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Title :Catalina Page:- <br />AXIAL ENGINEERING GROUP, INC.Job # : 212-013 Dsgnr: LQ Date:11 JAN 2013 <br />7147 WOODLEY AVENUE Description.... <br />VAN NUYS, CA 91406 6'High Trash Enclosure Wall.(wind) <br />This Wall in File: \\AEGSERVER\Structural Project Files\20124 <br />Retainpro 10 (c) 1987-2011, Build 10.12.5.14 <br />LIcense : KW-06053109 Cantilevered Retaining Wall Design :ode: CBC 2010,ACI 318-08,ACI 530.08 <br />License To : AMY QUACH <br />_Criteria <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 Loads <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 />Design Summary <br />Wall Stability Ratios <br />Overtuming 2.67 OK <br />Sliding =7.15 OK <br />Total Bearing Load =1,152 lbs <br />...resultant ecc. =5.04 in <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 Factored @ Toe . =0 psf <br />ACI Factored @ Heel =1,110 psf <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% 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 />Soil Data <br />Allow Soil Bearing =1,500.0 psf <br />Equivalent Fluid Pressure Method , .r.pr <br />Heel Active Pressure =30.0 ps#ft % <br />Passive Pressure =250.0 psfm· . 3,· ·31·; ,. ··Q F j. <br />A.3 3 /4 -9 1 <br />Soil Density, Heel =110.00 pcf yr .·¥4 2 <br />Soil Density, Toe =0.00 pcf Eli <br />Footingl ISoil Friction =0.400 :2. '.* <br />4-11*f-,Soil height to ignore :mc.- <br />for passive pressure =12.00 in <br />Lateral Load Applied to Stem Adjacent Footing Load <br />Lateral Load =0.0 #m Adjacent Footing Load =0.0 lbs <br />...Meight to Top =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 =20.0 psf at Back of Wall· <br />Wind acts left-to-right toward retention side.Poisson's Ratio =0.300 <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 =-0.500 <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 />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' =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=