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Dibble Engineers, Inc. Project Title: 10 of 12 1029 Market Street Engineer: Kirkland,WA 98033 Project ID: (425)828-4200 Project Descr: DEI _ Wood ColumnProject File:Bluffs at evergreen.ec6 LIC#:M-06014969,B C-20.22.4.16 DIBBLE ENGINEERS INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: 4x4 vertical post Code References Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 4x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Hem-Fir Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 12.250 inA2 Cf or Cv for Compressioi 1.150 Fb+ 575.0 psi Fv 140.0 psi Ix 12.505 inA4 Cf or Cv for Tension 1.50 Fb- 575.0 psi Ft 375.0 psi ly 12.505 inA4 Cm:Wet Use Factor 1.0 Fc-Prll 575.0 psi Density 26.840 pcf Ct:Temperature Faci 1.0 Fc-Perp 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 1,100.0 1,100.0 1,100.Oksi Use Cr:Repetitive? No Minimum 400.0 400.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis: Fully braced against buckling ABOUT X-X Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 18.266 Ibs*Dead Load Factor AXIAL LOADS . . . Axial Load at 8.0 ft, D= 1.50, L=3.0, S =0.750 k BENDING LOADS . . . hand railing load: Lat. Point Load at 3.50 ft creating My-y, E=0.30 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5578: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X4 0.1313 k Bottom along X-X 0.1688 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 4.518 k for load combination: n/a Applied Mx 0.0 k-ft Along X-X 0.3979 in at 3.866 ft above base Applied My 0.0 k-ft Fc:Allowable 661.25 psi for load combination: E Only Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.06457: 1 Bending Com rep ssion Tension Load Combination +D+0.70E Location of max.above base 3.490 ft Applied Design Shear 14.464 psi Allowable Shear 224.0 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 1.000 0.2083 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L 1.000 1.000 0.5578 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S 1.150 1.000 0.2435 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750L 1.250 1.000 0.3722 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S 1.150 1.000 0.4649 PASS 0.0ft 0.0 PASS 8.0 ft +0.60D 1.600 1.000 0.07029 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.70E 1.600 1.000 0.5154 PASS 3.490 ft 0.06457 PASS 3.490 It +D+0.750L+0.750S+0.5250E 1.600 1.000 0.4879 PASS 3.490 ft 0.04843 PASS 3.490 ft +0.60D+0.70E 1.600 1.000 0.5066 PASS 3.490 ft 0.06457 PASS 3.490 ft