APPROVED PEER BLD FIR RESUB 3-BLD2022-0926+Structural Plans+11.2.2023_9.57.55_AM+3876593STRUCTURAL NOTES
CODE All conditions, materials and construction shall conform to the code specified in the DESIGN
CRITERIA, or other codes required by the governing jurisdiction.
GEOTECHNICA L PA RA METERS
Assumed soil parameters are specified in the DESIGN CRITERIA.
Extend footings to undisturbed soil with a bearing capacity as specified in the DESIGN CRITERIA. Bottom of
exterior footing shall be 1'-6" minimum below outside finished grade.
BACICFILL shall be free draining and without organic material and debris from one of the following soil
classes SM-SC, SM, SP, SW, GC, GM, GP, and GW. Unless noted otherwise.
Do not backfill until all slabs and panels are constructed and/or installed and have reached a 7 day
strength, otherwise provide temporary bracing to resist movement. There shall be no machine
compaction on the retaining side of the structure for a distance equivalent to 2/3rds the wall height.
PRE -CAST HOLLOW CORE SLABS All precast hollow core slabs are to be installed per the
recommendations and specifications. The design of these panels shall resist the DESIGN LOADS. Notify
this office of any conflicts prior to panel construction.
MISCELLANEOUS The contractor shall verify dimensions and conditions at job site. The contractor shall
provide temporary bracing as required until all permanent connections and stiffenings have been installed.
Do not scale drawings. Pre -fabricated items to be handled and installed per manufacturer's
TESTS AND INSPECTIONS
INSPECTIONS PER IBC 110:
Foundations, footings, underslab systems and framing are subject to inspection by the building official in
accordance with IBC 110.3 the contractor shall coordinate all required inspections with the building official. In
addition to inspections required by IBC 110, special inspections shall be done in accordance with the "statement
of special inspections" per sections 1704 and 1705.
SPECIAL INSPECTORS:
Special inspectors shall be employed by the owner to provide special inspections for the project. A special
inspector shall be a qualified person who works for an approved agency and demonstrates competence, to the
satisfaction of the building official. The special inspector shall keep records of inspections and furnish them to
the building official and the engineer of record on a regular basis. A final report documenting required special
inspections and the correction of any discrepancies shall be provided prior to the completion of building finishes.
Where fabrication of structural components and assemblies is being performed on the premises of a fabrication
shop, special inspection of the fabricated items shall be required except where the fabricator is registered and
approved to do such work without special inspection in accordance with IBC section 1704.2.2. Periodic inspection
allows inspection at intervals necessary to confirm that work requiring special inspection is in compliance with
requirements. Continuous special inspection requires that the inspector be on site at all times that work
requiring special inspection is performed.
Statement of special inspections per IBC sections 1704 and 1705:
Special inspections are required by sections 1704, for the items summarized in the special inspection schedule
located on this sheet:
Special Inspections, Testing & Structural Observation Schedule
INSPECTION ITEMS
CONTINIUOLIS
PERIODIC
TESTING
Soil & Foundations (IBC 1705.6)
Observation and monitoring of excavation
X
Soil bearing verification
X
Backfill with native soil
X
Concrete Construction (IBC 1705.3)
Reinforcing placement
X
Preparation of test specimens
X
X
INSPECTION SCHEDULE NOTES:
1. Items marked with an "x" shall be inspected in accordance with IBC 1704 by a certified special inspector
from an agency approved by the jurisdiction.
4. All welds shall be visually inspected.
5. All complete penetration welds shall be tested ultrasonically.
7. All complete penetration welds shall be tested ultrasonically.
❑ Submit Specific Item ❑ Rejected
❑ Revise and Resubmit ❑ Furnish with Corrections Noted
® Reviewed/No exception taken❑ Not Required/Not Reviewed
This review is only for general conformance with the design concept of
the Project and general compliance with the information given in the
Contract Documents. Corrections or comments made on the shop
drawings during this review do not relieve contractor from compliance
with the requirements of the plans and specifications. Approval of the
specific item shall not include approval of an assembly of which the
item is a component. Contractor is responsible for dimensions to be
confirmed and correlated at the job site; information that pertains solely
to the fabrication processes or to the means, methods, techniques,
sequences, and procedures of construction; coordination of his or her
Work with that of other trades; and for performing all work in a safe and
satisfactory manner.
