Loading...
18-012 Revised Structural Calculations[972] (2)PACIFIC NORTHWEST STRUCTURAL GROUP, INC A PROFESSIONAL ENGINEERING COMPANY 6193 NE MALBON CT. KINGSTON, WA 98346 360.903.2803 REVISED STRUCTURAL CALCULATIONS DEMETRI'S WOODSTONE EXTERIOR DECK 101 MAIN STREET EDMONDS, WA 98020 ALL COMPUTATIONS AND ENGINEERING FOR THIS PROJECT HAVE BEEN PERFORMED BY MYSELF OR UNDER MY SUPERVISION. 09-J U N-20 Digitally signed by David L. Starkel Date: 2020.06.09 09:41:00-07'00' Project: 18-012 Framing Location: JST1 Floor Joist [2015 International Building Code(2015 NDS)] 1.5 IN x 9.25 IN x 10.33 FT Pressure Treated @ 12 O.C. #2 - Hem -Fir - Wet Use Section Adequate By: 2.6% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.23 IN L/532 Dead Load 0.03 in Total Load 0.26 IN L/475 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 517 lb 517 lb Dead Load 62 lb 62 lb Total Load 579 lb 579 lb Bearing Length 1.42 in 1.42 in SUPPORT LOADS A B Live Load 517 plf 517 plf Dead Load 62 plf 62 plf Total Load 579 plf 579 plf MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: Base Values Adjusted Fb = 850 psi Fb' = 860 Cd=1.00 CF=1.10 Cr-1.15 Ci=0.80 Fv = 150 psi Fv' = 116 Cd=1.00 Cm=0.97 Ci=0.80 E = 1300 ksi E' = 1112 Cm=0.90 Ci=0.95 Fc - L = 405 psi Fc - L' = 271 Cm=0.67 Controlling Moment: 1494 ft-lb 5.16 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -497 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reg'd Provided Section Modulus: 20.84 in3 21.39 in3 Area (Shear): 6.41 in2 13.88 in2 Moment of Inertia (deflection): 66.93 in4 98.93 in4 Moment: 1494 ft-lb 1533 ft-lb Shear: -497lb 1077lb NOTES psi psi ksi psi page %David L. Starkel Pacific Northwest Structural Group, LLC 6193 NE Malbon Ct. of Kingston, WA 98346 StruCalc Version 10.0.1.6 3/30/2018 5:44:24 PM JOIST DATA Center Span Length 10.33 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING Uniform Floor Loading Center Live Load ILL = 100 psf Dead Load DL = 12 psf Total Load TL = 112 psf TL Adj. For Joist Spacing wT = 112 plf Project: 18-012 Framing Location: JST2 Floor Joist [2015 International Building Code(2015 NDS)] 1.5 IN x 9.25 IN x 9.75 FT Pressure Treated @ 12 O.C. #2 - Hem -Fir - Wet Use Section Adequate By: 15.2% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.18 IN L/633 Dead Load 0.02 in Total Load 0.21 IN L/565 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 488 lb 488 lb Dead Load 59 lb 59 lb Total Load 547 lb 547 lb Bearing Length 1.34 in 1.34 in SUPPORT LOADS A B Live Load 488 plf 488 plf Dead Load 59 plf 59 plf Total Load 547 plf 547 plf MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: Base Values Adjusted Fb = 850 psi Fb' = 860 Cd=1.00 CF=1.10 Cr-1.15 Ci=0.80 Fv = 150 psi Fv' = 116 Cd=1.00 Cm=0.97 Ci=0.80 E = 1300 ksi E' = 1112 Cm=0.90 Ci=0.95 Fc - L = 405 psi Fc - L' = 271 Cm=0.67 Controlling Moment: 1331 ft-lb 4.87 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -470 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reg'd Provided Section Modulus: 18.57 in3 21.39 in3 Area (Shear): 6.05 in2 13.88 in2 Moment of Inertia (deflection): 56.28 in4 98.93 in4 Moment: 1331 ft-lb 1533 ft-lb Shear: -470lb 1077lb NOTES psi psi ksi psi page %David L. Starkel Pacific Northwest Structural Group, LLC 6193 NE Malbon Ct. of Kingston, WA 98346 StruCalc Version 10.0.1.6 3/30/2018 5:44:24 PM JOIST DATA Center Span Length 9.75 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING Uniform Floor Loading Center Live Load ILL = 100 psf Dead Load DL = 12 psf Total Load TL = 112 psf TL Adj. For Joist Spacing wT = 112 plf Project: 18-012 Framing Location: MLB1 Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 1.5 IN x 9.25 IN x 3.08 FT Pressure Treated #2 - Hem -Fir - Dry Use Section Adequate By: 93.