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Wood Column <br />LIC# : KW-06016311, Build:20.24.10.03 JJS STRUCTURAL (c) ENERCALC, LLC 1982-2024 <br />DESCRIPTION:GUARDRAIL POSTS <br />Project File: 24051 Calcs.ec6 <br />Project Title:RAILING UPGRADE <br />Engineer: <br />Project ID:24051 <br />Project Descr:GUARDRAIL REPLACEMENT <br />.Code References <br />Calculations per NDS 2018, IBC 2021, SDPWS 2021 <br />Load Combinations Used : ASCE 7-16 <br />General Information <br />Wood Section Name 2-2x6Analysis Method : <br />4Overall 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.2 <br />Fb + 900.0 <br />900.0 psi <br />1,350.0 <br />625.0 <br />180.0 <br />575.0 <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 <br />Exact Width 3.0 in <br />Exact Depth 5.50 in <br />Area 16.50 in^2 <br />Ix 41.594 in^4 <br />Iy 12.375 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 No <br />Minimum <br />Basic <br />ABOUT Y-Y Axis: Luy = 4 ft, Ky = 1.20 <br />ABOUT X-X Axis: Lux = 4 ft, Kx = 2.1 <br />Column Buckling Condition: <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Column self weight included : 14.305 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />TOP RAIL: Axial Load at 4.0 ft, D = 0.050 k <br />BENDING LOADS . . . <br />RAIL LOAD: Lat. Point Load at 4.0 ft creating Mx-x, L = 0.250 k <br />.DESIGN SUMMARY <br />PASS <br />PASS <br />Max. Axial+Bending Stress Ratio =0.6898 <br />Location of max.above base 0.0 ft <br />Applied Axial 0.06431 k <br />Applied Mx -1.0 k-ft <br />Load Combination +D+L <br />Load Combination +D+L <br />Bending & Shear Check Results <br />Maximum Shear Stress Ratio = <br />Applied Design Shear 34.091 psi <br />180.0Allowable Shear psi <br />0.1263 : 1 Bending Compression Tension <br />Location of max.above base 4.0 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 0.250 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 0.1378 in at 4.0 ft above base <br />for load combination : +D+L <br />Along X-X 0.0 in at 0.0 ft above base <br />Fc : Allowable 952.52 psi <br />Other Factors used to calculate allowable stresses . . . <br />for load combination : n/a <br />. <br />Maximum Axial + Bending Stress Ratios Maximum Shear Ratios <br />CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus <br />Load Combination Results <br />D Only 0.900 PASS PASS0.0 0.0 4.0 ft0.680 ft0.004291 <br />+D+L 1.000 PASS PASS0.0 0.1263 4.0 ft0.641 ft0.6898 <br />+D+0.750L 1.250 PASS PASS0.0 0.07576 4.0 ft0.557 ft0.4159 <br />+0.60D 1.600 PASS PASS0.0 0.0 4.0 ft0.464 ft0.002121 <br />. <br />k k-ft <br />Note: Only non-zero reactions are listed. <br />Load Combination <br />X-X Axis Reaction Y-Y Axis Reaction Axial Reaction <br />@ Base @ Top @ Base@ Base @ Top <br />Maximum Reactions <br />@ Base @ Base@ Top @ Top <br />My - End Moments Mx - End Moments <br />D Only 0.064 <br />Page 6 of 8 <br />1000 W MacArthur Blvd <br />Unit# 721/23/2025