1605 EDGEMOOR LN 2025-04-25 - Laserfiche WebLink

Project Title: Engineer: Project ID: SDA#9684A-6' DECK Project Descr: Wood Beam Project File:9684A.ec6 LIC#:KW-06014008,Build:20.22.12.28 Structural Design Associates (c)ENERCALC INC 1983-2022 DESCRIPTION: DECK JOIST CODE REFERENCES Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 850.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem-Fir Fc-Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.840 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.012)L(0 06)S(0.025) D(0.012)L(0.06)S(0.025) b b b , ' 2x10 2x10 Span=10.70 ft Span=1.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D=0.0120, L=0.060, S= 0.0250 , Tributary Width= 1.0 ft, (DECK) Load for Span Number 2 Uniform Load : D=0.0120, L=0.060, S= 0.0250 , Tributary Width= 1.0 ft, (DECK) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.675: 1 Maximum Shear Stress Ratio = 0.317 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 580.45psi fv:Actual = 38.02 psi F'b = 860.20 psi F'v = 120.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.260ft Location of maximum on span = 9.983 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.141 in Ratio= 912>=360 Span: 1 :L Only Max Upward Transient Deflection -0.054 in Ratio= 594>=360 Span:2:L Only Max Downward Total Deflection 0.184 in Ratio= 698>=240 Span: 1 :+D+0.750L+0.750S Max Upward Total Deflection -0.070 in Ratio= 454>=240 Span:2:+D+0.750L+0.750S Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=10.70 ft 1 0.147 0.069 0.90 1.00 1.00 1.00 1.100 1.00 0.80 1.15 0.20 113.5 774.2 0.07 7.4 108.0 Length= 1.330 ft 2 0.009 0.069 0.90 1.00 1.00 1.00 1.100 1.00 0.80 1.15 0.01 7.2 774.2 0.01 7.4 108.0 +D+L 1.00 1.00 1.00 1.100 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length= 10.70 ft 1 0.675 0.317 1.00 1.00 1.00 1.00 1.100 1.00 0.80 1.15 1.03 580.5 860.2 0.35 38.0 120.0 Length=1.330 ft 2 0.043 0.317 1.00 1.00 1.00 1.00 1.100 1.00 0.80 1.15 0.07 37.0 860.2 0.04 38.0 120.0 +D+5 1.00 1.00 1.00 1.100 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length= 10.70 ft 1 0.311 0.146 1.15 1.00 1.00 1.00 1.100 1.00 0.80 1.15 0.55 308.1 989.2 0.19 20.2 138.0