APPROVED BLD-BLD2021-0947+Architectural_Plan+7.8.2021_12.50.18_PM+22901061 of 4
24315 90th AVE W Residence
!PROJECT W R� EQTIWR�Em T S�P MET I�Aw T INSPECTION j
!FOR THE FOLLOWING:
• Underpinning Bracket Installation
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Helical/Concentric Pile assembly & Installation ,
• Bearing Plate Installation
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-------------------------------------
APPROVED
PLANS MUST BE
ON JOB SITE
City of Edmonds
Building Department
APPROVED Plans
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
S210602-IXR
City Of Edmonds
Building Department
Work FOUNDATION STABILIZATION
-------------------------------------------
Address
24315 90TH AVE W
Owner �-----------------------------SPEROFF----
-
-------------
----------
---------------------------
Approved Date 07/25/2021
Building Official "ON 16
Permit Number BLD2021-0947
PROJECT INFORMATION
CLIENT
SPEROFF MICHAEL/ YULIYA OLEGOVNA
24315 90th Ave W
Edmonds, WA 98206
PROJECT ADDRESS
24315 90th Ave W
Edmonds, WA 98206
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
13150 91ST PL NE
KIRKLAND, WA 98034
CONTACT: MANS THURFJELL, PE
PHONE: (425)-636-3313
EMAIL: MTHURFJELL@Ll20ENGINEERING.COM
CODES
ENGINEERED PER:
2018 (IRC) INTERNATIONAL RESIDENTIAL CODE
2018 (IBC) INTERNATIONAL BUILDING CODE
SHEET INDEX
COVER SHEET .... S-0
STRUCTURAL GENERAL NOTES .... S-1
SITE & FOUNDATION PLAN .... S-2
FOUNDATION DETAILS .... SD-1.1
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0 DESCRIPTION DATE BY
RECEIVED
Jul 08 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
nnniri^T NAME
24315 90th Ave W,
Edmonds, WA 98206
PROJECT NUMBER
S210602-1 XR
DRAWN BY - PAM
CHECKED BY - M RT
SHEET DATE - 07/02/2021
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GENERAL STRUCTURAL NOTES
DESIGN CRITERIA
CODE: 2018 IBC/IRC & AMENDMENTS AS ADOPTED BY THE REVIEWING AGENCY/COUNTY
ROOF........................................25 PSF SNOW (GROUND)
FLOORS
RESIDENTIAL .....................40 PSF
BALCONY/DECK................60 PSF
GENERAL CONDITIONS
1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL
ENGINEER OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING WITH THE WORK.
2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE
STARTING WORK. THE ARCHITECT/ENGINEER SHALL IMMEDIATELY BE NOTIFIED IN WRITING OF ANY
DISCREPANCIES.
3. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL
BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE
PROCEEDING WITH ANY WORK SO INVOLVED.
4. IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE
PRECEDENCE OVER THE "GENERAL NOTES" AND/OR "STANDARD DETAILS".
5. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE
SAME AS FOR SIMILAR WORK.
6. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THESE
DRAWINGS.
7. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY
CONDITION WHICH IN HIS OPINION MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE
DISTRESS TO THE STRUCTURE.
8. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY RESPONSIBLE
FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE
ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION.
9. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE LATEST EDITION OF THE
INTERNATIONAL BUILDING CODE, AND ALL OTHER REGULATING AGENCIES EXERCISING AUTHORITY OVER
ANY PORTION OF THE WORK.
10. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS.
WHERE THE NOTES, DRAWINGS, AND/OR SPECIFICATIONS DIFFER, THE MORE STRINGENT REQUIREMENT
SHALL APPLY.
11. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES
OR THE STRUCTURAL DRAWINGS.
12. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION.
13. DISCREPANCIES FOUND BETWEEN STRUCTURAL DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED
IN WRITING TO THE ENGINEER PRIOR TO CONSTRUCTION.
14. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP ACCEPTED AS
GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY IN CONFORMANCE TO THE PROVISIONS OF THE
"INTERNATIONAL BUILDING CODE" (IBC), AND STANDARDS REFERENCED THEREIN.
