APPROVED PLN BLD2023-0183+Site_Plan+2.13.2023_4.27.15_PM+33674901 of 4
841 Puget Way, Edmonds Residence
APPROVED BY PLANNING
Mar 02 2023
APPROVED
PLANS MUST BE
ON JOB SITE
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
City Of Edmonds
Building Department
Work FOUNDATION REPAIR
Address 841 PUGET WAY
Owner SMITH
..........................................................................................................
.........................................................................................................
Approved Date 03/16/2023
:...................................................................................................... :
Building Official
Permit Number
BLD2023-0183
r- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ,
IThe following Special Inspection are required for this
(project: j
I
I
Helical Pile Installation
-Helical Pile Proof Testing
-Steel Fabrication and Installation
I -Grading and Soils
I
I
I
I It is the owner and or contractors responsibility to j
ensure that reports are provided to the City on a I
I - regularbasis-------------------------------
- J
S221006-3XR
PROJECT INFORMATION
CLIENT
SMITH CYRUS B
841 Puget Way
Edmonds, WA 98020.
PROJECT ADDRESS
841 Puget Way
Edmonds, WA 98020.
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
13150 91 ST PL N E
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
SITE & FOUNDATION PLAN .... S-2
FOUNDATION DETAILS .... SD-1.1
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REVISIONS
0 DESCRIPTION DATE FBY
-RECEIVED
Feb 14 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PROJECT NAME
841 Puget Way,
Edmonds, WA
98020.
PROJECT NUMBER
S221006-3XR
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CHECKED BY M RT
SHEET DATE 12/8/22
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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.
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)
WABO
STRUCTURAL STEEL WELDING I
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.
HELICAL PILES
1. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE
2018 INTERNATIONAL BUILDING CODE (IBC).
2. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY IDEAL MANUFACTURING,
INC., AND SHALL BE IN ACCORDANCE WITH ESR-3750.
3. ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE
WITH ESR-3750.
4. 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).
5. 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.
6. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED
DESIGN LOADS.
7. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY
BE USED.
8. 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.
9. 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.
10. 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.
11. 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).
12. REPAIR BRACKETS MUST BE CONCENTRICALLY LOADED AND THE BRACKET PLATE
MUST BE FULLY ENGAGED WITH BOTTOM OF CONCRETE FOUNDATION.
13. ALL HELICAL PILE ASSEMBLY COMPONENTS MUST HAVE ADEQUATE STRENGTH TO
DEVELOP THE TORQUE REQUIRED FOR INSTALLATION AND ALL INDUCED STRESSES.
14. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE
CHANGED WITHOUT WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO
15. CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH 2O15 AND 2012 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.
16. 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.
HELICAL PILE PROOF TESTING
PROOF TESTING OF AT LEAST TWENTY PERCENT OF THE HELICAL PIERS IN EIGHT EQUAL
INCREMENTS UP TO 200 PERCENT OF THE DESIGN LOAD, IF REQUIRED BY THE PERMITTING
AUTHORITY. EACH LOAD INCREMENT UP TO THE 200 PERCENT OF DESIGN LOAD SHOULD BE
HELD FOR FIVE (5) MINUTES AND THE VERTICAL STRAIN MONITORED. IF THE TOTAL STRAIN
BETWEEN 1 AND 5 MINUTES IS LESS THAN 0.04 INCHES, THE HELICAL PIER MAY BE
CONSIDERED ACCEPTABLE. IF THE RECORDED STRAIN EXCEEDS 0.04 INCHES, THE HELICAL
PIER SHOULD EITHER BE DEEPENED AND RETESTED OR ABANDONED AND A NEW HELICAL
PIER SHALL BE INSTALLED AND TESTED.
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
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
CONC
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
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
FLSHG
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
STANDARD s
REFERENCE
1. Inspect reinforcement. including prestressing
ACI 318 Ch. 20. 25.2,
tendons. and verify placement.
25.3. 26.5.1-26.5.3
1908.4
2. Reinforcing bar welding:
a. Verify weldability of reinforcing bars
-
other than ASTM A 706:
-
AWS D1.4
b. Inspect single -pass fillet welds. maximum
ACI 318: 26.5.4
E! -and
-
1&
c. Inspect all other welds.
