REV I APPROVED BLD2021-1362+Structural_Plan+2.10.2022_2.08.14_PM+2674296GENERAL NOTES
All design and construction shall conform to the requirements of the 2018 International Building
Code.
Contractor shall verify all levels, dimensions and existing conditions in field before proceeding with
any construction or demolition. Contractor shall notify the Architect of any discrepancies or field
changes
Contractor shall be responsible for all safety precautions and the methods, techniques, sequences or
procedures required to perform the work. Contractor shall provide adequate shoring and bracing of
all structural members, existing construction and soil excavations as required, in a manner suitable
to the work sequence. Temporary shoring and bracing shall not be removed until all final
connections have been completed in accordance with the drawings and materials have achieved
design strength. Foundations walls greater than 4 feet shall not be backfilled until the floor framing
and all connections to the floor framing per these details are complete.
CHANGES: No changes to these structural drawings are permitted without written consent of the
Engineer. Changes will be billed to the client, owner or contractor at the Engineer's hourly rate.
SUBMITTALS: Shop drawings shall be submitted to the Architect prior to any fabrication or
construction for all the following:
Structural steel, steel canopies, glued -laminated members and pre -manufactured wood
members.
Design drawings and calculations, for pre -manufactured wood trusses and joists shall bear the seal
and signature of the Washington State Registered Professional Engineer who is responsible for the
design, and shall be submitted to the Architect and Building official for review prior to fabrication.
DESIGN LOADS
LIVE LOADS: Live loads are determined in accordance with ASCE Ch. 4
L = 40 PSF (Residential)
= 60 PSF (Balcony)
SNOW LOADS: Snow loads are determined in accordance with ASCE Ch. 7 with the following
Factors:
Ground Snow Load Pg = 20 psf Ct = 1.0 Ce = 1.0
Roof Snow Load Ps = 25 psf Is = 1.0
WIND LOADS: Wind loads are based on ASCE 7 Ch. 28 (Envelope Procedure) with the following
factors:
Exposure Category = B
Velocity (3 sec) = 100 mph (ult) Kzt = 1.0
Design wind pressured for determining forces on components and cladding are determined in
accordance with ASCE 7 Chapter 30.
SEISMIC LOADS: Seismic loads are based on the Equivalent Lateral Force Procedure in ASCE 7-10
Section 12.8 with the following factors:
Risk Category = II Ss = 1.27
Site Class = D S1 = 0.498
Design Category = D SIDS = 0.846
R = 6.5 (wood shear wall) SD1 = 0.598
Ie = 1.0 Cs = 0.130 (ult.)
FOUNDATIONS
Concrete foundations shall be placed on Bearing Ground defined as follows. Bearing Ground shall be
stiff, competent, non -expansive, undisturbed native soil. Where native soil is inadequate for bearing,
foundations shall be placed on structural fill mixed and compacted (and scarified if necessary) in
accordance with specifications provided by a Washington State licensed Geotechnical Engineer. Prior
to construction, the contractor shall verify the Bearing Ground has minimum allowable bearing
pressure = 1500 psf.
Bottom of footing elevation shall be located at minimum frost depth 18" below top of finished grade
unless required otherwise by the Building Official. The contractor shall confirm the minimum frost
depth with the Building Official prior to excavation.
CONCRETE
Concrete work shall comply, in general, with ACI 301 (latest edition) "Specifications for Structural
Concrete for Buildings."
CONCRETE MIXES: Concrete mixes shall conform ACI 318 Ch. 5. Minimum concrete strength f'c at
28 days shall be as follows:
Slab -on -grade, Curbs and Pads - 2000 psi
Footings - 2500 psi
Walls, Stems - 3000 psi (2500 psi used for structural design)
Water/cement ratio shall be measured by weight and shall be based on the total cementitious
material. Water/cement ratio shall be determined by the supplier based on strength requirements
and shall not exceed 0.55. Water -reducing admixtures may be incorporated in concrete mix designs
but shall conform to ASTM C 464, and be used in accordance with the manufacturer's
recommendations. CaCI and other water-soluable chloride admixtures shall not be used.
