REVIEWED RESUB2 BLD2022-0670+STRUCTURAL CALCS+6.22.2023_9.27.21_AM+3624016BLD2022-0670
RESUB
Jun 22 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Structural Calculations For:
Avid Landscape Management
7328 21011 Street Southwest
Edmonds, Washington 98026
REVIEWED
BY
CITY OF EDMONDS
Prepared for: 1-12D Architecture + Design
Job #: 08114-2023-02
Date: April 14, 2023
SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 0 206.443.6212 ssfengineers.com
0 ENGUNEERING TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 0 253.284.9470
Criteria Sheet
Codes
Project Location
Structural IBC 2018
Street & Number 7328 210th Street Southwest
Loading ASCE 7-16
City: Edmonds State: WA
Wood: NDS 2018 / SDPWS 2015
ZIP: 98026
Steel: AISC 360-16
Concrete: ACI318-14
Latitude: 47.8086 N
Masonry: TMS 402/602-16
Longitude:-122.3328 W
Ground Elevation 407 ft
Occupancy Category
Risk Category: II ASCE 7 Table 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 Cd 4
Base Shear V = 2 kips 00 2.5
SS 1.287 SI= 0.453
Sps 1.03 Spy 0.84
Cs 0.158 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
V= 98 KZr 1.00
Exposure = B
Dead Loads:
Roof
Roofing
2.5 psf
1/2" Sheathing
1.5 psf
Trusses @ 24" oc
2 psf
Insulation
1 psf
5/8" GWB
3.1 psf
Solar Panels
5 psf
15 psf
Use
15 psf
Live Loads:
Roof 25 psf
Floor 50 psf
Floor
Finish Floor
3/4" Sheathing
Joists @ 16" oc
5/8" GWB
Misc./Mech.
Use
Seaviewl Park
sza
THE BOWL
Lynnwood
OF EDMONDS
SE
LE HEIG-ITS
NinCo Foods®
_
JEsperance
r�
Mountlake- '
Terrace
• • •
F,1ap data @2023
1 psf
2.3 psf
2.6 psf
3.1 psf
1
10 psf
10 psf
Snow Loading Criteria:
Ground Snow, p9 20 psf Flat Roof Snow Load, pr 25.0 psf Importance Factor, Is 1.00
Exposure Factor, C. 1.00 Sloped Roof Snow Load, ps 25.0 psf
Thermal Factor, C, 1.00 Slope Factor, Cs 1.00
Soils:
Allowable Bearing 1500 psf
Soils Report Provided? No To be approved by the authority having jurisdiction, per 11.8.2 exception.
Site Specific Ground Motion Hazard Analysis Provided? No
Avid Landscape Management DATE 411412023
Edmonds, Washington PROJ. #
ST2L-_T_2AL DESIGN JDT
Eti_IkEE�1+iG
SHEET CR1
N O
N C
tD 6�
P'I Q
4
� m
o �n
N N
00
0
N V
Wco
a,
3 �
d E
0
00
jn
> T
a
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N M
rvrn
W Q
0
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y
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7
Seismic Design
ASCE 7-16 Seismic Analysis Equivalent Lateral Force Procedure Apply Section 12.8.1.3 (Where Applicable)? Yes
System Bearing Wall Systems
Seismic Force Resisting System Per
Table 12.2-1
Type: Light -frame (wood) Walls Sheathed with Wood Structural Panels Rated for Shear Resistance
Seismic Design Cat.
D
Risk Category
II
Site Class
D (Default)
Diaphragm Flexibility
Flexible
Ss
1.287 g
S,
0.453 g
R
6.50
Cd
4.0
fro
2.5
le
1.00
hn
9.8 ft
Ct
0.02
x
0.75
Ta
0.11 sec
T
0.11 sec
To
0.16 sec
Ts
0.81 sec
TL
6.00 sec
Fa
1.20
F
1.85
SMS
1.54 g
SMI
1.26 g
SDS
1.030 g
SDI
0.837 g
Cs
0.158 controls
1.166
0.010
Cs, design
0.158
Bldg. Weight
12.8 k
, II, or III, or IV per Table 1.5-1
%ssumed default soil properties, per 11.4.3.
