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Project Title: <br /> Engineer: <br /> Project ID: SDA#9328 <br /> Project Descr: <br /> Wood Beam Project File:9328.ec6 <br /> LIC#:KW-06014008,Build:20.23.2.14 Structural Design Associates (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: M136 <br /> CODE REFERENCES <br /> Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br /> Load Combination Set: IBC 2021 <br /> Material Properties <br /> Analysis Method : Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity <br /> Load Combination IBC 2021 Fb- 850.0 psi Ebend-xx 1,300.0 ksi <br /> Fc-Prll 1,300.0 psi Eminbend-xx 470.Oksi <br /> Wood Species Hem-Fir Fc-Perp 405.0 psi <br /> Wood Grade No.2 Fv 150.0 psi <br /> Ft 525.0 psi Density 26.840 pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br /> D(0.12)L(0.41) D 0.024 L 0.08 D(0.12)L(0.41) <br /> D 0. 1596 L 0.0532 <br /> 3-2x10 <br /> Span=12.330 ft <br /> Applied Loads Service loads entered. Load Factors will be applied for calculations. <br /> Beam self weight NOT internally calculated and added <br /> Uniform Load : D=0.0120, L=0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) <br /> Point Load : D=0.120, L=0.410 k @ 5.660 ft, (MB5) <br /> Point Load : D=0.120, L=0.410 k @ 12.0 ft, (MB5) <br /> Uniform Load : D=0.0120, L=0.040 ksf, Extent=5.660-->> 12.0 ft, Tributary Width =2.0 ft, (SHOWER) <br /> DESIGN SUMMARY • <br /> Maximum Bending Stress Ratio = 0.814: 1 Maximum Shear Stress Ratio = 0.247 : 1 <br /> Section used for this span 3-2x10 Section used for this span 3-2x10 <br /> fb:Actual = 760.67psi fv:Actual = 37.10 psi <br /> F'b = 935.00psi F'v = 150.00 psi <br /> Load Combination +D+L Load Combination +D+L <br /> Location of maximum on span = 5.670ft Location of maximum on span = 11.565ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.210 in Ratio= 703­360 Span: 1 : L Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.273 in Ratio= 541 ­180 Span: 1 : +D+L <br /> Max Upward Total Deflection 0 in Ratio= 0<180 n/a <br /> Maximum Forces & Stresses for Load Combinations <br /> Load Combination Max Stress Ratios Moment Values S ear Values <br /> Segment Length Span# M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v <br /> D Only 0.0 0.00 0.0 0.0 <br /> Length= 12.330 ft 1 0.207 0.063 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.93 174.2 841.5 0.24 8.5 135.0 <br /> +D+L 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length= 12.330 ft 1 0.814 0.247 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 4.07 760.7 935.0 1.03 37.1 150.0 <br /> +D+0.750L 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length= 12.330 ft 1 0.525 0.160 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 3.28 614.0 1,168.8 0.83 30.0 187.5 <br /> +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length= 12.330 ft 1 0.070 0.021 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.56 104.5 1,496.0 0.14 5.1 240.0 <br />