DAVID EVANS AND ASSOCIATES, INC.
Date: 1/3/2024 Reviewed by: Alejandro Virgen
CITY OF EDMONDS
BUILDING DIVISION
APPROVED PLAN
Erize C&rfer 02/21/2024
CONCRETE
CONCRETE REQUIREMENRS BY LOCATION:
Pre -approved Mix Designs are listed in each section, this is not an endorsement
of any company, we can
add your equivalent mix designs to our list.
W/C Ratio Design PSI
Design Air Max Slump
Footings & Slab on Grade 0.55 3000
1.5% 5"
Miles Sand and Gravel
Mix Design 18350FP
W/C Ratio Design PSI
Design Air Max Slump
Walls (below grade) r 0.55 1 1 3000
1 1.5% 5"
Miles Sand and Gravel
Mix Design 18350FP
W/C Ratio Design PSI
Design Air Max Slump
Walls (above grade) 0.55 3000
5.0% 5"
Miles Sand and Gravel
Mix Design 0250AC
W/C Ratio Design PSI
Design Air Max Slump
Void Fill, Closure Pour, and 0.50 1 4000
1.5% 5"
Slab (above grade)
Miles Sand and Gravel
Mix Design 1840OF6
W/0 Design PSI
Panel Joint Gout
Design Air Max Slum
0.40
L 1.5% Fluid
Miles Sand and Gravel
Mix Design 10600FG
MD( DESIGN:
Shall be based on field experience or trial mixtures in conformance with the specifications.
Mix designs shall be submitted to the Building Official two weeks prior
to their first use.
MATERIAL REQUIREMENTS:
Cement: ASTM C150 Admixtures: ACI 301
Aggregates: ASTM C33 Water: ASTM C94
PLACING REQUIREMENTS:
PLACING
Place concrete as nearly as practicable to its final position to avoid segregation. The free unconfined fall of
the concrete shall not exceed 5 feet.
DEBRIS:
Remove all debris from forms prior to placing concrete.
CONSOLIDATION:
Consolidate concrete by suitable means. Thoroughly work concrete around embedded items and into
corners of forms.
CURING REQUIREMENTS:
CURING:
Concrete shall be maintained in a moist condition for a suitable period
of time after placement.
WEATHER CONDITIONS:
Adequate precautions shall be taken during hot and cold weather in accordance with the specifications.
INCLUDE THE FOLLIOWING TABLE 1705.3 ITEMS FOR PERIODIC
SPECIAL INSPECTION:
5. VERIFY USE OF REQUIRED DESIGN MIX
12. INSPECT FORMWORK FOR SHAPE, LOCATION, AND DIMENSIONS OF
THE CONCRETE MEMBER BEING FORMED
IN ADDITION TO PREPARATION OF TEST SPECIMENS, SPECIAL
INSPECTION SHALL TEST CONCRETE TEMPERATURE, PERFORM AIR
TEST, AND SLUMP.
APPLY TO ALL 4 SIDES OF GRATE
5" x 5" x 8" ANGLE
w/ %' HOLES AT 24" oc
8" O x 6" EXPANSION ANCHORS
w/ 48" EMBEDMENT
GRATE RETENTION CURB
4"
38-W-4 67M ears 12-318- D.C.
z- 3M Cmn era a r o.c.
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Heavy Duty Welded Steel Grating shall be as manufactured by Grating Pacific, Kent, WA 800-243-3939.
Grating type;
38 - W - 4
Bar size:
5" x 8"
Bearing Bar spacing:
28"
Cross bar spacing:
4"
Weight per SQ FT:
33,3psf Total Weight: 1840lbs
Width (clear span):
T-6" (F-Tspan)
Length:
10'-0"
Ends:
open ends of grating shall be banded
Finish:
Hot Dipped Galvanized
GRATE OVER OPENING
N.T.S.
GRTB
REINFORCING BAR
MATERIAL REQUIREMENT:
REINFORCING BARS:
Use deformed bars conforming to ASTM A615, grade 60, except as noted on the drawings.
See applicable detail(s): RI
WELDED WIRE FABRIC:
Smooth fabric shall conform to ASTM A185.
