Laserfiche WebLink
Project Title: POE Central Marina Fuel Dock <br /> Engineer: NAP <br /> Project ID: 2100176 <br /> Project Descr: <br /> Wood Column Project File: POE Building Design Calcs.ec6 <br /> LIC#:KW-06014851,Build:20.23.2.14 KPFF CONSULTING ENGINEERS (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: Wall Stud Capacity <br /> Code References <br /> Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 <br /> Load Combinations Used : IBC 2021 <br /> General Information <br /> Analysis Method Allowable Stress Design Wood Section Name 2x6 <br /> End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber <br /> Overall Column Height 8.33 ft Wood Member Type Sawn <br /> (Used for non-slender calculations) Exact Width in Allow Stress Modification Factors <br /> Wood Species Hem-Fir(North) 1.50 <br /> Wood Grade No.1/No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30 <br /> Area 8.250 inA2 Cf or Cv for Compressioi 1.10 <br /> Fb+ 1000 psi Fv 145 psi Ix 20.797 inA4 Cf or Cv for Tension 1.30 <br /> Fb- 1000 psi Ft 575 psi <br /> F ly 1.547 in 4 Cm :Wet Use Factor 1.0 <br /> c-Prll 1450 psi Density 28.72 pcf <br /> Fc-Per Ct:Temperature Fact 1.0 <br /> P 405 psi 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 15.3.2 <br /> Basic 1600 1600 1600 ksi Use Cr: Repetitive? No <br /> Minimum 580 580 Brace condition for deflection(buckling)along columns: <br /> X-X(width)axis: Fully braced against buckling ABOUT Y-Y Axis <br /> Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=8.33 ft, <br /> Applied Loads Service loads entered. Load Factors will be applied for calculations. <br /> Column self weight included : 13.706 Ibs* Dead Load Factor <br /> AXIAL LOADS . . . <br /> Axial Load at 8.330 ft, D = 0.6750, Lr=0.280 k <br /> BENDING LOADS . . . <br /> Wind: Lat. Uniform Load creating Mx-x, W =0.0680 k/ft <br /> DESIGN SUMMARY <br /> Bending&Shear Check Results <br /> PASS Max.Axial+Bending Stress Ratio = 0.2912: 1 Maximum SERVICE Lateral Load Reactions.. <br /> Load Combination +D+0.60W Top along Y-Y 0.2832 k Bottom along Y-Y 0.2832 k <br /> Governing NDS Forumla Comp+Mxx, NDS Eq.3.9-3 Top along X-)� 0.0 k Bottom along X-X 0.0 k <br /> Location of max.above base 4.137 ft Maximum SERVICE Load Lateral Deflections... <br /> At maximum location values are. Along Y-Y 0.2238 in at 4.193 ft above base <br /> Applied Axial 0.6887 k for load combination: W Only <br /> Applied Mx 0.3539 k-ft <br /> Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base <br /> Fc:Allowable 1,219.92 psi for load combination:n/a <br /> Other Factors used to calculate allowable stresses.. . <br /> PASS Maximum Shear Stress Ratio= 0.1332: 1 Bendina Compression Tension <br /> Load Combination +D+0.60W <br /> Location of max.above base 0.0 ft <br /> Applied Design Shear 30.897 psi <br /> Allowable Shear 232.0 psi <br /> Load Combination Results <br /> Maximum Axial+Bending Stress Ratios Maximum Shear Ratios <br /> Load Combination CID C p Stress Ratio Status Location Stress Ratio Status Location <br /> D Only 0.900 0.693 0.08393 PASS 0.0ft 0.0 PASS 8.330 ft <br /> +D+Lr 1.250 0.571 0.1031 PASS 0.0ft 0.0 PASS 8.330 ft <br /> +D+0.750Lr 1.250 0.571 0.09561 PASS 0.0ft 0.0 PASS 8.330 ft <br /> +D+0.60W 1.600 0.478 0.2912 PASS 4.137 ft 0.1332 PASS 0.0 ft <br /> +D+0.750Lr+0.45OW 1.600 0.478 0.2270 PASS 4.137 ft 0.09988 PASS 0.0 ft <br /> +D+0.450W 1.600 0.478 0.2196 PASS 4.193 ft 0.09988 PASS 0.0 ft <br /> +0.60D+0.60W 1.600 0.478 0.2813 PASS 4.137 ft 0.1332 PASS 0.0ft <br /> +0.60D 1.600 0.478 0.04106 PASS 0.0ft 0.0 PASS 8.330 ft <br />