REVIEWED-BLD2022-0179+Structural_Calculations+2.8.2022_1.41.16_PM+2668846RECEIVED
Feb 10 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Junejo Residence
8516 184" St SW
Edmonds, WA
Prepared for: Nazia Junejo
Job #: 10952-2021-04
Date: February 8, 2022
BLD2022-0179
REVIEWED
BY
CITY OF EDMONDS E
BUILDING DEPARTMENT
SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 0 206.443.6212 ssfengineers-com
Iorc,NEE-1-A TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 0 253.284,9470
Criteria Sheet
Codes Project Location
Structural
IBC 2018
Street & Number 8516184th St SW
Loading
ASCE 7-16
City: Edmonds State: WA
Wood:
NDS 2018
ZIP: 98026
Steel:
AISC 360-16
Concrete:
ACI318-14
Latitude: 47.8321 N
Masonry:
TMS 402/602-16
Longitude:-122.3489 W
Ground Elevation 345 ft
Occupancy Category
Risk Catpnorv, a ASCF 7 Tahlp 1.5-1
Seismic Load Summary:
Analysis Procedure: Equivalent Lateral Force Procedure
Lateral System: Light -frame (wood) Walls Sheathed with Wood
Structural Panels Rated for Shear Resistance
R: 6.50 Ca 4
Base Shear V = 4 kips Do 2.5
Ss= 1.302 S1= 0.461
SDS= 1.00 SDI= 0.57
Cs 0.154 IE 1.0
Story Information
# Stories Above Grade (Including Mezzanine Levels) 1
Horizontal and Vertical Irregularities:
Is the building a "Regular Structure"? (No horizontal or vertical irregularities) Yes
Wind Load Summary:
f$' o 14wda
Be Ch Par
I �V
SAWw
w Park f
7
o
ii: i:o.k. Lynnwood
JI I Ii PdC YJ :SS
Fdmonds
@SEgbF Map data (D2022
V= 98
KZT 1.00
Exposure = B
Dead Loads:
Roof
Floor
Roofing
1 psf
Finish Floor
2 psf
1/2" Sheathing
1.8 psf
3/4" Sheathing
2.7 psf
Rafters @ 24" oc
2 psf
Joists @ 16" oc
2.5 psf
Misc./Mech.
1.5 psf
Misc
2 psf
Ceiling Finish
2.8 psf
9.2 psf
9 psf
Use
10 psf
Use
10 psf
Add 5 psf for Seismic
14 psf
Live Loads:
Snow 25 psf
Floor 40 psf
Soils: Soils Report Provided? No To be approved by the authority having jurisdiction, per 11.8.2 exception.
Allowable Bearing 1500 psf Active 55/35 pcf (Restrained/Unrestrained)
Sliding,µ 0.3 Seismic Surcharge 8H
Passive 250 pcf
0 STRUCTURAL
ENGINEERING
Junejo Residence
Criteria
DATE
PROJ. #
DESIGN SWJ
SHEET 1
E
0
w
m
G
(+7
WE
Seismic Design
ASCE 7-16 Seismic Analysis Equivalent Lateral Force Procedure
Seismic Force Resisting System Per
Bearing Wall Systems
Table 12.2-1
System
I
Light-frame (wood) Walls Sheathed with Wood Structural Panels Rated for Shear Resistance
Type:
Seismic Design Cat.
D
Risk Category
II
Site Class
D (Default)
Diaphragm Flexibility
Flexible
Ss
1.302 g
S,
0.461 g
R
6.50
Cd
4.0
no
2.5
le
1.00
hn
10.5 ft
Ct
0.02
x
0.75
Ta
0.12 sec
T
0.12 sec
To
0.11 sec
Ts
0.57 sec
TL
6.00 sec
1.20
Fv
1.84
SMS
1.56 g
SM1
0.85 g
Ds
1.000 g
SM
0.565 g
Cs
0.154 Controls
0.745
0.010
Cs, design
0.154
Bldg. Weight
27.0 k
V C W
, II, or III, or IV per Table 1.5-1
assumed default soil properties, per 11.4.3.
?% in 50 yr, Latitude & Longitude lookup
in 50 yr, Latitude & Longitude lookup
fable 1.5-2
fable 12.8-2
fable 12.8-2 Building Period Per
Alternate Analysis
q.12.8-7 T (sec)
Per Geotech Report
fable 11.4-1
fable 11.4-2 F
q.11.4-1
q.11.4-2
q.11.4-3
q.11.4-4
q.12.8-2
Eq. 12.8-3 need not exceed, T < Tt
q.12.8-5 or12.8-6 minimum
Section 11.4.8 Exception 2 Applied
s 4.2 k Eq.12.8-1, Strength Level Base Shear
V = Cs s,iW 2.9 k Eq.12.8-1 ASD Base Shear
Vertical Distribution ASD o= 1 k= 1.000
Section 12.8.1.3 Exceptions
Regular Structure
Yes
5 5 Stories above grade
Yes
T 5 0.5s
Yes
p =1.0
Yes
Not Site Class E or F
Yes
Risk Category I or II
Yes
IT all exceptions are met, DDS may De to Ken
as 1, but not less than 0.7*(Calculated SDs)
T. = Cthn
Eq. 12.8.7
SMS = F.SS
Eq. 11.4-1
SM1 = F„S1
Eq. 11.4-2
SDS = 2/3 SMS
Eq. 11.4-3
SD1 = 2/3SM1
Eq. 11.4-4
CS = (SDS
Eq. 12.8-2
CS T RIISD1
Eq. 12.8-3
CS = D1 T T L)
Eq. 12.8-4
CS >_ 0.044SDSIe Eq. 12.8-5
CS >_ 0.01
Eq. 12.8-5
CVX = wxh,, 1 wxhk Eq. 12.8-12
F = Ei xF`/ n WP x Eq. 12.10-1
PxEi_X wr
Fpx >_ 0.2SDSIewpx Eq. 12.10-2
Fpx <_ 0.4SDSIeWpx Eq. 12.10-3
Level
h, (ft)
W, (k)
h,k (ft)
W,h k
Story Shear
ASD
Diaphragm
Force (p not included)
C x (%)
Fx (k)
SV (k)
Fpxcaic
Fpx.mi.
