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RetainPro 10 (c) 1987-2011, Build 10.12.5.14 <br />License : KW-06053109 <br />License To : AMY QUACH <br />Cantilevered Retaining Wall Design :ode: 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 />Surcharge Over Heel =0.0 psf <br />Used To Resist Sliding & Overturning <br />Surcharge Over Toe =0.0 psf <br />Used for Sliding & Overtuming <br />Axial Load Applied to Stem <br />Axial Dead Load =0.0 lbs <br />Axial Live Load =0.0 lbs <br />Axial Load Eccentricity =0.0 in <br />Allow Soil Bearing =1,500.0 psf <br />Equivalent Fluid Pressure Method <br />Heel Active Pressure =30.0 psf/ft <br />= <br />Passive Pressure =250.0 ps#ft <br />Soil Density, Heel · =110.00 pcf <br />Soil Density, Toe =0.00 pcf <br />FootinglISoil Friction =0.400 <br />Soil height to ignore <br />for passive pressure =12.00 in <br />Lateral Load Applied to Stem <br />Lateral Load 0.0 #/ft <br />...Height to ToR =0.00 ft <br />...Height to Bottom =0.00 ft <br />The above lateral load <br /> has been increased 1.00by a factor of <br />Wind on Exposed Stem =20.0 psf <br />Wind acts left-to-right toward retention side. <br />-d <br />I!4 - 1 I <br />1 -i <br />1 - I ----1--- <br />L.------ <br />b - , 11'4' P• 11.11 74 1 <br />Adjacent Footing Load <br />Adjacent Footing Load =0.0 lbs <br />Footing Width =0.00 ft <br />Eccentricity =0.00 in <br />Wall to Ftg CL Dist =0.00 ft <br />Footing Type Line Load <br />Base Above/Below Soil <br />= 0.0 ftat Back of Wall <br />Poisson's Ratio =0.300 <br />--Ztemi-o=structno=n"ii Top StemStem OK <br />Wall Stability Ratios Design Height Above Ftc ft =0.00 <br />Overturning 2.67 OK Wall Material Above "Ht" =Masonry <br />= 7.15 OK Thickness =8.00Sliding <br />=#4Rebar Size <br />Total Bearing Load =1,152 lbs Rebar Spacing =16.00 <br />...resultant ecc. =5.04 in Rebar Placed at =Center <br />Soil Pressure @ Toe =0 psf OK <br />Soil Pressure @ Heel =925 psf OK <br />Allowable =1,500 psf <br />Soil Pressure Less Than Allowable <br />ACI Factbred @ Toe =0 psf <br />ACI Factored @ Heel =1,110 psf <br />Design Data <br />fb/FB + fa/Fa =-0.500 <br />Total Force @ Section lbs =116.3 <br />Moment....Actual ft-# =419.4 <br />Moment.....Allowable . =839.5 <br />Shear.....Actual psi =2.6 <br />Footing Shear @ Toe =0.6 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 =86.3 lbs <br />less 100% Passiv6 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 />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 />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 />Solid Grouting =Yes <br />Use Half Stresses n/a <br />Modular Ratio 'n' =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= <br />j