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Dibble Engineers, Inc. Project Title: 1029 Market Street Engineer: Kirkland,WA 98033 Project ID: (425)828-4200 Project Descr: DEI Wood Column Project File:23-079 charter club.ec6 LIC#:KW-06014989,BuiId:20.23.2.14 DIBBLE ENGINEERS INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: RCOL1 Code References Calculations per NDS 2015,IBC 2D21,C13D.2022,AKEZ 1.6._ 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 14.5 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 5,50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 Area 30.250 in^2 Cf or Cv for Compressioi 1.0 Fb+ 1,200.0 psi Fv 170.0 psi 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 Ct:Temperature Fact 1.0 Fe-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 IJUS 15.3 2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive? 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= 14.5 ft Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis= 14.5 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :95.066 Ibs* Dead Load Factor AXIAL LOADS . . . RBM1: Axial Load at 14.50 ft, D =0.930, Lr= 1.137, S= 1.422 k RBM2: Axial Load at 14.50 ft, D =0.6770, Lr= 0.7740, S= 0.970 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3176 : 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 4.094 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 426.168 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 14.50 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 C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.454 0.1378 PASS 0.0 ft 0.0 PASS 14.50 ft +D+Lr 1.250 0.345 0.2771 PASS 0.0 ft 0.0 PASS 14.50 ft +D+S 1.150 0.371 0.3176 PASS O.Oft 0.0 PASS 14.50 ft +D+0.750Lr 1.250 0.345 0.2405 PASS 0.0 ft 0.0 PASS 14.50 ft +D+0.750S 1.150 0.371 0.2712 PASS 0.0 ft 0.0 PASS 14.50 ft +0.60D 1.600 0.277 0.07629 PASS 0.0 ft 0.0 PASS 14.50 ft