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Title Block Une 1 <br />You can change this area <br />using the'Settings' menu item <br />and then using the "Printing & <br />Title Block' selection. <br />Title Block Line 6 <br />Description, :Check existing 214 rafters W max. 4 anchors (purlin @ 6.5 ft o.c.) <br />Project Title: <br />Engineer: <br />Project Descr: <br />Prolect ID: <br />Prin'uJ lOt·.AR 2014.10.19PM <br />Wood Beam File = C \SUNSTR-1\S14-319.CHECKE--1 EC6 <br />ENERCALC INC. 1983-2013. Build.6.13.8.31 Ver:6.13 831 <br />tic. #: KW-0601;0376 -Litens-*ET-Surihtiong-Stfuttural I <br />CODE REFERENCES <br />Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 <br />Load Combination Set : ASCE 7-10 <br />Material Properties <br />Analysis Method : Allowable Stress Design Fb - Tension 900.0 psi E: Modulos of E/asticily <br />Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- xx 1,600.Oksi <br />Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi <br />Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi <br />Wood Grade :No,2 Fv 180.0 psi <br />Ft 575.0 psi Density 32.210pcf <br />Beam Bracing Completely Unbraced <br />0 90*85) ¥V< q.285) * W( 0;285) D<0403\4( 0.2@5) + <br />. <br />III <br />2x4 2x4 <br />Span = 6.50 ft Span = 6.50 ft <br />Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Load for Span Number 1 <br />Uniform Load : D= 0.030, Tributary Width = 1.0 ft, (roof dead load + panel) <br />Point Load :W= -0.2850 k@ 3.50 ft, (Wind at anchor) <br />Point Load :W= -0.2850 k@ 5.50 ft (wind at anchor) <br />Load for Span Number 2 <br />Uniform Load : D= 0.030, Tributary Width = 1.0 ft, (roof dead load + panel) <br />Point Load :W=-0.2850 k@ 1.50 fl (wind at anchor) <br />Point Load :W=-0.2850 k@ 4.50 fl (wind at anchor) <br />DESIGN SUMMARY <br />Maximum Bending Stress Ratio <br />Section used for this span <br />fb : Actual <br />FB : Allowable <br />Load Combination <br />Location of maximum on span <br />Span # where maximum occurs <br />- 0.453 1 <br />2x4 <br />= 950.74psi <br />= 2,099.41 psi <br />40·60D-+O.60W+0.60H <br />= 6.500ft <br />= Span #1 <br />Maximum Shear Stress Ratio <br />Section used forthis span <br />fv : Actual <br />Fv : Allowable <br />Load Combination <br />Location of maximum on spah <br />Span # where maximum occurs <br />Design OK <br />= 0.231 : 1 <br />2x4 <br />= 66.64 psi <br />= 288.00 psi <br />-+0600+0.6OW-,O.60H <br />= 5.520 ft <br />Span #1 <br />Maximum Deflection <br />Max Downward L+Lr+S Deflection 0.000 in Ratio =0 <360 <br />Max Upward L+Lr+S Deflection 0-000 in Ratio =0 <360 <br />Max Downward Total Deflection 0.059 in Ratio =1320 <br />Max Upward Total Deflection -0.187 in Ratio =416 <br />Maximum Forces & Stresses for Load Combinations <br />L-oad 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 FV <br />-440.6OW+H 0.00 0.00 0.00 0.00 <br />Length = 6.50 ft 1 0.335 0.195 1.60 1.50 1.00 1.00 1.00 1.00 0.97 0.18 702.42 2099.41 0.20 56.07 288:00 <br />Length = 6.50 ft 2 0.335 0.195 1.60 1.50 1.00 1.00 1.00 1.00 0.97 0.18 702.42 2099.41 0.16 56.07 288.00 <br />+O·60D+O.BOW+0.60H 1.50 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 <br />Length = 6.50 ft 1 0.453 0.231 1.60 1.50 1.00 1.00 1.00 1.00 0.97 0.24 950.74 ;2099.41 0.23 66.64 288.00