REINFORCING STEEL: All reinforcing shall be deformed bar (rebar) with bar diameters specified in
these drawings and properties below:
All reinforcing unless noted otherwise - ASTM A615, Grade 60
#3 stirrups and ties - ASTM A615, Grade 40
Welded rebar - ASTM A706, Grade 60
Galvanized Welded Wire Fabric - ASTM A165
Reinforcing steel shall be detailed in accordance with ACI 315 "Manual of Standard Practice for
Detailing Reinforced Concrete Structures."
Reinforcing steel shall be lapped as noted on the drawings. Where lap length is not shown,
reinforcing bars shall be lapped as follows:
#5 and smaller - 48 bar diameters
#6 and larger - 60 bar diameters
Minimum concrete cover over reinforcing shall be as follows:
Nonstructural Slab -on -grade - Mid -Depth
Wall Bars: interior face - 3/4"
exposed to earth/weather - 1-1/2" (#5 and smaller)
2" (#6 and larger)
Footings: Bottom Bars - 3" (cast against earth)
Top Bars - 1-1/2"
Side Bars - 2"
Provide supports as required for proper alignment and concrete cover around the reinforcement.
Consult the CRSI Manual of Standard Practice MSP-1 for specific information.
REVISED PLAN APPROVED
CITY OF EDMONDS BUILDING DIVISION
BUILDING OFFICIAL
Feb 11 2022
APPROVED DATE
WOOD
SAWN LUMBER: Structural sawn lumber shall be kiln dried and be of the species and grade noted
below or better:
Use Grade Fb(psi)
Wall Studs Hem Fir Stud 675
Plates & Planks Hem Fir #2 850
Joists & Rafters Hem Fir #2 850
4x Beams Douglas Fir -Larch #2 900
6x Beams Douglas Fir -Larch #2 875
Posts Douglas Fir -Larch #2 750
2x4 T&G Decking Douglas Fir -Larch Select 1750
All lumber and plywood exposed to weather or water or in contact with concrete, stucco, masonry
or other cementitious materials shall be treated with an E.P.A. acceptable wood preservative, such
as Alkaline -Copper -Quaternary "ACQ" or Copper Azole "CBA" type A and B.
All wood connectors shall be manufactured by Simpson Strong Tie Company (or approved equal),
and of the size and type shown on the drawings. All wood connectors in contact with
preservative -treated wood shall be Triple Zinc G-185 galvanized (1.85 oz/sq ft coating).
MINIMUM WOOD NAILING REQUIREMENTS: Unless otherwise noted on the drawings, typical wood
framing shall be fastened as follows. See IBC Table 2304.10.1 for fastener alternatives not shown.
Location Min. Nail Quantity/Spacing Type*
Beams (built up 2x's) 3" x 0.131" 24" o.c. T&B* FIN
EF* staggered
Blocking -to joists, rafters, trusses 3" x 0.131" 2 each end TN
or studs
-to top plates 3" x 0.131" 3 TN
Bottom plate -to joist, rim joist 3" x 0.131" 12" o.c. FIN
or blocking
-to studs 3" x 0.131" 3 EN
Header (built up 2x's) 16d box 12" o.c. T&B FN
Header -to studs 3" x 0.131" 4 TN
Joist
-to supports
3" x 0.131"
3
TN
-to rim joist
3" x 0.131"
4
EN
Rafter
-to supports
3" x 0.131"
4
TN, EN
Rim Joist
-to sill or blocking
3" x 0.131"
6" o.c.
TN
Stud
-to Stud
3" x 0.131"
12" o.c.
FIN
-to top/bottom plate
3" x 0.131"
4
TN
Top plate
-to top plate
3" x 0.131"
12" o.c.
