REV1 APPROVED BLD2023-1606+Plans+3.19.2024_1.58.19_PM+4144413le
830 Dayton St Residence
S230905-2XR
PROJECT INFORMATION
CLIENT
CHASE MARTIN F & SOO H
4318 STONEBRIDGE WAY
LYNNWOOD, WA 98037
PROJECT ADDRESS
830 Dayton St
Edmonds, WA 98020
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
BLD2O23-1606
Revised
03/25/2024 12:33:07 PM
SHEET INDEX
COVER SHEET .... S-0
STRUCTURAL GENERAL NOTES .... S-1
SITE & FOUNDATION PLAN .... S-2
FOUNDATION DETAILS .... SD-1.1
REVISION
Mar 19 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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REVISIONS
0 DESCRIPTION DATE BY
"ROJECT NAME
830 Dayton St
Edmonds, WA 98020
PROJECT NUMBER
S230905-2XR
DRAWN , I PAM
CHECKED BY - M RT
SHEET DATE 11 /21 /2023
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GENERAL STRUCTURAL NOTES
DESIGN CRITERIA
HELICAL PILES
CODE: 2018 IBC/IRC & 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.
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.
16. PILE AND SOILS PARAMETERS PER GEOTECHNICAL REPORT DATED OCT 10TH, 2023
BY COBALT GEOSCIENCES.
ESTIMATED DEPTH TO END BEARING REFUSAL ............. 7'-0" to 20'-0"
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.
Fill! a111d!]1Fit 01�
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.
6
6.
7.
8.
9.
10
11
12
13
14
15
16
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 DESIGN/INSTALLATION 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 BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
ABBREVIATIONS
CONCENTRIC DRIVEN PILES
AB
ANCHOR BOLT
FTG
FOOTING
1. "CONCENTRIC" OR DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE
ABV
ABOVE
GA
GAUGE
2018 INTERNATIONAL BUILDING CODE (IBC).
AFF
ABOVE FINISH FLOOR
GALV
GALVANIZED
2. IT IS RECOGNIZED THAT THE INTERNATIONAL BUILDING CODE (IBC) REQUIRES 8 INCH MINIMUM DIAMETER
ALT
ALTERNATE
GLB
GLULAM BEAM
PIPE FOR PIPE PILE INSTALLATION. THE APPROPRIATE ANALYSIS/EVALUATION AND TESTING
ALUM
ALUMINUM
GR
GRADE
REQUIREMENTS ARE PROVIDED TO ALLOW FOR USE OF PILES LESS THAN 8 INCHES IN DIAMETER AS
APPROX
APPROXIMATE
GYP
GYPSUM WALL BOARD
REQUIRED BY SECTION 104.5 OF THE IBC.
AYC
ALASKAN YELLOW CEDAR
HDG
HOT -DIPPED GALVANIZED
3. DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED BY STABIL-LOC SYSTEMS, LLC, AND SHALL BE IN
BB
BOX BEAM
HDR
HEADER
ACCORDANCE WITH ESR-4121.
BF
BOTTOM FLUSH
HF
HEM FIR
4. ALL MATERIAL PROPERTIES OF DRIVEN PILE COMPONENTS SHALL COMPLY WITH ESR-4121.
BLDG
BUILDING
HGT
HEIGHT
5. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES ACCEPTANCE
BLKG
BLOCKING
HT
HEIGHT
CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING POLYMER (EAA)
BM
BEAM
IN
INCH
COATINGS (AC228).
BOT
BOTTOM
JT
JOINT
6. ALL PILE COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE REINFORCING STEEL,
BP
BOTTOM PLATE
MAX
MAXIMUM
BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING COMPONENTS PER AC358 SECTION 3.9.
BRIG
BEARING
MIN
MINIMUM
7. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS.
BTWN
BETWEEN
MISC
MISCELLANEOUS
8. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED.
BSMT
BASEMENT
NB
NON -BEARING
9. DRIVEN PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE OF
B/W
BOTTOM OF WALL
NO
NUMBER
INCLINATION OF 1 DEGREE FROM VERTICAL PER SECTION 5.7 OF ESR-4121.
CANT
CANTILEVER
OC
ON CENTER
CJ
CONTROL JOINT
10. DRIVEN PILES SHALL BE INSTALLED TO THE MINIMUM FORCE REQUIRED TO PROVIDE THE MINIMUM
PSF
POUNDS PER SQUARE FOOT
CLG.
CEILING
REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2).
PSI
POUNDS PER SQUARE INCH
CLJ
CEILING JOIST
THE MAXIMUM INSTALLATION FORCE SHALL NOT EXCEED THE ALLOWABLE CAPACITY OF ANY INDIVIDUAL
PT
PRESSURE TREATED
CLR
CLEAR
COMPONENT OF THE ASSEMBLY.
