APPROVED BLD-BLD2022-0528+Architectural_Plan+4.27.2022_4.06.48_PM+28319901 of 4
21501 y M P ic
Ave,
(SPECIAL INSPECTIONS REQUIRED
x Installation of Foundation Brackets
I
x Grading/soils .
i !
x Installation of Helical Piles
I
x Installation of Driven Piles •
■ I
I ■
Edmonds Residence
APPROVED
PLANS MUST BE
ON JOB SITE
City of Edmonds
Building Department
APPROVED Plans
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
S220112-IXR
PROJECT INFORMATION
CLIENT
MANSFIELD LINDA A & BRUCE TAMI TAYLOR
215 OLYMPIC AVE
EDMONDS, WA 98020
PROJECT ADDRESS
215 OLYMPIC AVE
EDMONDS, WA 98020
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
1315091STPLNE
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
aI:IN LaIII :Z1we] 2 110121:7_100IQI14�2i1
SITE & FOUNDATION PLAN .... S-2
FOUNDATION DETAILS .... SD-1.1
City Of Edmonds
Building Department
Work FOUNDATION STABILIZATION
Address 215 OLYMPIC AVE
------------------------------------------
Owner HALL 9ta--for
Approved Date 06-17-2022
Building Official lcew� gi'oox lQ lal
Permit NumbE r BLD2022-0528
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0 DESCRIPTION DATE BY
PROJECT NAME
215 OLYMPIC AVE,
EDMONDS, WA
98020
PROJECT NUMBER
S220112-1XR
DRAWN ui - NJ
CHECKED BY M RT
SHEET DATE 1 /15/22
SL'
RECEI
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Apr 28 2
22
CITY OF EDMC
DEVELOPMENT SE
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DEPARTMEr
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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.
16. PILE AND SOILS PARAMETERS PER GEOTECHNICAL REPORT DATED MARCH 2, 2022
BY COBALT GEOSCIENCES.
ESTIMATED DEPTH TO END BEARING REFUSAL ............. 10'-0" to 20'-0"
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.
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 VALUE TORQUE REQUIRED TO
Q
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
INSTALLATION.
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
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 2015 SEATTLE
BUILDING CODE (SBC). THE MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT
OF THE SPECIFIED DESIGN LOAD.
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 SEATTLE BUILDING CODE (SBC) REQUIRES 8 INCH
MINIMUM DIAMETER PIPE FOR PIPE PILE INSTALLATION. THE APPROPRIATE
ANALYSIS/EVALUATION AND TESTING REQUIREMENTS IN ACCORDANCE WITH SEATTLE
DEPARTMENT OF CONSTRUCTION & INSPECTIONS (SDCI) DIRECTOR'S RULE 10-2009 ARE
PROVIDED TO ALLOW FOR USE OF PILES LESS THAN 8 INCHES IN DIAMETER AS REQUIRED
BY SECTION 104.5 OF THE SBC.
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 2015 SEATTLE
BUILDING CODE (SBC). THE MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT
OF THE SPECIFIED DESIGN LOAD.
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
�! -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. Groutingof bonded restressm 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 re uired.
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
-
-
responsible char e.
ABBREVIATIONS
AB
ANCHOR BOLT
ABV
ABOVE
AFF
ABOVE FINISH FLOOR
ALT
ALTERNATE
ALUM
ALUMINUM
APPROX
APPROXIMATE
AYC
ALASKAN YELLOW CEDAR
BB
BOX BEAM
BF
BOTTOM FLUSH
BLDG
BUILDING
BLKG
BLOCKING
BM
BEAM
BOT
BOTTOM
BP
BOTTOM PLATE
BRG
BEARING
BTWN
BETWEEN
BSMT
BASEMENT
B/W
BOTTOM OF WALL
CANT
CANTILEVER
CJ
CONTROL JOINT
CLG.
