APVD BLD REV1 RESUB1 BLD2024-0935_Structural_Analysis_or_Calculations_11.19.2024_3.51.58_PM_4628559&IECI
L TO TIELD
REVISION
RESUB
Nov 20 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
APPROVE.
PLANS MUST BE
ON JOB SITE
BLD2024-0935
REVISED PLA"@D.
CITY OF EDMONDS BUILDING DIVISION
BUILDING OFFICIAL
NOV 212024
APPROVED DATE
Structural Calculations For:
Edmonds Automotive
218 3 rd Ave N
Edmonds, WA 98020
Prepared for: Strobl Design LLC
Job #: 10963-2024-20
Date: August 20, 2024
/�jRUCTURAL
ENGINEERING
SEATTLE 2124 Third Avenue, Suite 100, Seattle, WA 98121
TACOMA 1818 Tacoma Avenue S, Suite 200, Tacoma, WA 98402 206.443.6212
CENTRAL WA 414 N Pearl Street, Suite 1, Ellensburg, WA 98926 +� ssfengineers.com
Criteria Sheet
Codes Project Location
Structural IBC 2021 Street & Number 218 3rd Ave N
Loading ASCE 7-16 City: Edmonds State: WA
Wood: NDS 2018 / SDPWS 2021 ZIP: 98020
Steel: AISC 360-16
Concrete: ACI318-19 Latitude: 47.8127 N
Masonry: TMS 402/602-16 Longitude:-122.3780 W
Ground Elevation 138 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 = 1 kips Co 2.5
Ss= 1.391 SI= 0.485
SDS= 1.00 SDI= 0.88
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
eI ~ QUEEN A1.4 I i10
J
Space NeedleQ CAPITOL HILL
BELLTONN
Seattle
PIONEER SQ. is
10
(.tap data @2024 Gc
41
U
Dead Loads:
Roof
Roofing
2.5 psf
1/2" Sheathing
1.8 psf
Trusses @ 24" oc
2.5 psf
Misc./Mech.
1.4 psf
Ceiling Finish
2.8 psf
Solar Panels
4 psf
15 psf
Use
15 psf
Add'I Seismic Weight
5 psf
Seismic Weight
20 psf
Live Loads:
Roof 20 psf
Snow Loading Criteria:
Ground Snow, p9 25 psf
Exposure Factor, CQ 1.00
Thermal Factor, CI 1.00
Soils:
Allowable Bearing 1500 psf
Flat Roof Snow Load, pl 25.0 psf Importance Factor, Is 1.00
Sloped Roof Snow Load, ps 25.0 psf
Slope Factor, Cs 1.00
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
0 Edmonds Automotive DATE 812012024
Criteria PROJ. #
%STRUCTURAL DESIGN TCV
ENGINEERING
SHEET 1
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: I
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
1.391 g
S,
0.485 g
R
6.50
Cd
4.0
no
2.5
le
1.00
h
0.0 ft
Ct
0.02
x
0.75
Te
0.00 sec
T
0.00 sec
To
0.18 sec
Ts
0.88 sec
TL
6.00 sec
Fe
1.20
Fv
1.82
SMs
1.67 g
SM1
1.32 g
SDs
1.000 g
SD1
0.880 g
Cs
0.154
0.010
Cs, design
0.154
Bldg. Weight
8.2 k
V=CSW
1.3 k
V = C$85dW
0.9 k
STRUCTURAL
ENGINEERING
, Il, or III, or IV per Table 1.5-1
4ssumed default soil properties, per 11.4.3.
M in 50 yr, Latitude & Longitude lookup
M 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
Fe
fable 11.4-1 F�
fable 11.4-2
q.11.4-1
q.11.4-2
q.11.4-3
q.11.4-4
q.12.8-2
q.12.8-5 or12.8-6 minimum
q.12.8-1, Strength Level Base Shear
q.12.8-1 ASD Base Shear
Edmonds Automotive
Seismic Criteria
Sertinn 19. R.1.3
1. Regular Structure
Yes
2. <_ 5 Stories above grade
Yes
3. T <_ 0.5s
Yes
4.p=1.0
Yes
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 = F.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 =
(S DS e)
Eq.12.8-2
CS T RlISDI
Eq. 12.8-3
Cs =TZ(RIIe)
Eq. 12.8 4
Cs >_ 0.044SDSIe Eq. 12.8-5
Cs >_ 0.01
Eq. 12.8-5
Cs >_ 0.5 WWIEq.
