APPROVED BLD RESUB1 BLD2024-1539+PLANS+12.17.2024_10.50.31_AM+4673971ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
24122 76th Ave W Edmonds Residence
S240927-3XR
PROJECT INFORMATION
Special inspection required, see S-1.
Provide all SI reports to city inspector
prior to completion of project.
CLIENT
JOHNSON TODD D/CHRISTA M
24122 76TH AVE W
EDMONDS, WA 98026
PROJECT ADDRESS
24122 76TH AVE W
EDMONDS, WA 98026
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
13150 91 ST PL N E
KIRKLAND, WA 98034-5901
PHONE: (425) 636-3313
CONTACT: MANS THURFJELL, PE
City Of Edmonds
Building Department
Work FOUNDATION STABILIZATION
Address 24122 76TH AVE W
------------------------------------------------
Owner JOHNSON
-----------------------------
Approved Date 12/27/2024
Building Official Erg
Permit Number BLD2024-1539
CODES
ENGINEERED PER:
2021 (IRC) INTERNATIONAL RESIDENTAL CODE
2021 (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
_ RESUB
Dec 17 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PROJECT NAME
24122 76TH AVE W
EDMONDS
WA 98026
PROJECT NU 6ER
S240927-3XR
DRAWN L, JT
CHECKED BY - M RT
SHEET DATE 12/16/2024
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GENERAL STRUCTURAL NOTES
DESIGN CRITERIA
HELICAL PILES
CODE: 2021 IRC/IBC & 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.
MINIMUM ASSUMED SOIL BEARING CAPACITY ............... 1,500 PSF
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)
HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2021 INTERNATIONAL
BUILDING CODE (IBC).
HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY PRECISION PIER, INC., AND SHALL BE
IN ACCORDANCE WITH ESR-5049.
ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE WITH ESR-5049.
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-5049.
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 2O21 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 PRECISION PIER 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 PRECISION PIER 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 2021 INTERNATIONAL BUILDING CODE (IBC). THE MAXIMUM TEST LOAD
SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
PROOF TESTING SHALL BE IN ACCORDANCE WITH ASTM STANDARD D 1143-81. GEOTECHNICAL SPECIAL
INSPECTOR SHALL BE CONTINUOUSLY PRESENT DURING PILE INSTALLATION AND LOAD TESTING. PROOF
TESTING SHALL BE APPLIED TO EACH OF THE LOAD CONFIGURATIONS SPECIFIED IN THE PILE SPACING & LOAD
REQUIREMENTS TABLE. MINIMUM ONE (1) PILE PER LOAD CONFIGURATION SHALL BE TESTED.
CONCENTRIC DRIVEN PILES
2.
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.
3.
ALTERNATES:
1. ALTERNATE ASSEMBLIES AND MATERIALS WILL BE CONSIDERED FOR REVIEW. ENGINEER MAY REQUEST 4'
PAYMENT FOR REVIEW; CONTRACTOR WILL BEAR BURDEN FOR ADDITIONAL PAYMENT AT NO ADDITIONAL 5'
COST TO OWNER.
JOBSITE SAFETY: 6.
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 7.
TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM 8.
HIS WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER AND/OR ARCHITECT SHALL 9.
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, 10
SUPPLIERS OR THEIR EMPLOYEES, OR FOR ACCESS, VISITS, USE, WORK, TRAVEL, OR OCCUPANCY BY ANY
PERSON.
"CONCENTRIC" OR DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE
2021 INTERNATIONAL BUILDING CODE (IBC).
IT IS RECOGNIZED THAT THE INTERNATIONAL BUILDING CODE (IBC) REQUIRES 8 INCH MINIMUM DIAMETER
PIPE FOR PIPE PILE INSTALLATION. THE APPROPRIATE ANALYSIS/EVALUATION AND TESTING
REQUIREMENTS ARE PROVIDED TO ALLOW FOR USE OF PILES LESS THAN 8 INCHES IN DIAMETER AS
REQUIRED BY SECTION 104.5 OF THE IBC.
DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED BY STABIL-LOC SYSTEMS, LLC, AND SHALL BE IN
ACCORDANCE WITH ESR-4121.
ALL MATERIAL PROPERTIES OF DRIVEN PILE COMPONENTS SHALL COMPLY WITH ESR-4121.
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 PILE 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.
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.
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.
