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Dibble Engineers, Inc. Project Title: 1029 Market Street,Suite 200 Engineer: Kirkland,WA 98033 Project ID: T: (425)828-4200 Project Descr: www.dibbleengineers.com Wood Column Project File:23-079 charter club.ec6 LIC#:KW-06014989,Build:20.23.08.30 DIBBLE ENGINEERS INC. (c)ENERCALC INC 1983-2023 DESCRIPTION: COL2 (BM1) Code References Calculations per NDS 2018, IBC 2021,ASCE 7-16 Load Combinations Used : IBC 2021 General Information Analysis Method Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width In Allow Stress Modification Factors Wood Species Douglas Fir-Larch 5.50 Wood Grade No.1 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Fb+ 1,200.0 psi Fv 170.0 psi Area 30,250 in^2 Cf or Cv for Compressio 1.0 Ix 76.255 in^4 Cf or Cv for Tension 1.0 Fb- 1,200.0 psi Ft 825.0 psi ly 76 255 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 1,000.0 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 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Column Buckling Condition: ABOUT X-X Axis: Lux= 10 ft, Kx= 1.0 ABOUT Y-Y Axis: Luy= 10 ft,Ky= 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :65.563 Ibs' Dead Load Factor AXIAL LOADS . . . BM1: Axial Load at 10.0 ft, D =2.091, Lr= 2.643, S = 3.304 k DESIGN SUMMARY Bending&Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2447 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections. . . At maximum location values are . Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 5.461 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 737.63 psi for load combination : n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0 : 1 Bending Compression Tension Load Combination +0.60D Location of max.above base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination CID C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.727 0.1090 PASS 0.0 ft 0.0 PASS 10.0 ft +D+Lr 1.250 0.610 0.2080 PASS 0.0 ft 0.0 PASS 10.0ft +D+S 1.150 0.641 0.2447 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.75OLr 1.250 0.610 0.1794 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750S 1.150 0.641 0.2077 PASS 0.0 ft 0.0 PASS 10.0 ft +0.60D 1.600 0.516 0.05182 PASS O.Oft 0.0 PASS 10.0 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 2.157 Lill L l;