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN L/4314 Dead Load 0.00 in Total Load 0.01 IN L/3835 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 796 lb 796 lb Dead Load 99 lb 99 lb Total Load 895 lb 895 lb Bearing Length 1.47 in 1.47 in BEAM DATA Center Span Length 3.08 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 3.08 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 748 psi Cd=1.00 CF=1.10 Ci=0.80 Shear Stress: Fv = 150 psi Fv' = 120 psi Cd=1.00 Ci=0.80 Modulus of Elasticity: E = 1300 ksi E' = 1235 ksi Ci=0.95 Comp. -L to Grain: Fc - -L = 405 psi Fc -1' = 405 psi Controlling Moment: 690 ft-lb 1.54 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 448 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 11.06 in3 21.39 in3 Area (Shear): 5.6 in2 13.88 in2 Moment of Inertia (deflection): 8.25 in4 98.93 in4 Moment: 690 ft-lb 1333 ft-lb Shear: 448lb 1110lb page %David L. Starkel Pacific Northwest Structural Group, LLC 6193 NE Malbon Ct. of Kingston, WA 98346 StruCalc Version 10.0.1.6 3/30/2018 5:44:24 PM UNIFORM LOADS Center' Uniform Live Load 517 plf Uniform Dead Load 62 plf Beam Self Weight 3 plf Total Uniform Load 582 plf " Load obtained from Load Tracker. See Summary Report for details. Project: 18-012 Framing Location: FTG2 Footing [2015 International Building Code(2015 NDS)] Footing Size: 1.5 FT x 1.5 FT x 10.00 IN Section Footing Design Adequate page %David L. Starkel Pacific Northwest Structural Group, LLC 6193 NE Malbon Ct. of Kingston, WA 98346 StruCalc Version 10.0.1.6 3/30/2018 5:44:25 PM CAUTIONS * Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs = 2000 psf Concrete Compressive Strength: F'c = 3000 psi Reinforcing Steel Yield Strength: Fy = 60000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W = 1.5 ft Length: L = 1.5 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 8 in 4 ink COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m = 4 in Column Depth: n = 4 in Baseplate Width: bsw = 6 in Baseplate Length: bsl = 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1646 psf 10 in Effective Allowable Soil Bearing Pressure: Qe = 1875 psf Required Footing Area: Areq = 1.98 sf Area Provided: A = 2.25 sf T Baseplate Bearing: Bearing Required: Bear = 5754 lb 3 in Allowable Bearing: Bear -A= 100980 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 0 lb 1.5 ft Allowable Beam Shear: Vc1 = 5784 lb Punching Shear Calculations (Two Way Shear): FOOTING LOADING Critical Perimeter: Bo = 52 in Live Load: PL = 3272 lb * Punching Shear: Vu2 = 2752 lb Dead Load: PD = 432 lb * Controlling Allowable Punching Shear: vc2 = 33335 lb Total Load: PT = 3704 lb * Bending Calculations: Ultimate Factored Load: Pu = 5754 lb Factored Moment: Mu = 6752 in -lb Footing plus soil above footing weight: Wt = 181 lb Nominal Moment Strength: Mn = 28920 in -lb * Load obtained from Load Tracker. See Summary Report for details. NOTES Project: 18-012 Framing Location: FTG1 Footing [2015 International Building Code(2015 NDS)] Footing Size: 1.5 FT x 1.5 FT x 10.00 IN Section Footing Design Adequate page %David L. Starkel Pacific Northwest Structural Group, LLC 6193 NE Malbon Ct. of Kingston, WA 98346 StruCalc Version 10.0.1.6 3/30/2018 5:44:25 PM CAUTIONS Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs = 2500 psf Concrete Compressive Strength: F'c = 3000 psi Reinforcing Steel Yield Strength: Fy = 60000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W = 1.5 ft Length: L = 1.5 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 8 in 4 ink COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m = 4 in Column Depth: n = 4 in Baseplate Width: bsw = 6 in Baseplate Length: bsl = 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1591 psf 10 in Effective Allowable Soil Bearing Pressure: Qe = 2375 psf Required Footing Area: Areq = 1.51 sf Area Provided: A = 2.25 sf