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REV1 REVIEWED BLD2022-0865+Structural_Analysis_or_Calculations+4.10.2023_11.24.05_AM+3473191info@b2engineers.com 425-318-7047 (0) 425-318-0031 (C) REVIEWED BY ■ ■ CITY OF EDMONDS BUILDING DEPARTMENT FULLER REMODEL EDMONDS 10631 229TH PL SW, EDMONDS, WA 98020 STRUCTURAL CALCULATIONS PROJECT NO: 20202 DATE:03/29/23 PREPARED BY: BASR1 BASR1 PE, SE Design Criteria International Building Code (IBC) 2015 American Society of Civil Engineers (ASCE) 7-10 REVISION Apr 10 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2022-0865 Page 1 of 6 VVA S y , 43789 RA L NIA 1 Project Description REMOVAL OF EXISTING INTERIOR LOAD -BEARING WALLS. INSTALLATION OF NEW BEAMS, POSTS AND FOOTINGS. PLEASE SEE ATTACHED CALCULATIONS. Project: FULLER REMODEL EDMONDS Location: RB-1 Roof Beam Roof Beam [2021 International Building Code(2018 NDS)] 5.51Nx9.01Nx15.5FT 24F-V4 -Visually Graded Western Species -Dry Use Section Adequate By: 20.5% Controlling Factor: Moment The Vitruvius Project, Inc. P` StruCalc Version 11.1.2.0 CAUTIONS The design dead load deflection exceeds the default maximum of 1/4" on spans (2). DEFLECTIONS Center Live Load 0.54 IN L/346 Dead Load 0.28 in Total Load 0.82 IN L/227 Live Load Deflection Criteria: L/240 REACTIONS A B Live Load 1208 lb 1208 lb Dead Load 663 lb 663 lb Total Load 1871 lb 1871 lb Bearing Length 0.52 in 0.52 in BEAM DATA Span Length 15.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 Camber Adj. Factor 1.5 Camber Required 0.42 Notch Depth 0.00 Total Load Deflection Criteria: L/180 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2760 psi Cd=1.15 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. �L to Grain: Fc - = 650 psi Fc - 650 psi Controlling Moment: 14175 ft-lb 7.75 ft from left support Created by combining all dead and live loads. Controlling Shear: -1871 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Section Modulus: 61.63 in3 Area (Shear): 9.21 in2 Moment of Inertia (deflection): 265.13 in4 Moment: 14175 ft-lb Shear: -1871 lb Provided 74.25 in3 49.5 in2 334.13 in4 17078 ft-lb 10057 lb LOADING D I AG RAM ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: 3/29/2023 12 : 54: 30 PM 1 15.5 ft LL = 0 psf D L = 0 psf TW = 0 ft LL = 0 psf D L = 0 psf TW = 0 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 15.5 ft Beam Self Weight: BSW = 11 plf Beam Uniform Live Load: wL = 0 plf Beam Uniform Dead Load: wD_ad j = 11 plf Total Uniform Load: wT = 11 plf POINT LOADS - CENTER SPAN Load Number One Live Load 2415 lb Dead Load 1160 lb Location 7.75 ft 1 12zf 6 of Project: FULLER REMODEL EDMONDS Location: RB-2 Roof Beam Roof Beam [2021 International Building Code(2018 NDS)] 5.51Nx9.01Nx15.5FT 24F-V4 -Visually Graded Western Species -Dry Use Section Adequate By: 29.5% Controlling Factor: Moment The Vitruvius Project, Inc. P` StruCalc Version 11.1.2.0 CAUTIONS The design dead load deflection exceeds the default maximum of 1/4" on spans (2). DEFLECTIONS Center Live Load 0.50 IN L/371 Dead Load 0.26 in Total Load 0.76 1 N L/244 Live Load Deflection Criteria: L/240 REACTIONS A B Live Load 1125 lb 1125 lb Dead Load 618 lb 618 lb Total Load 1743 lb 1743 lb Bearing Length 0.49 in 0.49 in BEAM DATA Span Length 15.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 Camber Adj. Factor 1.5 Camber Required 0.39 Notch Depth 0.00 Total Load Deflection Criteria: L/180 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2760 psi Cd=1.15 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. �L to Grain: Fc - = 650 psi Fc - 650 psi Controlling Moment: 13187 ft-lb 7.75 ft from left support Created by combining all dead and live loads. Controlling Shear: -1743 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Section Modulus: 57.34 in3 Area (Shear): 8.58 in2 Moment of Inertia (deflection): 246.76 in4 Moment: 13187 ft-lb Shear: -1743 lb Provided 74.25 in3 49.5 in2 334.13 in4 17078 ft-lb 10057 lb LOADING D I AG RAM ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: 3/29/2023 12 : 54: 30 PM 1 15.5 ft LL = 0 psf D L = 0 psf TW = 0 ft LL = 0 psf D L = 0 psf TW = 0 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 15.5 ft Beam Self Weight: BSW = 11 plf Beam Uniform Live Load: wL = 0 plf Beam Uniform Dead Load: wD_ad j = 11 plf Total Uniform Load: wT = 11 plf POINT LOADS - CENTER SPAN Load Number One Live Load 2250 lb Dead Load 1070 lb Location 7.75 ft 72r-F:' •1 • of Project: FULLER REMODEL EDMONDS Location: RB-3 Multi -Loaded Multi -Span Beam Multi -Loaded Multi -Span Beam [2021 International Building Code(2018 NDS)] 5.51Nx9.01Nx14.75FT 24F-V4 -Visually Graded Western Species -Dry Use Section Adequate By: 11.7% Controlling Factor: Deflection The Vitruvius Project, Inc. P` StruCalc Version 11.1.2.0 CAUTIONS The design dead load deflection exceeds the