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STRUCTURAL DESIGN ASSOCIATES Project Title: <br /> • Engineer: <br /> Project ID: SDA#8246 <br /> Project Descr: <br /> Printed: 5 OCT 2018, 9:30AM <br /> Wood Beam File=C:\NETWOR-11PROJEC-1\8000-8-118246-R-118246-1-3\8246.ec6 <br /> Softwarecopy's t ENERCALC,INC.1983-2018,Build:10.16.9.24 <br /> Lic.#:KW-06011301 Licensee:Covington <br /> Description: BM1 <br /> CODE REFERENCES <br /> Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 <br /> Load Combination Set: ASCE 7-10 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity <br /> Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi <br /> Fc-Pill 1,350.0 psi Eminbend-xx 580.0ksi <br /> Wood Species Douglas Fir- Larch Fc-Perp 625.0 psi <br /> Wood Grade : No.2 Fv 180.0 psi <br /> Ft 575.Opsi Density 31.210pcf <br /> Beam Bracing : Completely Unbraced Repetitive Member Stress Increase <br /> 0(0.13832)L(0,133)S(0.03325) D(0.13832)L(0 133)S(0.03325) <br /> 4 e e e e a e e <br /> x x <br /> 4x12 44x12 <br /> Span= 12.50 ft San= 1.O ft <br /> I. <br /> Applied Loads Service loads entered. Load Factors will be applied for calculations. <br /> Load for Span Number 1 <br /> Uniform Load: D=0.1040, L=0.10, S=0,0250 ksf, Tributary Width=1.330 ft,(ROOF) <br /> Load for Span Number 2 <br /> Uniform Load: D=0,1040, L=0.10, S=0.0250 ksf, Tributary Width=1.330 ft,(ROOF) <br /> DESIGN SUMMARY Desi•n OK <br /> Maximum Bending Stress Ratio = 0.934 1 Maximum Shear Stress Ratio = 0.386 : 1 <br /> Section used for this span 4x12 Section used for this span 4x12 <br /> fb:Actual = 850.34psi fv:Actual = 55.63 psi <br /> FB:Allowable = 910.34psi Fv:Allowable = 144.00 psi <br /> Load Combination +D+L+H Load Combination +D+L+H <br /> Location of maximum on span = 6.215ft Location of maximum on span = 11.592ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.115 in Ratio= 1304>=360 <br /> Max Upward Transient Deflection -0.029 in Ratio= 832>=360 <br /> Max Downward Total Deflection 0.235 in Ratio= 639>=240. <br /> Max Upward Total Deflection -0.059 in Ratio= 408>=240. <br /> Maximum Forces & Stresses for Load Combinations <br /> Load Combination Max Stress Ratios Moment Values Shear Values <br /> Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V M F'v <br /> +D+H 0.00 0.00 0.00 0.00 <br /> Length=12.50 ft 1 0.529 0.219 0.90 1.100 0.80 1.15 1.00 1.00 1.00 2.67 433.51 819.35 0.74 28.36 129.60 <br /> Length=1.0 ft 2 0.014 0.219 0.90 1.100 0.80 1.15 1.00 1.00 1.00 0.07 11.24 819.69 0.01 28.36 129.60 <br /> +D+L+H 1.100 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=12.50 ft 1 0.934 0.386 1.00 1.100 0.80 1.15 1.00 1.00 1.00 5.23 850.34 910.34 1.46 55.63 144.00 <br /> Length=1.0 ft 2 0.024 0.386 1.00 1.100 0.80 1 15 1.00 1.00 1.00 0.14 22.05 910.76 0.02 55.63 144.00 <br /> +D+Lr4l 1.100 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=12.50 ft 1 0.381 0.158 1.25 1.100 0.80 1.15 1.00 1 00 1 00 2 67 433.51 1137.78 0.74 28.36 180.00 <br /> 3I 8 <br />