3003 W CASINO RD BLDG 45-06 2025-07-17

I Project Name/Number: 17659 South Title 3'x2'Exterior Trench RTW Page: 1 Dsgnr: Date: 16 MAR 204) Description.... IThis Wall in File:P:\17600\17659\Calculations\Structural\PIW South\17659 South.RPX RetainPro(c)1987-2018, Build 11.18.09.29 ' License:KW-06064257 License To:Sitts&Hill Engineers,inc. Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Criteria 1 Soil Data I Retained Height = 2.00 ft Allow Soil Bearing = 4,000.0 psf III Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in = I Water height over heel = 0.0 ft Passive Pressure 375.0 psf/ft Soil Density,Heel 125.00 pcf Soil Density,Toe 0.00 pcf > _ a l_ FootingliSoil Friction = 0.450 Wry,-• I Soil height to ignore for passive pressure = 12.00 in Surcharge Loads ' Lateral Load Applied to Stem ' Adjacent Footing Load ' I Surcharge Over Heel = 250.0 psf Lateral Load 53.3#/ft Adjacent Footing Load 0.0 lbs Used To Resist Sliding&Overturning Height to Top 2.00 ft Footing Width 0.00 ft Surcharge Over Toe = 0.0 psf Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Live Load(L) I Axial Load Applied to Stem Footing Type = Line Load PP , (Service Level) Base Above/Below Soil Axial Dead Load 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 ft Axial Live Load = 3,902.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 4.0 in I Earth Pressure Seismic Load Method : Uniform Uniform Seismic Force = 17.333 Multiplier Used = 6.500 Total Seismic Force = 46.222 I (Multiplier used on soil density) Design Summary 1 Stem Construction ' 2nd Bottom Stem OK Bar Lap/Emb I _Wall Stability Ratios Design Height Above Ftc ft= 2.00 0.00 Overturning 2.32 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding! Design Method = LRFD LRFD Thickness = 8.00 8.00 Total Bearing Load = 4,471 lbs Rebar Size = # 5 # 5 ...resultant ecc. 11.46 in Rebar Spacing 9.00 9.00 Soil Pressure @ Toe 0 psf OK Rebar Placed at Center Center Soil Pressure @ Heel = 3,386 psf OK Design Data fb/FB+fa/Fa = - 0.300 0.376 Allowable = 4,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe 0 psf Service Level lbs= ACI Factored @ Heel = 4.740 psf Strength Level lbs= 541.4 Moment....Actual Footing Shear @ Toe = 36.5 psi OK Service Level ft#= Footing Shear @ Heel 0.2 psi OK Strength Level ft-#= 2,081.1 2,585.1 Allowable 100.6 psi Sliding Calcs Moment Allowable ft-#= 6,936.0 6,873.0 Lateral Sliding Force = 450.1 lbs Shear Actual Service Level psi= Strength Level psi= 11.3 Shear Allowable psi= 100.6 94.9 I Anet(Masonry) in2= Rebar Depth 'd' in= 4.00 4.00 Masonry Data fm psi= I Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' considered in the calculation of soil bearing pressures. Wall Weight psf= 100.0 100.0 I Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD I Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,500.0 4,000.0 Seismic, E 1.000 Fy psi= 60,000.0 60,000.0