All WWF shall be 6x6 W2.9xW2.9 U.N.O. Lap reinforcemnt 8" minimum
FA BRICATION AND PLACING REQUIREMENTS:
BENDING:
Bars shall be bent cold. Bars partially embedded in concrete shall not be field bent unless noted or shown
otherwise or authorized by the engineer.
PLACING
Reinforcement shall be supported and tied to prevent displacement by construction loads or by placing of
concrete. Maximum spacing of supports shall be T-6".
CONCRETE COVER:
Minimum concrete cover for reinf. Shall be as follows, unless noted otherwise:
Concrete cast against earth 3"
Concrete cast against forms and exposed to earth 2"
WELDING
Do not weld reinforcing bars.
WET SETTINGS:
Reinforcement anchor bolts, or any embedded item within the concrete, may not be set into the concrete
after it has been poured within the forms.
LAP SPLICES:
Provide the following lap lengths: #4 bars 24"
#5 bars 30"
SHOP DRAWING REVIEW
Once the contractor has completed his review, the Structural Engineer of Record (SER) will review the submittal
for general conformance with the design concept and the contract documents for the building and will stamp the
submittal accordingly. Redmarks or comments shall not be construed as relieving the contractor from
compliance with the project plans and specifications.
Once the contractor has completed his review, the Engineer of Record (EOR) will review the submittal for
general conformance with the design concept and the contract documents for the building and will stamp the
submittal accordingly. Redmarks or comments shall not be construed as relieving the contractor from
compliance with the project plans and specifications.
=> HOLLOW CORE PANELS
=> REINFORCING STEEL
=> CONCRETE MIX DESIGN
=> VEHICLE GRATE
The Engineer of Record will review shop drawings for design intent only. Verification of dimensions and
quantities are the responsibility of the contractor.
Components primarily designed by the Manufacturer shall be stamped by a licensed engineer. A cursory
review for design loads used and their impact on the structure shall be performed.
Shop drawings shall be reviewed and signed by the contractor prior to the Engineer's review. A copy shall
be provided for the Engineers record as well as any plans required for signature.
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PANEL LOADING
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PLAN INSTRUCTIONS
READ THIS FIRST
These plans are organized so that more detailed or specific information is found in the same
way by following the direction shown below:
GENERAL STRUCTURAL NOTES
SCHEDULES, DETAILS and PLANS will often refer to GENERAL STRUCTURAL NOTES for more
specific information.
SCHEDULES
DETAILS and PLANS will often refer to GENERAL STRUCTURAL NOTES and SCHEDULES for more
specific information.
DETAILS
PLANS will often refer to GENERAL STRUCTURAL NOTES, SCHEDULES and DETAILS for more
specific information.
PLANS
See the SYMBOL LEGEND as well as ABREVIATIONIS AND ACRONYMS for other additional
information used on the PLANS. The term, TYPICAL (or TYP), used with a detail callout or plan note,
indicates that the information specified shall apply in all similar conditions.
IF YOU HA VEANY QUESTIONS OR CONCERNS CONTACT US IMMEDIA TEL Y!
We can be reached immediately by phone: (425) 778-1023
For less pressing questions, email us: inbox@ssseng.com
Please help us get to your plans by having this job number handy: s2301011
ABBREVIATIONS AND ACRONYMS
BLK
BLOCK
EQ
EQUAL
SIM
SIMILAR
BLKG
BLOCKING
EXIST
EXISTING
STD
STANDARD
BTM
BOTTOM
FDN
FOUNDATION
STRUCT STRUCTURAL
BRG
BEARING
FLR
FLOOR
THRU
THROUGH
BTWN
BETWEEN
FTG
FOOTING
TYP
TYPICAL
CLR
CLEAR
GR
GRADE
U.N.O.
UNLESS NOTED
CONIC
CONCRETE
HORIZ
HORIZONTAL
OTHERWISE
CONT
CONTINUOUS
MAX
MAXIMUM
VERT
VERTICAL
CTR
CENTER
MFG
MANUFACTURED
w/
WITH
DET
DETAIL
MIN
MINIMUM
w/o
WITHOUT
E.E.
EACH END
o/
OVER
W / C
WATER TO
E.S.
EACH SIDE
cc
ON CENTER
CEMENT RATIO
E.W.
EACH WAY
O.C.
ON CENTER
W.W.F.
