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REVIEWED BLD2024-1376+Structural_Calculations+10.16.2024_3.44.36_PM+4564396Page 1 of 6 m _ • _ • info@?b2engineers.com 425-318-7047 (0) 425-318-0031 (C) REVIEWED BY CITY OF EDMONDS RIGSBY ELEVATOR ADDITION STRUCTURAL CALCULATIONS 21813 86TH PLACE WEST, EDMONDS, WA 98026 PROJECT NO: 24181 DATE:08/07/24 PREPARED BY: BASRI BASRI PE, SE )esign Criteria International Building Code (IBC) 2021 American Society of Civil Engineers (ASCE) 7-16 Pro �5 of WAS/,, A T9 43789 11 �l�j cTURAL ENG\G\ SS�ONAL EN Structural design of elevator addition framing at the back of the house utilizing conventional wood framing on shallow concrete foundation. Please see attached calculations for your reference Live Load and Other Structural Criteria Roof Snow (psf) 25 Residential Live Load (psf) 40 Balcony, Deck and Platform Live Load (psf) 60 Office Live Load (psf) 50 Garage Live Load (psf) 40 with 3000# point load Retail, Corridor, Walkway Live Load (psf) 100 Allowable Soil Bearing Pressure (psf) 1500 (assumed) Soil Active Pressure (pcf) 35 (assumed) Seismic Criteria Ss, %g 140 S1, %g 45 Risk Category II Site Class D Ductility Factor, R 6.5 Seismic Performance Category D Wind Criteria Ultimate Wind Speed, mph 98 Building Classifications II Wind Exposure Category B Topographic Effect, Kzt 1.0 Project: Rigsby Elevator Addition Location: UPPER FLOOR JOIST Floor Joist Floor Joist [2021 International Building Code(2018 NDS)] 1.5 IN x 9.25 IN x 12.0 FT @16O.C. #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 48.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.16 IN L/916 Dead Load 0.07 in Total Load 0.22 IN L/643 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: U400 REACTIONS A B Live Load 320 lb 320 lb Dead Load 136 lb 136 lb Total Load 456 lb 456 lb Bearing Length 0.49 in 0.49 in SUPPORT LOADS A B Live Load 240 plf 240 plf Dead Load 102 plf 102 plf Total Load 342 plf 342 plf MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb' = 1139 psi Cd=1.00 CF=1.10 Cr-1.15 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -L to Grain: Fc - -L = 625 psi Fc - -L = 625 psi Controlling Moment: 1368 ft-lb 6.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 456 lb At 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: 14.42 in3 21.39 in3 Area (Shear): 3.8 in2 13.88 in2 Moment of Inertia (deflection): 61.55 in4 98.93 in4 Moment: 1368 ft-lb 2029 ft-lb Shear: 456 lb 1665lb 0 The Vitruvius Project, Inc. P g o� StruCalc Version 11.1.8.0 8/7/2024 9:43:22 PM J015T DATA Center Span Length 12 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 LL = 40 psf Dead Load DL = 17 psf Total Load TL = 57 psf TL Adj. For Joist Spacing wT = 76 plf Project: Rigsby Elevator Addition Location: ROOF COLLAR TIE 2X6 AT 24 Collar Tie Collar Tie [2021 International Building Code(2018 NDS)] 1.5INx5.5INx5.0FT(4+1)@24O.C. #2 - Douglas -Fir -Larch - Dry Use 1.5 x 3.5 Solid Sawn Lumber with minimum Ft = 575 Section Adequate By: 284.6% Controlling Factor: Shear DEFLECTIONS Center Right Live Load 0.01 IN L/4338 -0.01 IN 2L/2406 Dead Load 0.01 in -0.01 in Total Load 0.02 IN L/2931 -0.02 IN 2L/1626 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 RAFTER REACTIONS LOADS REACTIONS Lower Live Load @ A & B 132 plf 264 lb Lower Dead Load @ A & B 63 plf 126 lb Lower Total Load @ A & B 195 plf 390 lb Collar Tie Tension 459 lb RAFTER SUPPORT DATA B Bearing Length 0.42 in RAFTER DATA Interor Lave Span Length 4 ft 1 ft Unbraced Length -Bottom 4.22 ft 0 ft Rafter Pitch 4 12 Collar Tie Location 1.67 ft Roof Duration Factor 1.15 Peak Notch Depth 0.00 Base Notch Depth 0.00 RAFTER LOADING Uniform Floor Loading Roof Live Load: LL = 25 psf Roof Dead Load: DL = 12 psf Slope Adjusted Spans And Loads Interior Span: L-adj = 4.22 ft Eave Span: L-Eave-adj = 1.05 ft Rafter Live Load: wL-adj = 45 plf Eave Live Load: wL-Eave-adj = 45 plf Rafter Dead Load: wD-adj = 23 plf Rafter Total Load: wT-adj = 68 plf Eave Total Load: wT-Eave-adj = 68 plf 0 The Vitruvius Project, Inc. P g r�9fl 6 o� StruCalc Version 11.1.8.0 8/7/2024 9:43:22 PM MATERIAL PROPERTIES Base Values Adiusted Bending Stress: Fb = 900 psi Fb' = 1547 psi Cd=1.15 CF=1.30 Cr-1.15 Shear Stress: Fv = 180 psi Fv' = 207 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc - -L = 625 psi Controlling Moment: 150 ft-lb 1.964 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -296 lb 3.795 Ft from left 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: 1.16 in3 7.56 in3 Area (Shear): 2.14 in2 8.25 in2 Moment of Inertia (deflection): 2.3 in4 20.8 in4 Moment: 150 ft-lb 975 ft-lb Shear: -296lb 1139lb COLLAR TIE DESIGN 1.5 x 3.5 Solid Sawn Lumber with minimum Ft = 575 Base Values Adiusted Tension Parallel to Grain Ft = 575 psi Ft' = 992 psi Cd=1.15 C1=0.00 Collar Tie Location 1.67 ft Collar Tie Tension 459 lb Collar Tie Capacity 5207 lb Nailing Required @ Both Ends 16d Common 3 Nails 16d Sinker 4 Nails 16d Box 4 Nails LOADING DIAGRAM 1ft 4ft 1.67 ft 8ft Project: Rigsby Elevator Addition The Vitruvius Project, Inc. P g r9�16 Location: 2-2X10 BEAM AT UPPER FLOOR / Uniformly Loaded Floor Beam of Uniformly Loaded Floor Beam [2021 International Building Code(2018 NDS)] (2)1.5INx9.25INx10.