FIN
-to studs
3" x 0.131"
3
EN
-laps at corners and
3" x 0.131"
3
FIN
intersections
Truss to top plate 3" x 0.131" 4 TN
*EN = end nail, FIN = face nail, TN = toe nail, EF = "each face", T&B = "top and bottom"
RATED SHEATHING: Wood structural panels shall bear the APA trademark of the American Plywood
Association. Sheathing shall be as follows:
Shear Wall Shtg APA rated 7/16" 32/16 C-D INT with Exterior Glue (CDX or OSB)
Roof Shtg APA rated 15/32" 32/16 C-D INT with Exterior Glue (CDX or OSB)
Sub Floor Shtg APA rated 3/4" 48/24 T&G C-D INT with Exterior Glue
Sheathing shall be orientated over the supports as shown on the drawings. Shear wall sheathing
shall be blocked at all panel edges as shown in the shear wall schedule.
GLUED LAMINATED MEMBERS: Glued Laminated members shall each bear an AITC identification
mark and be accompanied by an AITC certificate of conformance. One coat of end sealer shall be
applied immediately after trimming either shop or field. Members shall be Visual Graded Western
Species Inductrual, Architectural or Premium grade with strength as follows:
Plan Symbol Common Name Species Fb E
GLULAM Glulam DF 24F-V4 DF/DF 2400/1850 psi 1,800,000 psi
GLULAM V8 Glulam DF 24F-V8 DF/DF 2400/2400 psi 1,800,000 psi
ENGINEERED COMPOSITE LUMBER: Engineered Composite Lumber shall be manufactured by
Trus-Joist, Boise Cascade or approved equal and shall have the following minimum strength (based
on 12" member depth):
Symbol Common Name Manufacturer Fb E
PSL Parallam Trussjoist 2900 psi 2,000,000 psi
LVL Micolam Trussjoist 2600 psi 2,000,000 psi
LSL Timberstrand Trussjoist 1700 psi 1,300,000 psi
VL (1%4-2%$") Versa Lam Boise Cascade 2800 psi 2,000,000 psi
VL (3%" & wider) Versa Lam Boise Cascade 3100 psi 2,000,000 psi
PREMANUFACTURED OPEN WEB WOOD TRUSSES: Trusses shall be design by a Structural Engineer
licensed in the State of Washington, who is regularly engaged in the design of plate -connected
wood trusses. Truss design shall be accordance with IBC Section 2303.4.
Trusses shall be design for the following superimposed dead loads:
top chord bottom chord total
roof trusses 10 psf 5 psf 15 psf
In addition to dead loads, the design shall include the live, wind, snow loads as identified in the
"Design Loads" section of these drawings, and the snow drift, sliding and unbalanced loads per
ASCE7 Chapter 7. The truss design shall include concentrated and axial loads shown on framing
plans and hanger schedules in these drawings.
Roof trusses shall be designed for wind net uplift of 10 psf unless otherwise noted on the drawings.
Trusses shall be fabricated by a manufacturer who is a member of the Truss Plate Institute. Trusses
shall be supplied with the proper hangers, end connections bridging,bracin to provide lateral
pp p p 9 � � 9
stability of all truss members, and tie -down connections to beams and tops of walls. Trusses shall
be supplied with tapered hardwood shimming so that every chord bears on the full width of every
support, without notching the truss members. The truss manufacturer is responsible for ensuring
the bearing seat does not exceed the sill plate capacity of the supporting element.
RECOMMENDED INSPECTIONS
The following recommended minimum items shall be inspected by a qualified individual provided
by the Building Official:
-Footings bear on competent native soil per the "Foundations" section above
-Footing reinforcement
-Shear wall sill plate anchors and washers per schedule
-Shear wall nailing and shear clips per schedule
-Shear wall hold-downs
TYPICAL DETAILS
n addition to the details and schedules on the framing plans, those noted as "Typical" shall be
Ised throughout the structure as applicable.
STRUCTURAL NOTES
SHEAR WALL PER PLAN
PT SILL PLATE AND ANCHOR BOLTS
PER SHEAR WALL SCHEDULE
6" THICK CONC. STEM WALL
REINF. w/ #4 VERT. AT 24" o.c.
