6323 BEVERLY BLVD 2021-07-12 - Laserfiche WebLink

Project: DANIEL WELCHER REMODEL Page 1 gate21 basri Location: P1-1 fill,; t; b2 Engineers Column 15306 61st Place NE of [2015 International Building Code(2012 NDS)] i - Kenmore, WA 98028 3.5INx3.51Nx8.0FT #2 - Douglas-Fir-Larch - Dry Use StruCalc Version 9.0.3.0 2/5/2019 5:51:19 PM Section Adequate By: 46.4% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn = 2250 lb Dead Load: Vert-DL-Rxn = 1481 lb Total Load: Vert-TL-Rxn = 3731 lb COLUMN DATA B Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 0 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc' = 568 psi Cd=1.00 Cf=1.15 Cp=0.37 Bending Stress (X-X Axis): Fbx = 900 psi Fbx' = 1350 psi Cd=1.00 CF=1.50 8ft Bending Stress (Y-Y Axis): Fby = 900 psi Fby' = 1350 psi Cd=1.00 CF=1.50 Modulus of Elasticity: E = 1600 ksi E' = 1600 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 = 27.43 Ley/dy = 0 A Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) AXIAL LOADING Actual Compressive Stress: Fc= 305 psi Live Load: PL = 2250 lb Allowable Compressive Stress: Fc' = 568 psi Dead Load: PD = 1460 lb Eccentricity Moment (X-X Axis): Mx-ex = 0 ft-lb Column Self Weight: CSW = 21 lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Total Load: PT = 3731 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' = 1350 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1350 psi Combined Stress Factor: CSF = 0.54 NOTES _ G/ C75