3. Inspect anchors cast in concrete.
-
-
ACI 318: 17.8.2
4-Inspect anchors anchors post -installed in hardened
concrete members-
a- Adhesive anchors installed in horizontally
or upwardly inclined orientations to resist
-
-
ACI 318: 17.8.2.4
-
sustained tension loads.
b. Mechanical anchors and adhesive anchors
not defined in 4.a
5. Verify use of required design mix_
-
-
ACI 318: Ch. 19.
1904.1. 1904.2.
26.4.3. 26.4.4
1908.2. 1908.3
6. Prior to concrete placement. fabricate specimens
ASTM C 172
for strength tests. perform slump and air
-
-
ASTM 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.
proper application techniques-
1908.8
8-Verify maintenance of specified curing
-
-
ACI 318: 26.4.7-26.4.9
1908.9
temperature and techniques-
9- Inspect prestressed concrete for-
a- Application of prestressing forces: and
-
-
ACI 318: 26.9.2.1
-
b. Grouting of bonded prestressing tendons.
-
-
ACI 318: 26.9.2.3
10. Inspect erection of precast concrete members.
-
-
ACI 318: Ch. 26.8
-
11. Verify in -situ concrete strength. prior to stressing
oftendons in post -tensioned concrete and
-
-
ACI 318: 26102
-
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 INSPECT10N
1. Verify element materials. sizes and lengths comply with
X
-
the req uirem ents_
2. Determine capacities of test elements and conduct
x
-
additional load tests. as required.
3. Inspect driving operations and maintain complete and
x
-
accurate records for each element.
4_ Verify placement locations and plumbness. confirm
type and size of hammer. record number of blows per
foot of penetration. determine required penetrations to
X
-
achieve design capacity. record tip and butt elevations
and document any damage to foundation element.
5_ For steel elements, perform additional special
inspections in accordance with Section 1705 2.
6_ For concrete elements and concrete -filled elements.
perform Tests and additional special inspections in
-
-
accordancewith Section 1705 3.
7. For specialty elements, perform additional inspections
as determined by the registered design professional in
-
-
res onsible char e.
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REVISIONS
DESCRIPTION
DATE]:B:Y:
-RECEIVED
Feb 14 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PROJECT
841 Puget Way,
Edmonds, WA
98020.
PROJECT NUMBER
S221006-3XR
DRAWN ui - NJ
CHECKED BY M RT
SHEET DATE 12/8/22
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54'-0" *
DECK
AREA OFl------------------------------------------------,
i 0') (E) 8" CONCRETE STEM ,
W O R 11(N WALL 2'-0" TALL MIN TYP AT
I PERIMETER I
NOTIFY L120 PRIOR TO I
' WORK IF CONCRETE WALL '
AT PILE LOCATIONS IS ;
LESS THAN 2'-0" TALL ,
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PILE V-0" ;
O.C. MAX I
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PARCEL NO.
00496000000300
LEGAL DESCRIPTION
LAURELHURST PARK BLK 000 D-00 - LOT 3
00210
OWNER NAME & ADDRESS
SMITH CYRUS B
841 Puget Way, Edmonds, WA 98020.
LOT SIZE
0.28 (12,196 SQFT)
BUILDING LOT
COVERAGE
18.1 % (2,204 SQFT)
26'-0" *
GARAGE
PILE SPACING & LOAD REQU IRMENTS TABLE
PILE#
PILE TYPE
MAX O.C. SPACING, ft
MIN VERTICAL CAPACITY, ki a
PROOF TESTING LOAD, kips
'LOCATION
BTWN
PILES
END
OFFSET
ALLOWABLE LOADING
200% MIN VERTICAL CAPACITY (MIN
ULTIMATE CAPACITY
=1
HELICAL
6'-011
}'-�" MAC
0 kip
6.0 kip
TY='
=2-5
HELICAL
'-IYI"
'.`-0" MAX
1 � I) ki
24 IYI ki :
TY=1
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 8,300FT*LBS FOR A 2-7/8 INCH DIAMETER HELICAL
PILE WITH 0.203 INCH SHAFT WALL THICKNESS 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.
NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS.
0
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PARCEL NO.
004960000003
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SITE
PUGET WAY
PLAN
N
OVERALL PARCEL PLAN
N.T.S.
