1511 OAKES AVE 2025-01-27 - Laserfiche WebLink

Project:Mike Wilkinson page Location:6x6 HF#1 POST @ GREAT RM GIRDER SIC AmericanHomePlanners Column 2812 Colby Avenue of (2015 International Building Code(2012 NDS)] Everett WA 98201 5.5IN x 5.5IN x 17.0 FT #1 -Hem-Fir-Dry Use StruCalc Version 9.0.2.5 7/12/2018 5:12:35 PM -Section Adequate By: 12.7% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 4000 lb Dead Load: Vert-DL-Rxn= 2823 lb Total Load: Vert-TL-Rxn= 6823 lb COLUMN DATA Total Column Length: 17 ft Unbraced Length(X-Axis)Lx: 17 ft V Unbraced Length(Y-Axis)Ly: 17 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #1 -Hem-Fir Base Values Adjusted Compressive Stress: Fc= 850 psi Fc'= 258 psi Cd=1.00 Cp=0.30 Bending Stress(X-XAxis): Fbx= 975 psi Fbx'= 975 psi Cd=1.00 CF=1.00 17 ft Bending Stress(Y-Y Axis): Fby= 975 psi Fby'= 975 psi Cd=1.00 CF=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 5.5 in Area: A= 30.25 in2 Section Modulus(X-X Axis): Sx= 27.73 in3 Section Modulus(Y-Y Axis): Sy= 27.73 in3 Slenderness Ratio: Lex/dx= 37.09 Ley/dy= 37.09 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 226 psi Live Load: PL= 4000 lb Allowable Compressive Stress: Fc'= 258 psi Dead Load: PD= 2727 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 96 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 6823 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'= 975 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 975 psi Combined Stress Factor: CSF= 0.87 NOTES