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 26.8% StruCalc Version 11.1.8.0 8/7/2024 9:43:22 PM Controlling Factor: Moment CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Live Load 0.07 IN L/1689 Dead Load 0.11 in Total Load 0.18 IN L/660 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U360 REACTIONS A B Live Load 500 lb 500 lb Dead Load 780 lb 780 lb Total Load 1280 lb 1280 lb Bearing Length 0.68 in 0.68 in BEAM DATA Center Span Length 10 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb' = 1139 psi Cd=1.15 CF=1.10 Shear Stress: Fv = 180 psi Fv' = 207 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 3200 ft-lb 5.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -1280 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 33.73 in3 42.78 in3 Area (Shear): 9.28 in2 27.75 in2 Moment of Inertia (deflection): 107.99 in4 197.86 in4 Moment: 3200 ft-lb 4059 ft-lb Shear: -1280 lb 3830lb FLOOR LOADING Side 1 Side 2 Floor Live Load FILL = 25 psf 0 psf Floor Dead Load FDL = 15 psf 0 psf Floor Tributary Width FTW = 4 ft 0 ft Wall Load WALL = 90 plf Beam Total Live Load: wL = 100 plf Beam Total Dead Load: wD = 150 plf Beam Self Weight: BSW = 6 plf Total Maximum Load: wT = 256 plf Project: Rigsby Elevator Addition Location: 4X8 HEADER Uniformly Loaded Floor Beam Uniformly Loaded Floor Beam [2021 International Building Code(2018 NDS)] 3.5 IN x 7.25 IN x 4.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 444.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN L/9264 Dead Load 0.01 in Total Load 0.01 IN L/4698 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U360 REACTIONS A B Live Load 320 lb 320 lb Dead Load 311 lb 311 lb Total Load 631 lb 631 lb Bearing Length 0.29 in 0.29 in BEAM DATA Center Span Length 4 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb' = 1346 psi Cd=1.15 CF=1.30 Shear Stress: Fv = 180 psi Fv' = 207 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 631 ft-lb 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 631 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 5.63 in3 30.66 in3 Area (Shear): 4.57 in2 25.38 in2 Moment of Inertia (deflection): 8.52 in4 111.15 in4 Moment: 631 ft-lb 3438 ft-lb Shear: 631 lb 3502lb 0 The Vitruvius Project, Inc. P g9�f 6 o� StruCalc Version 11.1.8.0 8/7/2024 9:43:23 PM FLOOR LOADING Side 1 Side 2 Floor Live Load FILL = 40 psf 0 psf Floor Dead Load FDL = 15 psf 0 psf Floor Tributary Width FTW = 4 ft 0 ft Wall Load WALL = 90 plf BEAM LOADING Beam Total Live Load: wL = 160 plf Beam Total Dead Load: wD = 150 plf Beam Self Weight: BSW = 6 plf Total Maximum Load: wT = 316 plf Project: Rigsby Elevator Addition Location: PERIMETER FOOTING Footing Footing [2021 International Building Code(2018 NDS)] Footing Size: 14.0 IN Wide x 10.0 IN Deep Continuous Footing With 6.0 IN Th x 18.0 IN Tall Stemwall Long itudinalReinforcement: (2) Continuous #4 Bars TransverseReinforcement: #4 Bars @ 9.00 IN. O.C. (unnecessary) 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 = 14 in Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in STEMWALL SIZE Stemwall Width: 6 in Stemwall Height: 18 in Stemwall Weight: 150 pcf FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 696 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Width Required: Wreq = 0.59 ft Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 0 lb Allowable Beam Shear: Vc1 = 469 lb Transverse Direction: Bending Calculations: Factored Moment: Mu = 649 in -lb Nominal Moment Strength: Mn = 0 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.38 in Steel Required Based on Moment: As(1) = 0.00 in2 Min. Code Req'd Reinf. Flex. Members (ACI-150.1)As(2) = 0.24 in2 Controlling Reinforcing Steel: As-reqd = 0.24 in2 Selected Reinforcement: Trans: #4's @ 9.0 in. o.c. Reinforcement Area Provided: As = 0.24 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 1 in Longitudinal Direction: Reinforcement Calculations: Min. Code Req'd Reinf. Flex. Members (ACI-150.1): As(2) = 0.28 in2 Controlling Reinforcing Steel: As-reqd = 0.28 in2 Selected Reinforcement: Longitudinal: (2) Cont. #4 Bars Reinforcement Area Provided: As = 0.39 in2 18V 6 of StruCalc Version 11.1.8.0 8/7/2024 9:43:23 PM LOADING DIAGRAM �6in� 10 in n n T 3 in T 1.166667 ft FOOTING LOADING Live Load: PL = Dead Load: PD = Total Load: PT = Ultimate Factored Load: Pu = 400 plf 300 plf 813 plf 1135 plf