REVIEWED BLD2022-1276+Structural_Plan+9.23.2022_9.13.05_AM+3125641Applicable Codes and Standards:
2018 International Building Code (IBC) and other applicable local building codes.
ASCE/SEI 7-16 - "Minimum Design Loads for Buildings and Other Structures"
2018 NDS for wood structures.
American Wood Preservers Bureau - AWPB Standards for Pressure Treated Material.
American Concrete Institute - ACI 315, ACI 318, ACI 301, ACI 307.
Structural design shall be in accordance with the latest edition of above codes and standards. Contractor
shall comply with the latest edition of all applicable codes and standards.
Desian Loads:
Live load: roof 25 psf (snow)
floors 40 psf (60 psf decks)
Wind load: Basic wind speed 110 mph, exposure C, KzT=1.04
Building Category: Enclosed, Wind Important Factor Iw = 1.0
Refer to calculation page L1 for design wind forces.
Internal pressure 5 psf, Components and cladding design per 1609.6.4.4.1
Seismic loading per IBC Section 1613, Site Class D.
The basic structural type is a bearing wall system with light framed walls with shear panels. Rw = 6.5
(wood structural panels), soil type D.
Seismic importance factor 1.0, Seismic Use Group I
Design and Analysis by Simplified Design Procedure
Peak Ground Accelerations (PGA) based on USGS Hazards Program, by lat/long.
PGA 1 sec = .454 PGA .2 sec = 1.547
Seismic base shear = 0.132 * Dead Load
Foundations:
Soil parameters (assumed): Vertical allowable soil pressure: 1,500 psf
All soil conditions are to be field verified during construction. Footings shall bear on firm natural soils or on
structural fill placed over firm natural soils, and inspected in place. Footings shall extend 18 inches
minimum below adjacent exterior finished grade and shall extend 12 inches minimum below existing interior
grade unless otherwise noted on plans. Structural fill shall be placed in 12-inch maximum horizontal lifts
(loose thickness) and compacted to 90 percent of maximum dry density in accordance with ASTM D-1557.
Imported structural fill shall be granular material containing no more than 5 percent fines, passing no. 200
sieve. Structural fill in place shall be tested by a licensed soil engineer or approved by the building inspector.
Drainage behind the concrete walls shall be provided conforming to the construction details.
Cast in Place Concrete:
Concrete shall attain a minimum compressive strength of 2,500 psi at 28 days (5-'/2 sack mix). An alternate
mix provided by the concrete supplier and pre -approved by the building department is acceptable.
Reinforcing steel shall conform to ASTM A-615, Grade 60 (Fy=60,000 psi) for all bars. Provide all wall and
footing horizontal bars with 2'-0" x 2'-0" corner bars of the same size at all corners and wall intersections.
Minimum lap splice 48 bar diameters.
Concrete protection for reinforcement shall be:
Concrete exposed to earth or weather 1.5" (#5 & smaller) 2" (#6 & larger)
Concrete cast against earth 3"
Slabs 0.75"
Bolts.
Anchor bolts shall conform to F1554. All other bolts shall conform to ASTM A307.
Minimum anchor bolt size and spacing shall be diameter bolts @ 6' o.c. Shear wall anchor bolts per the
shear wall schedule.
For cast -in -place anchors, provide 7" minimum embedment into the new concrete foundation.
For retrofitted anchors, provide 5" minimum embedment into the existing concrete foundation. Epoxy grout
with Simpson SET epoxy.
Provide 3"xY square x 0.229" thick bolt washers where anchor bolts connect the sill plate to the concrete
foundation.
Wood Framing Specifications:
All sill plates and other wood framing which is in contact with concrete or masonry must be preservative -
treated in accordance with AWPA U1 and M4 standards. For anchor bolts connecting wood sill plates to
concrete or masonry, provide galvanized steel washers and nuts on top of the sill, minimum washer size 3" x
3" x 114" thick.