2% in 50 yr, Latitude & Longitude lookup
2% in 50 yr, Latitude & Longitude lookup
Table 1.5-2
Table 12.8-2
Table 12.8-2 Building Period Per
Alternate Analysis
Eq. 12.8-7 T (sec)
Per Geotech Report
Fe
Table 11.4-1 F
Table 11.4-2
Eq.11.4-1
Eq.11.4-2
Eq.11.4-3
Eq.11.4-4
Eq. 12.8-2
Eq. 12.8-3 need not exceed, T < TL
Eq. 12.8-5 or 12.8-6 minimum
Section 11.4.8 Exception 2 Applied
V = CSW 2.0 k Eq.12.8-1, Strength Level Base Shear
V = CsasaW 1.4 k Eq. 12.8-1 ASD Base Shear
Vertical Distribution ASD o= 1.3 k= 1.000
Section 12.2.1.2
1. Regular Structure
Yes
2.5 5 Stories above grade
Yes
3.T50.5s
Yes
4. p =1.0
No
5. Not Site Class E or F
Yes
6. Risk Category I or II
Yes
If all items above are met, SDS may be taken
as 1.0, but not less than 0.7*(Calculated SDS)
TQ = Cthn Eq. 12.8.7
SMS = Fa SS
Eq. 11.4-1
SM1 = F„ S1
Eq. 11.4-2
SDS = 2/3 SMS
Eq. 11.4-3
SD1 = 2/3 SM1
Eq. 11.4-4
CS = (SDS
Eq. 12.8-2
CS =T(RlIe)
Eq. 12.8 3
CS = SD1TL
T (R/Ie)
Eq. 12.8-4
CS >_ 0.044SDSIe Eq. 12.8-5
CS >_ 0.01
Eq. 12.8-5
CS >_ 0.5 (R'
Eq. 12.8-6
n rc
CVX - wx xrc i=1 wx i
n
Er-x Fr/ Fpx = Ei X u t 11'px
Fpx > 0.2SDSIewpx
Fpx < 0.4SDSIewpx
Eq. 12.8-12
Eq. 12.10-1
Eq. 12.10-2
Eq. 12.10-3
Level
hx (ft)
W. (k)
hxk (ft)
Wxhxk
Story Shear
ASD
Diaphragm
Force (p not included)
C x (%)
F. (k)
SV (k)
Fpx.caic
Fpx.min
Fpx.max
Fpx,deslgn
Y=Fpx/Fx
Roof
9.8
13
9.8
125
1.000
1.8
1.8
1.4
1.8
3.7
1.8
1.00
E
1 12.8
1
1 125
1
1 1.8
00/im"'Til
Avid Landscape Management
Edmonds, Washington
AL
G
DATE 411412023
PROJ. #
DESIGN JDT
SHEET CR2
E
0
a`>
cn
u,
Li
2
Wind Design - MWFRS
ASCE 7 Chapter 27 - Directional Procedure
Design Method ASD Location and Building Dimensions
Wind Coefficients
Exposure
B
V=
98
mph
Kd
0.85
Table 26.6-1
Kn
0.57
Table 26.10-1
KQ
0.99
Table 26.9-1
G=
0.85
26.9.4
Transverse Wind Pressures
UB = 0.85 h/L = 0.48
Prac-ra rnaffiriantc from Fin- 77 4-1-
Bldg Face
C
Windward Wall
0.8
Leeward Wall
-0.50
Windward Roof
-0.2 / 0.21
Leeward Roof
-0.60
Wall Pressures flJnfartoredl•
Calculate Kzt?
No
Kzt
1.00
Roof Type
Gable
Roof Slope - Transverse Dir
30
degrees
Roof Slope - Long Dir
0
degrees
Ground to top of roof
11.5
ft
Bot of roof to top of roof
3.5
ft
Mean Roof Height, h
9.75
ft
Short Plan Dimension
20.25
ft
Long Plan Dimension
23.75
ft
Parapet?
No
Ground to top of parapet
ft
Average Parapet Height
ft
Velocity Pressure at Mean
Roof Height, qh = 11.8 psf
A,n Rnnf Pra-irac 11 lnf-tnrarll ARIL
Ht
K:
q:
P--11S
Piwwens
Pwans (Psf)
0-15
0.57
11.74
7.98
5.03
9.6
15-20
0.62
12.77
8.68
5.03
9.6
20-25
0.66
13.59
9.24
5.03
9.6
25-30
0.7
14.41
9.80
5.03
9.6
30-40
0.76
15.65
10.64
5.03
9.6
41-50
0.81
16.68
11.34
5.03
9.8
51-60
0.85
17.50
11.90
5.03
10.2
61-70
0.89
18.33
12.46
5.03
10.5
71-80
0.93
19.15
13.02
5.03
10.8
81-90
0.96
19.77
13.44
5.03
11.1
91-100
0.99
20.39
13.86
5.03
11.3
Longitudinal Wind Pressures
UB=1.17 h/L=0.41
Pressure Coefficients from Figure 27.4-1:
Bldg Face
C
Windward Wall
0.8
Leeward Wall
-0.47
Windward Roof
-0.9/-0.18
Leeward Roof
-0.49
Wall Pressures 11-Infactnmr1l•
Windward
Leeward
Horiz Proj
(Psf)
x
;2il
Min
-2.0
-6.0
4.87
ASh Rnnf Pracu-(II nfartnrarll ASII
Ht
Kz
q:
Pww-lls
Piwwans
Pwan: (Psf)
0-15
0.57
11.74
7.98
4.68
9.60
15-20
0.62
12.77
8.68
4.68
9.60
20-25
0.66
13.59
9.24
4.68
9.60
25-30
0.7
14.41
9.80
4.68
9.60
30-40
0.76
15.65
10.64
4.68
9.60
41-50
0.81
16.68
11.34
4.68
9.61
51-60
0.85
17.50
11.90
4.68
9.95
61-70
0.89
18.33
12.46
4.68
10.29
71-80
0.93
19.15
13.02
4.68
10.62
81-90
0.96
19.77
13.44
4.68
10.87
91-100
0.99
20.39
13.86
4.681
11M
Avid Landscape Management
Edmonds, Washington
Windward
Leeward
Horiz Proj
(Psf)
x
E-1.
