Laserfiche WebLink
I Project Name/Number:17659 South <br /> Title Hangar Trench RTW Page: 1 <br /> Dsgnr: Date: 14 JAN 20N <br /> jDescription.... <br /> This Wall in File: P:117600\17659\Calculations\Structural\PIW South\17659 South.RPX <br /> RetainPro(c)1987-2018, Build 11.18.09.29 <br /> ILicense:KW-06064257 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 <br /> iii <br /> Lcense To:Sifts&Hll Eng neers,inc. <br /> Criteria ' Soil Data I <br /> Retained Height = 2.00 ft Allow Soil Bearing = 4,000.0 psf <br /> Wall height above soil = 0.00 ftI <br /> Equivalent Fluid Pressure Method <br /> Total Wall Height 2.00 ft At-rest Heel Pressure = 55.0 psf/ft <br /> Top Support Height = 2.00 ft Passive Pressure = 375.0 psf/ft <br /> Soil Density = 125.00 pcf <br /> I Slope Behind Wal = 0.00 FootingiISoil Frictior = 0.450 <br /> Height of Soil over Toe = 0.00 in Soil height to ignore <br /> for passive pressure = 12.00 in �^ + <br /> IThumbnail <br /> 1 Surcharge Loads = ' Uniform Lateral Load Applied to Stem ' Adjacent Footing Load = 1 <br /> Surcharge Over Heel1,000.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load0.0 lbs <br /> >>>Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft <br /> Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in <br /> III Used <br /> for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft <br /> Axial Load Applied to Stem I Load Type = Wind(W) Footing Type Line Load <br /> (btrengtn Level) Base Above/Below Soil <br /> Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft <br /> Axial Live Load = 10908.0 lbs Wind on Exposed Stem = 0.0 psf <br /> Axial Load Eccentricity = 6.0 in Poisson's Ratio 0.300 <br /> Earth Pressure Seismic Load 1 Kh Soil Density Multiplier = 0.270 g Added seismic per unit area = 47.3 psf <br /> iStem Weight Seismic Load 'Fp/Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf <br /> Design Summary t Concrete Stem Construction , <br /> ITotal Bearing Load = 11,658 lbs Thickness = 12.00 in <br /> resultant ecc. 0.00 in Wall Weight = 150.0 psf fcFy == 60,000psi4,000 psi <br /> Soil Pressure @ Toe = 3,886 psf OK Stem is FIXED to top of footing <br /> I Soil Pressure @ Heel =Allowable 3,886 psf OK <br /> 4,000 psf Mmax Between <br /> Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall <br /> ACI Factored @ Toe = 6,118 psf Stem OK Stem OK Stem OK <br /> I ACI Factored @ Heel = 6,118 psf Design Height Above Ftf 2.00 ft 0.01 ft 0.00 ft <br /> Footing Shear @ Toe 75.2 psi OK Rebar Size # 5 # 5 # 5 <br /> Footing Shear @ Heel = 0.0 psi OK Rebar Spacing = 6.00 in 6.00 in 6.00 in <br /> Allowable = 94.9 psi Rebar Placed at = Edge Edge Edge <br /> I Reaction at Top = 4,476.6 lbs Rebar Depth 'd' = 9.50 in 10.00 in 9.50 in <br /> Reaction at Bottom 3,970.9 lbs Design Data <br /> fb/FB+fa/Fa = 0.346 0.148 0.156 <br /> Sliding Calcs Mu....Actual = 8,726.4 ft-# 3,930.5 ft-# 3,930.5 ft-# <br /> Lateral Sliding Force = 3,970.9 lbs Mn'Phi Allowable = 25,229.3 ft-# 26,624.3 ft-# 25,229.3 ft-# <br /> Shear Force @ this height = 7,164.3 lbs 5,439.6lbs <br /> Shear Actual = 62.84 psi 47.72 psi <br /> Shear Allowable 94.87 psi 94.87 psi <br /> Vertical component of active lateral soil pressure IS <br /> NOT considered in the calculation of soil bearing Other Acceptable Sizes&Spacings: <br /> Toe:#5 @ 10.94 in -or- #4@ 7.06 in,#5@ 10.94 in,#6@ 15.53 in,#7@ 21; <br /> I Load Factors Heel:#5 @ 6.00 in -or- Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm <br /> Building Code IBC 2015,ACI Key: No key defined -or- No key defined <br /> Dead Load 1.200 <br /> Live Load 1.600 <br /> I <br /> Earth, H 1.600 <br /> Wind,W 1.000 <br /> Seismic, E 1.000 <br />