BLD2024-0560+Calculations+4.26.2024_3.24.46_PM+4222285Structural Designs P.L.L.C.
RECEIVED 812 Kirkland Ave, Kirkland, WA 98033
phone (425) 785-5576
Apr 30 2024 email: strdesigns@msn.com
CITY OF EDMONDS
DEVELOPMENT SERVICES BLD2024-0560
DEPARTMENTMENT
STRUCTURAL CALCULATIONS
for
Zepeda King Residence Deck
1225 1111 Place North
Edmonds, WA 98020
April 2024
Project # 23020
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Design Criteria
2021 IBC (Using ASCE 7-16 for seismic loads)
Seismic: Equivalent Lateral Force Procedure (Section 12.8)
SDs=1.034 R=6.5, Site Class D
Roof LL= 25 psf (snow) Roof DL=15 psf
Floor LL= 40 psf Floor DL=10 psf
Deck LL = 60 psf Deck DL = 10 psf
Design responsibility covers only those items specifically addressed in
these calculations.
Structura sP.L.L. C.
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BeamChek v2021 licensed to: Carol Buckingham, P.EJStructural Designs PLLC Reg # 5508-68854
Zepeda King Residence Deck
Deck Joists Date: 10/24/23
Selection PT 2x 12 HF #2 @ 12 in oc Lu = 0.0 Ft
Conditions NDS 2018, Repetitive Use, Incised
Min Bearing Area R1= 1.2 in2 R2= 1.2 in (1.5) DL Deft 0.06 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
14.0 ft
Reaction 1 LL
420 # Reaction 2 LL 420 #
Beam Wt per ft
0 #
Reaction 1 TL
490 # Reaction 2 TL 490 #
Bm Wt Included
0 #
Maximum V
490 #
Max Moment
1715'#
Max V (Reduced)
424 #
TL Max Defl
L / 240
TL Actual Defl
L / 571
LL Max Defl
L / 360
LL Actual Defl
L / 713
Section (W)
Shear (in2)
TL Defl (in)
LL Defl
31.64
16.88
0.29
0.24
26.32
5.30
0.70
0.47
OK
OK
OK
OK
83%
31%
42%
50%
r-o (psi)
r-v (psi)
t (psi x ml)
f-c! (psi)
Reference Values
850
150
1.3
405
Adjusted Values
782
120
1.2
405
CF Size Factor
1.000
Cd Duration
1.00
1.00
Cr Repetitive
1.15
Ch Shear Stress
N/A
Ci. Incised
0.80
0.80
0.95
1.00
Cl Stability
1.0000
Rb = 0.00
Le = 0.00 Ft
Uniform LL: 60 Uniform TL: 70 = A
Uniform Load A
0 0
R 1 = 490 R2 = 490
SPAN =14FT
Uniform and partial uniform loads are Ibs per lineal ft.
I
BeamChek v2021 licensed to: Carol Buckingham, P.EJStructural Designs PLLC Reg # 5508-68854
Zepeda King Residence Deck
Shorter Span Joists Date: 10/24/23
Selection PT 2x 8 HF #2 @ 16 in oc Lu = 0.0 Ft
Conditions NDS 2018, Repetitive Use, Incised
Min Bearing Area R1= 0.9 in2 R2= 0.9 in (1.5) DL Deft= 0.03 in
Data
Attributes
Critical
Status
Ratio
Values
Adiustments
Loads
Beam Span
8.0 ft
Reaction 1 LL
320 # Reaction 2 LL 320 #
Beam Wt per ft
0 #
Reaction 1 TL
373 # Reaction 2 TL 373 #
Bm Wt Included
0 #
Maximum V
373 #
Max Moment
747#
Max V (Reduced)
317 #
TL Max Defl
L / 240 -
TL Actual Deft
L / 614
LL Max Defl
L / 360
LL Actual Defl
L / 767
Section (in3)
Shear (in')
TL Defl (in)
LL Defl
13.14
10.88
0.16
0.13
9.55
3.96
0.40
0.27
OK
OK
OK
OK
73%
36%
39%
47%
ra (psi)
ry (psi)
t (psi x mil)
r-c L
Reference Values
850
150
1.3
405
Adjusted Values
938
120
1.2
405
CF Size Factor
1.200
Cd Duration
1.00
1.00
Cr Repetitive
1.15
Ch Shear Stress
N/A
Ci Incised
0.80
0.80
0.95
1.00
Cl Stability
1.0000
Rb = 0.00
Le = 0.00 Ft
Uniform LL: 80 Uniform TL: 93 = A
Uniform Load A
0
R 1 = 373 R2 = 373
SPAN = 8 FT
Uniform and partial uniform loads are Ibs per lineal ft.
BeamChek v2021 licensed to: Carol Buckingham, P.E./Structural Designs PLLC Reg # 5508-68854
Zepeda King Residence Deck
West Deck House Beams Date: 10/24/23
Selection PT 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft
Conditions NDS 2018
Min Bearing Area R1= 4.6 in2 R2= 4.6 in (1.5) DL Defl= 0.07 in Recom Camber= 0.10 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Loads
Beam Span
12.0 ft
Reaction 1 LL
2520 # Reaction 2 LL 2520 #
Beam Wt per ft
9.11 #
Reaction 1 TL
2995 # Reaction 2 TL 2995 #
Bm Wt Included
109 #
Maximum V
2995 #
Max Moment
8984'#
Max V (Reduced)
2496 #
TL Max Defl
L / 240
TL Actual Defl
L / 465
LL Max Defl
L / 360
LL Actual Defl
L / 596
Section (in3)
Shear (in2)
TL Defl (in)
LL Defl
75.00
37.50
0.31
0.24
44.92
15.60
0.60
0.40
OK
OK
OK
OK
60%
42%
52%
60%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc i
Reference Values
2400
240
1.8
650
Adjusted Values
2400
240
1.8
650
Cv Volume
1.000
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
CI' Stability
1.0000
Rb = 0.00
Le = 0.00 Ft
Uniform LL: 420 Uniform TL: 490 = A
Uniform Load A
0
R 1 = 2995 R2 = 2995
SPAN =12FT
Uniform and partial uniform loads are Ibs per lineal ft.