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 2021 INTERNATIONAL BUILDING CODE (IBC). THE MAXIMUM TEST LOAD
SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
SPECIAL INSPECTIONS SCHEDULE
SPECIAL INSPECTIONS TABLES PER THE 2021 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
3
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
1 COS 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
c
and
16
c Inspect all other welds
-
-
3 Inspect 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 17 8 2 4
-
sustained tension loads
b Mechanical anchors and adhesive anchors
not defined in -1 a
5 Verify use of required design mix
-
-
ACI 318 Ch 19
1904 1 190.1 2
2643 2644
1908 2 1908
6 Prior to concrete placement fabricate specimens
ASTM C 172
for strength tests perform slump and air
-
-
ASTM C 31
190810
content tests. and determine the temperature of
ACI 318 26A 5 26 12
the concrete
7 Inspect concrete and shotcrete placement for
ACI 318. 26 5
1908 6, 1908 7-
proper application techniques
-4
1908 8
8 Verify maintenance of specified curing
-
-
ACI 3118 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 dama e to foundation element
5 For steel elements perform additional special
inspections in accordance with Section ' 705 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
ABBREVIATIONS
AB
ANCHOR BOLT
FTG
FOOTING
ABV
ABOVE
GA
GAUGE
AFF
ABOVE FINISH FLOOR
GALV
GALVANIZED
ALT
ALTERNATE
GLB
GLULAM BEAM
ALUM
ALUMINUM
GR
GRADE
APPROX
APPROXIMATE
GYP
GYPSUM WALLBOARD
AYC
ALASKAN YELLOW CEDAR
HDG
HOT -DIPPED GALVANIZED
BB
BOX BEAM
HDR
HEADER
BF
BOTTOM FLUSH
HF
HEM FIR
BLDG
BUILDING
HGT
HEIGHT
BLKG
BLOCKING
HT
HEIGHT
BM
BEAM
IN
INCH
BOT
BOTTOM
JT
JOINT
BP
BOTTOM PLATE
MAX
MAXIMUM
BRG
BEARING
MIN
MINIMUM
BTWN
BETWEEN
MISC
MISCELLANEOUS
BSMT
BASEMENT
NB
NON -BEARING
B/W
BOTTOM OF WALL
NO
NUMBER
CANT
CANTILEVER
OC
ON CENTER
CJ
CONTROL JOINT
PSF
POUNDS PER SQUARE FOOT
CLG.
CEILING
PSI
POUNDS PER SQUARE INCH
CLJ
CEILING JOIST
PT
PRESSURE TREATED
CLR
CLEAR
CMU
CONCRETE MASONRY UNIT
RAF
RAFTER
COL
COLUMN
REF
REFERENCE
CONIC
CONCRETE
REINF
REINFORCEMENT
CONN
CONNECTION
REQD
REQUIRED
CONST
CONSTRUCTION
SF
SQUARE FOOT
CONT
CONTINUOUS
SIM
SIMILAR
CTR
CENTER
SPF
SPRUCE PINE FIR
DET
DETAIL
STD
STANDARD
DF
DOUGLAS FIR (SOUTH)
SYP
SOUTHERN YELLOW PINE
DFL
DOUGLAS FIR LARCH
T/
TOP OF
DIM
DIMENSION
T/C
TOP OF CONCRETE
DJ
DOUBLE JOIST
T/P
TOP OF PLATE
DIA
DIAMETER
T/S
TOP OF STEEL
DN
DOWN
T/W
TOP OF WALL
DS
DOWN SPOUT
TF
TOP FLUSH
EA
EACH
TJ
TRIPLE JOIST
EF
EACH FACE
T/BM
TOP OF BEAM
EJ
EXPANSION JOINT
ELEV
ELEVATION
T/SLABTOP
OF SLAB
EN
EDGE NAILING (PANEL)
TP
TOP PLATE
EQ
EQUAL
TYP
TYPICAL
ES
EACH SIDE
LINO
UNLESS NOTED OTHERWISE
EW
EACH WAY
UPA
UNDER POST ABOVE
FB
FLUSH BEAM
UWA
UNDER WALL ABOVE
FIN
FINISH
VERT
VERTICAL
FL
FLOOR
VIF
VERIFY IN FIELD
FLSHG
FLASHING
W/
WITH
FIND
FOUNDATION
WC
WESTERN CEDAR
FP
FIREPLACE
WP
WATERPROOF
FT
FOOT
WWF
WELDED WIRE FABRIC
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REVISIONS
0 DESCRIPTION DATE BY
_ RESUB
Dec 17 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2024-1539
PROJECT NAME
24122 76TH AVE W
EDMONDS
WA 98026
PRu,cCT NUMBER
S240927-3XR
DRAWN B JT
CHECKED BY - M RT
SHEET DATE 12/16/2024
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FOUNDATION NOTES
1. VERIFY ALL DIMENSIONS ON SITE.
2. FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF CONCRETE STEM WALL PER R&R LEVEL SURVEY.
3. REFER TO THE FOLLOWING DETAILS FOR ADDITIONAL INFORMATION:
HELICAL PILE ................................ 1/SD-1.1
CONCENTRIC PILE ....................... 2/SD-1.1
POST W/ COMPOSITE PAD .......... 3/SD-1.1
4. REFER TO S1r17CTVPAr C tCOfAT(OITS-PAC�R.'Gf"DA'TED DECEMBER 16TH, 2024, FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND REQUIREMENTS.
5. LEVEL SURVEY PER R&R REPAIR PLAN DATED JANUARY 16TH, 2024. REFER TO STRUCTURAL CALCULATIONS PACKAGE FOR MODIFICATIONS AND ADDITIONAL
REQUIREMENTS FOR REPAIR PLAN.
