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DOG,Inc. Project Title: FOUR CORNERS <br /> 9706 4th Ave NE Engineer: <br /> Suite 300 Project ID: <br /> Seattle,WA98115 Project Descr:ALL BUILDINGS <br /> 206-523-0024 <br /> Printed:11 MAR 2021,10:36AM <br /> Wood Column File:FourComers.ec6 <br /> Software copynght ENERCALC,INC.1983-2020,Bw1d:12.20.8.24 <br /> KW-06012482 Davido Consulting Group <br /> DESCRIPTION. 2x6 Ext. Stud at 12"o.c.-5.85k Capacity <br /> Code References <br /> Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 <br /> Load Combinations Used :ASCE 7-10 <br /> General Information <br /> Analysis N>thod: Allowable Stress Design Wood Section Name 2x6 <br /> EndFixities Top& Bottom Pinned WoodGradmWivhnuf Graded Lumber <br /> Overall Cohurm Height 7.75 It Wood Umber Type Sawn <br /> (Used for non-slender calculations) <br /> Wood Species Douglas Fir-Larch Exact Width 1.50 inAllowShessNbdificationFactors <br /> Exact Depth 5.50 in CT or Cb for Bending 1.0 <br /> Wood Grade Stud ,area 8.250 ie2 CforCbforCompression 1.0 <br /> Fb+ 700.0psi Fv 180.0 psi ix 20.797 irr4 CforCV for Tension 1.0 <br /> Fb- 700.0 psi Ft 450.0 psi ly 1.547 in,4 Cm:Wet Use Factor 1.0 <br /> Fc-Prll 850.0 psi Density 31.210 pcf Ct:Temperature Factor 1.0 <br /> Fc-Peep 625.0 psi Cfu:Flat Use Factor 1.0 <br /> E:N 6dulus ofElasticity... x-x Bending y-y Bending Axial <br /> Kf:Built-up columns 1.0 M6 15.3.2 <br /> Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr:Repetitive? Yes <br /> Nb*num 510.0 510.0 Brace condition for deflection(buckling)along cokurnLs: <br /> XX(width)axis: Fully braced against buckling ABOUT Y-YAxis <br /> Y-Y(depth)axis : Unbraced Length for buckling ABOUT X-XAxis=7.75 If,K=1. <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Colurrnl selfweight included: 13.858 lbs*Dead Load Factor <br /> AXfAL LOADS. . . <br /> Axial Load at 7.750 t L=5.850 k <br /> BENDING LOADS. . . <br /> Lat.Uniform Load creating MK x,W=0.03830 Wit <br /> DESIGN SUMMARY <br /> Bending & Shear Check Results <br /> PASS Nhx Axial+Bending Stress Ratio = 0.9951 : 1 Maximum SERVICE Lateral Load Reactions.. <br /> Load Combination +D+L+fl Top along Y-Y 0.1484 k Bottom along Y-Y 0.1484 k <br /> Governing NDSFonunla Comp Only,fc/Fc' Top alongXX 0.0 k Bottom alongXX 0.0 k <br /> Location ofmaxabove base 0•0 ft Nhximum SERVICE Load Lateral Deflections... <br /> At maximum location values are... Along Y-Y 0.1079 in at 3.901 ft above base <br /> Applied Axial 5.864 k for load combination:W Only <br /> Applied Nk 0.0 k ft <br /> Applied My 0.0 k-ft among XX 0.0 in at 0.0 ft above base <br /> Fc:Allowable 714.29 psi for load combination:n/a <br /> Other Factors used to calculate allowable stresses... <br /> PASS NhxhRun Shear Stress Ratio= 0.05622: 1 Bendine Compression Tension <br /> Load Combination +D+0.60W+11 <br /> Location ofmaxabove base 7.750 ft <br /> Applied Design Shear 16.190 psi <br /> Alowable Shear 288.0 psi <br /> Load Combination Results <br /> NhximumAxial+Bending Stress Ratios Nhximtun Shear Ratios <br /> Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location <br /> +D+H 0.900 0.860 3.002553 PASS 0.0 fl 0.0 PASS 7.750 ft <br /> +D+L+H 1.000 0.840 0.9951 PASS 0.0 ft 0.0 PASS 7.750 ft <br /> +D+Lr+H 1.250 0.789 0.002003 PASS 0.0 ft 0.0 PASS 7.750 ft <br /> +D+S+H 1.150 0.810 0.002122 PASS 0.0 ft 0.0 PASS 7.750 ft <br /> +D+0.750Lr+0.750L+H 1.250 0.789 0.6363 PASS 0.0 ft 0.0 PASS 7.750 ft <br /> +D+0.750L+0.750S+H 1.150 0.810 0.6739 PASS 0.0 ft 0.0 PASS 7.750 ft <br /> +D+0.60W+H 1.600 0.716 0.1813 PASS 3.849 ft 0.05622 PASS 7.750 ft <br /> +D-0.60W+H 1.600 0.716 0.1813 PASS 3.849 ft 0.05622 PASS 7.750 ft <br /> +D+0.70E+H 1.600 0.716 0.001724 PASS 0.0$ 0.0 PASS 7.750 ft <br />