Laserfiche WebLink
Title Block Line 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 />Wood Beam <br />Lic. # : KW-06010376 <br />Project Title: <br />Engineer:Project ID: <br />Project Descr: <br />Printed: 25 MAR 2014, 9:38PM <br />File= C:\SUNSTR-1214-352\CHECKE-1.EC6 <br />ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.8.31 <br />Licensee : Sunstrong Structura <br />Description :Check existing 2x6 slope raRers w/ max. 4 anchors (purlin @ 85 Ro.c) <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 : Modulus of Elasticity <br />Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- ¤1,600.Oksi <br />Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi <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 Repetitive Member Stress Increase <br />O(VP* 307) V W(-0,307) w(-O.307) D(0400)(-0.3090 + B I. * <br />r , 1 <br />2 2 2 <br />2x6 2x6 <br />Span = 8.50 ft Span = 8.50 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= 4.3070 k@ 5.0 ft, (wind at anchor) <br />Point Load :W= -0.3070 k@ 8.50 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= -0.3070 k@ 2.0 ft, (wind at anchor) <br />Point Load . W= -0.3070 k@ 5.50 ft, (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 />= 0.261: 1 <br />2x6 <br />= 405.94 psi <br />= 1,557.67 psi <br />+0.60D+0.60W+0.60H <br />= 5.508 ft <br />- Span # 2 <br />-- <br />Maximum Shear Stress Ratio <br />Section used for this span <br />fv : Actual <br />Fv : Allowable <br />Load Combination <br />Location of maximum on span <br />Span # where maximum occurs <br />Design OK <br />- 0.122 : 1 <br />2x6 <br />= 35.04 psi <br />= 288.00 psi <br />+0.600+0.60W+0.60H <br />= 1.994 ft <br />- Span # 2 <br />Maximum Deflection <br />Max Downward L+Lr+S Deflection O.000 in Ratio =O <360 <br />Max Upward L+Lr+S Deflection 0.000 in Ratio =0 <360 <br />Max Downward Total Deflection 0.045 in Ratio =2290 <br />Max Upward Total Deflection -0.162 in Ratio =628 <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 Ci Cr Cm C t CL M fb F'b V fv F'v <br />+D+0.60W+H 0.00 0.00 0.00 0.00 <br />Length = 8.50 ft 1 0.128 0.063 1.60 1.00 1.00 1.15 1.00 1.00 0.94 0.13 198.66 1557.67 0.10 18.10 288.00 <br />Length = 8-50 ft 2 0.199 0.097 1.60 1.00 1.00 1.15 1.00 1.00 0.94 0.20 309.57 1557.67 0.15 27.80 288.00 <br />4-0.60D+0.60W+0.60H 1.00 1.00 1.15 1.00 1.00 0.94 0.00 0.00 0.00 0.00 <br />4 \ <br />U <br />. D :'