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0 Title 4'SRW @ Ramp ;Y <br /> Job# 1 Dsgn� Date: Page 6 SEP 2018 <br /> Description.... <br /> This Wall in File:\\File\sss\Jobs\s17\s1711\s1711032-View Ridge Community Church\wo 180904 SRW\SR <br /> RetainPro(c)1987-2016, Build 11.16.03.31 <br /> License:KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 <br /> License To:SOUND STRUCTURAL SOLUTIONS, INC <br /> Criteria I Soil DataI I- <br /> WallRetained Height = 4.67 ft Allow Soil Bearing = 2,000.0 psf <br /> Equivalent Fluid Pressure Method <br /> height above soil = 0.00 ft <br /> Active Heel Pressure = 35.0 psf/ft <br /> Slope Behind Wall = 0.00 = <br /> Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf/ft <br /> Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf <br /> Soil Density,Toe = 110.00 pcf ■ <br /> FootingliSoil Friction = 0.300 <br /> Soil height to ignore <br /> for passive pressure = 0.00 in <br /> Surcharge Loads 0 Lateral Load Applied to Stem ` Adjacent Footing Load <br /> Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 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 /> Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft <br /> Load Type = Wind(W) <br /> Axial Load Applied to Stem ` (Service Level) Footing Type Line Load <br /> Base Above/Below Soil = 0.0 ft <br /> Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall <br /> Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 <br /> Axial Load Eccentricity = 0.0 in <br /> Earth Pressure Seismic Load 0 <br /> Method :Uniform Uniform Seismic Force = 0.000 <br /> Multiplier Used = 0.000 Total Seismic Force = 0.000 <br /> (Multiplier used on soil density) <br /> Design Summary I Stem Construction I end Bottom <br /> Stem OK Stem OK <br /> Wall Stability Ratios Design Height Above Ftg ft= 0.83 0.00 <br /> Overturning = 2.45 OK Wall Material Above"Ht" = Concrete Concrete <br /> Sliding = 1.67 OK Design Method = LRFD LRFD <br /> Thickness = 8.00 8.00 <br /> Total Bearing Load = 2,479 lbs Rebar Size = # 4 # 4 <br /> ...resultant ecc. = 7.97 in Rebar Spacing = 12.00 12.00 <br /> Rebar Placed at = 5.5 in 5.5 in <br /> Soil Pressure @ Toe = 1,795 psf OK Design Data <br /> Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.191 0.318 <br /> Allowable = 2,000 psf Total Force @ Section <br /> Soil Pressure Less Than Allowable <br /> ACI Factored @ Toe = 2,513 psf Service Level lbs= <br /> ACI Factored @ Heel = 0 psf Strength Level lbs= 608.4 848.4 <br /> Footing Shear @ Toe = 0.0 psi OK Moment....Actual <br /> Service Level ft-#= <br /> Footing Shear @ Heel = 3.5 psi OK Strength Level ft-#= 903.8 1,505.7 <br /> Allowable = 75.0 psi <br /> Sliding Calcs Moment Allowable ft-#= 4,737.6 4,737.6 <br /> Lateral Sliding Force = 743.0 lbs Shear Actual <br /> less 100%Passive Force= - 500.0 lbs Service Level psi= <br /> less 100%Friction Force = - 743.6 lbs Strength Level psi= 9.2 12.9 <br /> Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 75.0 <br /> ....for 1.5 Stability = 0.0 lbs OK Wall Weight psf= 100.0 100.0 <br /> Rebar Depth 'd' in= 5.50 5.50 <br /> Masonry Data <br /> fm psi= <br /> Fs psi= <br /> Solid Grouting = <br /> Vertical component of active lateral soil pressure IS Modular Ratio'n' _ <br /> considered in the calculation of soil bearing pressures. Short Term Factor = <br /> Load Factors Equiv.Solid Thick. = <br /> Building Code IBC 2015,ACI Masonry Block Type = Medium Weight <br /> Dead Load 1.200 Masonry Design Method = ASD <br /> Live Load 1.600 Concrete Data <br /> Earth,H 1.600 fc psi= 2,500.0 2,500.0 i j <br /> Wind,W 1.000 Fy psi= 60,000.0 60,000.0 % <br /> Seismic,E 1.000 -y <br />