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Wood Column <br />LIC# : KW-06012497, Build:20.23.2.14 Engtegrity, Inc.(c) ENERCALC INC 1983-2022 <br />DESCRIPTION:Stair 2 Brace B <br />Project File: Sturgeon.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />.Code References <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combinations Used : IBC 2021 <br />General Information <br />Wood Section Name 2x6Analysis Method : <br />4.72Overall Column Height ft <br />Allowable Stress Design <br />( Used for non-slender calculations )Allow Stress Modification Factors <br />End Fixities Top & Bottom Pinned <br />Wood Species Douglas Fir-Larch <br />Wood Grade No.1 <br />Fb +1,000.0 <br />1,000.0 psi <br />1,500.0 <br />625.0 <br />180.0 <br />675.0 <br />31.210 <br />psi Fv psi <br />Fb -Ft psi <br />Fc - Prll psi <br />psi <br />Density pcf <br />Fc - Perp <br />E : Modulus of Elasticity . . . <br />1,700.0 <br />620.0 <br />1,700.0 <br />620.0 <br />Cfu : Flat Use Factor 1.0 <br />Cf or Cv for Tension 1.30 <br />Use Cr : Repetitive ? <br />Kf : Built-up columns 1.0 NDS 15.3.2 <br />Exact Width 1.50 in <br />Exact Depth 5.50 in <br />Area 8.250 in^2 <br />Ix 20.797 in^4 <br />Iy 1.547 in^4 <br />Wood Grading/Manuf.Graded Lumber <br />Wood Member Type Sawn <br />Ct : Temperature Factor 1.0 <br />Cf or Cv for Compression 1.10 <br />1,700.0 <br />Axial <br />Cm : Wet Use Factor 1.0 <br />Cf or Cv for Bending 1.30 <br />x-x Bending y-y Bending <br />ksi No <br />Minimum <br />Basic <br />Y-Y (depth) axis : <br />X-X (width) axis : <br />Unbraced Length for buckling ABOUT X-X Axis = 4.72 ft, K = 1.0 <br />Unbraced Length for buckling ABOUT Y-Y Axis = 4.72 ft, K = 1.0 <br />Brace condition for deflection (buckling) along columns : <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Column self weight included : 8.440 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />Axial Load at 4.720 ft, Xecc = 0.750 in, E = 1.537 k <br />.DESIGN SUMMARY <br />PASS <br />PASS <br />Max. Axial+Bending Stress Ratio =0.4390 <br />Location of max.above base 4.688 ft <br />Applied Axial 1.084 k <br />Applied Mx 0.0 k-ft <br />Load Combination +D+0.70E <br />Load Combination +D+0.70E <br />Bending & Shear Check Results <br />Maximum Shear Stress Ratio = <br />Applied Design Shear 2.590 psi <br />288.0Allowable Shear psi <br />0.008994 : 1 Bending Compression Tension <br />Location of max.above base 4.720 ft <br />: 1 <br />At maximum location values are . . . <br />Applied My -0.06679 k-ft <br />Maximum SERVICE Lateral Load Reactions . . <br />Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k <br />Top along X-X 0.02035 k Bottom along X-X 0.02035 kGoverning NDS Forumla Comp + Myy, NDS Eq. 3.9-3 <br />Maximum SERVICE Load Lateral Deflections . . . <br />Along Y-Y 0.0 in at 0.0 ft above base <br />for load combination :n/a <br />Along X-X -0.09099 in at 2.756 ft above base <br />Fc : Allowable 346.939 psi <br />Other Factors used to calculate allowable stresses . . . <br />for load combination :E Only <br />. <br />Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus <br />Load Combination Results <br />D Only 0.900 PASS PASS0.0 0.0 4.720 ft0.227 ft0.003030 <br />+D+0.70E 1.600 PASS PASS4.688 0.008994 4.720 ft0.131 ft0.4390 <br />+D+0.5250E 1.600 PASS PASS0.0 0.006746 4.720 ft0.131 ft0.2849 <br />+0.60D 1.600 PASS PASS0.0 0.0 4.720 ft0.131 ft0.001769 <br />+0.60D+0.70E 1.600 PASS PASS4.688 0.008994 4.720 ft0.131 ft0.4376 <br />. <br />k k-ft <br />Note: Only non-zero reactions are listed. <br />Load Combination <br />X-X Axis Reaction Y-Y Axis Reaction Axial Reaction <br />@ Base @ Top @ Base@ Base @ Top <br />Maximum Reactions <br />@ Base @ Base@ Top @ Top <br />My - End Moments Mx - End Moments <br />D Only 0.008 <br />+D+0.70E 1.084-0.014 0.014 <br />Page 28