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Project Title: Mllerresidenceshoring <br />Engineer: ND <br />Project ID: <br />Project Descr <br />Wood Beam <br />Project File: soldier pile wall.ec6 <br />LIC# : KW-06012482, Build:20.23.04.05 <br />Davido Consulting Group <br />(c) ENERCALC INC 1983-2023 <br />DESCRIPTION: wood lagging at base of 6' wall <br />45pcf soil and 8H(EQ) in lieu of 70pcf/2 (soil+EQ) <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set: IBC 2015 <br />Material Properties <br />Analysis Method : Allowable Stress Design <br />Fb + <br />900.0 psi <br />E: Modulus of Elasticity <br />Load Combination: IBC 2015 <br />Fb - <br />900.0 psi <br />Ebend- xx 1,600.Oksi <br />Fc - Prll <br />1,350.0 psi <br />Eminbend - xx 580.0 ksi <br />Wood Species Douglas Fir - Larch <br />Fc - Perp <br />625.0 psi <br />Wood Grade No.2 <br />Fv <br />180.0 psi <br />Ft <br />575.0 psi <br />Density 31.210pcf <br />Beam Bracing Completely Unbraced <br />Repetitive Member Stress Increase <br />4x12 <br />Span =8.0ft <br />Applied Loads <br />Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Uniform Load : E = 0.0480, H = 0.1350 ksf, Tributary Width = 0.9375 ft, (soil + eq at base of wall (45/2 + 8H(EQ))) <br />DESIGN SUMMARY <br />Maximum Bending Stress Ratio = <br />0.6911 1 <br />Maximum Shear Stress Ratio = <br />0.118 : 1 <br />Section used for this span <br />4x12 <br />Section used for this span <br />4x12 <br />fb: Actual = <br />528.98psi <br />fv: Actual = <br />14.78 psi <br />F'b = <br />766.44psi <br />F'v = <br />125.71 psi <br />Load Combination <br />H Only <br />Load Combination <br />H Only <br />Location of maximum on span = <br />4.000ft <br />Location of maximum on span = <br />7.066 ft <br />Span # where maximum occurs = <br />Span # 1 <br />Span # where maximum occurs = <br />Span # 1 <br />Maximum Deflection <br />Max Downward Transient Deflection <br />0.076 in Ratio = <br />1265 —180 Span: 1 : E Only <br />Max Upward Transient Deflection <br />0 in Ratio = <br />0 <180 n/a <br />Max Downward Total Deflection <br />0.289 in Ratio = <br />331 —120 Span: 1 : +E+H <br />Max Upward Total Deflection <br />0 in Ratio = <br />0 <120 n/a <br />Overall Maximum Deflections <br />Load Combination Span Max. "=' Defl Location in Span Load Combination Max. "+" Defl Location in Span <br />+E+H 1 0.2892 4.029 0.0000 0.000 <br />Vertical Reactions Support notation : Far left is #1 Values in KIPS <br />Load Combination <br />Support 1 <br />Support 2 <br />Max Upward from all Load Conditions <br />0.686 <br />0.686 <br />Max Upward from Load Combinations <br />0.686 <br />0.686 <br />Max Upward from Load Cases <br />0.506 <br />0.506 <br />H Only <br />0.506 <br />0.506 <br />+E+H <br />0.686 <br />0.686 <br />+0.750E+H <br />0.641 <br />0.641 <br />+0.60H <br />0.304 <br />0.304 <br />+E+0.60H <br />0.484 <br />0.484 <br />E Only <br />0.180 <br />0.180 <br />