Min
8
-9.1
-4.9
4.80
DATE 411412023
PROJ. #
DESIGN JDT
SHEET CR3
E
0
iv
a�
c
rn
a
{
Wr
LATERAL ANALYSIS
SEISMIC DESIGN
ROOF DIA.: 15 PSF x 563 SQ. FT. + 5 PSF x 480 SQ. FT. + 15 PSF x 128 SQ. FT. = 12.8 K
BASE SHEAR = 1.8 KIPS
WIND DESIGN
ROOF DIA.: 4.87 PSF x 3.5 FT. + 9.60 PSF x 4 FT. = 55 PLF
DIRECTION
LEVEL
PLF
WIDTH
FORCE
N/S
ROOF DIA.
55 PLF
23.75 FT.
1.3 KIPS
E/W
ROOF DIA.
55 PLF
20.25 FT.
1.1 KIPS
N/S BASE SHEAR = 1.3 KIPS
E/W BASE SHEAR = 1.1 KIPS
0 0STRUCTURAL
ENGINEERING
AVID LANDSCAPE MANAGEMENT
PROJECT
EDMONDS, WASHINGTON
DATE
PROD. # JDT
DESIGN L1
Q
SHEET
LATERAL DESIGN KEY PLAN
CONC.. T
PER ICC A117.1 SEC. 401 & 505
G----, N�
5'1"
INSTALL RAMPS & LANDINGS
AS FEUD TO ACCESS PARKING
/VA}---(E)7.75'
A
MIN. LANDING
&BETWEEN BUILDINGS, TYP.
A2'0
PER ICC A117.1 SEC. 405;
----O3----.'PER PRODEETAIDE STH15SHT.n9 E
I
TE & CML PLANS
SEE &
PLANE
- --- -
C L
o
A
T-101/2"
— — —
— — — — — —
(VERIFY)
B I
EV
�w
Z
IL
PROVIPq ACCE55IDLE THRESHOLD
o2
EX PORCH ROOF
PER DE AILS,
18"JI
THIS SHEET
J
BEAMS&POST£
-----i
v
TO REMAIN
I
INMPO
I
OPENING PER
IN57 ALL NEW WALL
PET. 2/A2.0
HEATERS (70 BE
_
16.25'
SPECIFIED IN DEFERRED
ELECTRICAL PERMIT)LL
4.5'
INSTALL (1) 2A RATED
A
DETACHED o—�
TYP. DOOR NOTES @ DET. OFFICE:
RE EX DOORS ® RAISED FLR.
FIRE EXTINGUISHER
OR VERIFY EX - MAX. I
OFFICE B
I
- -FRAME
PER PET. 2/A2.0 (ADDED INSUL. 9 FLR) -
TRAVEL DISTANCE TO
LV7
RAISE EX. HEADER, OR INSTALL NEW DBL
E: 75'
2X8 HOP.
#DrgID
#LayID
F/E
I
-VERIFY EX DOORS MEET MIN. U-VALUE
EV EX 42" DR
OF 0.6; OR PROVIDE REPLACEMENT
DOOR 70 CONFORM, TYP. - SEE DOOR
SCHED. THIS SHF. FOR MFR. & MAT. INFO
I
10'-01/2"
I
I
i
________ ---,
C
L (VERIFY)
4-5
EX. BLDG OVERLAY A
A2.0
NOTE REMOVED
10'-0"
EV
'(- STREET SETBACK
APPROX. P.L. (SEE
SITE & CML PLANS)
0 0STRUCTURAL
ENGINEERING
MAIN FLOOR PLAN
AVID LANDSCAPE MANAGEMENT
PROJECT
EDMONDS, WASHINGTON
DATE
PROD. # JDT
DESIGN L2
1
SHEET
N/S DIRECTION - SEISMIC DESIGN
ROOF DIA.:
(W)
FORCE (KIPS)
1.0 K
SHEARWALL LENGTH (FT.) 16.25 FT.
