3716 UPLAND AVE 2018-03-27 - Laserfiche WebLink

Project:Jerabek aa9e Location:6x6 DF#1 POST AT GARAGE DR JAMB Hers Column 2812 Colby Avenue of [2012 International Building Code(2012 NDS)] Everett WA 98201 5.5 INx5.5INx8.0FT • #1-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 12/15/2014 3:32:41 PM Section Adequate By:30.9% VERTICAL REACTIONS LQADING DIAGRAM Live Load: Vert-LL-Rxn= 10561 lb Dead Load: Vert-DL-Rxn= 6574 lb Total Load: Vert-TL-Rxn= 17135 lb COLUMN DATA Total Column Length: 8 ft - - Unbraced Length(X-Axis)Lx: 8 ft -- Unbraced Length(Y-Axis)Ly: 8 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #1 -Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1000 psi Fc'= 820 psi Cd=1.00 Cp=0.82 Bending Stress(X-X Axis): Fbx= 1200 psi Fbx'= 1200 psi Cd=1.00 CF=1.00 8 n Bending Stress(Y-Y Axis): Fby= 1200 psi Fby'= 1200 psi Cd=1.00 CF=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 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= 17.45 Ley/dy= 17.45 A Column Calculations(Controlling Case Only): Igl LOADING Controlling Load Case:Axial Total Load Only(L+D) Actual Compressive Stress: Fc= 566 psi Live Load: PL= 10561 lb Dead Load: PD= 6522 lb Allowable Compressive Stress: Fc'= 820 psi Column Self Weight: CSW= 52 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Load: PT= 17135 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-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'= 1200 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1200 psi Combined Stress Factor: CSF= 0.69