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DCG, Inc. Project Title: FOUR l,UI2NERS <br /> 9706 4th Ave NE Engineer: <br /> Suite 300 Project ID: <br /> Seattle,WA 98115 Project Descr:ALL BUILDINGS <br /> 206-523-0024 <br /> Printed 11 MAR 2021.10 36AM <br /> File:Four Comers.ec6 <br /> Wood Column <br /> Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 <br /> Lic.#: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 Method: Allowable Stress Design Wood Section Name 2x6 <br /> End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber <br /> Overall Column Height 7.75 ft Wood Member Type Sawn <br /> -slender calculations) Exact Width 1.50 in Allow Stress Modification Factors <br /> Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 <br /> Wood Grade Stud Area 8.250 in"2 Cf or Cv for Compression 1.0 <br /> Fb+ 700.0 psi Fv 180.0 psi Ix 20.797 in^4 Cf or Cv for Tension 1.0 <br /> Fb- 700.0 psi Ft 450.0 psi ly 1.547 eq. Cm:Wet Use Factor 1.0 <br /> Fc-PrIl 850.0 psi Density 31.210 pcf Ct:Temperature Factor 1.0 <br /> Fc-Perp 625.0 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 1,400.0 1,400.0 1,400.0 ksi Use Cr:Repetitive? Yes <br /> Minimum 510.0 510.0 Brace condition for deflection(buckling)along columns: <br /> X-X(width)axis: Fully braced against buckling ABOUT Y-Y Axis <br /> Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=7.75 ft,K=1. <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Column self weight included : 13.858 lbs*Dead Load Factor <br /> AXIAL LOADS. . . <br /> Axial Load at 7.750 ft, L=5.850 k <br /> BENDING LOADS. . . <br /> Lat. Uniform Load creating Mx-x,W=0.03830 k/ft <br /> DESIGN SUMMARY <br /> Bending &Shear Check Results <br /> PASS Max.Axial+Bending Stress Ratio = 0.9951 :I Maximum SERVICE Lateral Load Reactions.. <br /> Load Combination +D+L+H Top along Y-Y 0.1484 k Bottom along Y-Y 0.1484 k <br /> Governing NDS Forumla Comp Only, fc/Fc' 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 0.1079 in at 3.901 ft above base <br /> Applied Axial 5.864 k for load combination: W Only <br /> Applied Mx 0.0 k-ft <br /> Applied My 0.0 k-ft Along X-X 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 Maximum Shear Stress Ratio= 0.05622:1 Bending Compression Tension <br /> Load Combination +D+0.60W+H <br /> Location of max.above base 7.750 ft <br /> Applied Design Shear 16.190 psi <br /> Allowable Shear 288.0 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+H 0.900 0.860 3.002553 PASS 0.0ft 0.0 PASS 7.750 ft <br /> +D+L+H 1.000 0.840 0.9951 PASS 0.0ft 0.0 PASS 7.750 ft <br /> +D+Lr+H 1.250 0.789 3.002003 PASS 0.0ft 0.0 PASS 7.750 ft <br /> +D+S+H 1.150 0.810 3.002122 PASS 0.0ft 0.0 PASS 7.750 ft <br /> +D+0.750Lr+0.750L+H 1.250 0.789 0.6363 PASS 0.0ft 0.0 PASS 7.750 ft <br /> +D+0.750L+0.750S+H 1.150 0.810 0.6739 PASS 0.0ft 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 3.001724 PASS 0.0ft 0.0 PASS 7.750 ft <br />