7523 BROADWAY 2019-06-10 - Laserfiche WebLink

Uineerin STATE Title 7523 Broadway Page: Job# 0575 Dsgnr: amg Date: 19 MAY 2016 ff9 809 999 .YNNO.0,Mk W.(,« ;. Description.... r,MO2.?-fitt33 P.COO ,r. cs LOWER FLOOR RESISTED searesurccra 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,ACI 318-11,ACI 530-11 License To Upstate Engineering Criteria 0 Soil Data 5'carcatt rJga 4 rr - ;. 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 4aa,e,,,„„, Passive Pressure = 305.0 psf/ft `- 5 ¢ 1 Top Support Height = 3.00 ft Soil Density = 110.00 pcf 3,, ' Slope Behind Wal = 0.00 FootinglISoil Frictior = 0.400 a c""a'x`#`14." ' Height of Soil over Toe = 0.00 in Soil height to ignore 18%444(4° " rre� for passive pressure = 12.00 in ta: -...1--21.-...JL .. aTO a. aggati. r gHsei nr r3• Thumbnail. • • Surcharge Loads 0 Uniform Lateral Load Applied to Stem 0 Adjacent Footing Load 111 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 Botton 0.00 ft Eccentricity0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 11 has been increased 1.00 Footing Type Line Load i 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 0 Kh Soil Density Multiplier= 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load 0 Fp/Wp 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 f'c = 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 Ftg = 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-# 0.0ft-# 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 Farce 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 Wind,W 1.000 / Seismic, E 1.000