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Project Title: POE Central Marina Fuel Dock Engineer: NAP Project ID: 2100176 Project Descr: Wood Column Project File: POE Building Design Calcs.ec6 LIC#:KW-06014851,Build:20.23.2.14 KPFF CONSULTING ENGINEERS (c)ENERCALC INC 1983-2022 DESCRIPTION: Vending Shelter Long Beam Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used : IBC 2021 General Information Analysis Method Allowable Stress Design Wood Section Name 3-2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.5 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width in Allow Stress Modification Factors 5 Wood Species Hem-Fir(North) .50 Wood Grade No.1/No.2 Exact Depth .50 in Cf or Cv for Bending 1.30 Area 24.750 inA2 Cf or Cv for Compressioi 1.10 Fb+ 1,000.0 psi Fv 145.0 psi Ix 62.391 inA4 Cf or Cv for Tension 1.30 Fb- 1,000.0 psi Ft 575.0 psi Fc-Prll 1,450.0 psi Density 28.720 pcf ly 41. 4 Cm :Wet Use Factor 1.0 766 in Fc-Per Ct:Temperature Fact 1.0 P 405.0 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 1,600.0 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=9.5 ft, Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=9.5 ft, I Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 46.894 Ibs* Dead Load Factor AXIAL LOADS . . . Axial Load at 9.50 ft, W = 1.728 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, D=0.1470, LR= 0.110 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9525: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+Lr Top along Y-Y 1.221 k Bottom along Y-Y 1.221 k Governing NDS Forumla Comp+Mxx, NDS Eq.3.9-3 Top along X-)� 0.0 k Bottom along X-X 0.0 k Location of max.above base 4.718 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.4769 in at 4.782 ft above base Applied Axial 0.04689 k for load combination: +D+Lr Applied Mx 2.899 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 674.02 psi for load combination:n/a Other Factors used to calculate allowable stresses.. . PASS Maximum Shear Stress Ratio= 0.4082: 1 Bendina Compression Tension Load Combination +D+Lr Location of max.above base 9.50 ft Applied Design Shear 73.985 psi Allowable Shear 181.250 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 0.446 0.7549 PASS 4.718 ft 0.3243 PASS 9.50 ft +D+Lr 1.250 0.338 0.9525 PASS 4.718 ft 0.4082 PASS 9.50 ft +D+0.750Lr 1.250 0.338 0.8505 PASS 4.782 ft 0.3645 PASS 9.50 ft +D+0.60W 1.600 0.271 0.4475 PASS 4.718 ft 0.1824 PASS 9.50 ft +D+0.750Lr+0.45OW 1.600 0.271 0.6879 PASS 4.782 ft 0.2848 PASS 9.50 ft +D+0.450W 1.600 0.271 0.4415 PASS 4.718 ft 0.1824 PASS 9.50 ft +0.60D+0.60W 1.600 0.271 0.2698 PASS 4.782 ft 0.1094 PASS 9.50 ft +0.60D 1.600 0.271 0.2558 PASS 4.782 ft 0.1094 PASS 9.50 ft