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SC-11 <br />Project Title: <br />SC-11 <br />Engineer: <br />Project ID: <br />Project Descr: <br />Wood Beam <br />Project File: scdp_thrift store.ec6 <br />LIC# : KW-06012482, Build:20.22.10.25 Davido Consulting Group <br />(c) ENERCALC INC 1983-2022 <br />DESCRIPTION: Purlins Supporting HVAC <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set: IBC 2018 <br />Material Properties <br />Analysis Method : Allowable Stress Design <br />Fb + <br />900.0 psi <br />E : Modulus of Elasticity <br />Load Combination IBC 2018 <br />Fb - <br />900.0 psi <br />Ebend- xx 1,600.Oksi <br />Fc - Prll <br />1,350.0 psi <br />Eminbend - xx 580.Oksi <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 />575.0psi <br />Density 31.210pcf <br />Beam Bracing Beam is Fully Braced against lateral -torsional buckling <br />Repetitive Member Stress Increase <br />lied Loads <br />D(0 06) 1201bs/2Joists <br />2-2x6 <br />Span = 9.50 ft <br />Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Uniform Load : D = 0.0170, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft <br />Point Load : D = 0.060 k @ 4.750 ft <br />DESIGN SUMMARY <br />• <br />Maximum Bending Stress Ratio = <br />0.559.1 <br />Maximum Shear Stress Ratio = <br />0.172 :1 <br />Section used for this span <br />2-2x6 <br />Section used for this span <br />2-2x6 <br />fb: Actual = <br />864.89psi <br />fv: Actual = <br />35.56 psi <br />F'b = <br />1, 547.33 psi <br />F'v = <br />207.00 psi <br />Load Combination <br />+D+S <br />Load Combination <br />+D+S <br />Location of maximum on span = <br />4.750ft <br />Location of maximum on span = <br />9.049ft <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 />0.138 in Ratio = <br />823 > 360 <br />Span: 1 : S Only <br />Max Upward Transient Deflection <br />0 in Ratio = <br />0 <360 <br />n/a <br />Max Downward Total Deflection <br />0.261 in Ratio = <br />437 > 240 <br />Span: 1 : +D+S <br />Max Upward Total Deflection <br />0 in Ratio = <br />0 <240 <br />n/a <br />Vertical Reactions Support notation : Far left is #1 <br />Values in KIPS <br />Load Combination <br />Support 1 Support 2 <br />Max Upward from all Load Conditions <br />0.429 <br />0.429 <br />Max Upward from Load Combinations <br />0.429 <br />0.429 <br />Max Upward from Load Cases <br />0.238 <br />0.238 <br />D Only <br />0.192 <br />0.192 <br />+D+Lr <br />0.382 <br />0.382 <br />+D+S <br />0.429 <br />0.429 <br />+D+0.750Lr <br />0.334 <br />0.334 <br />+D+0.750S <br />0.370 <br />0.370 <br />+0.60D <br />0.115 <br />0.115 <br />Lr Only <br />0.190 <br />0.190 <br />S Only <br />0.238 <br />0.238 <br />