T Baseplate Bearing: Bearing Required: Bear = 5570 lb 3 in Allowable Bearing: Bear -A= 100980 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 0 lb 1.5 ft Allowable Beam Shear: Vc1 = 5784 lb Punching Shear Calculations (Two Way Shear): FOOTING LOADING Critical Perimeter: Bo = 52 in Live Load: PL = 3184 lb " Punching Shear: Vu2 = 2664 lb Dead Load: PD = 396 lb' Controlling Allowable Punching Shear: vc2 = 33335 lb Total Load: PT = 3580 lb Bending Calculations: Ultimate Factored Load: Pu = 5570 lb Factored Moment: Mu = 6537 in -lb Footing plus soil above footing weight: Wt = 181 lb Nominal Moment Strength: Mn = 28920 in -lb " Load obtained from Load Tracker. See Summary Report for details. NOTES Project: 18-012 Framing Location: MLB2 Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.5 IN x 6.33 FT Pressure Treated #2 - Hem -Fir - Dry Use Section Adequate By: 22.1 % Controlling Factor: Moment DEFLECTIONS Center Live Load 0.06 IN L/1256 Dead Load 0.01 in Total Load 0.07 IN L/1110 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1636 lb 1636 lb Dead Load 216 lb 216 lb Total Load 1852 lb 1852 lb Bearing Length 1.31 in 1.31 in BEAM DATA Center Span Length 6.33 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 816 psi Cd=1.00 CF=1.20 Ci=0.80 Shear Stress: Fv = 150 psi Fv' = 120 psi Cd=1.00 Ci=0.80 Modulus of Elasticity: E = 1300 ksi E' = 1235 ksi Ci=0.95 Comp. -L to Grain: Fc - -L = 405 psi Fc -1' = 405 psi Controlling Moment: 2931 ft-lb 3.16 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1408 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 43.1 in3 52.65 in3 Area (Shear): 17.6 in2 33.25 in2 Moment of Inertia (deflection): 71.66 in4 250.07 in4 Moment: 2931 ft-lb 3580 ft-lb Shear: -1408lb 2660lb page %David L. Starkel Pacific Northwest Structural Group, LLC 6193 NE Malbon Ct. of Kingston, WA 98346 StruCalc Version 10.0.1.6 3/30/2018 5:44:25 PM UNIFORM LOADS Center' Uniform Live Load 517 plf Uniform Dead Load 62 plf Beam Self Weight 6 plf Total Uniform Load 585 plf " Load obtained from Load Tracker. See Summary Report for details. Project: 18-012 Framing Location: DECK POST Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.5INx5.5INx11.0FT(4.5+6.5) #1 - Western Cedars - Dry Use Section Adequate By: 7.4% Controlling Factor: Deflection DEFLECTIONS Center Right Live Load -0.07 IN L/724 1.17 IN 2L/134 Dead Load 0.00 in 0.04 in Total Load -0.08 IN L/701 1.21 IN 2L/128 Live Load Deflection Criteria: L/120 Total Load Deflection Criteria: L/120 REACTIONS A B Live Load 270 lb 1613 lb Dead Load -12 lb 63 lb Total Load 258 lb 1676 lb Uplift (1.5 F.S) -575 lb 0 lb Bearing Length 0.11 in 0.72 in BEAM DATA Center Right Span Length 4.5 ft 6.5 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 4.5 ft 6.5 ft Live Load Duration Factor 1.60 Notch Depth 0.00 MATERIAL PROPERTIES #1 -Western Cedars Base Values Adjusted Bending Stress: Fb = 875 psi Fb' = 1394 psi Cd=1.60 C1=1.00 CF=1.00 Shear Stress: Fv = 140 psi Fv' = 224 psi Cd=1.60 Modulus of Elasticity: E = 1000 ksi E' = 1000 ksi Comp. -L to Grain: Fc - L = 425 psi Fc - -L' = 425 psi Controlling Moment: -2635 ft-lb Over left support of span 3 (Right Span) Created by combining all dead loads and live loads on span(s) 3 Controlling Shear: -810 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Read Provided Section Modulus: 22.68 in3 27.73 in3 Area (Shear): 5.42 in2 30.25 in2 Moment of Inertia (deflection): 70.98 in4 76.26 in4 Moment: -2635 ft-lb 3221 ft-lb Shear: -810lb 4517lb page %David L. Starkel Pacific Northwest Structural Group, LLC 6193 NE Malbon Ct. of Kingston, WA 98346 StruCalc Version 10.0.1.6 3/30/2018 5:44:26 PM UNIFORM LOADS Center Right Uniform Live Load 120 plf 120 plf Uniform Dead Load 0 plf 0 plf Beam Self Weight 5 plf 5 plf Total Uniform Load 125 plf 125 plf