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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,M.1983-2020,Bw7d:12.20.8.24 <br /> KW-06012482 Davido Consulting Group <br /> DESCRIPTION. 2x4 Int.Stud at 12"o.c.-2.5k 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 2x4 <br /> EndFixities Top& Bottom Pinned WoodGradmWivhnuf Graded Lumber <br /> Overall Coburn Height 7.750 It Wood Nbrnber Type Sawn <br /> (Used for non-slender calculations) <br /> Wood Species Douglas Fir-Larch Exact Width 1.50 inAllowShessNbdificationFactols <br /> Exact Depth 3.50 in CT or Cb for Bending 1.10 <br /> Wood Grade Stud ,area 5.250 in^2 CforCbforCompression 1.050 <br /> Fb+ 700.0psi Fv 180.0 psi ix 5.359 in^4 CforCV for Tension 1.10 <br /> Fb- 700.0 psi Ft 450.0 psi ly 0.9844 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 MN 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 cokunns: <br /> XX(width)axis: Fully braced against buckling ABOUT Y-YAxis <br /> Y-Y(depth)axis : Unbraced Length for buckling ABOUT X-XAxis=7.750 ft,K= <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Colu m selfvreight included:8.818 lbs*Dead Load Factor <br /> AXfAL LOADS . . . <br /> Axial Load at 7.750 t L=2.50 k <br /> BENDING LOADS. . . <br /> Lat.Uniform Load creating MK x,W=0.0050 Wit <br /> DESIGN SUMMARY <br /> Bending & Shear Check Results <br /> PASS Nhx Axial+Bending Stress Ratio = 0.9931 : 1 Maximum SERVICE Lateral Load Reactions.. <br /> Load Combination +D+L+fl Top along Y-Y 0.01938 k Bottom along Y-Y 0.01938 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 0.05468 in at 3.901 ft above base <br /> Applied Axial 2.509 k for load combination:W Only <br /> Applied lvk 0.0 k ft <br /> Applied My 0.0 k ft Along XX 0.0 in at 0.0 ft above base <br /> Fc:Allowable 481.180 psi for load combination:n/a <br /> Other Factors used to calculate allowable stresses... <br /> PASS NhxhRun Shear Stress Ratio= 0.01153: 1 Bendine Compression Tension <br /> Load Combination +D+0.60W+H <br /> Location ofmaxabove base 7.750 ft <br /> Applied Design Shear 3.321 psi <br /> Alowable Shear 288.0 psi <br /> Load Combination Results <br /> NhxinntrnAxial+Bending Stress Ratios Nhxhium Shear Ratios <br /> Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location <br /> +D+H 0.900 0.579 3.003609 PASS 0.0 fl 0.0 PASS 7.750 ft <br /> +D+L+H 1.000 0.539 0.9931 PASS 0.0 ft 0.0 PASS 7.750 ft <br /> +D+Lr fi 1.250 0.456 3.003303 PASS 0.0 ft 0.0 PASS 7.750 ft <br /> +D+S+H 1.150 0.486 3.003365 PASS 0.0 ft 0.0 PASS 7.750 ft <br /> +D+0.750Lr+0.750L+H 1.250 0.456 0.7056 PASS 0.0 ft 0.0 PASS 7.750 ft <br /> +D+0.750L+0.750S+H 1.150 0.486 0.7188 PASS 0.0 ft 0.0 PASS 7.750 ft <br /> +D+0.60W+H 1.600 0.372 0.05322 PASS 3.901 ft 0.01153 PASS 7.750 ft <br /> +D-0.60W+H 1.600 0.372 0.05322 PASS 3.901 ft 0.01153 PASS 7.750 ft <br /> +D+0.70E+H 1.600 0.372 3.003164 PASS 0.0$ 0.0 PASS 7.750 ft <br />