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Wood Column <br />LIC# : KW-06019075, Build:20.23.05.25 PARTNER ENGINEERING AND SCIENCES INC (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:Column typ. of (6) <br />Project File: 1.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 8x8Analysis Method : <br />8.5Overall 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 GluLam Column, Species: DF <br />Wood Grade L1, >= 4 Laminations <br />Fb +2400 <br />2200 psi <br />2400 <br />650 <br />230 <br />1650 <br />0 <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 />2000 <br />1060 <br />2000 <br />1060 <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 7.50 in <br />Exact Depth 7.50 in <br />Area 56.250 in^2 <br />Ix 263.672 in^4 <br />Iy 263.672 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 />2000 <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 />Fully braced against buckling ABOUT Y-Y Axis <br />Fully braced against buckling ABOUT X-X Axis <br />Column Buckling Condition: <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Column self weight included : 0.0 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />Roof: Axial Load at 8.50 ft, D = 6.0 k <br />BENDING LOADS . . . <br />Lat. Point Load at 8.50 ft creating My-y, E = 3.550 k <br />.DESIGN SUMMARY <br />PASS <br />PASS <br />Max. Axial+Bending Stress Ratio =0.9398 <br />Location of max.above base 0.0 ft <br />Applied Axial 6.888 k <br />Applied Mx 0.0 k-ft <br />Load Combination +1.148D+0.70E <br />Load Combination +1.148D+0.70E <br />Bending & Shear Check Results <br />Maximum Shear Stress Ratio = <br />Applied Design Shear 99.40 psi <br />368.0Allowable Shear psi <br />0.1801 : 1 Bending Compression Tension <br />Location of max.above base 8.50 ft <br />: 1 <br />At maximum location values are . . . <br />Applied My -21.123 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 0.0 k Bottom along X-X 3.550 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 2.369 in at 8.50 ft above base <br />Fc : Allowable 3,840.0 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 8.50 ft1.000 ft0.04938 <br />+1.148D+0.70E 1.600 PASS PASS0.0 0.1801 8.50 ft1.000 ft0.9398 <br />+1.111D+0.5250E 1.600 PASS PASS0.0 0.1351 8.50 ft1.000 ft0.7050 <br />+0.60D 1.600 PASS PASS0.0 0.0 8.50 ft1.000 ft0.01667 <br />+0.4520D+0.70E 1.600 PASS PASS0.0 0.1801 8.50 ft1.000 ft0.9389 <br />. <br />302 E Santa Clara Ave <br />9/25/2024