SHEAR (PLF)
62 PLF
SHEARWALL TYPE
W6
OVERTURNING (KIPS)
0.5 K - 0.6 DL
HOLDOWN TYPE
NONE
0 0STRUCTURAL
ENGINEERING
LATERAL DESIGN
23.75 FT.
AVID LANDSCAPE MANAGEMENT
PROJECT
EDMONDS, WASHINGTON
Fx = 1.8 K
9.75 FT.
0.8 K
4.5 FT.
178 PLF
W4
1.4 K - 0.6 DL
HDU2
DATE
PROJ. # JDT
DESIGN L3
(E)�
1
SHEET
E/W DIRECTION - SEISMIC DESIGN
ROOF DIA.:
FORCE (KIPS)
SHEARWALL LENGTH (FT.)
SHEAR (PLF)
SHEARWALL TYPE
OVERTURNING (KIPS)
HOLDOWN TYPE
0 0STRUCTURAL
ENGINEERING
LATERAL DESIGN
Fx = 1.8 K
(N) 20.25 FT. (S)
0.9 K 0.9 K
12.5 FT.
72 PLF
(E) WALL OK
0.6 K - 0.6 DL
NONE
AVID LANDSCAPE MANAGEMENT
PPOJFCT
EDMONDS, WASHINGTON
17.5 FT.
51 PLF
(E) WALL OK
0.4 K - 0.6 DL
NONE
DATE
PROD. # JDT
DESIGN L4
1
SHEET
#DrgID
#LayID
0 0STRUCTURAL
ENGINEERING
GRAVITY DESIGN KEY PLAN
�CONC.v __. _.... _.
A
— — A2.0
L
B
� I I
PROVIDq ACCE55IDLE THRESHOLD
PER DEVILS. THI5 SHEET
L-caq 18"
INFILL DOOR
OPENING PER
OPEM
INSTALL NEW WALL
DET. 2/A2.0
HEATERS (70 BE
SPECIFIED IN DEFERRED
ELECTRICAL PERMIT) —
INSTALL (1) 2A RATED
DETACHED
FIRE EXTINGUISHER
OR VERIFY EX - MAX. I
OFFICE
TRAVEL DISTANCE TO
LVT
FE: 75'
F/E
EV
- - --
CL
�---------
------------
R1 — —
+/-5 7/8"
EX. BLDG OVERLAY A
A2.0
10-O"
I.
T STREET SETBACK
APPROX. P.L. (SEE
SITE & CML PLANS)
PER ICC A117.1 SEC. 405.8 & 505
INSTALL RAMPS & LANDINGS
AS FEUD TO ACCESS PARKING
r
& BETWEEN BUILDINGS, TYP.
PER ICC A117.1 SEC. 405;
VAN AC
PROVIDE EDGE PROTECTION
PER DETAILS THIS SHT. SEE
AI I
TE &CML PLANS
SEE &
PLANE
RIFY)
EV
o2
Z
EX PORCH ROOF
J
BEAMS & POST£
O
TO REMAIN
I
I I
A
I
TYP. DOOR NOTES @ DET. OFFICE:
- RE -FRAME EX DOORS ® RAISED FLR,
B
PER DET. 2/A2.0 (ADDED INSUL. 9 FLR) -
RAISE EX. HEADER, OR INSTALL NEW DBL
2X8 HOP
-VERIFY EX DOORS MEET MIN. U-VALUE
EX 42" OR
OF 0.6; OR PROVIDE REPLACEMENT
DOOR TO CONFORM, TYP. - SEE DOOR
5CHED. THI5 5HT. FOR MFR. & MAT. INFO
I I
I � I
I
NOTE REMOVED
ROOF FRAMING PLAN
AVID LANDSCAPE MANAGEMENT
PROJECT
EDMONDS, WASHINGTON
DATE
PROD. # JDT
DESIGN G1
1
SHEET
Header
R1
(2)2x8
W=
480
plf
R=
1,500 Ibs
L=
6.25
ft
M=
2,344
ft-Ibs
b=
3.00
in
Fb=
1,070
psi
d=
7.25
in
Fv=
83
psi
E=
1300
ksi
A=
0.13
in
Cv=
1
1.00
<_1.0
1
1/
564
W
P
STRUCTURAL
ENGINEERING
2124 Third Avenue. Suite 100. Seattle. WA 98121
www.swensonsayfaget.com
Office: 206.443.6212
Fax: 206.443.4870
Project: Avid Landscape Management
Edmonds, Washi
Roof Framin
Date: 04/12/23
Project #:
Design: JDT
Sheet: G2