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Page 15 <br /> Title Block Line 1 Project Title: <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, 1:55PM <br /> Wood Beam File:Wise Attic Beams.ec6 <br /> Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 <br /> tic.#:KW-06004530 DEGENKOLB ENGINEERS <br /> DESCRIPTION: Attic Beam supporting strut <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.Oksi <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 1,555.0psi Density 42.010pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> D(1142) <br /> b o D(0.075)L(0.225) b <br /> t <br /> 3-1.75x5.5 AL- <br /> Span=8.50ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Uniform Load: D=0.010, L=0.030 ksf, Tributary Width=7.50 ft <br /> Point Load: D=1.420 k @ 4.250 ft <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.999 1 Maximum Shear Stress Ratio = 0.338 : 1 <br /> Section used for this span 3-1.75x5.5 Section used for this span 3-1.75x5.5 <br /> fb:Actual = 2,596.36psi fv:Actual = 96.35 psi <br /> Fb:Allowable = 2,600.00psi Fv:Allowable = 285.00 psi <br /> Load Combination +D+L Load Combination +D+L <br /> Location of maximum on span = 4.250ft 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 0.183 in Ratio= 558>=240 <br /> Max Upward Transient Deflection 0.000 in Ratio= 0<240 <br /> Max Downward Total Deflection 0.460 in Ratio= 221>=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 lb Fb V fv F'v <br /> D Only 0.00 0.00 0.00 0.00 <br /> Length=8.50 ft 1 0.716 0.202 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.69 1,675.11 2340.00 1.00 51.75 256.50 <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=8.50 ft 1 0.999 0.338 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.73 2,596.36 2600.00 1.85 96.35 285.00 <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=8.50 ft 1 0.728 0.239 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.22 2,366.05 3250.00 1.64 85.20 356.25 <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=8.50 ft 1 0.242 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.22 1,005.07 4160.00 0.60 31.05 456.00 <br /> Overall Maximum Deflections <br /> Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Dell Location in Span <br /> +D+L 1 0.4603 4.281 0.0000 0.000 <br />