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Wood Column <br />LIC# : KW-06014368, Build:20.23.2.14 .(c) ENERCALC INC 1983-2022 <br />DESCRIPTION:CANT. COLUMN LINE E <br />Project File: 231014.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 : ASCE 7-16 <br />General Information <br />Wood Section Name 6x6Analysis Method : <br />9Overall Column Height ft <br />Load Resistance Factor 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 +1,200.0 <br />1,200.0 psi <br />1,000.0 <br />625.0 <br />170.0 <br />825.0 <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 NDS 15.3.2 <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 />Y-Y (depth) axis : <br />X-X (width) axis : <br />Unbraced Length for buckling ABOUT X-X Axis = 9 ft, K = 2.1 <br />Unbraced Length for buckling ABOUT Y-Y Axis = 9 ft, K = 2.1 <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 : 59.006 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />Axial Load at 9.0 ft, D = 0.1720, Lr = 0.1390 k <br />BENDING LOADS . . . <br />Lat. Point Load at 9.0 ft creating Mx-x, W = 0.180, E = 0.240 k <br />.DESIGN SUMMARY <br />PASS <br />PASS <br />Max. Axial+Bending Stress Ratio =0.3708 <br />Location of max.above base 0.0 ft <br />Applied Axial 0.3247 k <br />Applied Mx -2.160 k-ft <br />Load Combination +1.405D+E <br />Load Combination +0.6946D-E <br />Bending & Shear Check Results <br />Maximum Shear Stress Ratio = <br />Applied Design Shear 11.901 psi <br />367.20Allowable Shear psi <br />0.02161 : 1 Bending Compression Tension <br />LRFD - Format Conversion factor 2.541 2.400 2.700 <br />LRFD - Resistance factor 0.850 0.900 0.800Location of max.above base 0.0 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 0.240 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 0.8218 in at 9.0 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 402.161 psi <br />Other Factors used to calculate allowable stresses . . . <br />for load combination :n/a <br />. <br />Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCLambdaLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus <br />Load Combination Results <br />+1.20D+0.50Lr 0.800 PASS PASS0.0 0.0 0.0 ft0.230 ft0.02888 <br />+1.20D 0.800 PASS PASS0.0 0.0 0.0 ft0.230 ft0.02309 <br />+1.20D+1.60Lr 0.800 PASS PASS0.0 0.0 0.0 ft0.230 ft0.04161 <br />+1.20D+1.60Lr+0.50W 0.800 PASS PASS0.0 0.01013 0.0 ft0.230 ft0.1777 <br />+1.20D+1.60Lr-0.50W 0.800 PASS PASS0.0 0.01013 0.0 ft0.230 ft0.1777 <br />+1.20D+0.50W 0.800 PASS PASS0.0 0.01013 0.0 ft0.230 ft0.1733 <br />+1.20D-0.50W 0.800 PASS PASS0.0 0.01013 0.0 ft0.230 ft0.1733 <br />+1.20D+0.50Lr+W 1.000 PASS PASS0.0 0.01621 0.0 ft0.186 ft0.2789 <br />+1.20D+0.50Lr-W 1.000 PASS PASS0.0 0.01621 0.0 ft0.186 ft0.2789 <br />18 <br />901 E Myrtle St Unit# 2 - <br />1011181606/27/2024