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4�vi�0 Consulting Group Project Title: 4 Corners Trash Enclosure GD-8 <br />4�4th Ave NE, Suite 300 Engineer: EM <br />Seattle, Washington 98115 Project ID: <br />www.dcgengr.com Project Descr: <br />Calc by: EM <br />Printed: 10 SEP 2020, 3:18PM <br />Cantilevered RetainingWall RCAL cNC.198 -omers-i 020,asn Butriciosur0.eco <br />Software copyright ENERCALC, INC.1983-2020, BuiId:12.20.8.17 <br />DESCRIPTION: --None-- <br />Criteria <br />Retained Height = 8.50 ft <br />Wall height above soil = 0.00 ft <br />Slope Behind Wall = 0.00: 1 <br />Height of Soil over Toe = 24.00 in <br />Water height over heel = 0.0 ft <br />Vertical component of active <br />Lateral soil pressure options: <br />NOT USED for Soil Pressure. <br />NOT USED for Sliding Resistance. <br />NOT USED for Overturning Resistance. <br />Surcharge Loads <br />Surcharge Over Heel = 70.0 psf <br />Used To Resist Sliding & Overturning <br />Surcharge Over Toe = 0.0 psf <br />Used for Sliding & Overturning <br />Axial Load Applied to Stem <br />Axial Dead Load = 0.0 Ibs <br />Axial Live Load = 0.0 Ibs <br />Axial Load Eccentricity = 0.0 in <br />Design Summary <br />Wall Stability Ratios <br />Overturning = <br />Sliding = <br />Soil Data <br />Allow Soil Bearinc = <br />3,500.0 psf <br />Equivalent Fluid Pressure Method <br />Heel Active Pressure = <br />35.0 psf/ft <br />Toe Active Pressure = <br />35.0 psf/fl <br />Passive Pressure = <br />300.0 psf/ft <br />Soil Density, Heel = <br />110.00 pcf <br />Soil Density, Toe = <br />110.00 pcf <br />Friction Coeff btwn Ftg & Soil = <br />0.400 <br />Soil height to ignore <br />for passive pressure = <br />12.00 in <br />Lateral Load Applied to Stem <br />Lateral Load = <br />150.0 plf <br />...Height to Top = <br />8.00 ft <br />...Height to Bottom = <br />0.00 ft <br />Wind on Exposed Stem = 0.0 psf <br />1.65 OK <br />1.47 Ratio < 1.5! <br />Total Bearing Load = 6,681 Ibs <br />...resultant ecc. = 20.59 in <br />Soil Pressure @ Toe = <br />3,467 psf OK <br />Soil Pressure @ Heel = <br />0 psf OK <br />Allowable = <br />3,500 psf <br />Soil Pressure Less Than Allowable <br />ACI Factored @ Toe = <br />4,001 psf <br />ACI Factored @ Heel = <br />0 psf <br />Footing Shear @ Toe = <br />16.4 psi OK <br />Footing Shear @ Heel = <br />29.6 psi OK <br />Allowable = <br />75.0 psi <br />Sliding Calcs (Vertical Component NOT Used) <br />Lateral Sliding Force = <br />2,958.4 Ibs <br />less 100% Passive Force = <br />- 1,687.5 Ibs <br />less 100% Friction Force = <br />2,670.0 Ibs <br />Added Force Req'd = <br />0.0 Ibs OK <br />....for 1.5 : 1 Stability = <br />77.8 Ibs NG <br />Load Factors <br />Dead Load <br />1.200 <br />Live Load <br />1.600 <br />Earth, H <br />1.600 <br />Wind, W <br />1.600 <br />Seismic, E <br />1.000 <br />Stem Construction <br />Design Height Above Ftg <br />Wall Material Above "Ht" <br />Thickness <br />Rebar Size <br />Rebar Spacing <br />Rebar Placed at <br />Design Data <br />fb/FB + fa/Fa <br />Total Force @ Section Ibs = <br />ft= <br />in = <br />in = <br />Moment.... Actual <br />ft-I = <br />Moment..... Allowable <br />ft-I = <br />Shear..... Actual <br />psi = <br />Shear..... Allowable <br />psi = <br />Wall Weight <br />psf = <br />Rebar Depth 'd' <br />in = <br />Lap splice if above <br />in = <br />Lap splice if below <br />in = <br />Hook embed into footing <br />in = <br />Masonry Data <br />fm <br />psi = <br />Fy c <br />psi = <br />Solid Grouting <br />Calculations per ACI 318-14, ACI 530-11, IBC 2015, <br />CBC 2016, ASCE 7.10 <br />Adjacent Footing Load <br />Adjacent Footing Load = <br />0.0 Ibs <br />Footing Width = <br />0.00 ft <br />Eccentricity = <br />0.00 in <br />Wall to Ftg CL Dist = <br />0.00 ft <br />Footing Type <br />Line Load <br />Base Above/Below Soil = <br />0.0 ft <br />at Back of Wall <br />Poisson's Ratio = <br />0.300 <br />p Stem <br />Stem OK <br />5.00 <br />Masonry <br />8.00 <br /># 5 <br />16.00 <br />Center <br />2nd <br />Stem OK <br />0.00 <br />Masonry <br />16.00 <br /># 5 <br />8.00 <br />Edge <br />0.822 <br />0.995 <br />742.3 <br />2,583.7 <br />1,061.5 <br />9,140.3 <br />1,291.7 <br />9,183.1 <br />16.5 <br />16.6 <br />44.7 <br />44.7 <br />84.0 <br />175.0 <br />3.75 <br />13.00 <br />45.00 <br />45.00 <br />45.00 <br />7.00 <br />45.00 <br />7.00 <br />2,000 <br />20,000 <br />Yes <br />Modular Ratio'n' = 16.11 <br />Short Term Factor = 1.000 <br />Equiv. Solid Thick. in = 7.60 <br />Masonry Block Type = 3 <br />Masonry Design Method = ASD <br />2,000 <br />20,000 <br />Yes <br />Yes <br />16.11 <br />1.000 <br />15.60 <br />DCG <br />