CMU
CONCRETE MASONRY UNIT
RAF
RAFTER
11. ALL BRACKETS AND PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY TO ACHIEVE THE
COL
COLUMN
REF
REFERENCE
MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2).
CONIC
CONCRETE
REINF
REINFORCEMENT
12. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED WITHOUT
CONN
CONNECTION
REQD
REQUIRED
WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION.
CONST
CONSTRUCTION
SF
SQUARE FOOT
13. SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION 1705.7 IS REQUIRED FOR INSTALLATION OF THE
CONT
CONTINUOUS
SIM
SIMILAR
STABIL-LOC FOUNDATION PIERING SYSTEM. A GEOTECHNICAL SPECIAL INSPECTOR MUST VERIFY AND
CTR
CENTER
SPF
SPRUCE PINE FIR
RECORD THE FOLLOWING:
DET
DETAIL
STD
STANDARD
A. VERIFICATION OF MANUFACTURER PRODUCT MODEL NUMBERS
DF
DOUGLAS FIR (SOUTH)
SYP
SOUTHERN YELLOW PINE
B. TYPES, CONFIGURATIONS, AND IDENTIFICATIONS OF HYDRAULICALLY DRIVEN STEEL PIER
DFL
DOUGLAS FIR LARCH
T/
TOP OF
SEGMENT AND ADJUSTABLE HEAD ASSEMBLY AS SPECIFIED IN ESR-4121 AND THE CONSTRUCTION
DIM
DIMENSION
T/C
TOP OF CONCRETE
DOCUMENTS.
DJ
DOUBLE JOIST
T/P
TOP OF PLATE
C. INSTALLATION PROCEDURES, ANTICIPATED AND ACTUAL PILING DEPTH
DIA
DIAMETER
T/S
TOP OF STEEL
D. TIP ELEVATIONS, THE INSTALLATION PRESSURE AND FINAL DEPTH OF THE DRIVEN FOUNDATION
DN
DOWN
T/W
TOP OF WALL
SYSTEM
DS
DOWN SPOUT
TF
TOP FLUSH
E. INCLINATION AND POSITION/LOCATION OF HYDRAULICALLY DRIVEN PIER SEGMENTS
EA
EACH
TJ
TRIPLE JOIST
F. COMPLIANCE OF THE INSTALLATION WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THIS
EF
EACH FACE
T/BM
TOP OF BEAM
EVALUATION REPORT.
EJ
EXPANSION JOINT
ELEV
ELEVATION
T/SLABTOP
OF SLAB
14. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO MEET OTHER
TP
TOP PLATE
SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE. ABANDON REJECTED PILES AND
EN
EDGE NAILING (PANEL)
EQ
EQUAL
TYP
TYPICAL
INSTALL ADDITIONAL PILES AS REQUIRED.
ES
EACH SIDE
LINO
UNLESS NOTED OTHERWISE
EW
EACH WAY
UPA
UNDER POST ABOVE
DRIVEN PILE PROOF TESTING
FB
FLUSH BEAM
UWA
UNDER WALL ABOVE
THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE (3)
FIN
FINISH
VERT
VERTICAL
PERCENT OF PILES UP TO FIVE (5) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE PROCEDURE
FL
FLOOR
VIF
VERIFY IN FIELD
OUTLINED IN ASTM D1143 AND/OR THE 2018 INTERNATIONAL BUILDING CODE (IBC). THE MAXIMUM TEST LOAD
FLSHG
FLASHING
W/
WITH
SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
FIND
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 25.2,
tendons and verify placement
_
25 3. 26 5 1-26.5.3
Q1_
2 Reinforcing bar welding
a Verify weldability of reinforcing bars
other than ASTI'd A 706
_
AWS D1.4
b Inspect single -pass fillet welds maximum
ACI 318- 26-5-4
�+ " and
to
c Inspect all other welds
3 Inspect anchors cast in concrete
-
-
ACI 318- 17 82
-
4 Inspect anchors post -installed in hardened
concrete members
a Adhesive anchors installed in horizontally
or upwardly inclined orientations to resist
-
A.CI 218 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 19042
26 4 3 26 4.4
19082 19083
6 Prior to concrete placement fabricate specimens
ASTh1 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
19086 19087
proper a lication techniques
1908 8
8 Verify maintenance of specified curing
-
ACI 318 26 4 7-26 4 9
19089
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
of tendons in post -tensioned concrete and
-
-
ACI 318 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 with
-
the requirements
2 Determine capacities of test elements and conduct
-
additional load tests as required
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 blows per
foot of penetration determine required penetrations to
-
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 ' 2
6 For concrete elements and concrete -filled elements
perform tests and additional special inspections in
-
-
accordance with Section 1705 3-
7 For specialty elements perform additional inspections
as determined by the registered design professional in
-
responsible charge
Revised
03/25/2024 12:33:07 PM
REVISION
Mar 19 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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REVISIONS
0 DESCRIPTION DATE BY
PROJECT NAME
830 Dayton St
Edmonds, WA 98020
PROJECT NUMBER
S230905-2XR
DRAWN , I PAM
CHECKED BY - M RT
SHEET DATE 11 /21 /2023
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PILE SPACING & LOAD REQUIRMENTS TABLE
MAX O.C. SPACING. ft
MIN VERTICAL CAPACITY. kips
PROOF TESTING LOAD. kips
PILE 9
PILE TYPE
BTWN
PILES
END
OFFSET
ALLOWABLE LOADING
200% MIN VERTICAL CAPACITY
(MIN ULTIMATE CAPACITY)
LOCATION
1-10
HELICAL
6'-0'
11-0'
10 0 kip
20 0 kip
PER PLAN
1
DRN'EN
6'-0*
- 10 0 kip 20 0 kip
24 5 kip 49 0 kip T
PER PLAN
2-3
DRN EN
1 2'-0' MIN
CHIMNEY
AInTF4
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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12'-6" *
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----------
PARCEL NO.
