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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: M135 <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(0.06)L(0.2) <br /> Y 2x10 <br /> r1'�T Span=4.080 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 = 5.0 ft, (FLOOR) <br /> DESIGN SUMMARY • <br /> Maximum Bending Stress Ratio = 0.325 1 Maximum Shear Stress Ratio = 0.240 : 1 <br /> Section used for this span 2x10 Section used for this span 2x10 <br /> fb:Actual = 303.50psi fv:Actual = 35.99 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 = 2.040ft Location of maximum on span = 3.321 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.010 in Ratio= 5020­360 Span: 1 : L Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.013 in Ratio= 3861 ­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 F<atios Moment Values Shear 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=4.080 ft 1 0.083 0.062 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.12 70.0 841.5 0.08 8.3 135.0 <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=4.080 ft 1 0.325 0.240 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.54 303.5 935.0 0.33 36.0 150.0 <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=4.080 ft 1 0.210 0.155 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.44 245.1 1,168.8 0.27 29.1 187.5 <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=4.080 ft 1 0.028 0.021 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.07 42.0 1,496.0 0.05 5.0 240.0 <br />