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Wood Beam <br />LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022 <br />DESCRIPTION:(E)BM-9 <br />Project File: Santa Ana Zoo Ticket Booth.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <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 />Beam Bracing :Completely Unbraced <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.1 <br />1,000.0 <br />1,000.0 <br />1,500.0 <br />625.0 <br />1,700.0 <br />620.0 <br />180.0 <br />675.0 31.210 <br />Analysis Method : <br />Eminbend - xx ksi <br />Wood Species : <br />Wood Grade : <br />Fb + <br />psi <br />psi <br />Fv psi <br />Fb - <br />Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />E : Modulus of Elasticity <br />Ebend- xx ksi <br />Density pcf <br />Load Combination :ASCE 7-16 <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 />Varying Uniform Load : D= 0.10->0.0760, Lr= 0.1550->0.1180 k/ft, Extent = 0.0 -->> 7.0 ft, Trib Width = 1.0 ft, (Dead and Roof <br />Live Load) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.231: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.423 ft <br />30.01 psi= <br />= <br />1,475.84 psi <br />4x10Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+Lr <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 4x10 <br />Maximum Shear Stress Ratio 0.133 : 1 <br />0.000 ft= <br />= <br />341.10 psi <br />Maximum Deflection <br />0 <360 <br />2620 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.019 in 4443Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.032 in Ratio =>=180 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />Fb: Allowable <br />fv: Actual <br />Fv: Allowable <br />Span: 1 : Lr Only <br />n/a <br />Span: 1 : +D+Lr <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C i C LCCCCF/V mr td <br />Shear ValuesMax Stress Ratios <br />M CV fbM fvF'b V F'vSegment Length <br />D Only 0.00 0.00 0.000.00 <br />0.99Length = 7.0 ft 1 0.131 0.076 0.90 1.200 1.00 1.00 1.00 0.58 139.98 1068.39 0.27 162.001.00 12.30 <br />0.99+D+Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />0.98Length = 7.0 ft 1 0.231 0.133 1.25 1.200 1.00 1.00 1.00 1.42 341.10 1475.84 0.65 225.001.00 30.01 <br />0.98+D+0.750Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />0.98Length = 7.0 ft 1 0.197 0.114 1.25 1.200 1.00 1.00 1.00 1.21 290.82 1475.84 0.55 225.001.00 25.58 <br />0.98+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />0.98Length = 7.0 ft 1 0.045 0.026 1.60 1.200 1.00 1.00 1.00 0.35 83.99 1877.10 0.16 288.001.00 7.38 <br />. <br />Page 23