APPROVED BLD PLN BLD2023-1212+Architectural_Plan+9.28.2023_2.14.42_PM+3810846APPROVED
PLANS MUST BE
ON JOB SITE
7300 176th St SW Residence
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
SPECIAL INSPECTION REQUIRED;
1. Installation of Helical piles.
2. Any site welding
3. Inspection of epoxy anchors
Provide reports to city inspector
City Of Edmonas
Building Department
Work FOUNDATION RETAINING WALL REPAIR
Address 7300 176TH ST SW
Owner � JOHNSTONE
..................................
Approved Date 10/17/2023
Building Official 1�1.C/
Permit Number
BLD2023-1212
5230721-1 XR
PROJECT INFORMATION
CLIENT
JOHNSTONE SEAN & SCHELL JEANNINE
7300 176th St SW
Edmonds, WA 98026
PROJECT ADDRESS
7300 176th St SW
Edmonds, WA 98026
STRUCTURAL ENGINEER
L120 ENGINEERING &DESIGN
13150 91ST PL NE
KIRKLAND, WA 98034
CONTACT: MANS THURFJELL, PE
PHONE: (425)-636-3313
EMAIL: MTHURFJELL@L120ENGINEERING.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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REVISIONS
0 DESCRIPTION DATE BY
- RECEIVED
Oct 03 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PROJECT NAME
7300 176th St SW
Edmonds, WA 98026
PROJECT NUMBER
S230721-1 XR
DRAWN � I PAM
CHECKED BY - M RT
SHEET DATE 07/31 /2023
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GENERAL STRUCTURAL NOTES
DESIGN CRITERIA
HELICAL PILES
CODE: 2018 IBCIIRC &AMENDMENTS AS ADOPTED BY THE REVIEWING AGENCY/COUNTY
1.
ROOF
........................................25 PSF SNOW (GROUND)
FLOORS
2.
RESIDENTIAL .....................40 PSF
BALCONY/DECK................60 PSF
3.
4.
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.
5.
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.
6,
3.
ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL
7.
BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE
8.
PROCEEDING WITH ANY WORK SO INVOLVED.
4.
IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE
9.
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.
10
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
11
DISTRESS TO THE STRUCTURE.
8.
THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY RESPONSIBLE
12
FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE
ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION.
13
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
14
ANY PORTION OF THE WORK.
10.
SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS.
15
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.
16
CONCRETE ANCHORS
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.
/�1i�d!]1/�����
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.
HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2018 INTERNATIONAL
BUILDING CODE (IBC).
HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY IDEAL MANUFACTURING, INC., AND SHALL BE
IN ACCORDANCE WITH ESR-3750.
ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE WITH ESR-3750.
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).
ALL HELICAL FOUNDATION COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE
REINFORCING STEEL, BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING COMPONENTS PER
AC358 SECTION 3.9.
THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS.
ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED.
HELICAL PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE OF
INCLINATION OF +/- 1 DEGREE FROM VERTICAL PER SECTION 4.2.1 OF ESR-3750.
MONITOR AND RECORD DEPTH OF PILE PENETRATION. PROVIDE TORQUE MONITORING DEVICE AS PART OF
THE INSTALLING UNIT. MONITOR AND RECORD TORQUE APPLIED DURING THE INSTALLATION OF EACH PILE
AT SPECIFIC DEPTHS.
HELICAL PILES SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO PROVIDE THE
MINIMUM REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF SAFETY NO LESS
THAN TWO (2). THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL
CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE PILE ASSEMBLY.
ALL BRACKETS AND HELICAL PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY TO ACHIEVE
THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2).
REPAIR BRACKETS MUST BE CONCENTRICALLY LOADED AND THE BRACKET PLATE MUST BE FULLY
ENGAGED WITH BOTTOM OF CONCRETE FOUNDATION.
ALL HELICAL PILE ASSEMBLY COMPONENTS MUST HAVE ADEQUATE STRENGTH TO DEVELOP THE TORQUE
REQUIRED FOR INSTALLATION AND ALL INDUCED STRESSES.
THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED WITHOUT
WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION.
CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH 2O15 AND 2018 IBC SECTION 1705.9 MUST BE
PROVIDED FOR THE INSTALLATION OF THE HELICAL PILES AND FOUNDATION BRACKETS. ITEMS TO BE
RECORDED AND CONFIRMED BY THE SPECIAL INSPECTOR MUST INCLUDE THE FOLLOWING:
A. PRODUCT MANUFACTURER
B. MANUFACTURER'S CERTIFICATION OF THE INSTALLERS
C. PRODUCT TYPE AND CONFIGURATIONS FOR HELICAL PILE LEAD SHAFT SECTIONS, EXTENSIONS,
BRACKETS, BOLTS, THREADED RODS, NUTS, WASHERS, AND TORQUES AS SPECIFIED IN THIS
REPORT AND THE CONSTRUCTION DOCUMENTS
D. INSTALLATION PROCEDURES FOR THE HELICAL PILE SHAFT, INSTALLATION EQUIPMENT USED, AND
THE IDEAL FOUNDATION SYSTEMS INSTALLATION INSTRUCTIONS
E. ANTICIPATED AND ACTUAL PILING DEPTH
F. REQUIRED TARGET INSTALLATION TORQUE OF PILES AND MINIMUM DEPTH OF INSTALLATION
G. INCLINATION AND POSITION OF PILES, TOP OF PILE EXTENSION IN FULL CONTACT WITH BRACKET,
TIGHTNESS OF ALL BOLTS AND EVIDENCE THAT THE PILE FOUNDATION SYSTEMS ARE INSTALLED
BY AN APPROVED IDEAL FOUNDATION SYSTEMS INSTALLER.
PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO MEET OTHER
SPECIFIED DESIGNIINSTALLATION CRITERIA ARE NOT ACCEPTABLE. ABANDON REJECTED PILES AND
INSTALL ADDITIONAL PILES AS REQUIRED.
HELICAL 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 BETWO-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 WALL BOARD
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
C]
CONTROL JOINT
PSF
POUNDS PER SQUARE FOOT
CLG.
CEILING
PSI
POUNDS PER SQUARE INCH
CU
CEILING JOIST
PT
PRESSURE TREATED
CLR
CLEAR
CMU
CONCRETE MASONRY UNIT
RAF
RAFTER
COL
COLUMN
REF
REFERENCE
CONC
CONCRETE
REINF
REINFORCEMENT
CONK
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
D]
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/SLAB TOP
OF SLAB
EN
EDGE NAILING (PANEL)
TP
TOP PLATE
EQ
EQUAL
TYP
TYPICAL
ES
EACH SIDE
UNO
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
FLUHG
FLASHING
W/
WITH
FND
FOUNDATION
WC
WESTERN CEDAR
FP
FIREPLACE
WP
WATERPROOF
FT
FOOT
WWF
WELDED WIRE FABRIC
SPECIAL INSPECTIONS SCHEDULE
SPECIAL INSPECTIONS TABLES PER THE 2018 IBC. ALL ITEMS NON -APPLICABLE ITEMS HAVE BEEN
MARKED WITH A "-". ITEMS REQUIRING SPECIAL INSPECTION HAVE BEEN MARKED WITH AN "X".
TABLE 1705.3
REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION
CONTINUOUS
PERIODIC SPECIAL
REFERENCED
IBC
TYPE
SPECIAL
INSPECTION
INSPECTION
a
STANDARD
REFERENCE
1 Inspect reinforcement. including prestressing
ACI 318 Ch 20- 252
'cip_�
tendons and verify placement
-
25 3 26 5 1-26 5 3
-�
2 Reinforcing bar avelding
a Verify weldability of reinforcing bars
other than ASTP�1 A 706.
_
AUVS D1 4
b. Inspect single -pass fillet �,velds maximum
ACI 318 26 5 4
s/ "; and
16
c Ins tall other �,velds
3 Ins ect anchors cast in concrete
-
-
ACI 318 17 8 2
-
4 Inspect anchors post -installed in hardened
concrete members �
a Adhesive anchors installed in horizontally
or upwardly inclined orientations to resist
-
-
ACI 318 1Z82 4
sustained tension loads.
b P�lechanical anchors and adhesive anchors
not defined in 4 a
5 Verify use of required design mix
ACI 318- Ch- 19.
190d 1 190d 2
2643.2644
190821908'
6 Prior to concrete placement. fabricate specimens
ASTM C 172
for strength tests. pertorm slump and air
-
ASTPa1 C 31
1908 10
content tests. and determine the temperature of
ACI 318 26 4 5. 26 12
the concrete.
7 Inspect concrete and shotcrete placement for
ACI 318 26 4 5
1908-6. 1908-7.
ro era lication techni ues
1908 8
8 Verify maintenance of specified curing
-
-
A.CI 318 26 4 7-26 4 9
1908 9
tem erature and techni ues.
9 Inspect prestressed concrete for:
a Application of prestressing forces.- and
-
ACI 318 26 92 1
-
b Groutin of bonded restressin tendons
-
-
ACI 318- 26 9 2-3
10 Ins ect erection of recast concrete members
-
ACI 318 Ch 26 8
11 _verify in -situ concrete strength. prior to stressing
of tendons in post -tensioned concrete and
-
-
ACI 31 r; 26 10 2
prior to removal of shores and forms from
beams and structural slabs
12 Inspect formwork for shape location and
dimensions of the concrete member being
-
ACI 318: 26.10.1(b)
formed.
TABLE 1705.7
REQUIRED SPECIAL INSPECTIONS AND TESTS OF DRIVEN DEEP FOUNDATION ELEMENTS
TYPE
CONTINUOUS SPECIAL INSPECTION
PERIODIC SPECIAL INSPECTION
1 Verify element materials.. sizes and lengths comply �,vith
the re uirements
-
2 Determine capacities of test elements and conduct
-
additional load tests. as re uired
3 Inspect driving operations and maintain complete and
_
accurate records for each element
4 Verify placement locations and plumbness confirm
type and size of hammer. record number of blo�,vs per
foot of penetration. determine required penetrations to
-
achieve design capacity_ record tip and butt elevations
and document any dama a to foundation element.
