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Wood Column <br />LIC# : KW-06017148, Build:20.24.12.17 CASTILLO ENGINEERING INC.(c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:C1 <br />Project File: 25-351.ec6 <br />Project Title:Engineer: <br />.Code References <br />Calculations per NDS 2024, IBC 2024, CBC 2024, SDPWS 2021 <br />Load Combinations Used : ASCE 7-22 / IBC 2024 <br />General Information <br />Wood Section Name 6x8Analysis Method : <br />8.1Overall 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 +1350 <br />1350 psi <br />925 <br />625 <br />170 <br />675 <br />31.21 <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 />1600 <br />580 <br />1600 <br />580 <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 7.50 in <br />Area 41.250 in^2 <br />Ix 193.359 in^4 <br />Iy 103.984 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 />1600 <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 NoMinimum <br />Basic <br />ABOUT Y-Y Axis: Luy = 8.10 ft, Ky = 2.4 <br />ABOUT X-X Axis: Lux = 8.10 ft, Kx = 2.4 <br />Column Buckling Condition: <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Column self weight included : 72.417 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />B1 & B1: Axial Load at 8.10 ft, D = 2.20 k <br />BENDING LOADS . . . <br />LATERAL: Lat. Point Load at 8.10 ft creating Mx-x, E = 0.780 k <br />.DESIGN SUMMARY <br />PASS <br />PASS <br />Max. Axial+Bending Stress Ratio =0.6159 <br />Location of max.above base 0.0 ft <br />Applied Axial 2.648 k <br />Applied Mx -4.423 k-ft <br />Load Combination +1.165D+0.70E <br />Load Combination +1.165D+0.70E <br />Bending & Shear Check Results <br />Maximum Shear Stress Ratio = <br />Applied Design Shear 29.782 psi <br />272.0Allowable Shear psi <br />0.0730 : 1 Bending Compression Tension <br />Location of max.above base 8.10 ft <br />: 1 <br />At maximum location values are . . . <br />Applied My 0.0 k-ft <br />Maximum SERVICE Lateral Load Reactions . .Top along Y-Y 0.0 k Bottom along Y-Y 0.780 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 0.7679 in at 8.10 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 254.449 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 8.10 ft0.294 ft0.2252 <br />+0.60D 1.600 PASS PASS0.0 0.0 8.10 ft0.172 ft0.1299 <br />+1.165D+0.70E 1.600 PASS PASS0.0 0.0730 8.10 ft0.172 ft0.6159 <br />+1.165D-0.70E 1.600 PASS PASS0.0 0.0730 8.10 ft0.172 ft0.6159 <br />+1.124D+0.5250E 1.600 PASS PASS0.0 0.05475 8.10 ft0.172 ft0.4712 <br />+1.124D-0.5250E 1.600 PASS PASS0.0 0.05475 8.10 ft0.172 ft0.4712 <br />+0.4348D+0.70E 1.600 PASS PASS0.0 0.0730 8.10 ft0.172 ft0.5137 <br />+0.4348D-0.70E 1.600 PASS PASS0.0 0.0730 8.10 ft0.172 ft0.5137 <br />. <br />54