15. STRUCTURAL STABILITY OF ALL NEW AND EXISTING STRUCTURES DURING CONSTRUCTION SHALL BE
THE RESPONSIBILITY OF THE CONTRACTOR. THIS INCLUDES EXCAVATIONS, COLUMNS, EQUIPMENT
LOADS, MATERIAL LOADS, AND OTHERS. OBSERVATIONS BY THE ENGINEER -OF -RECORD DO NOT
INCLUDE INSPECTIONS OF TEMPORARY LOADING AND STABILITY DURING CONSTRUCTION.
CONCRETEANCHORS
1. ALL SPECIFIED CONCRETE ANCHORS SHALL BE SIMPSON STRONG TIE, HILTI, OR EQUIVALENT. SPECIAL
INSPECTIONS REQUIRED.
STRUCTURAL AND MISC. STEEL
1. REFERENCE STANDARDS: DESIGN, FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE WITH THE
LATEST EDITION OF THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES".
2. MATERIALS:
BOLTS - ASTM A307, UNLESS OTHERWISE NOTED
WF BEAMS - ASTM A572-50 (Fy = 50,000 PSI)
HSS ROUND COLUMNS - ASTM A500 Gr. B (Fy = 42,000 PSI)
HSS RECTANGULAR COLUMNS - ASTM A500 Gr. B (Fy = 46,000 PSI)
ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI)
STRUCTURAL STEEL WELDING
1. CONFORM TO THE AWS CODES D1.1 AND D1.3., AND USE ONLY CERTIFIED WELDERS. WELDS NOT
SPECIFIED ARE TO BE 1/4" CONTINUOUS FILLET MINIMUM. USE DRY E70 ELECTRODES.
Al TFRNIATFC-
1. ALTERNATE ASSEMBLIES AND MATERIALS WILL BE CONSIDERED FOR REVIEW. ENGINEER MAY REQUEST
PAYMENT FOR REVIEW; CONTRACTOR WILL BEAR BURDEN FOR ADDITIONAL PAYMENT AT NO ADDITIONAL
COST TO OWNER.
JOBSITE SAFETY:
1. THE ENGINEER AND/OR ARCHITECT HAVE NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN
AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR
TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM
HIS WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER AND/OR ARCHITECT SHALL
NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR
PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR, SUBCONTRACTORS,
SUPPLIERS OR THEIR EMPLOYEES, OR FOR ACCESS, VISITS, USE, WORK, TRAVEL, OR OCCUPANCY BY ANY
PERSON.
CONCENTRIC DRIVEN PILES
1. "CONCENTRIC" OR DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE
2018 INTERNATIONAL BUILDING CODE (IBC).
2. IT IS RECOGNIZED THAT THE INTERNATIONAL BUILDING CODE (IBC) REQUIRES 8 INCH MINIMUM DIAMETER
PIPE FOR PIPE PILE INSTALLATION.
3. DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED BY STABIL-LOC SYSTEMS, LLC, AND SHALL BE IN
ACCORDANCE WITH ESR-4121.
4. ALL MATERIAL PROPERTIES OF DRIVEN PILE COMPONENTS SHALL COMPLY WITH ESR-4121.
5. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES ACCEPTANCE
CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING POLYMER (EAA)
COATINGS (AC228).
6. ALL PILE COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE REINFORCING STEEL,
BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING COMPONENTS PER AC358 SECTION 3.9.
7. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS.
8. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED.
9. DRIVEN PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE OF
INCLINATION OF 1 DEGREE FROM VERTICAL PER SECTION 5.7 OF ESR-4121.
10. DRIVEN PILES SHALL BE INSTALLED TO THE MINIMUM FORCE REQUIRED TO PROVIDE THE MINIMUM
REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2).
THE MAXIMUM INSTALLATION FORCE SHALL NOT EXCEED THE ALLOWABLE CAPACITY OF ANY INDIVIDUAL
COMPONENT OF THE ASSEMBLY.
11. ALL BRACKETS AND PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY TO ACHIEVE THE
MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2).
12. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED WITHOUT
WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION.
13. SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION 1705.7 IS REQUIRED FOR INSTALLATION OF THE
STABIL-LOC FOUNDATION PIERING SYSTEM. A GEOTECHNICAL SPECIAL INSPECTOR MUST VERIFY AND
RECORD THE FOLLOWING:
A. VERIFICATION OF MANUFACTURER PRODUCT MODEL NUMBERS
B. TYPES, CONFIGURATIONS, AND IDENTIFICATIONS OF HYDRAULICALLY DRIVEN STEEL PIER
SEGMENT AND ADJUSTABLE HEAD ASSEMBLY AS SPECIFIED IN ESR-4121 AND THE CONSTRUCTION
DOCUMENTS.
C. INSTALLATION PROCEDURES, ANTICIPATED AND ACTUAL PILING DEPTH
D. TIP ELEVATIONS, THE INSTALLATION PRESSURE AND FINAL DEPTH OF THE DRIVEN FOUNDATION
SYSTEM
E. INCLINATION AND POSITION/LOCATION OF HYDRAULICALLY DRIVEN PIER SEGMENTS
F. COMPLIANCE OF THE INSTALLATION WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THIS
EVALUATION REPORT.
14. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO MEET OTHER
SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE. ABANDON REJECTED PILES AND
INSTALL ADDITIONAL PILES AS REQUIRED.
DRIVEN PILE PROOF TESTING
THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE (3)
PERCENT OF PILES UP TO FIVE (5) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE PROCEDURE
OUTLINED IN ASTM D1143 AND/OR THE 2018 INTERNATIONAL BUILDING CODE (IBC). THE MAXIMUM TEST LOAD
SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
ABBREVIATIONS
AB
ANCHOR BOLT
FTG
FOOTING
ABV
ABOVE
GA
GAUGE
AFF
ABOVE FINISH FLOOR
GALV
GALVANIZED
ALT
ALTERNATE
GLB
GLULAM BEAM
ALUM
ALUMINUM
GR
GRADE
APPROX
APPROXIMATE
GYP
GYPSUM WALLBOARD
AYC
ALASKAN YELLOW CEDAR
HDG
HOT -DIPPED GALVANIZED
BB
BOX BEAM
HDR
HEADER
BF
BOTTOM FLUSH
HF
HEM FIR
BLDG
BUILDING
HGT
HEIGHT
BLKG
BLOCKING
HT
HEIGHT
BM
BEAM
IN
INCH
BOT
BOTTOM
JT
JOINT
BP
BOTTOM PLATE
MAX
MAXIMUM
BRG
BEARING
MIN
MINIMUM
BTWN
BETWEEN
MISC
MISCELLANEOUS
BSMT
BASEMENT
NB
NON -BEARING
B/W
BOTTOM OF WALL
NO
NUMBER
CANT
CANTILEVER
OC
ON CENTER
CJ
CONTROL JOINT
PSF
POUNDS PER SQUARE FOOT
CLG.
