BLD2024-1470+Calculations+11.7.2024_1.32.38_PM+4607692BLD2024-1470 RECEIVED
Nov 08 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
JENKINS DECK ADDITION
18914 94TH AVE WEST. EDMONDS, WA 98020
STRUCTURAL DESIGN
PROJECT NO: 24260 DATE:11/02/24
PREPARED BY: BASRI BASRI PE, SE
n Criteria
International Building Code (IBC) 2021
American Society of Civil Engineers (ASCE) 7-16
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Project Description
Structural design of upper floor rear deck addition utilizing conventional wood framing on shallow concrete
foundation. The deck is anchored to the existing house to provide lateral stability
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)
2000 (per Geotech report)
Soil Active Pressure (pcf)
35
Seismic Criteria
Ss, %g
140
S1, %g
45
Risk Category
II
Site Class
D
1.5
Ductility Factor, R
Seismic Performance Category
D
Wind Criteria
Ultimate Wind Speed, mph
98
Building Classifications
II
Wind Exposure Category
B
Topographic Effect, Kzt
1.0
Project: Jenkins Deck
Location: DJ-1
Floor Joist
Floor Joist [2021 International Building Code(2018 NDS)]
1.5 IN x 7.25 IN x 16.75 FT (4.2 + 8 + 4.5) @ 8 O.C.
#2 - Hem -Fir - Dry Use
Section Adequate By: 18.4%
Controlling Factor: Deflection
DEFLECTIONS Left Center Right
Live Load 0.22 IN 2U456 -0.09 IN U1122 0.25 IN 2U426
Dead Load 0.02 in 0.00 in 0.02 in
Total Load 0.24 IN 2U424 -0.09 IN L/1079 0.27 IN 2U396
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240
REACTIONS A B
Live Load 375 lb 391 lb
Dead Load 43 lb 46 lb
Total Load 418 lb 437 lb
Uplift (1.5 F.S) -22 lb -14 lb
Bearing Length 0.69 in 0.72 in
SUPPORT LOADS A B
Live Load 563 plf 587 plf
Dead Load 65 plf 69 plf
Total Load 627 plf 656 plf
MATERIAL PROPERTIES
#2 - Hem -Fir
Base Values
Adjusted
Bending Stress: Fb = 850 psi
Fb' = 862 psi
Cd=1.00 C1=0.74 CF=1.20 Cr-1.15
Shear Stress: Fv = 150 psi
Fv' = 150 psi
Cd=1.00
Modulus of Elasticity: E = 1300 ksi
E' = 1300 ksi
Comp. -L to Grain: Fc - -L = 405 psi
Fc - -L = 405 psi
Controlling Moment: -459 ft-lb
Over right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 1, 3
Controlling Shear: -233 lb
At 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: 6.39 in3
13.14 in3
Area (Shear): 2.33 in2
10.88 in2
Moment of Inertia (deflection): 40.22 in4
47.63 in4
Moment: -459 ft-lb
944 ft-lb
Shear: -233lb
1088lb
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�4.25ft 8ft AV 4.5ft�
JOIST DATA Left Center R M
Span Length 4.25 ft 8 ft 4.5 ft
Unbraced Length -Top 0 ft 0 ft 0 ft
Unbraced Length -Bottom 0 ft 0 ft 0 ft
Floor sheathing applied to top of joists -top of joists fully braced.
Floor Duration Factor 1.00
JOIST LOADING
Uniform Floor Loading
Left
Center
Right
Live Load LL =
60
psf
60
psf
60
psf
Dead Load DL =
8
psf
8
psf
8
psf
Total Load TL =
68
psf
68
psf
68
psf
TL Adj. For Joist Spacing wT = 45.3
plf
45.3
plf
45.3
plf
Project: Jenkins Deck
Location: DB-1
Multi -Span Floor Beam
Multi -Span Floor Beam [2021 International Building Code(2018 NDS)]
3.5INx7.25INx8.0FT(2+6)
#2 - Hem -Fir - Dry Use
Section Adequate By: 4.6%
Controlling Factor: Moment
DEFLECTIONS Left Center
Live Load -0.12 IN 2L/412 0.11 IN L/661
Dead Load -0.01 in 0.01 in
Total Load -0.12 IN 2L/388 0.12 IN L/598
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 2880 lb 1620 lb
Dead Load 409 lb 205 lb
Total Load 3289 lb 1825 lb
Uplift (1.5 F.S) 0 lb -44 lb
Bearing Length 2.32 in 1.29 in
BEAM DATA Left Center
Span Length 2 ft 6 ft
Unbraced Length -Top 0 ft 0 ft
Unbraced Length -Bottom 0 ft 6 ft
Floor Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
#2 - Hem -Fir
Base Values
Adjusted
Bending Stress: Fb = 850 psi
Fb' = 1105 psi
Cd=1.00 CF=1.30
Shear Stress: Fv = 150 psi
Fv' = 150 psi
Cd=1.00
Modulus of Elasticity: E = 1300 ksi
E' = 1300 ksi
Comp. -L to Grain: Fc -1= 405 psi
Fc - -L' = 405 psi
Controlling Moment: 2699 ft-lb
3.06 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 2056 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Comparisons with required sections: Read
Provided
Section Modulus: 29.31 in3
30.66 in3
Area (Shear): 20.56 in2
25.38 in2
Moment of Inertia (deflection): 96.89 in4
111.15 in4
Moment: 2699 ft-lb
2823 ft-lb
Shear: 2056lb
2538lb