VA
BeamChek v2021 licensed to: Carol Buckingham, P.E./Structural Designs PLLC Reg # 5508-68854
Zepeda King Residence Deck
South Deck Beams Date: 10/24/23
Selection PT 3-1/8x 9 GLIB 24F-V4 DF/DF Lu = 0.0 Ft
Conditions NDS 2018
Min Bearing Area R1= 2.6 in2 R2= 2.6 in2 (1.5) DL Defl= 0.10 in Recom Camber= 0.14 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
12.0 ft
Reaction 1 LL
1440 # Reaction 2 LL 1440 #
Beam Wt per ft
6.83 #
Reaction 1 TL
1721 # Reaction 2 TL 1721 #
Bm Wt Included
82 #
Maximum V
1721 #
Max Moment
5163 W
Max V (Reduced)
1506 #
TL Max Defl
L / 240
TL Actual Defl
L / 340
LL Max Defl
L / 360
LL Actual Defl
L / 440
Section (in3)
Shear (W)
TL Defl (in)
LL Defl
42.19
28.13
0.42
0.33
25.82
9.41
0.60
0.40
OK
OK
OK
OK
61%
33%
70%
82%
rb (psi)
Fv (psi)
L (psi x mil)
Fc! (psi)
Reference Values
2400
240
1.8
650
Adjusted Values
2400
240
1.8
650
Cv Volume
1.000
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000
Rb = 0.00
Le = 0.00 Ft
Uniform LL: 240 Uniform TL: 280 = A
Uniform Load A
R 1 = 1721 R2 = 1721
SPAN =12FT
Uniform and partial uniform loads are Ibs per lineal ft.
BeamChek v2021 licensed to: Carol Buckingham, P.E./Structural Designs PLLC Reg # 5508-68854
Zepeda King Deck South Deck
South Deck Edge Beams Date: 1/02/24
Selection PT 4x 10 H F #2 Lu = 0.0 Ft
Conditions NDS 2018, Incised
Min Bearing Area R1= 2.2 in2 R2= 2.2 in (1.5) DL Defl= 0.07 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Loads
Beam Span
12.0 ft
Reaction 1 LL
720 # Reaction 2 LL 720 #
Beam Wt per ft
7.87 #
Reaction 1 TL
887 # Reaction 2 TL 887 #
Bm Wt Included
94 #
Maximum V
887 #
Max Moment
2662 '#
Max V (Reduced)
773 #
TL Max DO
L / 240
TL Actual Defl
L / 545
LL Max Defl
L / 360
LL Actual Defl
L / 734
Section (in3)
Shear (in2)
TL DO (in)
LL DO
49.91
32.38
0.26
0.20
39.14
9.67
0.60
0.40
OK
OK
OK
OK
78%
30%
44%
49%
t-p (psi)
t-v (psi)
t (psi x mii)
t-c I
Reference Values
850
150
1.3
405
Adjusted Values
816
120
1.2
405
CF Size Factor
1.200
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Ci Incised
0.80
0.80
0.95
1.00
Cl Stability
1.0000
Rb = 0.00
Le = 0.00 Ft
Uniform LL: 120 Uniform TL: 140 = A
Uniform Load A
0 0
R 1 = 887 R2 = 887
SPAN = 12 FT
Uniform and partial uniform loads are Ibs per lineal ft.
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Sn<"ftM,',0Y,µounty tA��rh�< g 's & Development sere€ p Title le l f� `p 10/24/2023
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Projection: NAD_1983_StatePlan e_Washington-North_FIPS_4601_Feet
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RELIEF HILLSHADE
A4XE�
AMERICAN SOCIETY OF GML ENCINEMS
Address:
No Address at This Location
ASCE 7 Hazards Report
Standard: ASCE/SE17-16 Latitude: 47.82043
Risk Category: 11 Longitude:-122.36071
Soil Class: D - Default (see Elevation: 197.79389931824971 ft
Section 11.4.3) (NAVD 88)
https:/./asce7hazardtool.online/ Page 1 of 3 Tue Oct 24 2023
011111-�
Zsm
AMERICAN SOCIETY OF CIVIL ENGINEERS
Seismic
Site Soil Class:
Results:
D - Default (see Section 11.4.3)
Ss
1.293
SDI
N/A
S,
0.456
TL
6
F.
1.2
PGA:
0.551
F,
N/A
PGA m:
0.661
SMS
1.551
FPGA
1.2
SM1
le
1
ESDS
1.034
C,
1.359
_
Ground mo ion
�May e required. See ASCE/SEI
y
7-16 Section 11.4.8.
Data Accessed:
Tue Oct 24 2023
Date Source:
U3QS Seismic Design
Mal2s
https://asce7hazardtoo1.on1ine/ Page 2 of 3 Tue Oct 24 2023
u A�_
m.E
AMERICAN SOCIETY OF CIVIL ENGINEERS
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of
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