AND #4 HORIZ. AT 18" o.c. AND
(2) AT TOP. ALTERNATE HOOK. REINFORCED SLAB ON GRADE
• PER PLAN
24"
#4 x 24"
MATCH HORIZ
REINF.
24"
#4 x 24"
MATCH HORIZ
REINF.
Cr SOLID CONCRETE SLAB EDGE
La LI I
(3) #4 VERT.
N u DOWN TO FOOTING
- - -
DOWELS
2 FOOTING SIZE AND REINFORCING
a oo PER PLAN
ALT. HOOK
SHEAR STIRRUPS PER PLAN START
SINGLE REINFORCING #4 x 24"
o
��\ �� FOOTING PER
5" FROM CENTER OF PIPE
MATCH HORIZ
Of =
PLAN
ADD #4x24" LONG WAY OVER EACH
REINF.
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PIPE PILE
2
NOTES:
PIPE PILE PER PLAN
1. VERTICAL REINFORCING NOT
• •
_ I I
SHOWN FOR CLARITY
m v I I 12"
I 2°F
2. SEE STRUCTURAL NOTES FOR
CLEAR COVER
(3) #4 x
DOUBLE REINFORCING
m
PERFORATED FTG. EACH PILE
DRAIN CON'T.
TYPICAL CONCRETE FOUNDATION 1
#4 VERT. AT 24" o.c.
REINFORCED SLAB ON GRADE
PER PLAN
TYPICAL CONCRETE WALL AND FOOTING CORNER 1 2
POST PER PLAN
POST BASE PER
SCHEDULE
12' DIA CONC. PIER
(3) #4 VERT.
DOWELS
8"PIIN. SOLID CONCRETE \
iv DOWN TO FOOTING N v
U FOOTING SIZE AND REINFORCING FOOTING SIZE AND REINFORCING
• A PER PLAN A PER PLAN
SHEAR STIRRUPS PER PLAN AND 1/S1 SHEAR STIRRUPS PER PLAN AND 1/S1
ADD #424" LONG WAY OVER EACH ADD #424" LONG WAY OVER EACH
PIPE PILE • • PIPE PILE
i I I _t -
I I PIPE PILE PER PLAN - 1 PIPE PILE PER PLAN
-
Cnv I I 12" m� I 12"
(3) #4 x 2VF 1 (3) #4 x 24
EACH PILE EACH PILE
SECTION AT INTERIOR GRADE BEAM 1 4
DIAPHRAGM NAILING SCHEDULE
NAIL SPACING
NAIL SPACING AT
AT BOUNDARIES
INTERMEDIATE
NAIL SPACING
BLKG
SIZE OF
AND "OTHER"
FRAMING
AT BLOCKED
LOCATION
SHEATHING
REQD
NAIL
PANEL EDGES
MEMBERS
PANEL JOINTS
ROOF
SEE STRUCT
NOTES
NO
10d
6" OC
12" OC
6" OC
SUB-FLR
NO
10d & GLUE
6" OC
12" OC
6" OC
DIAPHRAGM NOTES
1. ALL DIAPHRAGM SHEATHING IS TO BE STAGGERED IN THE DIRECTION OF THE PLYWOOD SPAN PER
DIAPHRAGM DETAIL
2. PROVIDE BOUNDARY NAILING CONTINUOUS AROUND THE ENTIRE PERIMETER OF THE DIAPHRAGM
3. NAILS SHALL BE COMMON OR GALVANIZED BOX
4. ALL FRAMING MEMBERS SHALL BE 2x MINIMUM NOMINAL WIDTH
BLOCKED DIAPHRAGM TYPICAL CONTINUOUS
WHERE INDICATED r I
PANELJOINT
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Y.11 li 11 . I. IJ CI 11 � I: 11
BOUNDARY 'I 11 11 11 9: Id r1 IJ it 11
NAILING :t 11 11
11 li li TOP PLATE
Ij ac Ij 11 11 II IJ
BLOCKED CONTINUOUS 1: IJ
PANELJOINT U 11 II "OTHER" PANEL
Ia li : �� FI �� EDGE NAILING
�I
INTERMEDIATE JOIST/TRUSS
NAILING
DIAPHRAGM DETAIL
TYPICAL DIAPHRAGM NAILING 1 7
SON CS16 WITH (20)
0 DBL. TOP PLATE
D AT EACH SIDE.
