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Dibble Engineers, Inc. Project Title: <br /> 1029 Market Street Engineer: <br /> Kirkland,WA 98033 Project ID: <br /> (425)828-4200 Project Descr. <br /> DEI <br /> Wood Column Project File:23-079 Charter Club.ec6 <br /> LIC#:KW-06014989,Build:20.23.2.14 DIBBLE ENGINEERS INC. (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: COL1 <br /> Code References <br /> Calculations per NDS 2018,,IBC 2021,CBC 2022,ASCE7--1.6 <br /> Load Combinations Used : IBC 2021 <br /> General Information <br /> Analysis Method Allowable Stress Design Wood Section Name 6x6 <br /> End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber <br /> Overall Column Height 18 ft Wood Member Type Sawn <br /> (Used foi non-slender calculations) <br /> Exact Width 5.50 in Allow Stress Modification Factors <br /> Wood Species Douglas Fir-Larch <br /> Wood Grade No.1 Exact Depth 5.50 In Cf or Cv for Bending 1.0 <br /> Area 30.250 in^2 Cf or Cv for Compressioi 1.0 <br /> Fb+ 1,200.0 psi Fv 170.0 psi Ix 76.255 in^4 Cf or Cv for Tension 1.0 <br /> Fb- 1,200.0 psi Ft 825.0 psi ly 76.255 inA4 Cm:Wet Use Factor 1.0 <br /> Fc-Prll 1,000.0 psi Density 31.210 pcf Ct:Temperature Fact 1.0 <br /> Fe-Perp 625.0 psi <br /> Cfu : Flat Use Factor 1.0 <br /> E: Modulus of Elasticity . . . x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS is s 2 <br /> Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No <br /> Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: <br /> X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis= 18 ft,h <br /> Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis= 10 ft,N <br /> Applied Loads Service loads entered. Load Factors will be applied for calculations. <br /> Column self weight included : 118.013 Ibs' Dead Load Factor <br /> AXIAL LOADS . . . <br /> BM2: Axial Load at 18.0 ft, D = 2.718, Lr= 3.430, S =4.290 k <br /> DESIGN SUMMARY <br /> Bending&Shear Check Results <br /> PASS Max.Axial+Bending Stress Ratio = 0.8134 : 1 Maximum SERVICE Lateral Load Reactions. . <br /> Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k <br /> Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k <br /> Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections. . . <br /> At maximum location values are . Along Y-Y 0.0 in at 0.0 ft above base <br /> Applied Axial 7.126 k for load combination : n/a <br /> Applied Mx 0.0 k-ft <br /> Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base <br /> Fc:Allowable 289.616 psi for load combination : n/a <br /> Other Factors used to calculate allowable stresses... <br /> PASS Maximum Shear Stress Ratio= 0.0 : 1 Bending Compression Tension <br /> Load Combination +0.60D <br /> Location of max.above base 18.0 ft <br /> Applied Design Shear 0.0 psi <br /> Allowable Shear 272.0 psi <br /> Load Combination Results <br /> Maximum Axial+Bending Stress Ratios Maximum Shear Ratios <br /> Load Combination C D CID Stress Ratio Status Location Stress Ratio Status Location <br /> D Only 0.900 0.315 0.3311 PASS O.Oft 0.0 PASS 18.0 ft <br /> +D+Lr 1.250 0.233 0.7109 PASS 0.0 ft 0.0 PASS 18.0 ft <br /> +D+S 1.150 0.252 0.8134 PASS O.Oft 0.0 PASS 18.0 ft <br /> +D+0.750Lr 1.250 0.233 0.6136 PASS O.Oft 0.0 PASS 18.0 ft <br /> +D+0.750S 1.150 0.252 0.6910 PASS O.Oft 0.0 PASS 18.0 ft <br /> +0.60D 1.600 0.185 0.1902 PASS O.Oft 0.0 PASS 18.0 ft <br /> Maximum Reactions Note: Only non-zero reactions are listed. <br /> X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments <br /> Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top <br /> D Only 2.836 <br />