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• • <br /> Project Title: <br /> Engineer: <br /> Project ID: <br /> Project Descr: <br /> Wood Beam Project File:bn calcs.ec6 <br /> LIC#:KW-06016280,Build:20.22.5.16 PETRATROVICH NOTTINGHAM&DRAGE (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: Roof Beam at South Fork <br /> CODE REFERENCES <br /> Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 <br /> Load Combination Set:ASCE 7-10 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity <br /> Load Combination:ASCE 7-10 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi <br /> Fc-PrIl 2,510.0 psi Eminbend-xx 965.71 ksi <br /> Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi <br /> Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi <br /> Ft 1,555.0 psi Density 42.010pcf <br /> Beam Bracing : Completely Unbraced <br /> D(0.143) D(0.143) <br /> b b b b e V b b <br /> D(0.225)S(0.3125) D(0.225)S(0.3125) <br /> b 6 b o b o b b b <br /> X X <br /> 2-1.75x14 2-1.75x1421 <br /> Span=3.50 ft Span=13.0 ft <br /> F r I <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight NOT internally calculated and added <br /> Load for Span Number 1 i I#�- <br /> Uniform Load: D=0.0180, S=0.0250 ksf, Tributary Width=12.50 ft 6171 -1 Orr p <br /> Uniform Load: D=0.1430, Tributary Width= 1.0 ft, (Mech Unit)• - -_- i 113 I (I- <br /> I <br /> Load for Span Number 2 /(2•S <br /> Uniform Load: D=0.0180, S=0.0250 ksf, Tributary Width=12.50 ft <br /> Uniform Load: D=0.1430, Tributary Width= 1.0 ft,(Mech Unit) <br /> DESIGN SUMMARY Desi•n OK <br /> Maximum Bending Stress Ratio = 0.501: 1 Maximum Shear Stress Ratio = 0.369 : 1 <br /> Section used for this span 2-1.75x14 Section used for this span 2-1.75x14 <br /> fb:Actual = 1,298.00psi fv:Actual = 121.01 psi <br /> Fb:Allowable = 2,588.37psi Fv:Allowable = 327.75 psi <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span = 6.972ft Location of maximum on span = 3.500ft <br /> Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.110 in Ratio= 1417>=360 Span:2:S Only <br /> Max Upward Transient Deflection -0.074 in Ratio= 1132>=360 Span: 1 :S Only <br /> Max Downward Total Deflection 0.240 in Ratio= 651>=180 Span:2:+D+S <br /> Max Upward Total Deflection -0.161 in Ratio= 520>=180 Span: 1 :+D+S <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 Ci Cr Cm Ct CL M fb F'b V fv F'v <br /> D Only 0.00 0.00 0.00 0.00 <br /> Length=3.50 ft 1 0.102 0.255 0.90 1.000 1.00 1.00 1.00 1.00 0.99 2.25 236.57 2311.60 2.14 65.44 256.50 <br /> Length=13.0 ft 2 0.326 0.255 0.90 1.000 1.00 1.00 1.00 1.00 0.92 6.69 701.93 2156.36 2.14 65.44 256.50 <br /> +D+S 1.000 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 <br /> Length=3.50 ft 1 0.149 0.369 1.15 1.000 1.00 1.00 1.00 1.00 0.98 4.17 437.46 2940.75 3.95 121.01 327.75 <br /> Length=13.0 ft 2 0.501 0.369 1.15 1.000 1.00 1.00 1.00 1.00 0.87 12.37 1,298.00 2588.37 3.95 121.01 327.75 <br /> +D+0.7505 1.000 1.00 1.00 1.00 1.00 0.87 0.00 0.00 0.00 0.00 <br /> Length=3.50 ft 1 0.132 0.327 1.15 1.000 1.00 1.00 1.00 1.00 0.98 3.69 387.24 2940,75 3.50 107.12 327.75 <br />