CEILING
CLJ
CEILING JOIST
CLR
CLEAR
CMU
CONCRETE MASONRY UNIT
COL
COLUMN
CONC
CONCRETE
CONN
CONNECTION
CONST
CONSTRUCTION
CONT
CONTINUOUS
CTR
CENTER
DET
DETAIL
DF
DOUGLAS FIR (SOUTH)
DFL
DOUGLAS FIR LARCH
DIM
DIMENSION
DJ
DOUBLE JOIST
DIA
DIAMETER
DIN
DOWN
DS
DOWN SPOUT
EA
EACH
EF
EACH FACE
EJ
EXPANSION JOINT
ELEV
ELEVATION
EN
EDGE NAILING (PANEL)
EQ
EQUAL
ES
EACH SIDE
EW
EACH WAY
FB
FLUSH BEAM
FIN
FINISH
FL
FLOOR
FLSHG
FLASHING
FND
FOUNDATION
FP
FIREPLACE
FT
FOOT
FTG
FOOTING
GA
GAUGE
GALV
GALVANIZED
GLIB
GLULAM BEAM
GR
GRADE
GYP
GYPSUM WALL BOARD
HDG
HOT -DIPPED GALVANIZED
HDR
HEADER
HF
HEM FIR
HGT
HEIGHT
HT
HEIGHT
IN
INCH
IT
JOINT
MAX
MAXIMUM
MIN
MINIMUM
MISC
MISCELLANEOUS
NB
NON -BEARING
NO
NUMBER
OC
ON CENTER
PSF
POUNDS PER SQUARE FOOT
PSI
POUNDS PER SQUARE INCH
PT
PRESSURE TREATED
RAF
RAFTER
REF
REFERENCE
REINF
REINFORCEMENT
REQD
REQUIRED
SF
SQUAREFOOT
SIM
SIMILAR
SPF
SPRUCE PINE FIR
STD
STANDARD
SYP
SOUTHERN YELLOW PINE
T/
TOP OF
T/C
TOP OF CONCRETE
T/P
TOP OF PLATE
T/S
TOP OF STEEL
T/W
TOP OF WALL
TF
TOP FLUSH
TJ
TRIPLE JOIST
T/BM
TOP OF BEAM
T/SLAB TOP
OF SLAB
TIP
TOP PLATE
TYP
TYPICAL
UNO
UNLESS NOTED OTHERWISE
UPA
UNDER POST ABOVE
UWA
UNDER WALL ABOVE
VERT
VERTICAL
VIF
VERIFY IN FIELD
W/
WITH
WC
WESTERN CEDAR
WP
WATERPROOF
WWF
WELDED WIRE FABRIC
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REVISIONS
DESCRIPTION
DATE
BY
PROJECT NAME
215 OLYMPIC AVE,
EDMONDS, WA
98020
NUMBER
S220112-1 XR
DRAVviu ui - NJ
CHECKED BY M RT
SHEET DATE 1 /15/22
SIL,
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ITY OF EDM
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a
PROPERTY LINE
108'-0" *
LOCATE PILES ON EACH
CORNER OF WINDOW AREA OF
WORK
LOCATE PILE
WITHIN 2FT MAX 8'-0" * A5'-OF CORNER
----------------- ---------------
PILES a� 8'-0" O.C. MAX
LOCATE PILE:
'HIN 3FT MAXr_,,
DECK (3) P1TS @ 8'-0" O.C. MAX
7 8 �90
PARCEL NO.
00434204101700
LEGAL DESCRIPTION
CITY OF EDMONDS BLK 041 D-00 - E 5FT LOT 17 &
ALL LOTS 18 & 19 LESSS 5FT FOR ALLEY ALSO BEG
SW COR TH N ALG W LN 105FT TO EDMONDS ST TH
E ALG S LN SD ST 12.15FT TH S 105FT TAP ON S LN
TH W 12.7FT TO TPB EXC S 5FTFOR ALLEY
OWNER NAME & ADDRESS
MANSFIELD LINDA A & BRUCE TAMI TAYLOR
215 OLYMPIC AVE, EDMONDS, WA 98020
LOT SIZE:
.19 ACRE(S)
(8,276 SQFT)
BUILDING LOT
COVERAGE:
29% (2,449
SQFT)
108'-0" *
LOCATE PILE
WITHIN 2FT MAX
OF CORNER
LOCATE PILES 0
24
EACH CORNER 0
WINDO\
I
I
I
(2) PILES,@ 8'-0" O.C. MAX
3
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4 '
LOCATE PIL
WITHIN 1FT MA
OF CORNE
0
N
I PRIMARY
ENTRANCE
ED
0
0
N
PROPERTY LINE
NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS.
SITE PLAN LEGEND
EXISTING RESIDENCE STRUCTURE
EXISTING ADJACENT STRUCTURE
AREA OF PROPOSED WORK
* PROPERTY LINE
---- APPROXIMATE DIMENSION
�# HELICAL PILE
# STABIL-LOC PILE
® EXISTING POST
® 4x4 POST BASE WITH PAD
PILE SPACING & LOAD REQUIRMENTS TABLE
MAX O.C. SPACING, ft
MIN VERTICAL CAPACITY, kips
PROOF TESTING LOAD, kips
PILE #
PILE TYPE
BTWN
PILES
END
OFFSET
ALLOWABLE LOADING
200% MIN VERTICAL CAPACITY (MIN
ULTIMATE CAPACITY
LOCATION
3-8,11,14
HELICAL
8'-0" UNO
T-0" UNO
13.0 kip
26.0 kip
TYF
9,10,12,13
HELICAL
8'-0" UNO
T-0" UNO
11.0 kip
22.0 kip
TYP
1.2
HELICAL
8'-0" UNO
T-0" UNO
10.0 kip
20.0 kip
TYP
1
DRIVEN
8'-0" UNO
T-0" UNO
13.0 kip
26.0 kip
T P
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
DRIVEN PILES ........................................ 2/SD-1.1
HELICAL PILES w/ STEEL CHANNEL ... 3/SD-1.1
4. REFER TO STRUCTURAL CALCULATIONS PACKAGE DATED MARCH 25, 2022,
FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND REQUIREMENTS.