JI AS NEEDED.
. r PER PLAN
NOTES:
1. USE THIS DETAIL AT ALL LOCATIONS WHERE
BEAM WIDTH EXCEEDS 3%" AND/OR BEAM
BOTTOM BEARING IS BELOW DOUBLE TOP
PLATES.
2. EXTEND BEAMS FOR 5-1/2" BEARING ON 2x6
WALLS, 3-1/2" BEARING ON 2x4 WALLS.
TYPICAL PLATE STRAP AT BEAMS 110
TOP PL
SECTION rj
10% 7u..l1 1 71 AI A 11 C CA/ U C-C
NOTES:
SEE STRUCTURAL NOTES FOR TYPICAL TOP
PLATE NAILING NOT SHOWN
TYPICAL TOP PLATE SPLICE 1 $
II II
I I ROOF TRUSSES/
I I RAFTERS BELOW
I I
2x6 BLOCK BETWEEN
ROOF TRUSSES BELOW W/ I I
(2) 16d EA END I I
I I �
I I I I i
2x6 PLATE W/ (2) 16d I I
INTO EA ROOF TRUSS I I i
BELOW I�I�
I I
1 1
� I I
2x4 RAFTERS @ 24"o.c.
POST DOWN TO ROOF
TRUSS BELOW AT 24" o.c. I I
TYPICAL ROOF OVERFRAMING I 1 1
TYPICAL EXTERIOR ISOLATED FOOTING 1 $
CRIPPLE STUDS AT
16" O.C. WHERE APPLICABLE
TOP PLATES
NAIL STUD TO HEADER
W/ (8) 16d
STUDS) PER PLAN
FULL HEIGHT
TO TOP PLATES
TRIM STUDS (TRIMMERS)
PER POST PLAN
a
SOLID BLKG MATCH
WIDTH OF BEAM/GIRDER
TYPICAL HEADER DETAIL 1 9
REVISION
Feb 10 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
12
Ross
Engineering
Design
Inc
ryan.ross@rossengineer.com
2.9.2022
yPNN.RoS
pF WASh7N S
21 34
46411
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FILE/ NO.
21034
DESIGNED BY
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DRAWN BY
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SHEET:
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PRINT DATE 2 / 9 / 2021
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MAIN FLOOR SHEARWALLS
SCALE: 1 /8" = 1'-0"
EXTERIOR WALLS
NOT MARKED SHALL BE
SW1
HOLDDOWNS CALLED OUT
ARE LOCATED AT BASE OF
SHEAR WALLS.
SEE SHEET S5 FOR SHEAR
WALL SCHEDULE AND TYPICAL
SECTIONS
---------------------------------------------------------------------------------------------------I
Contractor to provide S I reports to City Inspector prior
I
to pouring of footings
----------------------------------------------------------------------------------------------------
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REVISED PLAN APPROVED
CITY OF EDMONDS BUILDING DIVISION
E r i,& Carfeer
BUILDING OFFICIAL
Feb 11 2022
APPROVED DATE
3" DIA. PIPE PILE
DRIVEN TO REFUSAL
PER ESNW FIELD
REPORT DATED
1/22/2022, TYPICAL (21)
PLACES. CONTRACTOR
TO VERIFY PIPE WALL
THICKNESS.
