3716 UPLAND AVE 2018-03-27 - Laserfiche WebLink

page Project:Jerabek Location:4X6 min window jamb @ great rm front window ,d0,at., AmericanHomePlanners / Column _ 2812 Colby Avenue of [2012 International Building Code(2012 NDS)] Everett WA 98201 3.5 IN x 5.5 IN x 8.0 FT - #2-Hem-Fir-Dry Use StruCalc Version 9.0.1.0 12/15/2014 3:31:23 PM Section Adequate By:36.7% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 3739 lb Dead Load: Vert-DL-Rxn= 1960 lb Total Load: Vert-TL-Rxn= 5699 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 #2-Hem-Fir ease Values Adjusted Compressive Stress: Fc= 1300 psi Fc'= 468 psi Cd=1.00 Cf=1.10 Cp=0.33 Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1105 psi Cd=1.00 CF=1.30 Bft Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1105 psi Cd=1.00 CF=1.30 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 19.25 in2 Section Modulus(X-X Axis): Sx= 17.65 in3 Section Modulus(Y-Y Axis): Sy= 11.23 in3 Slenderness Ratio: Lex/dx= 17.45 Ley/dy= 27.43 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Total Load Only(L+D) Live Load: PL= 3739 lb Actual Compressive Stress: Fc= 296 psi Dead Load: PD= 1931 lb Allowable Compressive Stress: Fc'= 468 psi Column Self Weight: CSW= 29 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Load: PT= 5699 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'= 1105 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1105 psi Combined Stress Factor: CSF= 0.63