3623 HOYT AVE 1-3 2020-06-17 - Laserfiche WebLink

' ,Use menu item Settings>Printing&Title k Title Page: 1 to set these five lines of information Job# Dsgnr: Date: 8 AUG 2017 for your program. Description.... This Wall in File:d:\sda archive\retainpro\7945.RPX RetainPro(c)1987-2015, Build 11.15.12.22 License:KW-06060593 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To:STRUCTURAL DESIGN ASSOCIATES - Criteria I Soil Data I *.,,.M Retained Height = 7.50 ft Allow Soil Bearing = 1,500.0 psf050503'w- Wall w Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Total Wall Height = 8.00 ft At-rest Heel Pressure = 55.0 psf/ft Top Support Height = 8.00 ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00 FootingliSoil Frictior = 0.000 Height of Soil over Toe = 6.00 in Soil height to ignore for passive pressure = 0.00 in di m- Thumbnail Surcharge Loads A [Uniform Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 90.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs >>>Used To Resist Sliding&Overturning Height to Top = 0.00 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 = Axial Load Applied to Stem I Load Type = Wind(W) Wall Dist e.Lo ft l Footing Ty TypeeLine Load (Strength Level) Base Above/Below Soil Axial Dead Load = 441.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load i Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load `Fp/Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary ` Concrete Stem Construction 1 Total Bearing Load = 1,730 lbs Thickness = 8.00 in Fy = 40,000 psi ...resultant ecc. = 0.98 in Wall Weight = 100.0 psf fc = 2,500 psi Soil Pressure @Toe = 1,301 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 1,301 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 988 psf Stem OK Stem OK Stem OK ACI Factored @Heel = 2,135 psf Design Height Above Ftp, = 8.00 ft 3.44 ft 0.00 ft Footing Shear @ Toe = 0.6 psi OK Rebar Size = # 4 # 4 # 4 Footing Shear© Heel = 2.6 psi OK Rebar Spacing = 9.00 in 9.00 in 9.00 in Allowable = 75.0 psi Rebar Placed at = Edge Edge Edge Reaction at Top = 640.6 lbs Rebar Depth 'd' = 5.50 in 6.00 in 5.50 in Reaction at Bottom = 1,643.1 lbs Design Data fb/FB+fa/Fa = 0.000 0.671 0.000 Sliding Calcs Mu.. .Actual = 0.0 ft-# 3,106.3 ft-# 0.0ft-# Lateral Sliding Force = 1,643.1 lbs Mn*Phi. ...Allowable = 4,232.2 ft-# 4,632-2 ft-# 4,232.2 ft-# Shear Force @ this height = 1,026.6 lbs 1,988.4 lbs Shear Actual = 15.55 psi 30.13 psi Shear Allowable = 75.00 psi 75.00 psi Vertical component of active lateral soil pressure IS Other Acceptable Sizes&Spacings: NOT considered in the calculation of soil bearing Toe: #4 @ 18.00 in -or- Not req'd: Mu <phi*5*lambda*sgrt(fc)*Sm Heel:#4 @ 18.00 in -or- Not req'd: Mu <phi*5*lambda*sgrt(fc)*Sm Load Factors - - - - - Key: No key defined -or- No key defined Building Code IBC 2012,ACI Dead Load 1.200 Live Load 1.600 /40 Earth, H 1.600 (00 Wind,W 1.000 Seismic, E 1.000