CEILING
PSI
POUNDS PER SQUARE INCH
CLJ
CEILING JOIST
PT
PRESSURE TREATED
CLR
CLEAR
CMU
CONCRETE MASONRY UNIT
RAF
RAFTER
COL
COLUMN
REF
REFERENCE
CONIC
CONCRETE
REINF
REINFORCEMENT
CONN
CONNECTION
REQD
REQUIRED
CONST
CONSTRUCTION
SF
SQUARE FOOT
CONT
CONTINUOUS
SIM
SIMILAR
CTR
CENTER
SPF
SPRUCE PINE FIR
DET
DETAIL
STD
STANDARD
DF
DOUGLAS FIR (SOUTH)
SYP
SOUTHERN YELLOW PINE
DFL
DOUGLAS FIR LARCH
T/
TOP OF
DIM
DIMENSION
T/C
TOP OF CONCRETE
DJ
DOUBLE JOIST
T/P
TOP OF PLATE
DIA
DIAMETER
T/S
TOP OF STEEL
DN
DOWN
T/W
TOP OF WALL
DS
DOWN SPOUT
TF
TOP FLUSH
EA
EACH
TJ
TRIPLE JOIST
EF
EACH FACE
T/BM
TOP OF BEAM
EJ
EXPANSION JOINT
ELEV
ELEVATION
T/SLABTOP
OF SLAB
EN
EDGE NAILING (PANEL)
TP
TOP PLATE
EQ
EQUAL
TYP
TYPICAL
ES
EACH SIDE
LINO
UNLESS NOTED OTHERWISE
EW
EACH WAY
UPA
UNDER POST ABOVE
FB
FLUSH BEAM
UWA
UNDER WALL ABOVE
FIN
FINISH
VERT
VERTICAL
FL
FLOOR
VIF
VERIFY IN FIELD
FLSHG
FLASHING
W/
WITH
FIND
FOUNDATION
WC
WESTERN CEDAR
FP
FIREPLACE
WP
WATERPROOF
FT
FOOT
WWF
WELDED WIRE FABRIC
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REVISIONS
0 DESCRIPTION DATE BY
RECEIVED
Jul 08 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PROJECT NAME
24315 90th Ave W,
Edmonds, WA 98206
PROJECT NUMBER
S210602-1 XR
DRAWN I PAM
CHECKED BY - M RT
SHEET DATE 07/02/2021
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Edmonds, WA 98206
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PILE SPACING & LOAD REQUIRMENTS TABLE
MAX O.C. SPACING, ft
MIN VERTICAL CAPACITY. kips
PROOF TESTING LOAD. kips
PILE
PILE 4
BTWN
END
200'.) MIN VERTICAL CAPACITY
LOCATION
TYPE
ALLOWABLE LOADING
PILES
OFFSET
(MIN ULTIMATE CAPACITY)
DRR'EN
FL _'E
a. MINIMUM AND MAXIMUM INSTALLATION TORQUE FOR HELICAL ASSEMBLIES SHALL BE SPECIFIED BY THE PILE
MANUFACTURER. THE MINIMUM INSTALLATION TORQUE SHALL BE HIGH ENOUGH TO ACHIEVE THE REQUIRED BEARING
CAPACITY LOADING, INCLUDING A SAFETY FACTOR NO LESS THAN 2. THE MAXIMUM INSTALLATION TORQUE SHALL NOT
EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS OR ANY PART OF THE PILE ASSEMBLY. MAXIMUM
INSTALLATION TORQUE RATING OF 8,300FT*LBS FOR A 2-7/8 INCH DIAMETER HELICAL PILE WITH 0.203 INCH SHAFT WALL
THICKNESS PER ESR-3750.
b. FOR HELICAL PILES, PER IDEAL GROUP DWG NO.: 278TFG, THE ALLOWABLE STRUCTURAL CAPACITY FOR THE 2 7/8"
TRU-FORCE UNDERPINNING BRACKET IS LIMITED TO 29 KIPS.
c. HELICAL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESR-3750.
d. CONCENTRIC DRIVEN PILES AS MANUFACTURED BY STABIL-LOC SYSTEMS, LLC, IN ACCORDANCE WITH ESR-4121.
e. PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR ANY PART
OF THE ASSEMBLY.
f. MAXIMUM ON -CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN.
-- 1
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WOOD DECK
(E) RESIDENCE
24315 90th Ave W,
(E) 8" CMU STEM WALL 2'-0"
Edmonds, WA 98206
TALL MIN TYP AT PERIMETER
NOTIFY L120 PRIOR TO
WORK IF CONCRETE WALL
AT PILE LOCATIONS IS LESS
THAN 2'-0" TALL
4X6 ADJ. POST
BASE W/PAD
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90th AVE W
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(E) STRUCTURE
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i Edmonds, WA 98206
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FOUNDATION NOTES
1. VERIFY ALL DIMENSIONS ON SITE.
2. FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF CONCRETE STEM WALL PER R&R LEVEL
SURVEY.
3. REFER TO THE FOLLOWING DETAILS FOR ADDITIONAL INFORMATION:
STABIL-LOC PILES
SD-1.1
4. REFER TO STRUCTURAL CALCULATIONS PACKAGE DATED JULY 2, 2021, FOR ADDITIONAL
INFORMATION, SPECIFICATIONS, AND REQUIREMENTS.