5 For steel elements. perform additional special
ins ections in accordance ovith Section "D.`_� ��
_
_
6 For concrete elements and concrete -filled elements.
pertorm tests and additional special inspections in
-
-
accordance ovith Section 1705 3.
7 For specialty elements_ pertorm additional inspections
as determined by the registered design professional in
-
-
res onsible char e
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REVISIONS
0 DESCRIPTION DATE BY
- RECEIVED
Oct 03 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PROJECT NAME
7300 176th St SW
Edmonds, WA 98026
PROJECT NUMBER
S230721-1 XR
DRAWN Bl� PAM
CHECKED BY - M RT
SHEET DATE 07/31 /2023
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176th St SW
PARCEL VIEW
N.T.S.
PILE SPACING 8r LOAD REQUIRMENTS TABLE
PILE #
PILE TYPE
MIN O.C. SPACING, ft
MIN VERTICAL CAPACITY, ki s
PROOF TESTING LOAD, ki
BTWN
PILES
END
OFFSET
ALLOWABLE LOADING
200%MIN VERTICAL CAPACITY
ULTIMATE CAPACITY
NOTES:
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 6,980FT*LBS FORA 1-1/2 INCH DIAMETER HELICAL PILE PER ESR-3750.
b. HELICAL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESR-3750.
c. PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR ANY PART
OF THE ASSEMBLY.
d. MAXIMUM ON -CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN.
Rear � _�� _. ._�,x_
Other � � -
Height �� =--�%�
iry •��i�ig i�� u�c Nc����ia aNN�vva� N�v�c» a��a�� vc
interpreted as allowing or permitting the maintenance
of any currently existing illegal, nonconforming or
unpermitted building, structure ar site condition which
is outside the scope of the permit application, regardless
of whether such building, structure or condition is
shown on the site plan or drawing. Such building,
structure or condition may be the subject of a separate
enforcement action.
JOHNSTONE SEAN & SCHELL JEANNINE
7300 176th St SW
Edmonds, WA 98026
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 SYSTEMICONTINUOUS FOOTINGS. THE INTERIOR CRAWL SPACE SUPPORTED SYSTEM FOR THE FIRST FLOOR SHALL BE INSTALLED PER R&R.
OTES
;UCTURES AND ALL DIMENSIONS ON SITE.
IONS ARE TO OUTSIDE FACE OF CONCRETE STEM WALL
N SPECIALIST (R&R) LEVEL SURVEY.
AL CALCULATIONS PACKAGE BY L120 DATED JULY 31,
L INFORMATION, SPECIFICATIONS, AND
&R PROPOSAL DATED JULY 5, 2023. REFER TO
' ATIONS PACKAGE FOR MODIFICATIONS AND
:MENTS FOR LEVEL SURVEY.
APPROXIMATED BY SNOHOMISH COUNTY ASSESSOR
& TAXSIFTER INCLUDING THE SELECTED PARCEL.
�NS ARE APPROXIMATE FOR REPRESENTATIVE
T TO SCALE. NOT TO BE USED FOR LEGAL PURPOSES
:LD SURVEY.
SOME EXISTING STRUCTURES ON ADJACENT PARCELS
�RITY.
:GEND
TING RESIDENCE STRUCTURE
TING ADJACENT STRUCTURE
� OF PROPOSED WORK
'ERTY LINE
�OXIMATE DIMENSION
.AC K
�C15.3 CHANNEL
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REVISIONS
0 DESCRIPTION DATE BY
- RECEIVED
Oct 03 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PROJECT NAME
7300 176th St SW
Edmonds, WA 98026
PROJECT NUMBER
S230721-1 XR
DRAWN Bl� PAM
CHECKED BY - M RT
SHEET DATE 07/31 /2023
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CONC FOOTING
NOTES:
1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING
NOTES:
FOUNDATION DIMENSIONS PRIOR TO INSTALLATION.
1. C-CHANNEL TO BE ANCHORED TO CONCRETE WITH
5/8" DIAM SIMPSON TITEN HD
ENGINEER -OF -RECORD TO BE NOTIFIED PRIOR TO INSTALLATION
SCREW ANCHORS @ 24"OC W/MIN 4" EMBEDMENT
IF MINIMUMS NOT MET.
2. PLACE CHANEL SEGMENT JOINTS 2'-0" FROM TIEBACK WHERE NECESSARY
2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A
3. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A CORROSION RESISTANT
CORROSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT
SYSTEM. THIS INCLUDES ALL FINAL CUT ENDS AND DRILLED HOLES. CORROSION
ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING
SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR
PREVENTION COATING SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR
GALVANIZATION PER ASTM 153/A123.
GALVANIZATION PER ASTM 153/A123.
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TIEBACK INSTALLATION
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TIEBACK INSTALLATION
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REVISIONS
Q DESCRIPTION DATE BY
- RECEIVED
Oct 03 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PROJECT NAME
7300 176th St SW
Edmonds, WA 98026
PROJECT NUMBER
S230721-1 XR
DRAWf� �, PAM
CHECKED BY - M RT
SHEET DATE 07/31 /2023
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