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Title Block Line 1 Project Title: Page 17 <br /> You can change this area Engineer: <br /> using the"Settings"menu item Project ID: <br /> and then using the"Printing& Project Descr: <br /> Title Block"selection. <br /> Title Block Line 6 Printed: 8 MAR 2021, 2:00PM <br /> Wood Beam File:Wise Attic Beams.ec6 <br /> Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 <br /> Lic.#:KW-06004530 DEGENKOLB ENGINEERS <br /> DESCRIPTION: Attic beam supporting knee wall(E-W) <br /> CODE REFERENCES <br /> Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 <br /> Load Combination Set:ASCE 7-16 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity <br /> Load Combination ASCE 7-16 Fb- 2,600.0 psi Ebend-xx 2,000.0ksi <br /> Fc-Prll 2,510.0 psi Eminbend-xx 1,016.54ksi <br /> Wood Species :iLevel Truss Joist Fc-Perp 750.0 psi <br /> Wood Grade :MicroLam LVL 2.0 E Fv 285.0 psi <br /> Ft 1,555.0 psi Density 42.010pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> D(0.0133)L(0.0399) <br /> b b b b b <br /> D(0.117)S(0.162) <br /> b 0 b b b <br /> 2-1.75x5.5 <br /> 4011 <br /> Span=15.0 ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Load for Span Number 1 OK, (E) 2x6 joist will <br /> Uniform Load: D=0.0130, S=0.0180 ksf,Extent=7.50-->>15.0 ft, Tributary Width=9.0 ft <br /> Uniform Load: D=0.010, L=0.030 ksf,Extent=0.0--»7.50 ft, Tributary Width=1.330 ft take some load <br /> DESIGN SUMMARY Design N.G. <br /> Maximum Bending Stress Ratio = 1.03E 1 Maximum Shear Stress Ratio = 0.350 : 1 <br /> Section used for this span 2-1.75x5.5 Section used for this span 2-1.75x5.5 <br /> fb:Actual = 3,097.75psi fv:Actual = 114.71 psi <br /> Fb:Allowable = 2,990.00psi Fv:Allowable = 327.75 psi <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span = 9.307ft Location of maximum on span = 14.562ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.963 in Ratio= 186<360 <br /> Max Upward Transient Deflection 0.000 in Ratio= 0<360 <br /> Max Downward Total Deflection 1.736 in Ratio= 103<180 <br /> Max Upward Total Deflection 0.000 in Ratio= 0<180 <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 C L M fb F'b V fv F'v <br /> D Only 0.00 0.00 0.00 0.00 <br /> Length=15.0 ft 1 0.579 0.192 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.99 1,355.94 2340.00 0.63 49.23 256.50 <br /> +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=15.0 ft 1 0.642 0.193 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.45 1,669.23 2600.00 0.71 55.06 285.00 <br /> +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=15.0 ft 1 1.036 0.350 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.56 3,097.75 2990.00 1.47 114.71 327.75 <br /> +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=15.0 ft 1 0.489 0.150 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.33 1,587.85 3250.00 0.69 53.61 356.25 <br /> +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=15.0 ft 1 0.965 0.313 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.24 2,885.31 2990.00 1.32 102.71 327.75 <br /> +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=15.0 ft 1 0.196 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.20 813.56 4160.00 0.38 29.54 456.00 <br />