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Wood Column <br />LIC# : KW-06013840, Build:20.23.08.30 McPherson Engineering (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:stud check <br />Project File: wall stud check_backup_1.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr:McPherson Engineering <br />.Code References <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combinations Used : IBC 2012 <br />General Information <br />Wood Section Name 2x4Analysis Method : <br />14Overall Column Height ft <br />Allowable Stress Design <br />( Used for non-slender calculations )Allow Stress Modification Factors <br />End Fixities Top Fixed, 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 />31.20 <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 1.50 <br />Use Cr : Repetitive ? <br />Kf : Built-up columns 1.0 <br />Exact Width 1.50 in <br />Exact Depth 3.50 in <br />Area 5.250 in^2 <br />Ix 5.359 in^4 <br />Iy 0.9844 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 1.150 <br />1,600.0 <br />Axial <br />Cm : Wet Use Factor 1.0 <br />Cf or Cv for Bending 1.50 <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 : 15.925 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />Gravity: Axial Load at 14.0 ft, D = 0.4470, Lr = 0.3330 k <br />BENDING LOADS . . . <br />Battery: Lat. Point Load at 4.50 ft creating Mx-x, E = 0.0460 k <br />.DESIGN SUMMARY <br />PASS <br />PASS <br />Max. Axial+Bending Stress Ratio =0.2327 <br />Location of max.above base 0.0 ft <br />Applied Axial 0.4629 k <br />Applied Mx -0.06672 k-ft <br />Load Combination +D+0.70E <br />Load Combination +D+0.70E <br />Bending & Shear Check Results <br />Maximum Shear Stress Ratio = <br />Applied Design Shear 10.439 psi <br />180.0Allowable Shear psi <br />0.03866 : 1 Bending Compression Tension <br />Location of max.above base 4.416 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 0.01120 k Bottom along Y-Y 0.03480 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 0.09852 in at 6.013 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 1,552.50 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 1.000 PASS PASS0.0 0.0 14.0 ft1.000 ft0.05680 <br />+D+Lr 1.000 PASS PASS0.0 0.0 14.0 ft1.000 ft0.09765 <br />+D+0.750Lr 1.000 PASS PASS0.0 0.0 14.0 ft1.000 ft0.08744 <br />+D+0.70E 1.000 PASS PASS0.0 0.03866 4.416 ft1.000 ft0.2327 <br />+D+0.5250E 1.000 PASS PASS0.0 0.0290 4.416 ft1.000 ft0.1753 <br />+0.60D 1.000 PASS PASS0.0 0.0 14.0 ft1.000 ft0.03408 <br />+0.60D+0.70E 1.000 PASS PASS0.0 0.03866 4.416 ft1.000 ft0.2306 <br />. <br />2044 S Orange Ave & 2044 <br />S Orange Ave Unit# 211/25/2024