default maximum of 1/4" on spans (2). DEFLECTIONS Center Live Load 0.57 IN L/310 Dead Load 0.31 in Total Load 0.88 IN L/201 Live Load Deflection Criteria: L/240 REACTIONS A B Live Load 2252 lb 2854 lb Dead Load 1218 lb 1549 lb Total Load 3470 lb 4403 lb Bearing Length 0.97 in 1.23 in BEAM DATA Total Load Deflection Criteria: L/180 ('.AntAr Span Length 14.75 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 14.75 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 Camber Required 0.46 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -Lto Grain: Fb = F b_c m p r = Cd=1.15 Fv = Cd=1.15 E= Fc-�= 2400 psi 1850 psi Adjusted Controlled by: Fb' = 2760 psi 265 psi Fv' = 305 psi 1800 ksi E' = 1800 ksi 650 psi Fc - -L' = 650 psi Controlling Moment: 13441 ft-lb 6.05 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -4403 lb 15.0 Ft 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: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd 58.44 in3 21.67 in2 299.23 i n4 13441 ft-lb -4403 lb Provided 74.25 in3 49.5 in2 334.13 in4 17078 ft-lb 10057 lb LOADING D I AG RAM UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load E Center 188 plf 90 plf 11 plf 289 plf 3/29/2023 12 : 54: 31 PM 14.75 ft POINT LOADS - CENTER SPAN Load Number One * Two Live Load 1125 lb 1208 lb Dead Load 618 lb 663 lb Location 4.75 ft 13.5 ft * Load obtained from Load Tracker. See Summary Report for details. / of 2 Project: FULLER REMODEL EDMONDS Location: P-1 Column Column [2021 International Building Code(2018 NDS)] 3.51Nx5.51Nx9.0FT Stud -Hem-Fir -Dry Use Section Adequate By: 32.2% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = 2854 lb Vert-DL-Rxn = 1581 lb Vert-TL-Rxn = 4435 lb COLUMN DATA Total Column Length: 9 ft Unbraced Length (X-Axis) Lx: 9 ft Unbraced Length (Y-Axis) Ly: 9 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.15 COLUMN PROPERTIES Stud - Hem -Fir Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Base Values Adjusted Fc = 800 psi Fc' = 340 Cd=1.15 Cp=0.37 Fbx = 675 psi Fbx' _ Cd =1.15 CF=1.00 Cf=1.18 Fby = 675 psi Fby' _ Cd =1.15 CF=1.00 Cf=1.18 psi 916 psi 916 psi E = 1200 ksi E' = 1200 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 = 19.64 Ley/dy = 30.86 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 230 psi Allowable Compressive Stress: Fc' = 340 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-Ib 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' = 916 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 916 psi Combined Stress Factor: CSF = 0.68 The Vitruvius Project, Inc. P` StruCalc Version 11.1.2.0 LOADING DIAGRAM B 9ft A 3/29/2023 12 : 54: 31 PM 1 AXIAL LOADING Live Load: PL = 2854 lb Dead Load: P D = 1549 lb Column Self Weight: CSW = 32 lb Total Axial Load: PT = 4435 lb * Load obtained from Load Tracker. See Summary Report for details. / of Project: FULLER REMODEL EDMONDS Location: F-1 Footing Footing [2021 International Building Code(2018 NDS)] Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W = 2 ft Length: L = 2 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 4 in Column Depth: n = 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1109 Effective Allowable Soil Bearing Pressure: Qe = 1375 Required Footing Area: Areq = 3.23 Area Provided: A = 4.00 Baseplate Bearing: Bearing Required: Bear = 6464 Allowable Bearing: Bear -A = 66300 Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 1549 Allowable Beam Shear: Vc1 = 11250 Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 45 Punching Shear: Vu2 = 5055 Allowable Punching Shear (ACI 11-35): vc2-a = 49219 Allowable Punching Shear (ACI 11-36): vc2-b = 79688 Allowable Punching Shear (ACI 11-37): vc2-c = 42188 Controlling Allowable Punching Shear: vc2 = 42188 Bending Calculations: Factored Moment: Mu = 19391 Nominal Moment Strength: Mn = 127575 Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.46 Steel Required Based on Moment: As(1) = 0.09 Min. Code Req'd Reinf. Flex. Members (ACI-150.1): As(2) = 0.48 Controlling Reinforcing Steel: As-regd = 0.48 Selected Reinforcement: #4's @ 8.0 in. o.c. e/w (3) Min. Reinforcement Area Provided: As = 0.59 Development Length Calculations: Development Length Required: Ld = 15 Development Length Supplied: Ld-sup = 9 Note: Plain concrete adequate for bending, therefore adequate development length not required. psf psf sf sf in lb lb lb lb lb in -lb in -lb in in2 in2 in2 in2 in in The Vitruvius Project, Inc. P` StruCalc Version 11.1.2.0 3/29/2023 12 : 54: 32 PM 72r- /`. fl • / of LOADING DIAGRAM 6 in 10 in 3 in 2 ft �4 in 10 in n n 3 in 2 ft FOOTING LOADING Live Load: P L = 2854 lb Dead Load: P D = 1581 lb Total Load: PT = 4435 lb Ultimate Factored Load: Pu = 6464 lb Footing plus soil above footing weight: Wt = 322 lb * Load obtained from Load Tracker. See Summary Report for details.