Laserfiche WebLink
AXIAL ENGINEERING GROUP, INC. <br />7147 WOODLEY AVENUE <br />VAN NUYS, CA 91406 <br />Title -Catalina Page: <br />Job # : 212-013 Dsgnr: LQ Date: 11 JAN-2513 <br />Description.... <br />6' High Trash Enclosure Wall. (seismic) ' <br />This Wall in File: \\AEGSERVER\Structural Project Files\2012-F <br />Retainpro 10 (c) 1987-2011, Build 10.12.5.14 <br />License : KW-06053109 <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 6 <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 <br />Wall Stability Ratios <br />Overtuming = 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 />Cantilevered Retaining Wall Design lode: CBC 2010,ACI 318-08,ACI 530-08 <br />Soil Data - <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 pef <br />FootinglISoil Friction =0.400 <br />Soil height to ignore 1'lid.wil- -4- : 7-1 -2.1 <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 />...Height 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 =0.0 psf at Back of Wall <br />Poisson's Ratio =0.300 <br />F / W Weight Multiplier =0.330 g Added seismic base force -171.2 lbsP P <br />Seismic Self-Weight acts left-to-right toward tetention side. <br />Stem Construction Top Stem-3 Stem 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 />Moment.....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' =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=