Where toenails are used for stud wall construction, a minimum of (2) toenails at top and bottom of each stud
shall be provided. Toenails shall be 16d nails driven at approximately a 45 degree angle, with a minimum of
1-112" of the nail shank shall be embedded in both the stud and the plate. End nails driven through the plate
and into the stud end grain are not permitted. Simpson A34 clips at top and bottom of each stud are
permitted where correct toenailing is not provided.
Wherever joists bear on a wall or beam, either a continuous rim joist or solid wood blocking must be
provided. Blocking shall be connected to the joists with A35 angles at each end. Individual blocks may be
omitted to allow for ducting or other openings. Consult with the engineer of record if more than 25% of the
blocking is omitted.
Where a post aligns with a header on the floor below, provide full depth blocking through the floor framing
and a full sized post above the header in the wall below
Unless noted otherwise, the following grades and species shall be used for structural lumber:
2x joists Hem -Fir #2
2x, 3x, and 4x studs DFIL standard for plywood or WSP shear walls
Hem -Fir standard for other walls
4x and 6x beams DF-L #2
Parallam lumber 2.2 WS, Fb = 2900 psi, Fv = 290 psi (minimums)
Gludam lumber 24F-V4 for simple span beams, 24F-V8 for cantilever beams
All framing connections shall be per Table 2304.10.1 of the IBC, unless otherwise noted.
Preservative -Treated Wood and Fasteners:
All wood in contact with concrete or masonry shall be preservative -treated, in accordance with AWPA U1
and M4 standards.
All fasteners installed in preservative -treated wood shall be hotdipped zinc -coated galvanized with a
minimum coating weight complying with ASTM A 153.
Fasteners other than nails and timber rivets are permitted to be mechanically deposited zinc -coated with
coating weights complying with ASTM B 695, Class 55 minimum. Plain carbon steel fasteners in wood
preservated -treated with SBXIDOT or zinc borate are not required to be galvanized.
Plywood Thickness, Grade, and Nailing:
Install plywood sheets with face grain perpendicular to framing. Stagger joints in adjacent sheets. If not
otherwise noted, use nailing schedule, Table 2304.6.1 of the IBC.
Manufactured Joists:
"TJI" Joists specified on the plans are prefabricated products manufactured by the Weyerhaeuser
Corporation. The contractor shall submit shop drawings and stamped structural design calculations for
review. Joist design and shop drawings shall include location and weight of all equipment being supported
by these joists. The manufacturer's installation instructions shall be available on the job site at the time of
inspection. Other suppliers may be used, upon approval by the engineer of record.
Provide solid blocking between TJI joists at 8' o.c. along the span.
Blocking shall be solid engineered lumber to match the joist depth. TJI blocking is not permitted.
See the TJ-9001 Installation Guide for connection and framing requirements.
Metal Framing Connectors:
Unless otherwise noted: Metal framing connectors shall be manufactured by the Simpson company, or
approved equal. Unless noted otherwise, use U-series joist hangers to match joist size (e.g., U210 for 2x10
joist). Provide H1 or H2.5 hurricane ties, or other connectors with similar capacity, at every roof joist or
truss, and H6 or H7 at ends of roof beams and girder trusses. Where supported by wood posts, wood beams
shall be connected to the tops of the posts using Simpson AC, PCZ or EPCZ post caps, and to the bottoms of
the posts bearing on wood framing using Simpson AC connectors or A35 clips. Where supported by
perpendicular beams, wood beams shall be connected by HU-series face mount beam hangers. Provide
Simpson AB_ or PB post bases to connect posts to concrete foundations. Unless otherwise specified, the
maximum number of nails or screws should always be installed on any connector.
Bearing Walls:
All walls supported by continuous concrete footings shall be connected to the foundation per 2018 IRC
section 403.1.6. 112" diameter anchor bolts shall be provided at 4' o.c., or two per wall segment, minimum.
Anchor bolts shall penetrate 7" into the concrete foundation.
