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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 2x10 Joists (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+ 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 Fe-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 Repetitive Member Stress Increase <br /> D 0.019995 L 0.07998 S 0.033325 <br /> ]�) 2x10 <br /> Span=10.0 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=0.0150, L=0.060, S=0.0250 ksf, Tributary Width= 1.333 ft, (Deck Loads) <br /> DESIGN SUMMARY ' <br /> ----- -- .-. ___...._.. ........ _ _ ._ _ .. ._. <br /> Maximum Bending Stress Ratio 0.6521 Maximum Shear Stress Ratio = 0.305 : 1 <br /> Section used for this span 2x10 Section used for this span 2x10 <br /> fb:Actual = 701.07 psi fv:Actual = 45.76 psi <br /> F'b = 1,075.25psi F'v = 150.00 psi <br /> Load Combination +D+L Load Combination +D+L <br /> Location of maximum on span = 5.000ft 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 0.141 in Ratio= 852>=480 Span: 1 :L Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<480 n/a <br /> Max Downward Total Deflection 0,185 in Ratio= 649>=360 Span: 1 :+D+0.750L+0.750S <br /> Max Upward Total Deflection 0 in Ratio= 0<360 n/a <br /> .. . - <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 0.525 0.525 <br /> Max Upward from Load Combinations 0.525 0.525 <br /> Max Upward from Load Cases 0.400 0.400 <br /> D Only 0.100 0.100 <br /> +D+L 0.500 0.500 <br /> +D+S 0.267 0.267 <br /> +D+0.750L 0.400 0.400 <br /> +D+0.750L+0.750S 0.525 0.525 <br /> +0.60D 0.060 0.060 <br /> L Only 0.400 0.400 <br /> S Only 0.167 0.167 <br />