7515 BROADWAY 2017-06-09 - Laserfiche WebLink

Title 7523 Broadway Page: P- STATE L Job# 0575 : Dsgnr: amg Date: 19 MAY 2016 Description.... ?zvn3ano z r t >ta+a: LOWER FLOOR RESISTED This Wall in File:C:\Users\Andy\Documents\UPST8 MAIN\2015(0471-0579)\0575 Adair Enterprises-Plan RetainPro(c)1987-2015, Build 11.15.11.3 License:Kw-06060767 . Restrained Retaining Wall Design Code: IBC 2012,AC1 318-11,AC1 530-11 License To: Upstate Engineering Criteria Soil Data a c - t. ...; Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Total Wall Height = 6.50 ft At-rest Heel Pressure = 35.0 psf/ft Top Support Height = 3.00 ft Passive Pressure = 305.0 psf/ft Soil Density = 110.00 pcf s.�. Slope Behind Wal = 0.00 FootingIlSoil Frictior = 0.400 ,e :«e,,, Height of Soil over Toe = 0.00 in Soil height to ignore I° 'i" z for passive pressure = 12.00 in W roe 7' r r�HeB� • , Thumbnail Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 50.0 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 Bottorr = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 225.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 355.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load Fp/W Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary Concrete Stem Construction Total Bearing Load = 1,713 lbs Thickness = 8.00 in Fy = 40,000 psi ...resultant ecc. = 0.68 in Wall Weight = 100.0 psf fc = 2,500 psi Soil Pressure @ Toe = 1,142 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 1,142 psf OK Allowable = 2,000 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 1,796 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,135 psf Design Height Above Fto = 3.00 ft 1.02 ft 0.00 ft Footing Shear @ Toe = 0.2 psi OK Rebar Size = # 4 # 4 # 4 Footing Shear @ Heel = 0.9 psi OK Rebar Spacing = 10.00 in 10.00 in 10.00 in Allowable = 75.0 psi Rebar Placed at = Center Center Center Reaction at Top = 513.2 lbs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 410.4 lbs Design Data Sliding Stability Ratio = 1.56 OK fb/FB+fa/Fa = 0.134 0.060 0.000 Sliding Calcs Mu....Actual = 366.5 ft-# 164.3 ft-# O.Oft-# Lateral Sliding Force = 410.4 lbs Mn*Phi.....Allowable = 2,744.1 ft-# 2,744.1 ft-# 2,744.1 ft-# less 100%Passive Force= - 46.6 lbs less 100%Friction Force= - 685.3 lbs Shear Force @ this height = 496.7 lbs 336.0 lbs Added Force Req'd = 0.0 lbs OK Shear.....Actual = 10.35 psi 7.00.psi ....for 1.5 Stability = 0.0 lbs OK Shear.....Allowable 75.00 psi 75.00 psi Vertical component of active lateral soil pressure IS Other Acceptable Sizes&,Spacings:: considered in the calculation of soil bearing pressures. Toe:#4 @ 18.00 in -or- Not req'd: Mu<phi*5*lambda*sgrt(f'c)*Sm Heel:#4 @ 18.00 in -or- Not req'd:Mu<phi*5*lambda*sgrt(f'c)*Sm Load Factors Key: No key defined -or- No key defined -� Building Code IBC 2012,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 a' Wind,W 1.000 Seismic, E 1.000