Hold Down Notes
Convention for showing shear walls and hold downs: Shear walls are shown on the framing plan for the
floor above. (For example, first floor shear walls will be shown on the second floor framing plan, and the
shear walls for the topmost floor will be shown on the roof framing plan.) Hold downs are located at the
bottom of that shear wall, and connect the end of the shear wall to wall framing or a structural beam
located in the floor below the shear wall. Contact the engineer of record for clarification if needed.
Hold downs for each floor must be continuously connected to hold downs on the floor below (or to
other intermediate wood framing where so indicated), until they are finally connected to the concrete
foundation.
Hold downs shall be installed so as to be as far apart as is reasonable. Hold downs may be located
on either the near side or the far side of the post or double stud to which they are attached. In no case
shall a hold down bolt be located farther than 6" from the end of the shear wall, except with prior written
approval of the engineer. Refer to the latest edition of the Simpson Catalog for details.
Where multiple studs are called out at a hold down, nail studs together with (2) 16d nails at 8" o.c. or
114" x 3" Simpson SDS Screws at 12" o.c.
Where a hold down post lands on a rim joist, provide full depth vertically oriented blocking under the
post.
Strap Hold Downs:
Provide a vertically oriented strap hold down consisting of one or two of the Simpson vertical strap ties
listed below, connecting the end stud or post of the shear wall indicated to new or existing studs in the
wall framing below, or to a wood beam supporting the shear wall, where applicable.
Straps shall be installed so that the minimum end length is provided to both connected posts or studs.
Where a strap is connected to a beam below, the strap shall be wrapped around the beam until the
minimum end length is reached.
See Strap Hold Down Typical Detail.
CS16 denotes a Simpson CS16 strap, with a minim end length of 14", and (13) 8d nails each end.
CMSTCI6 denotes a Simpson CMSTCI6 strap, with a minim end length of 25", and (29) 16d sinker
nails each end.
HDUx denotes a Simpson HDU(2,4,5,8,or 11)-SDS2.5 hold down. For hold down bolts at existing
concrete foundations, use the following bolts:
For HDU2,4.5: 518" diameter A307 threaded steel rod may be used, which shall be
epoxy grouted into a 314" diameter hole with a minimum embedment of 10".
See Retrofit HDU Typical Detail.
For hold downs at new concrete foundations, provide the following bolts.
For HDU2.4.5: Simpson SB518x24 may be used, installed per the most recent edition
of the Simpson Strong -Tie Literature.
518" diameter A307 threaded steel rod may be used, which shall be
embedded 8" into the concrete foundation.
For HDUB: Simpson SB718x24 may be used, installed per the most recent edition
of the Simpson Strong -Tie Literature.
Where the hold down is too high off of the concrete foundation to adequately
connect to the specified anchor, A 718" diameter threaded rod and ASTM A194-2H coupler
connecting to the specified anchor may be used.
For HDU11: Simpson SB1x30 may be used, installed per the most recent edition of
the Simpson Strong -Tie Literature.
SHEAR WALL SCHEDULE
(Lumber for shear walls is HF#2 or better, unless otherwise noted.)
Edge A.B. A35 Shear
Type Material Nailing Field Nailing Size/Spacing Plate Nailing Plates Spacing Capacity
SW1 15132" WSP 8d @ 6" 8d @ 12" 112"0 @ 48" (2) 16d @ 9" 2x_ 24" 230 plf
one side
SW2 15/32" WSP 8d @ 4" 8d @ 12" 112" 0 @ 32" (2) 16d @ 6" 2x_ 16" 350 plf
one side
SW3X 15132" WSP 10d @ 2" 10d @ 12" 5/8"0 @ 24" 518"0 x 8" 3x_ 9" 710 plf
one side Lag @ 24"
For shear wall callouts on the Structural Framing Plans: SW x (y') denotes a shear wall type "x" with a
• For SW3 and greater: studs, plates, and blocking where two WSP panels abut shall have a minimum 3" nominal thickness. Double 2x
members may be used for studs if the members are connected by plate nailing. Note 14d nails at WSP panel edges.
