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Wood Beam <br />LIC# : KW-06019351, Build:20.24.0228 <br />DESCRIPTION: (N) 4x10 Roof Beam <br />CODE REFERENCES <br />CITY OF SANTA ANA, <br />Planning and Building Agocy <br />9� <br />Approved <br />FOR PERMIT ISSUANCE <br />)ject File: 7-BM and Post.ec6� <br />Master <br />Date: <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set: ASCE 7-16 <br />Material Properties <br />Analysis Method : Allowable Stress Design <br />Fb + <br />1000 psi <br />E : Modulus of Elasticity <br />Load Combination ASCE 7-16 <br />Fb - <br />1000 psi <br />Ebend- xx 1700ksi <br />Fc - Prll <br />1500 psi <br />Eminbend - xx 620ksi <br />Wood Species Douglas Fir -Larch <br />Fc - Perp <br />625 psi <br />Wood Grade No.1 <br />Fv <br />180 psi <br />Ft <br />675 psi <br />Density 31.21 pcf <br />Beam Bracing Completely Unbraced <br />Repetitive Member Stress Increase <br />D(0.106) D(0.01106) <br />D(0.06) Lr(0.075) D(0.06) Lr(0.075) <br />Span = 21.30 ft Span = 19.50 ft <br />A"plied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loading <br />Load for Span Number 1 <br />Uniform Load: D = 0.060, Lr = 0.0750 , Tributary Width = 1.0 ft, (DL+RL) <br />Uniform Load : D = 0.1060 , Tributary Width = 1.0 ft, (Wall) <br />Load for Span Number 2 <br />Uniform Load : D = 0.060, Lr = 0.0750 , Tributary Width = 1.0 ft, (DL+RL) <br />Uniform Load: D = 0.01060 , Tributary Width = 1.0 ft, (Wall) <br />Maximum Bending Stress Ratio = <br />0.8921 <br />Maximum Shear Stress Ratio = <br />0.363 :1 <br />Section used for this span <br />4x16 <br />Section used for this span <br />4x16 <br />fb: Actual = <br />977.27psi <br />fv: Actual = <br />81.72 psi <br />F'b = <br />1,095.39psi <br />F'v = <br />225.00 psi <br />Load Combination <br />+D+Lr <br />Load Combination <br />+D+Lr <br />Location of maximum on span = <br />21.300ft <br />Location of maximum on span = <br />20.11Oft <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 />0.092 in Ratio = <br />2788>=360 Span: 1 : Lr Only <br />Max Upward Transient Deflection <br />0 in Ratio = <br />0 <360 n/a <br />Max Downward Total Deflection <br />0.366 in Ratio = <br />697>=180 Span: 1 : +D+Lr <br />Max Upward Total Deflection <br />-0.039 in Ratio = <br />6024>=180 Span: 2: D Only <br />Maximum Forces & Stresses for Load Combinations <br />Load CombinationMax <br />Stress <br />atios <br />Moment <br />Values <br />Shear <br />Values <br />Segment Length <br />Span # <br />M <br />V <br />CD <br />CM <br />Ct <br />CLx <br />CF <br />Cfu <br />C i <br />Cr <br />M <br />fb <br />F'b <br />V <br />fv <br />F'v <br />D Only <br />0.0 <br />0.00 <br />0.0 <br />0.0 <br />Length = 21.30 ft <br />1 <br />0,688 <br />0.349 <br />0.90 <br />1.00 <br />1.00 <br />0.89 <br />1.000 <br />1.00 <br />1.00 <br />1.15 <br />7.12 <br />630.1 <br />916.5 <br />2.01 <br />56.6 <br />162.0 <br />Length = 19.50 ft <br />2 <br />0.672 <br />0.349 <br />0.90 <br />1.00 <br />1.00 <br />0.91 <br />1.000 <br />1.00 <br />1.00 <br />1.15 <br />7.12 <br />630.1 <br />937.5 <br />1.07 <br />56.6 <br />162.0 <br />+D+Lr <br />1.00 <br />1.00 <br />0.91 <br />1.000 <br />1.00 <br />1.00 <br />1.15 <br />0.0 <br />0.00 <br />0.0 <br />0.0 <br />Length = 21.30 ft <br />1 <br />0.892 <br />0.363 <br />1.25 <br />1.00 <br />1.00 <br />0.76 <br />1.000 <br />1.00 <br />1.00 <br />1.15 <br />11.05 <br />977.3 <br />1,095.4 <br />2.91 <br />81.7 <br />225.0 <br />Length = 19.50 ft <br />2 <br />0.847 <br />0.363 <br />1.25 <br />1.00 <br />1.00 <br />0.80 <br />1.000 <br />1.00 <br />1.00 <br />1.15 <br />11.05 <br />977.3 <br />1,153.6 <br />1.91 <br />81.7 <br />225.0 <br />