9j4.0 <br />SOIL DATA <br />REINFORCED SOIL <br />Unit weight, y 125.0 lb/ft 3 <br />Design value of internal angle of friction, 34.0 <br />RETAINED SOIL <br />Unit weight, y 125.01b/ft .; <br />Design value of internal angle of friction, 32.00 <br />FOUNDATION SOIL, (Considered as an equivalent uniform. soil) <br />Equivalent unit weight, y equj�, 125.0 lb/ft 3 <br />Equivalent internal angle of friction, �eq,;�; 32.00 <br />Equivalent cohesion, C equiv. 0.0lbfft'- <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, W = 62.00' (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 = 0.330 <br />Design acceleration coefficient in Internal Stability: Kh = Am = 0.370 <br />Design acceleration coefficient in External Stability: Kh—d = 0,186 => Kh _:: Am =0.235 <br />(Kh in External Stability is based on allowable displacement d = 25 mm. using AASHTO 2002 equation) <br />Kae ( Kh > 0 ) = 0.4322 Kae ( Kh ,,,,_ 0 ) = 0.2705 A Kae = 0.1617 <br />Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. <br />a <br />199 2016 1D IVIA Engimcrizig, lnc,Licz ,"O n �tilber MLNI.;-'ill liisl <br />