5. LEVEL SURVEY PER R&R REPAIR PLAN DATED MAY 26TH, 2021. REFER TO STRUCTURAL
CALCULATIONS PACKAGE FOR MODIFICATIONS AND ADDITIONAL REQUIREMENTS FOR REPAIR PLAN.
6. MINIMUM PILE DIAMETER SHALL BE 2-7/8".
7. IT IS ACCEPTABLE TO INSTALL PILES AT THE SPACING SHOWN WITH ± 0'-6" TOLERANCE TO ALLOW
FOR UNEXPECTED OBSTRUCTIONS ENCOUNTERED DURING PILE INSTALLATION PROVIDED THAT NO
TWO ADJACENT SPANS EXCEED THE SPACING LIMITATION AS INDICATED ON LEVEL SURVEY.
8. IF REQUIRED, ALL SUPPLEMENTAL CHANNELS TO SPAN FROM PILE TO PILE AND EXTEND MIN 6" PAST
SUPPORTING PILE EA END.
9. IF REQUIRED, ALL SUPPLEMENTAL CHANNELS TO BE ANCHORED TO THE FOUNDATION WITH
5/8" DIAM. x 4" SIMPSON TITEN HD SCREW ANCHORS (OR APPROVED EQUIVALENT) AT A MAXIMUM
SPACING 18"OC. ANCHORS TO BE CENTERED ON OR INSTALLED ABOVE THE CENTER LINE OF THE
CHANNEL.
10. FIELD VERIFY ALL EXISTING STEM WALLS AT AND BETWEEN PILE ATTACHMENT LOCATIONS ARE 8"
THICK MINIMUM WITH 2'-8" HEIGHT (MEASURED FROM B/FTG TO T/CONC) MINIMUM.
11. PARCEL DIMENSIONS PROVIDED BY SNOHOMISH COUNTY. NOT TO SCALE. PROPERTY LINE AND
RESIDENCE LOCATING DIMENSIONS (WITH ASTERISK, *) APPROXIMATED PER PIERCE COUNTY PALS
AND GIS MAPPING TOOLS. NOT TO BE USED FOR LEGAL PURPOSES.
12. SITE FEATURES AND EXISTING STRUCTURES ON ADJACENT PARCELS NOT SHOWN FOR CLARITY.
14. PILES SHALL BE INSTALLED TO A MINIMUM EMBEDMENT OF 5-0" OR UNTIL REFUSAL, WHICHEVER IS
SHALLOWER.
DRIVEN PILE REFUSAL CRITERIA:
ADVANCEMENT OF THE PILE SHALL CONTINUE UNTIL A WORKING PRESSURE
IS ACHIEVED TO PROVIDE THE SPECIFIED MINIMUM VERTICAL CAPACITY
WITH A SAFETY FACTOR OF NO LESS THAN TWO. ADVANCEMENT SHALL BE
HALTED IMMEDIATELY IF THE STRUCTURE BEGINS TO EXPERIENCE UPLIFT
FLEXURE.
SITE PLAN LEGEND
L EXISTING RESIDENCE STRUCTURE
EXISTING ADJACENT STRUCTURE
AREA OF PROPOSED WORK
• — - — PROPERTY LINE
APPROXIMATE DIMENSION
STABIL-LOC PILE
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® 4x6 ADJ. POST BASE w/ PAD
R&R LEVEL SURVEY
SEE STRUCTURAL CALCULATION PACKAGE FOR ADDITIONAL REQUIREMENTS
NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS.
NOTE: L120'S SCOPE IS LIMITED TO THE PERIMETER SUPPORT SYSTEM/CONTINUOUS FOOTINGS. THE INTERIOR CRAWL SPACE SUPPORTED SYSTEM FOR THE FIRST FLOOR SHALL BE INSTALLED PER R&R.
SITE PLAN
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RECEIVED
Jul 08 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PROJECT NAME
24315 90th Ave W,
Edmonds, WA 98206
PROJECT NUMBER
S210602-1XR
DRAWN 13� PAM
CHECKED BY - M RT
SHEET DATE 07/02/2021
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