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Project Title: Wildreed Apartments <br /> Engineer: DEI <br /> DEI Project ID: 23-107 <br /> Project Descr: Deck Repair <br /> DIBBLE ENGINEERS INC <br /> Wood Beam Project File:Wildreed Framing Checks.ec6 <br /> LIC#:KW-06014989,Build:20.23.2.14 DIBBLE ENGINEERS INC. (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: New 6x10 Beam @ Deck Types A(Where Required) <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+ 1,350.0 psi E:Modulus of Elasticity <br /> Load Combination: IBC 2021 Fb- 1,350.0 psi Ebend-xx 1,600.Oksi <br /> Fc-Prll 925.0 psi Eminbend-xx 580.Oksi <br /> Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi <br /> Wood Grade : No.1 Fv 170.0 psi <br /> Ft 675.0psi Density 31.210pcf <br /> Beam Bracing Completely Unbraced <br /> D(0.0375)L(0.15)S(0.0625) <br /> D(0.075)L(0.3)S(0.125) <br /> 6x10 <br /> Span=10.750 ft T'R <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 /> Uniform Load : D=0.0150, L=0.060, S=0.0250 ksf, Extent=0.0-»6.750 ft, Tributary Width=5.0 ft, (Deck Loads) <br /> Uniform Load : D =0.0150, L=0.060, S=0.0250 ksf, Extent=6.750-->> 10.750 ft, Tributary Width =2.50 ft, (Deck Loads) <br /> DESIGN SUMMARY ..... __ ....-1-1. _- ......... ................ ' ' <br /> Maximum Bending Stress Ratio - 0.52E 1 Maximum Shear Stress Ratio = 0.276 <br /> Section used for this span 6x10 Section used for this span 6x10 <br /> fb:Actual = 704.34psi fv:Actual = 46.90 psi <br /> F'b = 1,338.72psi F'v = 170.00 psi <br /> Load Combination +D+L Load Combination +D+L <br /> Location of maximum on span = 5.022ft Location of maximum on span = 0.000ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.123 in Ratio= 1052-480 Span: 1 :L Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<480 n/a <br /> Max Downward Total Deflection 0.166 in Ratio= 775-360 Span: 1 :+D+0.750L+0.750S <br /> Max Upward Total Deflection 0 in Ratio= 0<360 n/a <br /> Vertical Reactions Support notation:Far left is#1 Values in KIPS <br /> Load Combination Support 1 Support 2 <br /> Max Upward from all Load Conditions 2.031 1.53E <br /> Max Upward from Load Combinations 2.031 1.536 <br /> Max Upward from Load Cases 1.501 1.124 <br /> D Only 0.436 0.342 <br /> +D+L 1.937 1.466 <br /> +D+S 1.061 0.810 <br /> +D+0.750L 1.562 1.185 <br /> +D+0.750L+0.750S 2.031 1.536 <br /> +0.60D 0.262 0.205 <br /> L Only 1.501 1.124 <br /> S Only 0.625 0.468 <br />