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Project2��% ` ' <br /> Title: HAACK BROTHERS "�'/70 9 <br /> IJJ)STATElengineering Engineer: JBG <i/t: <br /> Protect ID: 1599 l44 , e• <br /> PO BOX 952 LYNNWOOD,WA 98046 Project Descr: PLAN 2573 'ss ��'T. (206)280-4715 F. (206)834-6261 70NAL <br /> SERVICES@UPST8.COM <br /> 3/6/2020 <br /> Wood Beam G t File: 1599 gray 230111 JBG.ec6 <br /> LIC#:KW-06013781,Build:20.22.12.28 Upstate Engineering.) JE <br /> `��� F . :r C1983-2022 <br /> TRUSS (FOR REACTION ONL `- <br /> .1:`r <br /> CODE REFERENCES 'i 'I l23 I- � $ <br /> Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 MQ� 1 ., 2�23 -� <br /> Load Combination Set: IBC 2021 Dior F EVERETT <br /> Material Properties _ �� '�, 0'`t set4 mit Service's <br /> Analysis Method: Allowable Stress Design Fb+�'' ?Cf m Z400 psi E:Modulus of Elasticity <br /> Load Combination IBC 2021 Fb- 1850 psi Ebend-xx 1800ksi <br /> Fc-Prll 1650 psi Eminbend-xx 950 ksi <br /> Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi <br /> Wood Grade : 24F-V4 Fv 265 psi Eminbend-yy 850 ksi <br /> Ft 1100 psi Density 31.21 pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> b o D(0.015)Lr(0.025)o o <br /> D(0.225)Lr(0.375) <br /> 0 0 0 o011111 <br /> 5.125x21 <br /> Span=31.50 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= 15.0 ft, (RF) <br /> Uniform Load : D =0.0150, Lr=0.0250 ksf, Tributary Width= 1.0 ft, (ROOF) <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.92a 1 Maximum Shear Stress Ratio = 0.378 : 1 <br /> Section used for this span 5.125x21 Section used for this span 5.125x21 <br /> fb:Actual = 2,528.78psi fv:Actual = 125.11 psi <br /> F'b = 2,724.01 psi F'v = 331.25 psi <br /> Load Combination +D+Lr Load Combination +D+Lr <br /> Location of maximum on span = 15.750ft 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 1.252 in Ratio= 301 >=240 Span: 1 :Lr Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<240 n/a <br /> Max Downward Total Deflection 2.003 in Ratio= 188>=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 CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v <br /> D Only 0.0 0.00 0.0 0.0 <br /> Length=31.50 ft 1 0.484 0.197 0.90 1.00 1.00 1.00 0.908 1.00 1.00 1.00 29.77 948.3 1,961.3 3.37 46.9 238.5 <br /> +D+Lr 1.00 1.00 1.00 0.908 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=31.50 ft 1 0.928 0.378 1.25 1.00 1.00 1.00 0.908 1.00 1.00 1.00 79.38 2,528.8 2,724.0 8.98 125.1 331.3 <br /> +D+0.750Lr 1.00 1.00 1.00 0.908 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=31.50 ft 1 0.783 0.319 1.25 1.00 1.00 1.00 0.908 1.00 1.00 1.00 66.98 2,133.7 2,724.0 7.57 105.6 331.3 <br /> +0.60D 1.00 1.00 1.00 0.908 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=31.50 ft 1 0.163 0.066 1.60 1.00 1.00 1.00 0.908 1.00 1.00 1.00 17.86 569.0 3,486.7 2.02 28.1 424.0 <br />