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_j Project Title: FRALEY CHRISTIAN <br /> 1..JIPSTi\ 11��J Engineer: JBG <br /> 4j I engineering, inc. Project ID: 1587 <br /> Project Descr: NEW GARAGE <br /> 22002 64TH AVE W-SUITE 2C,MOUNTLAKE TERRACE.WA 98043 <br /> SERVICES@UPSTB.COM TEL.(425)354-4105 FAX JUST DONT <br /> Wood Beam Project File:1587 GRAVITY 220727 JBG.ec6 <br /> LIC#:KW-06013781,Build:20.22.7.14 Upstate Engineering,Inc. (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: 2. DOOR HDR <br /> CODE REFERENCES <br /> Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 <br /> Load Combination Set : ASCE 7-16 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity <br /> Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.0 ksi <br /> Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi <br /> Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi <br /> Wood Grade : No.2 Fv 180.0 psi <br /> Ft 575.0psi Density 31.210pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> D(0.045)Lr(0 075) <br /> b V b H b <br /> I ) ( ) <br /> A 4x8 , <br /> Span=3.250 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, Lr=0.0250 ksf, Tributary Width = 3.0 ft, (RF) <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.042 1 Maximum Shear Stress Ratio = 0.033 : 1 <br /> Section used for this span 4x8 Section used for this span 4x8 <br /> fb:Actual = 62.01 psi fv:Actual = 7.32 psi <br /> Fb:Allowable = 1,462.50psi Fv:Allowable = 225.00 psi <br /> Load Combination +D+Lr Load Combination +D+Lr <br /> Location of maximum on span = 1.625ft Location of maximum on span = 2.657 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.001 in Ratio= 36625>=240 Span: 1 :Lr Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<240 n/a <br /> Max Downward Total Deflection 0.002 in Ratio= 22890>=180 Span: 1 :+D+Lr <br /> Max Upward Total Deflection 0 in Ratio= 0<180 n/a <br /> Maximum Forces& Stresses for Load Combinations <br /> Load Combination Max Stress Ratios Moment Values Shear Values <br /> Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v <br /> D Only 0.00 0.00 0.00 0.00 <br /> Length=3.250 ft 1 0.022 0.017 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.06 23.25 1053.00 0.05 2.75 162.00 <br /> +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=3.250 ft 1 0.042 0.033 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.16 62.01 1462.50 0.12 7.32 225.00 <br /> +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=3.250 ft 1 0.036 0.027 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.13 52.32 1462.50 0.10 6.18 225.00 <br /> +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=3.250 ft 1 0.007 0.006 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.04 13.95 1872.00 0.03 1.65 288.00 <br /> Overall Maximum Deflections <br /> Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Defl Location in Span <br /> +D+Lr 1 0.0017 1.637 0.0000 0.000 <br />