• "WSP" refers to "Wood Structural Panel", either plywood or other wood materials.
• Provide double stud minimum at both ends of all shear walls.
• At the roof or top level of any shear wall, "A35 spacing", and all other relevant connector specifications, apply to assemblies at both the top
and bottom of the shear wall. At lower levels, apply to the bottom of the wall only.
• Provide floor diaphragm edge nailing per diaphragm schedule through floor plywood into blocking, parallel joist framing, or top plates
(whichever applies) of all shear walls.
• Where shear wall edge nails are spaced closer than 3" o.c., or spaced 3" o.c. with 10d nails, foundation sill plates and all framing members
receiving edge nailing from abutting panels shall not be less than a single 3x_ member.
• Where panels are applied on the same face of a wall and nail spacing is less than 6 inches o.c. on either side, panel joints shall be offset
horizontally and vertically to fall on different framing members, or all framing supporting panel edges shall consist of 3 inch nominal or
thicker members and the position of nails on each side shall be staggered vertically.
• Provide 4x or double 2x_ framing where A35 angles are used on both sides of one piece of wood.
• Where a shear wall terminates above the foundation level (no shear wall below), provide minimum 4x_ blocking or double joist framing (as
applicable) below the shear wall."W Plate nailing per this schedule shall be nailed into this blocking at the bottom of the shear wall.
• Shear wall nails shall be placed no closer than 318" from a panel edge or perpendicular face of stud.
• Maximum spacing between nails shall not exceed 12".
• Shear wall nailing shall be common or galvanized box nails, unless lag screws are noted. Galvanized nails shall be hot dipped or tumbled.
• Lag screw plate connectors shall penetrate 3.5" minimum, and plates or beams receiving lag screws shall have a minimum width of 3.5".
• Where hold downs are specified, the shear wall bolt shall be located within 6 inches of the end of the shear wall, unless otherwise approved
by the engineer of record. Minimum end studs shall be as specified in the most recent Simpson catalog.
• Shear wall edge nailing through shear wall sheathing shall be provided into all studs attached to a hold down.
-Retrofit anchor bolts shall have a minimum embedment of 5" into the concrete foundation.
• Cast in place anchor bolts shall have a minimum embedment of 7" into the concrete foundation.
• For SW3 and greater, foundation anchor bolt plate washers shall extend to within 112" of the edge of the sheathing.
• Plate nails shall be nailed into a solid wood rim joist.
• 2x_ plates may be substited for 3x plates if panels are nailed with edge nailing directly to the rim joist.
• Where 3x_ plates are used, (2) 20d common nails must be used instead of (2) 16d common nails to connect studs to the bottom plate.
• For SW3 and greater at existing walls, Retrofit High Strength Shear Wall Typical Detail may be used.
• Where Roof ventilation is required over a shear wall, see roof ventilation detail.
Diaphragm Schedule
(Lumber for diaphragm construction is HF#2 or better, unless otherwise noted.)
Type
Material
Edge Nailing
Field Nailing Edge Blocking
Remarks
Roof
15132" CDX 2410
8d @ 6" o.c.
8d @ 12" o.c. no
Minimum Standard
Floor
23/32" CDX 48124
8d @ 6" o.c.
8d @ 12" o.c. no
Minimum Standard
"WSP" refers to "Wood Structural Panel", either plywood or other wood materials.
Rim joists at exterior walls shall be continuous for tension. At rim joist splice locations, provide (2) CS16 horizontal straps, minimum 24"
Where roof or floor framing is cantilevered over an exterior wall below, provide solid blocking with Diaphragm edge nailing between joists.
This is the minimum required diaphragm construction. Where otherwise noted on the plans, additional blocking or nailing may be required.