WELDED WIRE FABRIC
EA
EACH
REINF
REINFORCEMENT
ELEV
ELEVATION
REQD
REQUIRED
EMBED
EMBEDMENT
SCHED
SCHEDULE
DESIGN CRITERIA
Governing Code ACI 318-14 IBC 2018
Design Loads
)rive Surface (w/ Fire Access) AASHTO HS-25 (Load Case 1) 45-K Outrigger (Load Case 2)
-andscape Surface AASHTO HS-20
Soil Cover
Soil Cover 1 7.5 ft Maximum Soil Cover Unit Weight 120 pcf Maximum
1 ft Minimum
Geotechnical Soil Parameters
Allowable Soil Bearing
1500O
psf
At -rest Earth Pressure
1 55
pcf
Passive Earth Pressure
225 pcf
Seismic Surcharge
14 H
Coefficient of Friction 1 0.4
Geotechnical Report: Cobalt Geosciences Report #: N/A Date: 9/17/2020
BLD2022-0926
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SSS Number:
s2301011
Project Name:
Iron Vista Vault
Owner:
LQH, Inc
Project Location:
191xx 94th Ave W,
Edmonds, WA
Design Professional:
LQH, Inc
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CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 1/24/2023
REVISED: 8/18/2023
st
CLOSING POUR OR
PANEL JOINTS
GROUT SOLID
CONTINUOUS
BACKER ROD
(TYPICAL)
16" THICK CAST -IN -PLACE SLAB (CLOSURE POUR),
4000 psi COMPRESSIVE STRENGTH
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INTERSECTING GR BEAM REINF
ALTERNATE EA BAR V-6" CORNER BAR @ ALL
OUTER REINF
REINFORCEMENT AT INTERSECTIONS
N.T.S. PJA L_J N.T.S. N.T.S. RIBA
GRT
BACKFILL PER %/�%/
#4 STIRRUPS AT 12"0c #4 STIRRUPS AT 12"oc
CIVIL DRAWINGS
1%" CLC, TYP i%" CLC, TYP -
#5@8"oc #5@8"oc
HORIZONTALLY HORIZONTALLY
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10" WIDE x 30" (MIN) CONCRETE BEAM
w/ (2) #5 CONT AT TOP & (3) #6 CONT AT BOTTOM,
BOTTOM BARS SHALL TERMINATE WITH A STANDARD
0
HOOK OR EXTEND INTO DETAIL PAK, A MINIMUM OF 24"
BAi
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GROUT FROM
CLOSING POUR
10" T-0"
RETAINING CURB @ PANEL ACCESS
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-0" PAST THE EDGE
NGG
WALL &
REINF
PER PLAN HORIZONTAL AND VERTICAL
BARS SHALL BE WITHIN 6" OF
THE EDGE OR ADDITIONAL BARS
SHALL BE PROVIDED
REINFORCEMENT AT PENETRATIONS
N.T.S. N.T.S. VESA �_J N.T.S. PAK L N.T.S. RAPA
RCT2 1 RETAINING CURB @PANEL ACCESS
N.T.S.
10'-0" MIN. 40'-0" MAX 10'-0"+"T" MIN.
20'-0" MAX CJ SPACING 20'-0" MAX
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DEPTH SHALL BE 1%"
THE WALL THICKNESS
VERTICAL WALL CONTROL JOINT
NOTES:
1. CONSTRUCTION JOINTS NEAREST TO A WALL CORNER OR A WALL TEE SHALL BE
NO CLOSER THAN 10'-0" OR MORE THAN 20'-0" FROM THE CORNER. BASE SLAB C.J.
NOT TO INCLUDE MORE THAN 400 S.F.
JS� CONTROL JOINT SPACING
N.T.S. CJSA
To°
#5 @ 24" oc
24"
VOID DAM
PER MANUF.
GROUT FROM CLOSING POUR
1/4 x 3/8" BRG
PER MANUF.
