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Project Title: Wildreed Apartments <br /> Engineer: DEI <br /> DEI Project ID: 23-107 <br /> Project Descr: Deck Repair <br /> DIBBLE ENGINEERS INC <br /> Wood Column Project File:Wildreed Framing Checks.ec6 <br /> LIC#:KW-06014989,Build:20.23.2.14 DIBBLE ENGINEERS INC. (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: New 8x8 Posts (Check Bottom Level for Governing Gravity Loads) <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 8x8 <br /> End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber <br /> Overall Column Height 10 ft Wood Member Type Sawn <br /> (Used for non-slender calculations) Exact Width 7.50 in Allow Stress Modification Factors <br /> Wood Species Douglas Fir-Larch <br /> Exact Depth 7,50 in Cf or Cv for Bending 1.0 <br /> Wood Grade No.1 n Cf or Cv for Com ressia 1.0 <br /> Area 56.250 in 2 P <br /> Fb+ 1,200.0 psi Fv 170.0 psi Ix 263.672 in^4 Cf or Cv for Tension 1.0 <br /> Fb- 1,200.0 psi Ft 825.0 psi ly 263.672 in^4 Cm:Wet Use Factor 1.0 <br /> Fc-Prll 1,000.0 psi Density 31.210 pcf Incising Factors: Ct:Temperature Fact 1.0 <br /> Fc-Perp 625.0 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 <br /> E:Modulus of Elasticity.. . x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 NDS 15.3.2 <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=10 ft,F <br /> Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=10 ft, H <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Column self weight included : 121.914 Ibs*Dead Load Factor <br /> AXIAL LOADS . . . <br /> Beam Reaction from Second Floor Deck:Axial Load at 10.0 ft, D=0.4360, L= 1.501, S=0.6250 k <br /> Beam Reaction from Third Floor Deck:Axial Load at 10.0 ft, D=0.4360, L= 1.501, S=0.6250 k <br /> DESIGN SUMMARY <br /> Bending&Shear Check Results <br /> PASS Max.Axial+Bending Stress Ratio = 0.09979:1 Maximum SERVICE Lateral Load Reactions.. <br /> Load Combination +D+L 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-)( 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 3.996 k for load combination: n/a <br /> Applied Mx 0.0 k-ft <br /> 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base <br /> Applied My <br /> Fc:Allowable 7110.0 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 10.0 ft <br /> Applied Design Shear 0.0 psi <br /> Allowable Shear 217.60 psi <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 0.994 <br /> +D+L 3.996 <br /> +D+S 2.244 <br /> +D+0.750L 3.245 <br /> +D+0.750L+0.750S 4.183 <br /> +0.60D 0.596 <br /> L Only 3.002 <br /> S Only 1.250 <br />