APPROVED
PLANS MUST BE
ON JOB SITE
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
4 - ■ - ■ - ■ - ■ - ■ - ■ - ■ - ■ - ■ - ■ - ■ - ■ - ■ - ■ - ■ - ■ - ■ - ■ - ■ - ■ - ■ - ■ - ■ -■
The following documentation shall be available on '
site for the building inspector:
❑X COE APPROVED ARCHITECTURAL PLAN SET '
;F] COE APPROVED STRUCTURAL PLAN SET '
COE REVIEWED CALCULATION PACKET
ENERGY CREDIT WORKSHEET '
SITE PLAN
■ Ej CIVIL PLAN
■ CITY OF EDMONDS BUILDING DEPARTMENT 2021
■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1 �
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT;
r■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ I L
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Revisions:
RECEIVED
Sep 28 2022
CITY OF EDMDNDS
DEVE DEMENT SERVICES
DEPARTMENT
Date:
07-15-202
heet:
S-1
Wood framed
wall per plan (2) bars at top
#4 @ 12" O.C.
horizontal bars 61' min
Interior slab 24"" max
on grade
Exterior grade
30" min. @ 12" O.c.
Vertical bars,
°6•e• 18T# hook into footing
10" ---------- min .
5" 1151, (3) #4 bars
continuous
Exterior Footing with Slab Detail
F1
1-011
Ventilation opening, refer to architect's
requirements for size and position
Solid blocking between
joists/trusses, or rim
joist, as applicable. No
gap permitted between
the blocking and the roof
sheathing
H 1 or H2.5 each joist/truss,
(H2.5 shown)
Refer to plans for member sizes.
Diaphragm edge nailing, refer to
diaphragm schedule and diaphragm
notes on framing plans, as
applicable. Diaphragm nail spacing
may be adjusted to account for holes
in the blocking, provided the same
number of nails are used. Nail
spacing may not be less than 3" O.C.
Roof framing
members
Wall top plate
Exterior wall
A35 per shear wall schedule
Hold down per plan, refer
to current simpson
catalogue for connection
Vertical blocking requirements. Install so
under hold down that anchor is at center of
post concrete wall
�� Shear wall
AIL anchor bolt
Anchor per structural
It notes, to match hold
down.
2" clear, min.
A
Retrofit HDU Typical Detail
3/411 _ 11-011
Roof Ventilation Typical Detail
Studs @ 16"
o.c. max
End stud min.
double stud
Vertical blocking
under hold down
post
Hold down
bolt
Concrete
foundation
At roof framing, roof
Vent block per Vent
block typical detail
Roof framing, flat or
sloped per plan Dui
A35 per shear wall schedule
Diaphragm edge nailing per
diaphragm schedule
Diaphragm sheathing per
diaphragm schedule
H2.5a Hurricane tie
each rafter or truss, or
per structural notes
Edge nailing per
shear wall
schedule
Plate nailing per
shear wall schedule
Rim joist, provide
hangers to match joist
size where rim joist is
used as a header
Where joists are
parallel to wall, 1')J ' Edge nailing provide 1 bay of «i g g per
solid wood
shear wall schedule
blocking @ 4'0" A35 per shear wall
o.c. attached with schedule
A35 both ends
Joists perpendicular j
to wall, where J
applicable
Anchor bolt per shear wall
schedule. Washer edge must be
within 112" of sheathing for SW3
and greater
Anchor bolt per shear wall
schedule. Washer edge must be
within 1/2" of sheathing for SW3
and greater
�l'11
fly
Okay to replace 518" or
smaller anchors with
Simpson URFP retrofit
plate
Shear wall sheathing per
shear wall schedule, on
interior or exterior face of wall
Edge nailing per shear
wall schedule
Concrete foundation
2" clear,
minimum
Edge nailing per shear
wall schedule
A35 per shear wall
schedule.