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LOADING DIAGRAM
�2ft 6ft
FLOOR LOADING
Left
Center
Floor Live Load
FILL =
60
psf
60
psf
Floor Dead Load
FDL =
8
psf
8
psf
Floor Tributary Width Side One
TW 1 =
9
ft
9
ft
Floor Tributary Width Side Two
TW2 =
0
ft
0
ft
Wall Load
WALL =
0
plf
0
plf
BEAM LOADING
Left
Center
Reduced Floor Live Load
60
psf
60
psf
Total Live Load
540
plf
540
plf
Total Dead Load
72
plf
72
plf
Beam Self Weight
5
plf
5
plf
Total Load
617
plf
617
plf
Project: Jenkins Deck
Location: P-1
Column
Column [2021 International Building Code(2018 NDS)]
3.5INx3.5INx8.0FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 53.7%
VERTICAL REACTIONS
Live Load: Vert-LL-Rxn = 3200 lb
Dead Load: Vert-DL-Rxn = 21 lb
Total Load: Vert-TL-Rxn = 3221 lb
COLUMN DATA
Total Column Length: 8 ft
Unbraced Length (X-Axis) Lx: 8 ft
Unbraced Length (Y-Axis) Ly: 8 ft
Column End Condition-K (e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
#2 - Douglas -Fir -Larch
Compressive Stress:
Bending Stress (X-X Axis):
Bending Stress (Y-Y Axis):
Modulus of Elasticity:
Column Section (X-XAxis):
Column Section (Y-Y Axis):
Area:
Section Modulus (X-X Axis):
Section Modulus (Y-Y Axis):
Slenderness Ratio:
Base Values
Adjusted
Fc = 1350 psi
Fc' = 568 psi
Cd=1.00 CF=1.15
Cp=0.37
Fbx = 900 psi
Fbx' = 1350 psi
Cd=1.00 CF=1.50
Fby = 900 psi
Fby' = 1350 psi
Cd=1.00 CF=1.50
E = 1600 ksi
E' = 1600 ksi
dx =
3.5
in
dy =
3.5
in
A =
12.25
in2
Sx =
7.15
in3
Sy =
7.15
in3
Lex/dx =
27.43
Ley/dy =
27.43
Column Calculations (Controlling Case Only):
Controlling Load Case: Axial Total Load Only (L + D)
Actual Compressive Stress:
Fc =
Allowable Compressive Stress:
Fc' _
Eccentricity Moment (X-X Axis):
Mx -ex =
Eccentricity Moment (Y-Y Axis):
My-ey =
Moment Due to Lateral Loads (X-X Axis):
Mx =
Moment Due to Lateral Loads (Y-Y Axis):
My =
Bending Stress Lateral Loads Only (X-X Axis):
Fbx =
Allowable Bending Stress (X-X Axis):
Fbx'_
Bending Stress Lateral Loads Only (Y-Y Axis):
Fby =
Allowable Bending Stress (Y-Y Axis):
Fby' _
Combined Stress Factor:
CSF =
263
568
0
0
0
0
0
1350
0
1350
0.46
psi
psi
ft-lb
ft-lb
ft-lb
ft-lb
psi
psi
psi
psi
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AXIAL LOADING
Live Load:
PL =
3200 lb
Dead Load:
PD =
0 lb
Column Self Weight:
CSW =
21 lb
Total Axial Load:
PT =
3221 lb
Project: Jenkins Deck
Location: F-1
Footing
Footing [2021 International Building Code(2018 NDS)]
Footing Size: 1.75 FT Round Diameter X 10.00 IN Deep
Reinforcement: #4 Bars @ 12.00 IN. O.C. E/W / (2) 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
Diameter:
Dia. = 1.75 ft
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 = 4 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
1330 psf
Effective Allowable Soil Bearing Pressure:
Qe =
1375 psf
Required Footing Area:
Areq =
2.33 sf
Area Provided:
A =
2.41 sf
Baseplate Bearing:
Bearing Required:
Bear =
5120 lb
Allowable Bearing:
Bear -A =
44200 lb
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1 =
841 lb
Allowable Beam Shear:
Vc1 =
8724 lb
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
Bo =
41 in
Punching Shear:
Vu2 =
3567 lb
Allowable Punching Shear (ACI 11-35):
vc2-a =
57656 lb
Allowable Punching Shear (ACI 11-36):
vc2-b =
77813 lb
Allowable Punching Shear (ACI 11-37):
vc2-c =
38438 lb
Controlling Allowable Punching Shear:
vc2 =
38438 lb
Bending Calculations:
Factored Moment:
Mu =
11911 in -lb
Nominal Moment Strength:
Mn =
85550 in -lb
Reinforcement Calculations:
Concrete Compressive Block Depth:
a =
0.40 in
Steel Required Based on Moment:
As(1) =
0.05 in2
Min. Code Req'd Reinf. Flex. Members (ACI-150.1):
As(2) =
0.37 in2
Controlling Reinforcing Steel:
As-reqd =
0.37 in2
Selected Reinforcement: #4's @ 12.0
in. o.c. e/w (2) Min.
Reinforcement Area Provided:
As =
0.39 in2
Development Length Calculations:
Development Length Required:
Ld =
15 in
Development Length Supplied:
Ld-sup =
6.31 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
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LOADING DIAGRAM
�4 in�
10 in
C� C�
T
3 in
1.75 ft
FOOTING LOADING
Live Load:
PL =
3200 lb
Dead Load:
PD =
0 lb
Total Load:
PT =
3200 lb
Ultimate Factored Load:
Pu =
5120 lb
Footing plus soil above footing weight:
Wt =
194 lb