5. LEVEL SURVEY PER R&R REPAIR PLAN DATED OCT 13, 2021 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'-6"
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 SNOHOMISH 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.
NOTES:
14. PILES SHALL BE INSTALLED TO A MINIMUM EMBEDMENT OF 5-0" OR UNTIL
REFUSAL, WHICHEVER IS SHALLOWER.
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
DRIVEN PILE REFUSAL CRITERIA:
EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS OR ANY PART OF THE PILE ASSEMBLY. MAXIMUM
ADVANCEMENT OF THE PILE SHALL CONTINUE UNTIL A WORKING PRESSURE
W
INSTALLATION TORQUE RATING OF 8,30OFT*LBS FOR A 2-7/8 INCH DIAMETER HELICAL PILE WITH 0.203 INCH SHAFT WALL
IS ACHIEVED TO PROVIDE THE SPECIFIED MINIMUM VERTICAL CAPACITY WITH A
Z
THICKNESS PER ESR-3750.
J
b.
FOR HELICAL PILES, PER IDEAL GROUP DWG NO.: 278TFG, THE ALLOWABLE STRUCTURAL CAPACITY FOR THE 2 7/8"
SAFETY FACTOR OF NO LESS THAN TWO. ADVANCEMENT SHALL BE HALTED
>_
TRU-FORCE UNDERPINNING BRACKET IS LIMITED TO 29 KIPS.
IMMEDIATELY IF THE STRUCTURE BEGINS TO EXPERIENCE UPLIFT FLEXURE.
F-
c.
HELICAL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESR-3750.
W
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
HELICAL PILE REFUSAL CRITERIA:
0
wOF
THE ASSEMBLY.
TORQUING OF THE PILE SHALL CONTINUE UNTIL A HYDRAULIC PRESSURE IS
a
f.
MAXIMUM ON -CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN.
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.
RVE'
I ILOEV F CCORNER OF WINDOW
LOCATE PILE
WITHIN 2FT MAX
OF CORNER
LOCATE PILE
WITHIN 3FT MAX -
OF CORNER
7 - v 99,
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1
I(6) PILES @ 8'-0" O.C. MAXI zo
314
47'
(2) PILES @ 8'-0" O.C. MAX
LOCATE PILE
1
WITHIN 2FT MAX
OF CORNER
LOCATE PILES ON
EACH CORNER OF
-2 4
WINDOW
Ei 1
-41/
(2) PILES @ 8'-0" O.C. MAX
® = Existing Post
3
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3" Helical Pile
-2 1 !4
14 3" 3" Stabil-Loc Pier
-1 3L4 -
44 t
with Patl Base
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R&R LEVEL SURVEY
SEE STRUCTURAL CALCULATION PACKAGE FOR ADDITIONAL REQUIREMENTS
FOUNDATION PLAN
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REVISIONS
0 DESCRIPTION DATE BY
PROJECT NAME
215 OLYMPIC AVE,
EDMONDS, WA
98020
PRE,__, NUMBER
S220112-1 XR
DRAm,j ui - NJ
CHECKED BY M RT
SHEET DATE 3/25/22
SLJ
RECEIIIED
Apr 28 2
22
CITY OF EDM
DEVELOPMENT SE
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RVICES
DEPARTME
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(E) WOOD FRAMED
FLOOR SYSTEM,
FIELD VERIFY
8" MIN THICKNESS,
CONTRACTOR TO VERIFY
d
d d
IIII=IIII-1 ° d ° -
IIII=IIII '-
�=IIII=1d '
''I_II1I=IIII=IIII=
(E) CONTINUOUS
CONC FOOTING
NOTES:
1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING
FOUNDATION DIMENSIONS PRIOR TO INSTALLATION.
ENGINEER -OF -RECORD TO BE NOTIFIED PRIOR TO
INSTALLATION IF MINIMUMS NOT MET.
2. ALL ASSEMBLY COMPONENTS TO BE GALVANIZED
PER ASTM Al53/A123.