° Okay to notch rim joist around
anchor bolts as needed
en a e�
Concrete foundation) V 2" clear,
minimum
Alternate Condition
Exterior Shear Wall Typical Detail
Bottom plate
Shear wall sheathing
with edge nailing
Edge nailing
into stud post
(4) 2x4 stud post With 1 /4"x3" Strap hold down
SDS screws @ 6" o.c. to tie per plan
posts together as shown
Strap Hold Down Configuration
Bottom plate
Shear wall sheathing
with edge, nailing
(4) 2x4 stud post With 1 /4"xY
SDS screws @ 6" o.c. to tie
posts together as shown
Wood framed
wall per framing
plan
Floor framing
Wood post per
plan
HDU hold down per
plan
Edge nailing
into stud post
HDU Configuration
Corner Hold Down Detail
Sheathing per shear
wall schedule
Vertical strap hold
down per plan
Strap end length,
nailing per
structural notes
Strap Hold Down Typical Detail
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Revisions:
RECEIVED
Sep 28 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Date:
07-15-2022
Sheet:
S-2
7. Reference IRC 2018 R310 Emergency Escape and Rescue Openings
HDU11
SW3X
(3; 75 )_ ,
HDU11
Q
4x6
POST
0
E'N
HDU11
SW3X
(3.75')
HDU11
GLB FLUSH
3.5"x7.5" FRAMED
Fire blocking requi d in all wood — PSL 5.25"x16" �e Door S
framed constructio at the
locations listed in R 2-11
FOUNDATION PLAN
SCALE: NTS
HF #2 (2) 2x6 DOOR
HEADER,TYP
ZIN
GLB HDU5, ALIGN WI
5.5"x7.5" CMSTC16 ABOVE
HDU5 SW2 (9.5')
'-0" 2'-0' $' rill I I 1 I
HDU5, ALIGN
WI CMSTC16
ABOVE
HF #2 (2)
2x8
WINDOW
HEADER,
TYP UNO
HDU5, ALIGN
WI CMSTCI6
ABOVE
in
16" TJI 230 @
16" O.C., TYP
DF #1
4x8
SLOPED FOR DRAINAGE
GARAGE
433 SF
(CONC SLAB)
`_J
HDU5, ALIGN WI
CS 16 ABOVE
16'-0"
HDU5 Y- HDU5
L
SW1 (4')
103
HDU5 F—
"2
3-
N PSL 3.5"x16" -
E)
N COAT CLOSET
J 'CV
117
ppN LAUNDRY < U414 '-
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rIN HEATED STORAGE
C9112 SE
(CONC SLAB)
PSL 5.25"x16"
U414 —J
PSL 3.5"x16"
V
HDU5
GLB 5.5'x7.5"
M
Exterior dimension to center of doors and windows.
For Mechanical, Electrical & Plumbing placement;
4'-0"
2'-42„ o
m
CMSTC1
HDU5
3 SW2 (MUS
BE MIN. 3'
LENGTH)
I
CMSTC16
I
<-- CS16
.SW2(
STAIRb. I I0.. A,
4x6 PO:
- — — e PSL
5.25"x
WIND
GIRT
GLB 3.5
HDU5 RIDGE I
IV--- CS16
I
CMSTC1
E TRY I I ----T I
I I —c? SW2
N (MUST BE
MIN. 3'
712„ LENGTH)
_
11 HDU5 HDU5
CMSTC
HDU5
SW1 (6.25)
SW1 (5.5')
\L-
ALL SMOKE C HDU5, ALIGN WI N KAnKI ,.,-- „�,.,.,.,., --.,. �., �,,,,�� ., , , .,..�..,
such a manner CS 16 ABOVE larm will activate all of the alarms in the dwelling Unit, TYP.
2 UPPER FLOOR FRAMING AND MAIN FLOOR WALL PLAN
SCALE: NTS
3 ROOF FRAMING AND UPPER FLOOR WALL PLAN
SCALE: NTS
LASS
'17.5')
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Revisions:
RECEIVED
Sep 28 2022
CITY OF EDMDNDS
DEVE OPMENTSERVICES
DEPARTMENT
Date:
F---
08.17.2022
Sheet:
S-3