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Wood Column <br />LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:--None-- <br />SPS Engineering <br />15445 Ventura Blvd #63 <br />Sherman Oaks CA, 91403 <br />818 747 7269 <br />Project File: HICKORY ST.ec6 <br />.Code References <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combinations Used : ASCE 7-16 <br />General Information <br />Wood Section Name 4x8Analysis Method : <br />13Overall Column Height ft <br />Allowable Stress 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.2 <br />Fb +900 <br />900 psi <br />1350 <br />625 <br />180 <br />575 <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 1.20 <br />Use Cr : Repetitive ? <br />Kf : Built-up columns 1.0 <br />Exact Width 3.50 in <br />Exact Depth 7.250 in <br />Area 25.375 in^2 <br />Ix 111.148 in^4 <br />Iy 25.904 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 1.050 <br />1600 <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 = 13 ft, Ky = 1.0 <br />ABOUT X-X Axis: Lux = 13 ft, Kx = 1.0 <br />Column Buckling Condition: <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Column self weight included : 71.496 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />Axial Load at 13.0 ft, D = 2.210, L = 2.310 k <br />.DESIGN SUMMARY <br />PASS <br />PASS <br />Max. Axial+Bending Stress Ratio =0.7833 <br />Location of max.above base 0.0 ft <br />Applied Axial 4.592 k <br />Applied Mx 0.0 k-ft <br />Load Combination +D+L <br />Load Combination +0.60D <br />Bending & Shear Check Results <br />Maximum Shear Stress Ratio = <br />Applied Design Shear 0.0 psi <br />288.0Allowable Shear psi <br />0.0 : 1 Bending Compression Tension <br />Location of max.above base 13.0 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 0.0 k <br />Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' <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 0.0 in at 0.0 ft above base <br />Fc : Allowable 230.992 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 13.0 ft0.180 ft0.3911 <br />+D+L 1.000 PASS PASS0.0 0.0 13.0 ft0.163 ft0.7833 <br />+D+0.750L 1.250 PASS PASS0.0 0.0 13.0 ft0.131 ft0.6791 <br />+0.60D 1.600 PASS PASS0.0 0.0 13.0 ft0.103 ft0.230 <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 2.281 <br />+D+L 4.591 <br />+D+0.750L 4.014 <br />1022 S Hickory St <br />1/9/2025