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Project Title: <br /> Engineer: <br /> Project ID: <br /> Project Descr: <br /> Wood Beam Project File:express innvovations.ec6 <br /> LIC#:KW-06013701,Build:20.23.2.14 Structural Works PLLC (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: --None-- <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+ 2400 psi E:Modulus of Elasticity <br /> Load Combination IBC 2021 Fb- 1850 psi Ebend-xx 1800ksi <br /> Fc-Prll 1650 psi Eminbend-xx 950 ksi <br /> Wood Species DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi <br /> Wood Grade 24F-V4 Fv 265 psi Eminbend-yy 850 ksi <br /> Ft 1100 psi Density 31.21 pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br /> D(0.225)Lr(0.375)S(0.375) <br /> D(0.155)L(0.465) <br /> 3.5x12 <br /> Span=11.50 ft <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 =0.010, L=0.030 ksf, Tributary Width= 15.50 ft, (floor) <br /> Uniform Load : D=0.0150, Lr=0.0250, S =0.0250 ksf, Tributary Width = 15.0 ft, (roof) <br /> DESIGN SUMMARY • <br /> Maximum Bending Stress Ratio = 0.8721 Maximum Shear Stress Ratio = 0.571 : 1 <br /> Section used for this span 3.5x12 Section used for this span 3.5x12 <br /> fb:Actual = 2,406.72 psi fv:Actual = 174.15 psi <br /> F'b = 2,760.00psi F'v = 304.75 psi <br /> Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S <br /> Location of maximum on span = 5.750ft Location of maximum on span = 0.000 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.203 in Ratio= 680­360 Span: 1 : L Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.445 in Ratio= 310­180 Span: 1 :+D+0.750Lr+0.750L <br /> Max Upward Total Deflection 0 in Ratio= 0<180 n/a <br /> Maximum Forces &Stresses for Load Combinations <br /> Load Combination Max Stress F<atios Moment Values S ear Values <br /> Segment Length Span# M V CD CM Ct CLx Cv 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= 11.50 ft 1 0.425 0.279 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 6.43 918.9 2,160.0 1.86 66.5 238.5 <br /> +D+L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length= 11.50 ft 1 0.840 0.551 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 14.12 2,017.1 2,400.0 4.09 146.0 265.0 <br /> +D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length= 11.50 ft 1 0.602 0.394 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 12.63 1,804.5 3,000.0 3.66 130.6 331.3 <br /> +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length= 11.50 ft 1 0.654 0.428 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 12.63 1,804.5 2,760.0 3.66 130.6 304.8 <br /> +D+0.750Lr+0.750L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Page 4 of 11 <br />