00434207600900
LEGAL DESCRIPTION
CITY OF EDMONDS BLK 076
D-00 - LOTS 9 & 10
OWNER NAME & ADDRESS
CHASE MARTIN F & SOO H
4318 STONEBRIDGE WAY
LYNNWOOD, WA 98037
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 NOTES
1. VERIFY EXISTING STRUCTURES AND ALL DIMENSIONS ON SITE.
2. FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF CONCRETE STEM WALL
PER R&R FOUNDATION SPECIALIST (R&R) LEVEL SURVEY.
3. REFER TO STRUCTURAL CALCULATIONS PACKAGE BY L120 DATED NOV 14,
2022, FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND
REQUIREMENTS.
4. LEVEL SURVEY PER R&R PROPOSAL DATED SEP 2, 2022. REFER TO
STRUCTURAL CALCULATIONS PACKAGE FOR MODIFICATIONS AND
ADDITIONAL REQUIREMENTS FOR LEVEL SURVEY.
5. PARCEL DIMENSIONS APPROXIMATED BY KING COUNTY ASSESSOR GIS
MAPPING TOOLS & TAXSIFTER INCLUDING THE SELECTED PARCEL.
PROPERTY DIMENSIONS ARE APPROXIMATE FOR REPRESENTATIVE
PURPOSES ONLY. NOT TO SCALE. NOT TO BE USED FOR LEGAL PURPOSES
OR IN PLACE OF A FIELD SURVEY.
6. SITE FEATURES AND SOME EXISTING STRUCTURES ON ADJACENT PARCELS
NOT SHOWN FOR CLARITY.
7. GEOTECH SPECIAL INSPECTOR TO BE CONTINUOUSLY PRESENT DURING ALL
PILE INSTALLATION AND LOAD TESTING.
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SITE PLAN LEGEND
F-] EXISTING RESIDENCE STRUCTURE
EXISTING ADJACENT STRUCTURE
AREA OF PROPOSED WORK
• - - - PROPERTY LINE
* APPROXIMATE DIMENSION
1 HELICAL PILE
0 DRIVEN PILE
1
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SITE PLAN
Revised
03/25/2024 12:32:59 PM
REVISION
Mar 19 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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0 DESCRIPTION DATE BY
PROJECT NAME
830 Dayton St
Edmonds, WA 98020
PROJECT NUMBER
S230905-2XR
DRAWN 13� PAM
CHECKED BY - M RT
SHEET DATE 11 /21 /2023
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CONIC FOOTING
WITHIN MIDDLE THIRD OF
NOTES:
BRACKET, MAINTAINING 3"
NOTES:
STABIL-LOG CONCENTRIC PIER
1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION
EDGE DISTANCE
1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION
ASSEMBLY PER R&R FOUNDATION
DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE
DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE
SPECIALIST TO CONFORM TO ESR-4121
NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET.
IDEAL HELICAL PILE & REPAIR
NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET.
2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A
BRACKET ASSEMBLY PER
2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A
CORROSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT
R&R FOUNDATION SPECIALIST
CORROSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT
ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING
TO CONFORM TO ESR-3750
ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING
SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION
PER ASTM 153/A123.
2-7/8" SHAFT W/ 10" DIAM
SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION
PER ASTM 153/A123.
II
3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL
DOUBLE HELIX W/ 3" PITCH
3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL
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REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT
REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT
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CORROSION.
CORROSION.
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HELICAL PILE INSTALLATION
DETAIL
2
DRIVEN PILE INSTALLATION DETAIL
3
NOT USED
REVISION
Mar 19 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
4
NOT USED
5
NOT USED
6
NOT USED
Revised
03/25/2024 12:33:07 PM
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PROJECT NAME
830 Dayton St
Edmonds, WA 98020
PROJECT NUMBER
S230905-2XR
DRAWN , I PAM
CHECKED BY - M RT
SHEET DATE 11 /21 /2023
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