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Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />Wood Beam <br />LIC# . KW06014006, Build20.23.10.02 <br />DESCRIPTION: CDJ <br />Structural Design Associates <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set: ASCE 7-16 <br />Material Properties <br />Analysis Method : Allowable Stress Design <br />Load Combination ASCE 7-16 <br />Wood Species Douglas Fir -Larch <br />Wood Grade No.2 <br />Beam Bracing Beam bracing is defined Beam -by -Beam <br />Unbraced Lengths <br />Span # 1, Fully Braced <br />Span # 2, Fully Braced <br />Fb + <br />Fb - <br />Fc - Prll <br />Fc - Perp <br />Fv <br />Ft <br />900.0 psi <br />900.0 psi <br />1,350.0 psi <br />625.0 psi <br />180.0 psi <br />575.0 psi <br />Project File: 9617.ec6 <br />(c) ENERCALC INC 1983-2023 <br />E : Modulus of Elasticity <br />Ebend-xx 1,600.Oksi <br />Eminbend - xx 580.Oksi <br />Density 31.210pcf <br />Repetitive Member Stress Increase <br />�io,o�ssSto.03325t <br />4x12 <br />4x12 <br />I Span = 16.0 ft <br />I . Span = 7.750 ft „ <br />Applied 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 = 0.0120, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLR) <br />Load for Span Number 2 <br />Uniform Load : D = 0.070, L = 0.060, S = 0.0250 ksf, Tributary Width = 1.330 ft <br />DESIGN SUMMARY <br />Maximum Bend' St <br />Desianr <br />mg ress RatIO - <br />Section used for this span <br />0.9721 <br />Maximum Shear Stress Ratio <br />0.328 :-� <br />fb: Actual <br />4x12 <br />Section used for this span <br />4x12 <br />- <br />F'b <br />885.63psi <br />fv: Actual <br />47.28 psi <br />= <br />Load Combination <br />910.80psi <br />F'v <br />- <br />- 144.00 psi <br />Location of maximum on span = <br />+D+L <br />16.000ft <br />Load Combination <br />+D+L <br />Span # where maximum occurs = <br />Span # 1 <br />Location of maximum on span <br />= 16.000 ft <br />Span # where maximum occurs <br />_ Span # 1 <br />Maximum Deflection <br />Max Downward Transient Deflection <br />0.177 in Ratio = <br />1052 -360 Span: 2 : L Only <br />Max Upward Transient Deflection <br />-0.045 in Ratio = <br />4246 -360 Span: 1 : S Only <br />Max Downward Total Deflection <br />Max Upward Total Deflection <br />0.630 in Ratio = <br />294-180 Span: 2 : +D+0.750L+0.750S <br />-0.128 in Ratio = <br />1498 -180 Span: 1 : +D+S <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination Max Stress Ratios <br />Segment Length Span # M V CD <br />CM Ct CLx <br />Moment Values <br />C Cfu C C M fb <br />Shear Values <br />D Only <br />- ---F <br />- 1_ _ r <br />F'b V fv F'v <br />Length = 16.0 ft 1 0.605 0204 0.90 <br />1.00 1.00 1.00 <br />1.100 1.00 0.80 1.15 3.05 496.1 <br />810.0 0.000 <br />Length = 7.750 ft 2 0.605 0204 090 <br />1.00 1.00 1.00 <br />1.100 1.00 0.80 1.15 3.05 496.1 <br />26 5 129.E <br />819.7 0.70 <br />+D+L <br />Length = 16.0 ft 1 0.972 0.328 <br />1.00 1.00 1.00 <br />1.100 1.00 0.80 1.15 <br />26.5 129.6 <br />1.00 <br />1.00 1.00 1.00 <br />1 100 1.00 0.80 1.15 5.45 885.6 <br />910.8 11.24 47.3 144.0 <br />