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Title Block Line 1 Project Title: <br /> You can change this area Engineer: Project ID: <br /> using the"Settings"menu item Project Descr: <br /> and then using the"Printing& <br /> Title Block"selection. <br /> Title Block Line 6 r':t„ci ,APS 7016 b?SAr.1 <br /> Wood Column File=iii:\DocumentsIENERCALC Data Files17421.ec6 <br /> Lie.#-':KW-06008131 "^_ .. . Licensee:STRUCTURAL DESIGNASSOCIATES- <br /> Description <br /> S ATES-Description: --None-- <br /> Code References . <br /> Calculations per 2005 NDS, IBC 2009, CBC 2010,ASCE 7-10 <br /> Load Combinations Used :ASCE 7-05 <br /> General Information <br /> Analysis Method: Allowable Stress Design Wood Section Name 6x6 <br /> End Fixities Top Free, Bottom Fixed Wood Grading/Manuf. Graded Lumber <br /> Overall Column Height 9.50 ft Wood Member Type Sawn <br /> Used fw.t>^t1-Siende;..tvr`,-,;)i:ivns i <br /> Exact Width 5.50 in Allow Stress Modification Factors <br /> Wood Species Hem Fir Exact Depth <br /> Wood Grade No.1 5.50 in Cf or Cv for Bending 1.0 <br /> Area 30.250 inA2 Cf or Cv for Compression 1.0 <br /> Fb-Tension 975 psi Fv 140 psi lx 76.255 in^4 Cf or Cv for Tension 1.0 <br /> Fb-Compr 975 psi Ft 650 psi ly 76.255 in^4 Cm:Wet Use Factor 1.60 <br /> Fc-Prll 850 psi Density 26.83 pcf Ct:Temperature Factor 1.0 <br /> Fc-Perp 405 psi Cfu:Flat Use Factor 1.0 <br /> E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 <br /> Basic 1300 1300 1300 ksi Use Cr:Repetitive? No <br /> Minimum 470 470 Brace condition for deflection(buckling)along columns: <br /> X-X(width)axis: Unbraced Length for X-X Axis buckling=9.5 ft,K=2.1 <br /> Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9.5 ft,K=2.1 <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Column self weight included :53.544 lbs*Dead Load Factor <br /> AXIAL LOADS. . . <br /> Axial Load at 9.50 ft,D=0.4950,L=4.208 k <br /> BENDING LOADS. . . <br /> Moment acting about X-X axis,E=3.534 k-ft <br /> DESIGN SUMMARY -- -- <br /> Bending&Shear Check Results <br /> PASS Max.Axial+Bending Stress Ratio = 0.6656:1 Maximum SERVICE Lateral Load Reactions.. <br /> Load Combination +D+0.750Lr+0.750L+0.5250E+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k <br /> Governing NDS Forumla Comp+Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k <br /> Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... <br /> At maximum location values are... Along Y-Y -0.1286 in at 9.50 ft above base <br /> Applied Axial 3.705 k for load combination: E Only <br /> Applied Mx 1.855 k-ft Along X-X 0.0 in at 0.0 ft above base <br /> Fcc: <br /> Applied: My 0.0 Allowablek-ft 315.558 psifor load combination:nla <br /> Other Factors used to calculate allowable stresses... <br /> PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension <br /> Load Combination +0.60D+0.70E+H <br /> Location of max.above base 9.50 ft <br /> Applied Design Shear 0.0 psi <br /> Allowable Shear 358.40 psi <br /> Load Combination Results <br /> Maximum Axial+Bending Stress Ratios Maximum Shear Ratios <br /> Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location <br /> D Only 0.900 0.250 0.05928 PASS 0.0 ft 0.0 PASS 9.50 ft <br /> +D+L+H 1.000 0.227 0.5102 PASS 0.0 ft 0.0 PASS 9.50 ft <br /> +D+Lr+H 1.250 0.184 0.05808 PASS 0.0ft 0.0 PASS 9.50ft <br /> +D+S+H 1.150 0.199 0.05834 PASS 0.0 ft 0.0 PASS 9.50ft <br /> +D+0.750Lr+0.750L+H 1.250 0.184 0.3922 PASS 0.0 ft 0.0 PASS 9.50 ft <br /> +D+0.750L+0.750S+H 1.150 0.199 0.3940 PASS 0.0 ft 0.0 PASS 9.50 ft <br /> +D+W+H 1.600 0.145 0.05747 PASS 0.0ft 0.0 PASS 9.50ft ,,,..0,--,,, <br /> +D+0.70E+H 1.600 0.145 0.4575 PASS 0.0 ft 0.0 PASS 9.50 ft , ' ) <br /> +D+0.750Lr+0.750L+0.750W+H 1.600 0.145 0.3881 PASS 0.0 ft 0.0 PASS 9.50 ft a_ <br /> I +Virg/ <br />