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RetainPrE 10 (c) 1987-2011, Build 10.12.5.14 <br />License : KW-06053109 <br />License·To : AMY QUACH <br />Cantilevered Retaining Wall Design Dode: CBC 2010,ACI 318-08,ACI 530-08 <br />Retained Height -0.50 ft <br />Wall height above soil =6.00 ft <br />Slope Behind Wall =0.00: 1 <br />Height of Soil over Toe =6.00 in <br />Water height over heel =0.0 ft <br />t.Ulullcily- Vvul 1 Iwwl - U.. Fel <br />Used To Resist Sliding & Overturning <br />Surcharge Over Toe =0.0 psf <br />Used for Sliding & Overturning <br />-AxialLo-adAPplied.2.21:--h <br />Axial Dead Load =0.0 lbs <br />Axial Live Load =0.0 lbs <br />Axial Load Eccentricity =0.0 in . <br />Stem Weight Seismic Load <br />Design Summary 1 <br />Wall Stability Ratios <br />Overturning =1.97 OK <br />Sliding - ,4.49 OK <br />Total·Bearing Load =1,152 lbs <br />..resultant ecc. = 6.99 in <br />Soil Pressure @ Toe =0 psf OK <br />Soil Pressure @ Heel =1,150 psf OK <br />Allowable 1,500 psf, <br />Soil Pressure Less Than Allowable <br />ACI Factored @ Toe =0 psf <br />ACI Factored @ Heel . =1,380 psf <br />Footing Shear @ Toe =1.8 psi OK <br />Footing Shear @ Heel =2.0 psi OK <br />Allowable =75.0 psi <br />Sliding Calcs (Vertical Component Used) <br />Lateral Sliding Force =137.4 lbs <br />less 100% Passive Force= -156.3 lbs <br />less 100% Friction Force = -460.6 lbs <br />Added Force Reg'd =0.0 lbs OK <br />....for 1.5 : 1 Stability =0.0 lbs OK <br />Load Factors <br />Building Code CBC 2010,ACI <br />Dead Load 1.200 <br />Live Load 1.600 <br />Earth, H 1.600 <br />Wind, W 1.600 <br />Seismic. E 1.000 <br />C.,mkarna Ai,ar 6-|--1 n n nef <br />Allow Soil Bearing =1,500.0 psf 1, 1 1 1 1 1 <br />Equivalent Fluid Pressure Method <br />Heel Active Pressure =30.0 ps#ft 1 . 1 <br />1 11 1 <br />11 1 <br />1 , t JI 'V' 1. 1 ; '11 11.11 1Passive Pressure . =250.0 ps#ft · ,:, <br />Soil Density, Heel - =110.00 pcf <br />Soil Density, Toe =0.00 pef <br />Footingl]Soil Friction -0.400 <br />Soil height to ignore <br />for passive pressure =12.00 in ' r,,- 7,'73'r3-71 ' 1 4 <br />,1 <br />Lateral Load Applied to Stem Adjacent Footing Load 1 <br />Lateral Load -0.0 #m Adjacent Footing Load =0.0 lbs <br />...Height to Tog =0.00 ft Footing Width =0.00 ft <br />...Height to Bottom =0.00 ft Eccentricity =0.00 in <br />The above lateral load Wall to Ftg CL Dist =0.00 ft <br />has been increased 1.00 Footing Type Line Load <br />by a factor of Base Above/Below Soil <br />= 0.0 ft <br />Wind on Exposed Stem =0.0 psf at Back of Wall <br />Poisson's Ratio -0.300 <br />Fp / Wp Weight Multiplier =0.330 g Added seismic base force -171.2 lbs <br />Seismic Self-Weight acts left-to-right toward retention side. <br />Stem Construction Top SternStem OK <br />Design Height Above Ftc ft =0.00 <br />Wall Material Above "Ht" =Masonry <br />Thickness =8.00 <br />Rebar Size =#4 <br />Rebar Spacing = 16.00 <br />Rebar Placed at =Center <br />Design Data <br />fb/FB + fa/Fa = --0.662 <br />Total Force @ Section lbs =167.4 <br />Moment....Actual ,ft-# =555.7 <br />M6ment.....Allowable+ =839.5 <br />Shear.....Actual psi=3.7 <br />Shear.....Allowable psi=38.7 <br />Wall Weight =111.7 <br />Rebar Depth 'd'in =3.75 <br />*LAP SPLICE IF ABOVE in =24.00 <br />LAP SPLICE IF BELOW in = <br />HOOK EMBED INTO FTG in =6.00 <br />Lap splice above base reduced by stress ratio <br />Hook embedment reduced by stress ratio <br />Masonry Data <br />fm psi =1,500 <br />Fs psi = 20,000 <br />Solid Grouting =Yes <br />Use Half Stresses = n/a <br />Modular.Ratio 'n' i = 21.48 <br />Short Term Factor =1.000 <br />Equiv. Solid Thick.in =7.60 <br />Masonry Block Type =Normal Weight <br />Masonry Design Method =ASD <br />Concrete Data <br />fc psi= <br />Fy psi=