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Dibble Engineers, Inc. Project Title: 1029 Market Street Engineer: Kirkland,WA 98033 Project ID: 11, (425)828-4200 Project Descr: DEI Wood Column Project File:23-079 Charter Club.ec6 LIC#:KW-06014989,Build:20.23.2.14 DIBBLE ENGINEERS INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: HDR3 As a COL Code References Calculations per NDS 2018,,IBC 2021,CBC 2022,4SCE 7-16 Load Combinations Used : IBC 2021 General Information Analysis Method Allowable Stress Design Wood Section Name 4x10 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 6 It Wood Member Type Sawn (Used for non-slender calculations) Exact Width in Allow Stress Modification Factors Wood Species Douglas Fir-Larch 3.50 Exact Depth 9.250 in Cf or Cv for Bending 1.20 Wood Grade No.2 Area 32.375 inA2 Cf or Cv for Compressioi 1.0 Fb+ 875.0 psi Fv 170.0 psi Ix 230.840 inA4 Cf or Cv for Tension 1.10 Fb- 875.0 psi Ft 425.0 psi ly 33.049 in 4 Cm:Wet Use Factor 1.0 Fc-Prll 600.0 psi Density 31.210 pcf Ct:Temperature Fact 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity. .. x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksl Use Cr:Repetitive? No Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=6 ft,K Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=6 ft,K Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :42.101 Ibs' Dead Load Factor BENDING LOADS . . . Wind Load: Lat. Uniform Load creating My-y, W =0.1620 k/ft Lat. Uniform Load creating Mx-x, D =0.1875, S=0.3125 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4548: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 1.50 k Bottom along Y-Y 1.50 k Governing NDS Forumla Comp+Mxx,NDS Eq.3.9-3 Top along X-X 0.4860 k Bottom along X-X 0.4860 k Location of max.above base 2.980 It Maximum SERVICE Load Lateral Deflections... At maximum location values are . Along Y-Y 0.04911 in at 3.020 ft above base Applied Axial 0.04210 k for load combination: +D+S Applied Mx 2.250 k-ft Applied My 0.0 k-ft Along X-X 0.1111 in at 3.020 ft above base Fc:Allowable 536.79 psi for load combination:W Only Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.3555: 1 Bending Compression Tension Load Combination +D+S Location of max.above base 6.0 ft Applied Design Shear 69.498 psi Allowable Shear 195.50 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination CD CP Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.836 0.2171 PASS 2.980 ft 0.1703 PASS 6.0 ft +D+S 1.150 0.778 0.4548 PASS 2.980 ft 0.3555 PASS 6.0 ft +D+0.750S 1.150 0.778 0.3837 PASS 3.020 ft 0.2999 PASS 6.0 ft +D+0.60W 1.600 0.673 0.2895 PASS 2.980 ft 0.09582 PASS 6.0 ft +D+0.450W 1.600 0.673 0.2480 PASS 2.980 ft 0.09582 PASS 6.0 ft +D+0.750S+0.450W 1.600 0.673 0.4033 PASS 2.980 ft 0.2156 PASS 6.0 ft +0.60D+0.60W 1.600 0.673 0.2398 PASS 2.980 ft 0,05749 PASS 6.0 ft +0.60D 1.600 0.673 0.07415 PASS 3.020 ft 0.05749 PASS 6.0 ft I I I I, I