SITE PLAN LEGEND
EXISTING RESIDENCE STRUCTURE
r-•
EXISTING ADJACENT STRUCTURE
AREA OF PROPOSED WORK
PROPERTY LINE
Zone RS-12 Corner
Flag
Setbacks: Required
Actual
25'
Front
29'
------------
10'
Sides - - - - - - - --
14'
Rear '-----------
------------
Other
Height
- - - - APPROXIMATE DIMENSION
�# HELICAL PILE
ELEVATION MAP
:::■ ::a
■■■■ ■■■
:::
MEN
j -1/4 5/8
1
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LOCATE
1,2 PILE 1'-0"
O.C. MAX
`" FROM
1,2 CORNER
Powe -
"M
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:
HELICAL PILES ...................................... 1/SD-1.1
4. REFER TO STRUCTURAL CALCULATIONS PACKAGE DATED DEC 8, 2022, FOR
ADDITIONAL INFORMATION, SPECIFICATIONS, AND REQUIREMENTS.
5. LEVEL SURVEY PER R&R REPAIR PLAN DATED AUG 25, 2022 REFER TO
STRUCTURAL CALCULATIONS PACKAGE FOR MODIFICATIONS AND ADDITIONAL
REQUIREMENTS FOR REPAIR PLAN.
6. MINIMUM PILE DIAMETER SHALL BE 2-7/8". HELIX CONFIGURATIONS PER
R&R TO MEET LISTED DESIGN STRENGTH WITH APPLICABLE FACTORS OF
SAFETY.
7. IT IS ACCEPTABLE TO INSTALL PILES AT THE SPACING SHOWN WITH ± 0'-61,
TOLERANCE TO ALLOW FOR UNEXPECTED OBSTRUCTIONS ENCOUNTERED
DURING PILE INSTALLATION PROVIDED THAT NO TWO ADJACENT SPANS
EXCEED THE SPACING LIMITATION OF 8'-0"O.C. MAXIMUM.
8. ALL SUPPLEMENTAL CHANNELS TO SPAN FROM PILE TO PILE AND EXTEND
MIN 6" PAST SUPPORTING PILE EA END.
9. 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. FIELD VERIFY EXISTING
CONCRETE SLAB -ON -GRADE AT PILE ATTACHMENT IS 4" THICK MINIMUM.
11. PARCEL DIMENSIONS PROVIDED BY CITY OF KING ISLAND. NOT TO SCALE.
PROPERTY LINE AND RESIDENCE LOCATING DIMENSIONS (WITH ASTERISK,,-)
APPROXIMATED PER SNOHOMISH COUNTY iMAP AND SEATTLE DEPARTMENT
OF CONSTRUCTION AND INSPECTIONS 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.
HELICAL PILE REFUSAL CRITERIA:
TORQUING OF THE PILE SHALL CONTINUE UNTIL A HYDRAULIC 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.
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DATE
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-RECEIVED
Feb 14 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PROJECT NAME
841 Puget Way,
Edmonds, WA
98020.
NUMBER
S221006-3XR
DRAmm ui - NJ
CHECKED BY M RT
SHEET DATE 12/8/22
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8" MIN THICKNESS, � d
T/FIN GRADE _
CONTRACTOR TO VERIFY
IIII-IIII-1111 VARIES
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_ — — — (E) FTG TO BE CUT FLUSH
II II = II I I- I I I
0 0 I I WITH FACE OF STEM WALL
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< d II II - II I I - I I = WITH A 12" MAX WIDTH FOR
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(E) CONTINUOUS
CONC FOOTING IDEAL HELICAL PILE & REPAIR
BRACKET ASSEMBLY PER
NOTES: R&R FOUNDATION SPECIALIST
1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION TO CONFORM TO ESR-3750
DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE 2-7/8" SHAFT W/10" DIAM
NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET. DOUBLE HELIX W/ 3 PITCH
2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A ---- --=
CORROSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT
ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING
SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION
PER ASTM 153/A123.
3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL
REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT
CORROSION.
1
HELICAL PILE INSTALLATION DETAIL
2
NOT USED
3
NOT USED
4
NOT USED
5
NOT USED
6
NOT USED
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Feb 14 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PROJECT NAME
841 Puget Way,
Edmonds, WA
98020.
PROJECT NUMBEF
S221006-3XR
DRAWIN oT - NJ
CHECKED BY - M RT
SHEET DATE 12/8/22
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