OO7
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(5) #3 STIRRUPS @ 5" o.c. (2) SIDES
OF PIPE PILES TYP, (3) SIDES AT
A 3-WAY FOOTING INTERSECTIONS. B
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31'-0"
9'-6"
37'-6"
9'-3"
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#4 AT 24" o.c. j
10'-7" 10'4"
— -
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CONCRETE SLAB FL OR
6" CONC. SLAB. OVER 2" RIGID INSULATION
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31'-0" T-T 5'-0"—2'-6Y2"
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FOUNDATION PLAN
SCALE: 1/4" = 1'-0"
FOUNDATION NOTES
• VERIFY ALL DIMENSIONS AND FIELD CONDITIONS PRIOR TO COMMENCING
ANY WORK.
• GENERAL CONTRACTOR AND/OR FOUNDATION CONTRACTOR SHALL VERIFY
THE LOCATION OF ANCHOR BOLTS AND HOLDOWNS PRIOR TO POURING
CONCRETE.
• ALL FOOTING SHALL BEAR 18" BELOW UNDISTURBED NATURAL SOIL.
FINISHED GRADE SHALL BE NO LESS THAN 12" ABOVE BOTTOM OF
FOOTINGS.
• TOP OF FOOTING SHALL BE LEVEL. BOTTOM SURFACE OF FOOTING SHALL
NOT SLOPE MORE THAN 10%. STEP FOOTING AS NECESSARY TO MAINTAIN
MIN. DEPTH OF FOOTING BELOW FINISHED GRADE.
• FOUNDATION WALL SHALL EXTEND MINIMUM 6" ABOVE FINISHED GRADE.
• ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED.
• UNLESS NOTED OTHERWISE OR IN SHEAR WALL SCHEDULE, ALL ANCHOR
BOLTS SHALL BE %" dia. x 10" AND EXTEND MINIMUM 7" INTO CONCRETE
WITH MINIMUM SPACING OF 48" ON CENTER. EACH ANCHOR BOLT SHALL
HAVE A 3"x3"x.229" GALVANIZED WASHER.
• SEE SHEARWALL & HOLDOWN SCHEDULES FOR SIZE AND PLACEMENT.
• PROVIDE 2" SAND OVER 6 MIL BLACK VAPOR BARRIER OVER 4" COMPACTED
GRANULAR FILL UNDER ALL CONCRETE SLABS.
• PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT
CONNECTIONS ARE IN PLACE.
• ALL ISOLATED SPREAD FOOTING TO BE 24"x24"x8" REINFORCE FOOTINGS
WITH (2) #4 BARS EACH WAY UNLESS NOTED OTHERWISE IN PLAN.
• FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES
AND FLOORS BELOW GRADE SHALL BE DAMPPROOFED FROM TOP OF
FOOTING TO FINISHED GRADE. (R406.1)
• SEE SIMPSON RECOMMENDATIONS FOR HOLD DOWN PLACEMENT.
COORDINATE LOCATIONS WITH DOOR & WINDOW ROUGH FRAMING TO
PROVIDE ACCURATE DIMENSION FOR OPENINGS.
NOTE !
ALL FOUNDATION WALLS
TO BE 6" UNLESS CALLED OUT
OTHERWISE.
LEGEND
STEM WALL
— FOOTING
WALL / FIXTURES OVER
CONCRETE SLAB
EXISTING
CONCRETE FOOTING SCHEDULE
SYM.
FOOTING SIZE
RE -BAR
PLACEMENT
F-01
*12" WIDE
(2) #5 CON'T. TOP
x14" DEEP
AND BOTTOM
F-02
*14" WIDE
(2) #5 CON'T. TOP
x14" DEEP
AND BOTTOM
F-03
*24"x24"x8"
(2) #4 EA. WY.
*EXTERIOR FOOTINGS SHALL BE MIN.
NOTE:
18" BELOW GRADE AND REST ON
BEARING SOIL.
REVISION
Feb 10 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
2.9.2022
yPNN./?o
pF WASH/,y J'
21 34
46411
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PROJECT NO.
DESIGNED BY
210404
TL
DRAWN BY
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CHECKED BY
TL
SHEET:
PRINT DATE 2/9/2022 10:03 AM