3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL
REINFORCEMENT SHALL BE SEALED OR COATED TO
PREVENT CORROSION.
(E) CONC STEM WALL
T/STEM WALL =
FIELD VERIFY
T/FIN GRADE _
VARIES
=TI11=lilt=l1 ( E) FTG TO BE CUT FLUSH
' IIII=IIII=IIII=
=IIII =IIII =III, WITH FACE OF STEM WALL
1111=1111-11 II , WITH A 12" MAX WIDTH FOR
-IIII =IIII IIII INSTALLATION POCKET
' IIII=IIII= 11=
IIII=11 =IIII.
III _IIII—IIII=11, T/CONC FTG =
IIII=IIII FIELD VERIFY
IIII—IIII=
IIII=IIII
IIII=IIII-
IIII=IIII="'
IDEAL HELICAL PILE & REPAIR
BRACKET ASSEMBLY PER
R&R FOUNDATION SPECIALIST
TO CONFORM TO ESR-3750
(E) WOOD FRAMED
FLOOR SYSTEM,
FIELD VERIFY
----------
8" MIN THICKNESS,
(E) CONC STEM WALL
T/STEM WALL =
FIELD VERIFY
CONTRACTOR TO VERIFY T/FIN GRADE _
IIII=IIII=IIII. VARIES
' i V 11�1111=IIII=11,
' q 11=IIII=IIII=�
'- IIII=IIII=IIII=
' '�' 11=IIII=IIII=11,
IIII=IIII=IIII=
- 11=IIII=IIII=III
.. IIII=IIII=IIII-
VFTG
' 11=IIII=IIII=IIII
IIII= I1II
1= 1II
1= 1II
1= 1III—II
1= III 1I I_ II CONC F/ ELLD VERIFY h
�
'' ='III-IIII=IIII=IIII � �- �- � 11=IIII=11
-IIII =IIII = i ' d IIII =IIII = WEDGE ANCHORS
PER STABIL-LOC
REQUIREMENTS
''ll=_ I=IIII _ _ 11=IIII=IIII=
(E) CONTINUOUS
CONC FOOTING
l
NOTES: -
1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION
DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE TA
NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET.
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 J
SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION Q
PER ASTM 153/A123.
3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL w w
REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT a_ U)
CORROSION. 'o �"ip
STABIL-LOC CONCENTRIC PIER
ASSEMBLY PER R&R FOUNDATION
SPECIALIST TO CONFORM TO ESR-4121
(E) WOOD FRAMED "
FLOOR SYSTEM,
FIELD VERIFY
- - - - - - - - - - - - - - - - - - - - - - -
I
I
I
I
I
I
I
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• V
8" MIN THICKNESS,
CONTRACTOR TO VERIFY
(E) CONC STEM WALL
T/STEM WALL =
FIELD VERIFY
T/FIN GRADE _
L IIII=IIII=IIII vARIEs
IIII IIII=IIII=1
�v
CONTINUOUS CHANNEL — —
& ANCHORAGE WHERE ° d 'IIII =IIII =IIII = (E) FTG TO BE CUT FLUSH
REQ'D PER PLAN -IIII =IIII =IIII WITH FACE OF STEM WALL
" IIII =IIII =IIII = _ WITH A 12" MAX WIDTH FOR
(L CHANNEL A =1111= II 11= IF � INSTALLATION POCKET
6, MAX =IIII=IIII_1111=
" IIII=IIII IIII=III T/CONC FTG =
FIELD VERIFY
—IIII=IIII=IIII=IIII=IIII d d IIII=IIII
"—"'�=IIII=IIII=11 '- III=IIII=�
IIII=IIII V ' d v IIII=IIII:
11
III=IIII=
— . d � d
(E) CONTINUOUS
CONC FOOTING
NOTES:
1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION
DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE
NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET.
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.
IDEAL HELICAL PILE & REPAIR
BRACKET ASSEMBLY PER
R&R FOUNDATION SPECIALIST
TO CONFORM TO ESR-3750
� HELICAL PILE INSTALLATION DETAIL I 2 DRIVEN PILE INSTALLATION DETAIL I 3 HELICAL PILE w/ STEEL CHANNEL INSTALLATION
DETAIL
4 INOTUSED 1 5 INOTUSED 1 6 INOTUSED
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REVISIONS
Q DESCRIPTION DATE BY
PROJECT NAME
215 OLYMPIC AVE,
EDMONDS, WA
98020
PRE„_.,, _oEF
S220112-1XR
L)r,-kvviN oT -NJ
CHECKED BY - M RT
SHEET DATE 1 /15/22
SCE
RECEIVED
r 28 2
22
4Y OF EDM
LOPMENT S
DS
RVICES
DEPARTME
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