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Wood Column <br />ALONSO H. CORONELLic. # : KW-06005817 <br />DESCRIPTION:WOOD COLUMN DESIGN <br />FJ Engineering <br />Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 <br />File: BIRCH_ENERCALC.ec6 <br />Project Title:BIRCHEngineer:K. CHAVEZProject ID: <br />Printed: 18 NOV 2024, 9:56AM <br />Project Descr: <br />.Code References <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combinations Used : ASCE 7-16 <br />General Information <br />Wood Section Name 4x6Analysis Method : <br />8Overall Column Height ft <br />Load Resistance Factor 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 +1,350.0 <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 1.30 <br />Use Cr : Repetitive ? <br />Kf : Built-up columns 1.0 NDS 15.3.2 <br />Exact Width 3.50 in <br />Exact Depth 5.50 in <br />Area 19.250 in^2 <br />Ix 48.526 in^4 <br />Iy 19.651 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 />1,600.0 <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 NoMinimum <br />Basic <br />Y-Y (depth) axis : <br />X-X (width) axis : <br />Unbraced Length for buckling ABOUT X-X Axis = 8 ft, K = 1.0 <br />Unbraced Length for buckling ABOUT Y-Y Axis = 8 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 : 33.377 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />Axial Load at 8.0 ft, D = 0.50, L = 0.860 k <br />BENDING LOADS . . . <br />Moment acting about X-X axis at 7.0 ft, E = 2.807 k-ft <br />.DESIGN SUMMARY <br />PASS <br />PASS <br />Max. Axial+Bending Stress Ratio =0.7066 <br />Location of max.above base 6.980 ft <br />Applied Axial 1.610 k <br />Applied Mx 3.674 k-ft <br />Load Combination +1.406D+L+1.50E <br />Load Combination +0.6944D-1.50E <br />Bending & Shear Check Results <br />Maximum Shear Stress Ratio = <br />Applied Design Shear 41.011 psi <br />367.20Allowable Shear psi <br />0.07446 : 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 0.3509 k Bottom along Y-Y 0.3509 k <br />Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla111Comp + Mxx, NDS Eq. 3.9-3 <br />Maximum SERVICE Load Lateral Deflections . . . <br />Along Y-Y 0.2408 in at 4.510 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 845.01 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 />+1.40D 0.600 PASS PASS0.0 0.0 0.0 ft0.570 ft0.05162 <br />+1.20D+1.60L 0.800 PASS PASS0.0 0.0 0.0 ft0.462 ft0.1291 <br />+1.20D+L 0.800 PASS PASS0.0 0.0 0.0 ft0.462 ft0.09603 <br />+1.20D 0.800 PASS PASS0.0 0.0 0.0 ft0.462 ft0.04097 <br />+0.90D 1.000 PASS PASS0.0 0.0 0.0 ft0.384 ft0.02951 <br />+1.406D+L+1.50E 1.000 PASS PASS6.980 0.07446 0.0 ft0.384 ft0.7066 <br />+1.406D+L-1.50E 1.000 PASS PASS6.980 0.07446 0.0 ft0.384 ft0.7066 <br />+0.6944D+1.50E 1.000 PASS PASS6.980 0.07446 0.0 ft0.384 ft0.6781 <br />+0.6944D-1.50E 1.000 PASS PASS6.980 0.07446 0.0 ft0.384 ft0.6781 <br />. <br />22/26