F,max
Fpx.d-q.
Y-F,/F.
2
1 10.5
1 27
10.5
284
1.000
1 2.9
2.9
2.9
1 3.8
1 7.6
1 3.8
1.30
E
1 27.0
1 284
1
1 2.91
Junejo Residence
Seismic Criteria
STRUCTURAL
ENGINEERING
DATE 21312022
PROJ. #
DESIGN SWJ
SHEET 2
r+D
Wind Design - MWFRS
ASCE 7 Chapter 27 - Directional Procedure
Design Method ASD Location and Building Dimensions
Wind Coefficients
Exposure
B
V=
98
mph
Ka
0.85
Table 26.6-1
Kh=
0.57
Table 26.10-1
KQ
0.99
Table 26.9-1
G=
0.85
26.9.4
Transverse Wind Pressures
L/B = 0.41 h/L = 0.38
Pressure Coefficients from Fiaure 27.3-1:
Bldg Face
Cp
Windward Wall
0.8
Leeward Wall
-0.50
Windward Roof
-0.8 /-0.18
Leeward Roof
-0.40
Wall Pressures (Unfactored):
Calculate Kzt?
Yes
Kzt
1.00
Roof Type
Gable
Roof Angle - TransverseDir
10
degrees
Roof Angle - Long Dir
0
degrees
Ground to top of roof
11.75
ft
Bot of roof to top of roof
2.5
ft
Mean Roof Height, h
10.5
ft
Short Plan Dimension
28
ft
Long Plan Dimension
69
ft
Parapet?
No
Ground to top of parapet
ft
Average l? rapetHeightl
ft
Velocity Pressure at Mean
Roof He,
qh = 11.9 psf
ASD Roof Pressures (Unfactored) ASD
Ht
K,
q
vans
mans
.ens Ps
0-15
0.57
11.76
8.00
5.04
9.6
15-20
0.62
12.80
8.70
5.04
9.6
20-25
0.66
13.62
9.26
5.04
9.6
25-30
0.7
14.45
9.82
5.04
9.6
30-40
0.76
15.69
10.67
5.04
9.6
41-50
0.81
16.72
11.37
5.04
9.8
51-60
0.85
17.54
11.93
5.04
10.2
61-70
0.89
18.37
12.49
5.04
10.5
71-80
0.93
19.19
13.05
5.04
10.9
81-90
0.96
19.81
13.47
5.04
11.1
91-100
0.99
20.43
13.89
5.04
11.4
Wind Base Shear 3.89 kips
Junejo Residence
Wind Criteria
STRUCTURAL
ENGINEERING
Windward
Leeward
Horiz Proj
(psf)
Max
in
-1.8
-8.1
1 -4.0
4.80
DATE 21312022
PROJ. #
DESIGN SWJ
SHEET 3
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2/1 /22
DATE
10952-2021-04
PROD#
SWJ
DESIGN
I
SHEET
Beam
B1
GL
3 1/2 x 18
W=
455
plf
R=
5,517 Ibs
L=
24.25
ft
M=
33,446
ft-Ibs
b=
3.50
in
Fb=
2,124
psi
d=
18.00
in
Fv=
115
psi
E=
1800
ksi
A=
1.16
in
Cv=
0.98
<_1.0
1
1 1/
252
W
0
Beam
B2
Typ Roof Rafter - 2x10
W=
70
plf
R=
490
Ibs
L=
14
ft
M=
1,715
ft-Ibs
b=
1.50
in
Fb=
962
psi
d=
9.25
in
Fv=
47
psi
E=
1300
ksi
A=
0.47
in
Cv=
1
1.00
<_1.0
I
1 1/
357
D
W
Beam
B3
(2) 2x8 HDR - Max Span
W=
280
plf
R=
1,120
Ibs
L=
8
ft
M=
2,240
ft-Ibs
b=
3.00
in
Fb=
1,023
psi
d=
7.25
in
Fv=
66
psi
E=
1300
ksi
A=
0.21
in
Cv=
1
1.00
151.0
1
1 1/
461
0
W
STRUCTURAL
ENGINEERING
2124 Third Avenue. Suite 100. Seattle. WA 98121
www.swensonsayfaqet.com
Office: 206.443.6212
Fax: 206.443.4870
Project: Junejo Date: 02/08/22
Project #:
Design: SWJ
Sheet: