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Wood Column <br />LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:C4 <br />Project File: 201 W 19th St.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />.Code References <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combinations Used : IBC 2021 <br />General Information <br />Wood Section Name 6x6Analysis Method : <br />10.33Overall Column Height ft <br />Allowable Stress Design <br />( Used for non-slender calculations )Allow Stress Modification Factors <br />End Fixities Top Free, Bottom Fixed <br />Wood Species Douglas Fir-Larch <br />Wood Grade No.1 <br />Fb +1,350.0 <br />1,350.0 psi <br />925.0 <br />625.0 <br />170.0 <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 />1,600.0 <br />580.0 <br />1,600.0 <br />580.0 <br />Cfu : Flat Use Factor 1.0 <br />Cf or Cv for Tension 1.0 <br />Use Cr : Repetitive ? <br />Kf : Built-up columns 1.0 <br />Exact Width 5.50 in <br />Exact Depth 5.50 in <br />Area 30.250 in^2 <br />Ix 76.255 in^4 <br />Iy 76.255 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 1.0 <br />1,600.0 <br />Axial <br />Cm : Wet Use Factor 1.0 <br />Cf or Cv for Bending 1.0 <br />x-x Bending y-y Bending <br />ksi No <br />Minimum <br />Basic <br />ABOUT Y-Y Axis: Luy = 10.33 ft, Ky = 2.1 <br />ABOUT X-X Axis: Lux = 10.33 ft, Kx = 2.1 <br />Column Buckling Condition: <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Column self weight included : 67.726 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />1ST ROOF: Axial Load at 10.330 ft, D = 0.0450, L = 0.120 k <br />2ND ROOF: Axial Load at 10.330 ft, D = 0.030, L = 0.0360 k <br />BENDING LOADS . . . <br />SEISMIC: Lat. Point Load at 10.330 ft creating Mx-x, E = 0.2430 k <br />Lat. Uniform Load creating Mx-x, W = 0.0160 k/ft <br />.DESIGN SUMMARY <br />PASS <br />PASS <br />Max. Axial+Bending Stress Ratio =0.3605 <br />Location of max.above base 0.0 ft <br />Applied Axial 0.1427 k <br />Applied Mx -1.757 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 12.652 psi <br />272.0Allowable Shear psi <br />0.03101 : 1 Bending Compression Tension <br />Location of max.above base 10.261 ft <br />: 1 <br />At maximum location values are . . . <br />Applied My 0.0 k-ft <br />Maximum SERVICE Lateral Load Reactions . . <br />Top along Y-Y 0.0 k Bottom along Y-Y 0.2430 k <br />Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 <br />Maximum SERVICE Load Lateral Deflections . . . <br />Along Y-Y 1.258 in at 10.330 ft above base <br />for load combination :E Only <br />Along X-X 0.0 in at 0.0 ft above base <br />Fc : Allowable 206.153 psi <br />Other Factors used to calculate allowable stresses . . . <br />for load combination :n/a <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 10.330 ft0.240 ft0.02357 <br />+D+L 1.000 PASS PASS0.0 0.0 10.330 ft0.218 ft0.04899 <br />+D+0.750L 1.250 PASS PASS0.0 0.0 10.330 ft0.176 ft0.04207 <br />+D+0.60W 1.600 PASS PASS0.0 0.01808 0.0 ft0.139 ft0.1055 <br />+D+0.70E 1.600 PASS PASS0.0 0.03101 10.261 ft0.139 ft0.3605 <br />+D+0.750L+0.450W 1.600 PASS PASS0.0 0.01356 0.0 ft0.139 ft0.08194 <br />+D+0.750L+0.5250E 1.600 PASS PASS0.0 0.02326 10.261 ft0.139 ft0.2769 <br />36 of 81 <br />210 W 19th St <br />4/14/2025