Laserfiche WebLink
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 Une 6 <br />Description : Check existing 2x4 rafters w/ max. 4 anchors (purlin @ 6.5 ft o.c.) <br />ProjectTitla: <br />Engineer: <br />Project Descr: <br />ProjectiD: <br />Printed· 10 MAR 2014,10:19PM <br />File = C.\SUNSTR-1\S 14-319CHECKE·-1.EC6Wood Beam ENERCALC. INC. 1983-2013. Build.6.13.831 Ver.6.13 8.31 <br />Lic.»# : KW-06010376, -Licensee : Sunstfon¢1 Stru-dturm <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 ofE/asticity <br />Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- xx 1,600.Oksi <br />Fc - Prll 1,350.0 psi Eminbend - Jo(580.0 ksi <br />Wodd Species : Douglas Fir - Larch Fc - Perp 625.0 psi <br />Wood Grade :No.2 Fv 180.0 psi <br />Ft 575.0 psi Dehsily 32.210pcf <br />Beam Bracing : Completely Unbraced <br />0 + 9(48{985) ¥J( Cl.285) $ \A/( 0,285) D(0,03)A/( q.2;5) , <br />i y <br />lili <br />2x4 Z--1 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 fl (roof dead load + panel) <br />Point Load : W= -0.2850 k@ 3.50 It, (wind at anchor) <br />Point load :W= -0.2850 k@ 5.50 fl (wind at anchor) <br />Load for Span Number 2 <br />Uniform Load : D. 0.030, Tributary Width = 1.0 ft, troof 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 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 />1 Location of maximum on span <br />Span # where maximum occurs <br />= 0.4531 <br />2x4 <br />= 950.74 psi <br />= 2,099.41 psi <br />40·600+0.60*40,60H <br />= 6.500ft <br />Span # 1 <br />Maximum Shear Stress Ratio <br />Section used for this span <br />fv Actual <br />Fv : Allowable <br />Load Combination <br />Locaon of maximum on span <br />Span # where maximum occurs <br />Design OK <br />= 0.231 : 1 <br />2x4 <br />= 66.64 psi <br />= 288.00 psi <br />+0.600+0.60W-0.60H <br />= 5.520ft <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 Combination s <br />Load,Combination Max Stress Rabs Moment Values Shear Values <br />Segment Length Span # M V Cd C FA' c i Cr Cm Ct CL M & F'b V & Fv <br />+D+0.BOW+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 />40.BOD+0 60W+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