12.8-6
Cvx = Wxhx1Z 1 wx0 Eq. 12.8-12
-_ En x Fi
Fpx /Z x Wi wpx Eq. 12.10-1
Fpx > O.2SDsIeWpx Eq. 12.10-2
Fpx <_ 0.4SDslewpx Eq. 12.10-3
DATE 812012024
PROJ. #
DESIGN TCV
SHEET 2
E
0
N
d
rn
c
N
C+�
Li
Scope
COSTRUCTURAL
ENGINEERING
LATERAL: PROVIDE APA
PORTAL FRAME
"5 Hp'" (documentation attached)
TO SATISFY CODE ASPECT
RATIO REQUIREMENTS
PROJECT
LATERAL: DESIGN AND
EVALUATE LOW ROOF
SHEAR WALLS
(highlighted) FOR N/S
SEISMIC FORCES. THIS
AREA IS SHIELDED FOR
WIND SO WIND LATERAL
FORCES DO NOT NEED TO
BE CONSIDERED.
Edmonds Automotive
8/24
DATE
PROJ. # TCV
DESIGN 3
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SHEET
Lateral Design
L \ ici AnF.cAs naurvo.
Design low roof area for code level seismic forces in the N/S direction. This area is shielded from
wind and the lateral load path is unchanged in the E/W direction. Consider yellow highlighted shear
wall lines.
REPLACE (E) EXTERIOR WALL LINE.
W = (15 psf roof + 5 psf walls) * 410 FT2 = 8.2k LOADING LESS THAN WEST WALL,
VASD=CS.ASD * W = 0.7 * 0.154 * 8200# = 885# THEREFORE USE SAME PORTAL
FRAME SHEARWALL FOR LATERAL
wASD = 885#/40.75' = 22 plf SUPPORT
West 22 plf I East
15.5' 10' 10' 5.25'
LOAD 170# 280# 220# 225# 60#
LENGTH PORTAL 9.5' 9.5' 4.5' PORTAL
FRAME FRAME
SHEAR 29 plf 23 plf 50 plf
SEE SEE
WALL ATTACHED Gyp x2 Gyp x2 Gyp x2 ATTACHED
OT --- --- ---
0 0STRUCTURAL
ENGINEERING
Edmonds Automotive
PROJECT
8/24
DATE
PROJ. # TCV
DESIGN 4
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Technical Topics
A Portal Frame with Hold Downs
for Engineered Applications
The APA portal -frame design, as shown in Figure 1, was envisioned primarily for use as bracing
in conventional light -frame construction. However, it can also be used in engineered applications,
as described in this technical topic.
FIGURE 1
CONSTRUCTION DETAILS FOR APA PORTAL -FRAME DESIGN WITH HOLD DOWNS
FRONT ELEVATION
SECTION
Header to jack -stud
Extent of header with double portal frames (two braced wall
panels)
strap per wind design
min. 1000 Ibf on both
Extent of header with single portal frame
(one braced wall panels)
sides ofopening
oppositte side of
2' to 18' rough width of opening -
sheathing
for single or double portal
Fasten kin stud to
header b 16D
!_s_
Pony
,
wit
sinkers
wall
height
Fasten top plate to
p;'a= _ = a•
header with two rows
of 16d sinker nails at
Min. 3" x 1 1-1 /4" net header
steel header not allowed
d,=• •
3" o.c. typ
Min. 3/8" wood
Fasten sheathing to header with 8d common or
structural panel
12'
galvanized box nails at 3" grid pattern as shown
sheathing
max
total
Header to lack -stud strap per wind design.
Min 1000 Ibf both
If needed, panel splice
edges shall occur over
wall
height
on sides of opening opposite
side of sheathing.
