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Dibble Engineers, Inc. Project Title: 1029 Market Street Engineer: Kirkland,WA 98033 Project ID: (425)828-4200 Project Descr: DO 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: COL 4 (BM4) Code References Calculations per NDS 2018,,IBC 2021,CBC 2022,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 16 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.i 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 Fc-Prll 1,000.0 psi Density 31.210 pcf ly 76.255 in 4 Cm:Wet Use Factor 1.0 Fc-Per Ct:Temperature Fact 1.0 P 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 1Vps 15 3 2 Basic 1,600.0 1,600.0 1,600.0ksi Use Cr: Repetitive 1 No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis= 16 ft,I, Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis= 16 ft,N Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 104.90 Ibs* Dead Load Factor AXIAL LOADS . . . bm4: Axial Load at 16.0 ft, D = 1.440, Lr= 1.813, S = 2.266 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x,W = 0.1230 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0,6344 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+0.750S+0.450W Top along Y-f 0.9840 k Bottom along Y-Y 0.9840 k Governing NDS Forumla Comp+ Mxx,NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 8.054 ft Maximum SERVICE Load Lateral Deflections. .. At maximum location values are . Along Y-Y 1.503 in at 8.054 ft above base Applied Axial 3.244 k for load combination : W Only Applied Mx 1.771 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 369.087 psi for load combination : n/a Other Factors used to calculate allowable stresses. .. PASS Maximum Shear Stress Ratio= 0.1076 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 0.0 ft Applied Design Shear 29.276 psi Allowable Shear 272.0 psi Load Combination Results Maximum Axial+Bendin4 Stress Ratios Maximum Shear Ratios Load Combination C D CID Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.386 0.1470 PASS 0.0ft 0.0 PASS 16.0 ft +D+Lr 1.250 0.289 0.3069 PASS 0.0 ft 0.0 PASS 16.0 ft +D+S 1.150 0.312 0.3512 PASS 0.0 ft 0.0 PASS 16.0 ft +D+0.750Lr 1.250 0.289 0.2654 PASS 0.0 ft 0.0 PASS 16.0 ft +D+0.750S 1.150 0.312 0.2990 PASS 0.0 ft 0.0 PASS 16.0 ft +D+0.60W 1.600 0.231 0.6313 PASS 8.054 ft 0.1076 PASS 0.0 ft +D+0.750Lr+0.450W 1.600 0.231 0.5967 PASS 8.054 ft 0.08072 PASS 0.0 ft +D+0.750S+0.450W 1.600 0.231 0.6344 PASS 8.054 ft 0.08072 PASS 0.0 ft +0.60D+0.60W 1.600 0.231 0.5844 PASS 8.054 ft 0.1076 PASS 0.0 ft