1913 23RD ST 2019-06-25 - Laserfiche WebLink

page Project:rear deck pPetim ririlpelas Location:worst case loading on column(no lateral loads) t 4 Chopelas and associates Column 307 N.Olympic Ave,suite 208 of [2012 International Building Code(2012 NDS)] w• Arlington,WA 98223 3.5 IN x 3.5 IN x 11.3 FT #2- Hem-Fir-Dry Use StruCalc Version 9.0.2.5 9/17/2016 10:55:29 PM Section Adequate By: 76.6% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 1080 lb Dead Load: Vert-DL-Rxn= 296 lb Total Load: Vert-TL-Rxn= 1376 lb COLUMN DATA Total Column Length: 11.3 ft B Unbraced Length(X-Axis)Lx: 11.3 ft Unbraced Length(Y-Axis)Ly: 11.3 ft Column End Condtion-K(e): 0.7 Axial Load Duration Factor 1.00 • COLUMN PROPERTIES #2 -Hem-Fir Base Values Adjusted Compressive Stress: Fc= 1300 psi Fc'= 480 psi Cd=1.00 Cf-1.15 Cp=0.32 Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1275 psi Cd=1.00 CF=1.50 11.3f. Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1275 psi Cd=1.00 CF=1.50 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 27.12 Ley/dy= 27.12 Column Calculations(Controlling Case Only): A Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 112 psi Live Load: PL= 1080 lb Allowable Compressive Stress: Fc'= 480 psi Dead Load: PD= 270 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 26 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 1376 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress (X-X Axis): Fbx'= 1275 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1275 psi Combined Stress Factor: CSF= 0.23 NOTES