X.
and be nailed to
blocking
10'
Min. double 2x4 framing covered with min 3/8"
common
within middle 24" of
portal -leg height. One
max
thick wood structural panel sheathing with
row of 3" o.c. nailing
height
hei
8d common or galvanized box nails at 3" O.C.g
in all framing (studs, blocking, and sills) typ.
is required in each
pane edge.
Typical portal frame
Min length of panel per table 1
X.
construction
Min double 2x4 post
lb hold-downs
(king and 'Lack stud).
Min (2) 3500 strap -type
(embedded into into framing)
Number of Jack studs
concrete and nailed
per IRC tables
R602.7(1) & (2).
. to _
in reinforcing of foundation, one #4 bar
top and bottom of footing. Lap bars 15" min.
..
l--
The strap hold-down
may be located on the
backside of the
..J...
•• ••
...J...
portal -frame bracing.
i
•••••••••••••••••••••••••••••••••••••••••••••• ...............................
Min 1000 lb
hold-down device
Min footing size under opening is 12" x 12". A turned -down
slab shall e permitted at door openings.
(embedded into
Min (1) 5/8" diameter anchor bolt installed per IRC R403.1.6
-
concrete and nailed
with 2" x 2" x 3/16" plate washer
into framing)
A Portal Frame with Hold Downs for Engineered Applications
TABLE 1
RECOMMENDED ALLOWABLE DESIGN VALUES FOR A SINGLE LEG OF AN APA PORTAL FRAME USED
ON A RIGID -BASE FOUNDATION FOR WIND OR SEISMIC LOADING°.b,,,d
Allowable Design (ASD) Values
Minimum Portal Maximum Portal per Frame Segment
Width (in.) Height (ft) Shear°,' (Ibf) Deflection (in.) Load Factor
8 850 0.33 3.09
0.44
24 8 1,675 0.38 2.88
10 1,125 0.51 3.42
a. Design values are based on the use of Douglas -fir or Southern pine framing. For other species of framing, multiply the above
shear design value by the specific gravity adjustment factor = (1 — (0.5 — SG)), where SG = specific gravity of the actual
framing. This adjustment shall not be greater than 1.0.
b. For construction as shown in Figure 1.
c. Values are for a single portal -frame segment (one vertical leg and a portion of the header). For multiple portal -frame
segments, the allowable shear design values are permitted to be multiplied by the number of frame segments.
d. Interpolation of design values for heights between 8 and 10 feet, and for portal widths between 16 and 24 inches, is
permitted.
e. The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design.
f. If story drift is not a design consideration, the tabulated design shear values are permitted to be multiplied by a factor of 1.15.
This factor is permitted to be used cumulatively with the win design adjustment factor in Footnote (e) above.
Recommended design values for engineered use of the portal frames are provided in Table 1
considering both strength and stiffness.
Since cyclic testing was conducted with the portal frame attached to a rigid test frame using
embedded strap -type hold downs, design values provided in Table 1 of this document should
be limited to portal frames constructed on similar rigid -base foundations, such as a concrete
foundation, stem wall or slab, and using a similar embedded strap -type hold down.
Applied Load = 170#
Allowable Load = 625#
JWest exterior line adequate for shear
T = v*h = 170#/1.33'*9' = 1150#
Use HDU4 holdown ea. end
—F.S.=3
Form No. TT-100H ■ 0 2020 APA — The Engineered Wood Association 0 www.apawood.org I 6
Vertical Design
O 412 DF #1
L=7.50ft
w =120 plf
M = 0.84 k-ft
V=R=0.45k
fb =160 psi
fv =20 psi
0 =0.01 in
L/6375
COSTRUCTURAL
ENGINEERING
PROJECT
Edmonds Automotive
O (2) 2x10 HF #2
i I
L=7.00ft
w =80 plf
P = 1000# @ x=3.5'
M = 2.24 k-ft
V=R=0.78k
fb =628 psi
fv =42 psi
A =0.06 in
L/1296
8/24
DATE
PROJ. #
TCV
DESIGN
7
SHEET
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