2105 MCDOUGALL AVE B 2025-08-12 - Laserfiche WebLink

Project:MCDOUGALL AVE EVERETT • B2 Engineers 4 of 12 Ipage Location:P-3 StruCalc Version 11.1.8.0 7/8/2024 5:01:30 PM / Column of Column[2018 International Building Code(2018 NDS)] 5.5 IN x 5.5 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:53.2% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 5810 lb Dead Load: Vert-DL-Rxn= 3552 lb Total Load: Vert-TL-Rxn= 9362 lb COLUMN DATA Total Column Length: 8 ft B Unbraced Length(X-Axis)Lx: 8 ft —_ V Unbraced Length(Y-Axis)Ly: 8 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.15 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 700 psi Fc'= 661 psi Cd=1.15 Cp=0.82 Bending Stress(X-X Axis): Fbx= 750 psi Fbx'= 863 psi Cd=1.15 CF=1.00 8ft Bending Stress(Y-Y Axis): Fby= 750 psi Fby'= 863 psi Cd=1.15 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= 17.45 Ley/dy= 17.45 _ A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 310 psi Live Load: PL= 5810 lb Allowable Compressive Stress: Fc'= 661 psi Dead Load: PD= 3500 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 52 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 9362 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'= 863 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 863 psi Combined Stress Factor. CSF= 0.47