3" MIN. BRIG
TOP OF WALL SUPPORTING PANEL
(2) #5 CONT AROUND
PERIMETER
#5 @ 16"
oc 34"
WALL PER PLAN
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TOP OF WALL PARALLEL PANELS
(2) #5 CONT
AROUND
PERIMETER
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PAK2 PAK
(2) #5 CONT AROUND WALL PER
PERIMETER PLAN
LAI
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LONGITUDINAL -
EQ 10" EQ
SEE PLAN
FKWA KNEE WALL AT ACCESS
(2) #5 CONT
AROUND
PERIMETER
#5 @ 12" oc 10"
(6 TOTAL) 34"
", TYP
#5@10"oc
CTR HORIZONTALLY
#5 @ 12" oc
VERTICALLY
#5 @ 24" oc 10"
(3 TOTAL) 3 ""
• • �1
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SEE PLAN
N.T.S. TSPA U N.T.S. TPPA U N.T.S. KWAP
8'-0"
4" RUBBER WATERSTOP
#5@8"oc
LONGITUDINAL —
3"
F- CLR
THICKENED J I
EDGE FOOTING PER EQ 10"
PLAN NOTE
SEE PLAN
WSP WALL SUPPORTING PANELS
2"
CLR
#5 @ 12" oc
HORIZONTALLY
#8@8"oc
VERTICALLY
#5 @ 16" oc Li"011
DOWELS w/
TEMBED
SLAB ON GRADE
SLOPE PER PLAN
i
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#4 @ 12"oc TRANSVERSE
EQ
4" RUBBER
WATERSTOP
#5@8"oc
LONGITUDINAL
3"
2" CLR
#5@12"oc
HORIZONTALLY
#8@8"oc
VERTICALLY
#5 @ 16" oc Ll"011
DOWELS w/
TEMBED
SLAB ON GRADE
SLOPE PER PLAN
THICKENED
EDGE FOOTING PER EQ 10"
PLAN KEY NOTE
SEE PLAN —
NPP WALL PARALLEL TO PANELS
N.T.S. WSPA U N.T.S. WPPA
NOTE: MAINTAIN CLEAR COVER PER STRUCTURAL
NOTES SECTION "REINFORCING STEEL"
CONC WALL & REINF /
PER PLAN
5 -o SIZE &SPACE
CORNER BARS TO
5' o" MATCH HORIZ. RIENF.
WRC WALL REINFORCEMENT AT CORNERS
N.T.S. WRCA
SSS Number:
s2301011
Project Name:
Iron Vista Vault
Owner:
LQH, Inc
Project Location:
191xx 94th Ave W,
Edmonds, WA
Design Professional:
LQH, Inc
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CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 1/24/2023
REVISED: 8/18/2023
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DETENTION VAULT FOOTING & BASE PLAN
1/4" = V-011
9T-10"
35'-0"
THICKENED EDGE CONRETE SLAB:
12" THICK BENEATH THE WALLS AND 5" THICK AT THE CENTER OF THE SLAB.
USE #4 @ 16"oc EACH WAY FOR SHRINKAGE AND TEMPERATURE REINFORCEMENT.
REFER TO GENERAL STRUCTURAL NOTES FOR CONCRETE COVER REQUIREMENTS.
REFERENCE CIVIL DRAWINGS FOR ELEVATION.
8'-0"
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SSS Number:
s2301011
Project Name:
Iron Vista Vault
Owner:
LQH, Inc
Project Location:
191xx 94th Ave W,
Edmonds, WA
Design Professional:
LQH, Inc
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CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 1/24/2023
REVISED: 8/18/2023
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BACKFILL: DO NOT BACKFILL UNTIL THE CLOSING
POUR HAS REACHED THE 7 DAY STRENGTH. REFER
TO STRUCTURAL NOTES FOR BACKFILL.
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24'-0"
DETENTION VAULT PANEL LAYOUT PLAN
1/4" = V-0"
4'-0"
16'-0"
95'-0"
96'-8"
36'-0"
10" 10"
1 0
6-0" 6-0"
CJS TYP
DETENTION VAULT WALL PLAN
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PAK
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REFERENCE CIVIL DRAWINGS FOR THE SIZE & RAP
ELEVATION OF THE INLET AND OUTLET WALL
PENETRATIONS. (TYPICAL AT "RAP")
TYP
10"
16-0" 174"
SSS Number:
s2301011
Project Name:
Iron Vista Vault
Owner:
LQH, Inc
Project Location:
191xx 94th Ave W,
Edmonds, WA
Design Professional:
LQH, Inc
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Nov 02 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 1/24/2023
REVISED: 7/25/2023
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