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Project Title: <br />H A R E Z LA K <br />HE <br />Engineer: <br />Project ID: <br />ENGINEERING <br />ProjectDescr: <br />Wood Column Project File: Moon RES.ec6 <br />LIC# : KW-06017599, Build:20.22.3.16 HAREZLAK ENGINEERING (c) ENERCALC INC 1983-2022 <br />DESCRIPTION: 1.P1 <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 />Analysis Method Allowable Stress Design <br />Wood Section Name <br />6x8 <br />End Fixities Top & Bottom Pinned <br />Wood Grading/Manuf. <br />Graded Lumber <br />Overall Column Height <br />9 ft <br />Wood Member Type <br />Sawn <br />( Used for non -slender calculations) <br />Exact Width <br />5.50 in Allow Stress Modification Factors <br />Wood Species Douglas Fir -Larch <br />Exact Depth <br />7,50 in Cf or Cv for Bending 1.0 <br />Wood Grade No.1 <br />Area <br />41.250 in^2 Cf or Cv for Compressioi 1.0 <br />Fb + 1200 psi Fv <br />170 psi <br />Ix <br />193.359 in^4 Cf or Cv for Tension 1.0 <br />Fb - 1200 psi Ft <br />825 psi <br />ly <br />103.984 in 4 Cm :Wet Use Factor 1.0 <br />Fc - Prll 1000 psi Density <br />31.21 pcf <br />Ct : Temperature Faci 1.0 <br />Fc - Per p 625 psi <br />Cfu : Flat Use Factor 1.0 <br />E : Modulus of Elasticity ... x-x Bending <br />y-y Bending Axial <br />Kf : Built-up columns 1.0 NDS 15.3.2 <br />Basic 1600 <br />1600 1600 <br />ksi <br />Use Cr: Repetitive ? No <br />Minimum 580 <br />580 <br />Brace condition for deflection (buckling) along columns : <br />X-X (width) axis <br />: Unbraced Length for buckling ABOUT Y-Y Axis = 9 <br />Y-Y (depth) axis <br />: Unbraced Length for buckling ABOUT X-X Axis = 9 <br />Applied Loads <br />Service loads entered. Load Factors will be applied for calculations. <br />Column self weight included : 80.463 Ibs' Dead Load Factor <br />AXIAL LOADS ... <br />Axial Load at 9.0 ft, D = 7.70, L = 17.60 k <br />DESIGN SUMMARY <br />Bending & Shear Check Results <br />PASS Max. Axial+Bending Stress Ratio = <br />0.8108 : 1 <br />Maximum SERVICE Lateral Load Reactions. . <br />Load Combination <br />+D+L <br />Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k <br />Governing NDS Forumla Comp Only, <br />fc/Fc' <br />Top along X-� 0.0 k Bottom along X-X 0.0 k <br />Location of max.above base <br />0.0 ft <br />Maximum SERVICE Load Lateral Deflections .. . <br />At maximum location values are . <br />Along Y-Y 0.0 in at 0.0 ft above base <br />Applied Axial <br />25.380 k <br />for load combination : n/a <br />Applied Mx <br />0.0 k-ft <br />Applied My <br />0.0 k-ft <br />Along X-X 0.0 in at 0.0 ft above base <br />Fc : Allowable <br />758.85 psi <br />for load combination : n/a <br />Other Factors used to calculate allowable stresses .. . <br />PASS Maximum Shear Stress Ratio = <br />0.0 : 1 <br />Bending Compression Tension <br />Load Combination <br />+0.60D <br />Location of max.above base <br />9.0 ft <br />Applied Design Shear <br />0.0 psi <br />Allowable Shear <br />272.0 psi <br />Load Combination Results <br />Maximum Axial + Bending Stress Ratios Maximum Shear Ratios <br />Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location <br />D Only <br />0.900 <br />0.788 <br />0.2660 PASS <br />0.0 ft <br />+D+L <br />1.000 <br />0.759 <br />0.8108 PASS <br />0.0 ft <br />+D+0.750L <br />1.250 <br />0.687 <br />0.5921 PASS <br />0.0 ft <br />+0.60D <br />1.600 <br />0.596 <br />0.1186 PASS <br />0.0 ft <br />Maximum Reactions <br />X-X Axis Reaction k <br />Y-Y Axis Reaction Axial Reaction <br />Load Combination <br />@ Base <br />@ Top <br />@ Base @ Top <br />@ Base <br />+D+L 25.380 <br />+D+0.750L 20.980 <br />0.0 <br />PASS <br />9.0 ft <br />0.0 <br />PASS <br />9.0 ft <br />0.0 <br />PASS <br />9.0 ft <br />0.0 <br />PASS <br />9.0 ft <br />Note: Only non -zero reactions are <br />listed. <br />My - End Moments <br />k-ft Mx - End Moments <br />@ Base @ Top <br />@ Base <br />@ Top <br />Page 25 of 52 <br />