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Cantilevered Retaining Wall <br />LIC# : KW-06019549, Build:20.25.04.16 SHEHZAD KHALIQ STRUCTURAL ENGINEER (c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:SHOTCRETE <br />Project File: santa ana portola.ec6 <br />Project Title: <br />Engineer: <br />Design Summary <br />Wall Stability Ratios <br />Overturning =1.92 <br />Global Stability =5.85 <br />OK <br />Slab Resists All Sliding ! <br />Total Bearing Load =1,620 lbs <br />...resultant ecc.=12.88 in <br />Eccentricity outside middle third <br />Soil Pressure @ Toe =1,585 psf OK <br />Soil Pressure @ Heel =0 psf OK <br />Allowable =2,000 psf <br />Soil Pressure Less Than Allowable <br />ACI Factored @ Toe =2,218 psf <br />ACI Factored @ Heel =0 psf <br />Footing Shear @ Toe =7.6 psi OK <br />Footing Shear @ Heel =3.0 psi OK <br />Allowable =75.0 psi <br />Sliding Calcs <br />Lateral Sliding Force =298.9 lbs <br />Masonry Block Type = <br />Stem Construction Bottom <br />Stem OK <br />Shear.....Actual <br />=0.00ft <br />Wall Material Above "Ht"=Concrete <br />Thickness =4.00 <br />Rebar Size =#4 <br />Rebar Spacing =9.00 <br />Rebar Placed at =Center <br />Design Data <br />fb/FB + fa/Fa =0.716 <br />Total Force @ Section <br />=lbs <br />Moment....Actual <br />=ft-# <br />Moment.....Allowable =2,085.3 <br />=psi <br />Shear.....Allowable =73.3psi <br />Wall Weight =50.0psf <br />Rebar Depth 'd'=2.00in <br />Masonry Data <br />f'm =psiFs =psi <br />Solid Grouting = <br />Modular Ratio 'n'= <br />Equiv. Solid Thick.= <br />Concrete Data <br />f'c =3,000.0psi <br />Fy =60,000.0 <br />Masonry Design Method ASD= <br />Load Factors <br />Building Code <br />Dead Load 1.200 <br />Live Load 1.600 <br />Earth, H 1.600 <br />1.600 <br />Seismic, E 1.000 <br />=377.7lbsStrength Level <br />Service Level <br />Strength Level =1,493.4ft-# <br />Service Level <br />Strength Level =15.7psi <br />Design Method =SD SD SD <br />Vertical component of active lateral soil pressure IS <br />NOT considered in the calculation of soil bearing <br />=in2 <br />pg027