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Wood Beam <br />LIC# : KW-06019842, Build:20.24.09.03 Structural Engineering Consultants (c) ENERCALC, LLC 1982-202 <br />DESCRIPTION:Floor Beam: B5 (AT GRID-C) <br />Project File: Design Check_2 Story.ec <br />Project Title: <br />Engineer: <br />Pro ect ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, SDPWS 2021 <br />Load Combination Set : IBC 2021 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />llowable Stress Design <br />iLevel Truss Joist <br />Parallam PSL 2.2E <br />2900 <br />2900 <br />2900 <br />750 <br />2200 <br />1118.19 <br />290 <br />2025 45.07 <br />nalysis 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 IBC 2021 <br />Applied Loads Service loads entered. Load Factors will be applied for calculations <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0.150 , Tributary Width = 1.0 ft, (WALL WEIGHT) <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 5.0 ft, (2ND FLOOR) <br />Point Load : W = 1.070, E = 2.620 k @ 5.750 ft, (SHEAR WALL O.T. (W, 2.0*E)) <br />Point Load : D = 0.50, Lr = 0.770 k @ 13.330 ft, (B2) <br />Point Load : D = 0.30, Lr = 0.40 k @ 6.50 ft, (B4) <br />Uniform Load : D = 0.0120, Lr = 0.020 ksf, Extent = 0.0 -->> 6.50 ft, Tributary Width = 3.0 ft, (UPPER ROOF) <br />DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.638: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 10.23 ft <br />84.59 psi= <br />= <br />3,019.51psi <br />7x11.875Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+L <br />= <br />= <br />= <br />290.00 psi== <br />Section used for this span 7x11.875 <br />Maximum Shear Stress Ratio 0.292 : 1 <br />0.000ft= <br />= <br />1,926.21psi <br />Maximum Deflection <br />678 <br /><360 <br />241 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.360 in <br />0 <br />Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 1.010 in Ratio = >=240 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : L Only <br />n/a <br />Span: 1 : +D+0.750Lr+0.750L+0.450W <br />n/a <br />Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C iCLx CCCMCF rt <br />Shear ValuesMax Stress Ratios <br />M CDV fbM fvF'b V F'vSegment Length Cfu <br />D Only 0.0 0.00 0.00.0 <br />1.00Length = 20.330 ft 1 0.432 0.197 0.90 1.001 1.041.00 1.00 16.08 1,172.6 2,717.6 2.85 261.01.00 51.41.00 <br />1.00+D+L 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 20.330 ft 1 0.638 0.292 1.00 1.001 1.041.00 1.00 26.41 1,926.2 3,019.5 4.69 290.01.00 84.61.00 <br />1.00+D+Lr 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />Pa e 21 of 54