6. MINIMUM PILE DIAMETER SHALL BE 2-7/8".
7. IT IS ACCEPTABLE TO INSTALL PILES AT THE SPACING SHOWN WITH ± 0'-6" TOLERANCE TO ALLOW FOR UNEXPECTED OBSTRUCTIONS ENCOUNTERED DURING
PILE INSTALLATION PROVIDED THAT NO TWO ADJACENT SPANS EXCEED THE SPACING LIMITATION AS INDICATED ON LEVEL SURVEY.
8. 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.
9. PARCEL AND RESIDENCE LOCATING DIMENSIONS (WITH ASTERISK, *) APPROXIMATED PER SNOHOMISH COUNTY iMAP. NOT TO BE USED FOR LEGAL PURPOSES.
10. SITE FEATURES AND EXISTING STRUCTURES ON ADJACENT PARCELS NOT SHOWN FOR CLARITY.
11. PILES SHALL BE INSTALLED TO A MINIMUM EMBEDMENT OF 6-0" (UNO PER GEOTECHNICAL REPORT).
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.
SITE PLAN LEGEND
EXISTING RESIDENCE STRUCTURE
EXISTING ADJACENT STRUCTURE
AREA OF PROPOSED WORK
PROPERTY LINE
- - - - APPROXIMATE DIMENSION
HELICAL PILE
CONCENTRIC PILE
® HSS 4x4x3/8 TUBE STEEL
® 4x4 POST W/ ADJ. PAD
PILE SPACING & LOAD REQUIREMENTS TABLE
PILE #
PILE TYPE
MAX O.C. SPACING, ft
MIN VERTICAL CAPACITY, kips
PROOF TESTING LOAD, kips
LOCATION
BTWN PILES
END OFFSET
ALLOWABLE LOADING
200% MIN VERTICAL
CAPACITY
(MIN ULTIMATE CAPACITY)
1-3
HELICAL
6'-011
PER PLAN
9.0 k/PILE
18.0 k/PILE
EXTERIOR
4-6
8.0 k/PILE
16.0 k/PILE
EXTERIOR
1
CONCENTRIC
6'-0"
18.0 k/PILE
36.0 k/PILE
INTERIOR
2-3
PER PLAN
10.0 k/PILE
20.0 k/PILE
CHIMNEY
6'-0"
8.0 k/PILE
16.0 k/PILE
INTERIOR
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 2.0. 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 6,843FT*LBS FOR A 2-7/8 INCH DIAMETER HELICAL PILE WITH 0.217 INCH SHAFT
WALL THICKNESS PER ESR-5049.
b. HELICAL ASSEMBLIES AS MANUFACTURED BY PRECISION PIERS, INC., IN ACCORDANCE WITH ESR-5049.
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.
r---------------•—•�.�. ------------------------------------------------------------------------------------------------------------
PROPERTY LINE
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RESIDENCE
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PROPERTY LINE
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NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS.
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RECOMMEND ADDING t°
ONE ADDITIONAL PILE TO
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LOCATE F ILE UNDL
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R&R LEVEL SURVEY
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See Structural Calculation Package for Additional Requirements
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0 DESCRIPTION DATE BY
_ RESUB
Dec 17 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2024-1539
PROJECT NAME
24122 76TH AVE W
EDMONDS
WA 98026
PROJECT NUMBER
S240927-3XR
DRAWN L, JT
CHECKED BY - M RT
SHEET DATE 12/16/2024
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FIELD VERIFY
FIELD VERIFY
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(E) CONIC STEM WAIL
TISTEM WALL =
T/STEM WALL =
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FIELD VERIFY
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(NOTE 11 '
FIELD VERIFY
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HSS4x4x3,'8
PILE & REPAIR BRACKET
CONIC FOOTING
ASSEMBLY PER
TES SPACER
R&R FOUNDATION SPECIALIST
NOTES.
1 CONTRACTOR TO VERIFY NOTED MINPAW EXISTING FOUNDATION
T CONFORM T R-
CD G O ES 5049
1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION
-�
L.
STABIL-LOC CONCENTRIC PIER
DIMENSIONS PRIOR TO INSTALLATION ENGINEER -OF -RECORD TO BE
DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE
ASSEMBLY PER R&R FOUNDATION
NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET
NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET.
SPECIALIST TO CONFORM TO ESR-4121
2 ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A CORROSION
2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A CORROSION
T
NOTES
RESISTANT SYSTEM THIS INCLUDES ALL FINAL CUT ENDS AND DRILLED
RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT ENDS AND DRILLED
HOLES CORROSION PREVENTION COATING SYSTEM BY OTHERS PRIME A40
HOLES. CORROSION PREVENTION COATING SYSTEM BY OTHERS. PRIME
1. COMPOSITE FOOTING PAD DER ESRQ147.
PAINT PER MFR OR GALVANIZATION PER ASTM 1531A123
AND PAINT PER MFR OR GALVANIZATION PER ASTM 153/A123.
2. BEAM & COLUMN FASTENER QUANTITY AND SIZE PER SIMPSON STRONG -TIE.
3 AT CUT INSTALLATION POCKET ALL EXPOSED STEEL REINFORCEMENT
3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL REINFORCEMENT
J
3. CRUSH BLOCKING TO BE INSTALLED AFTER POST BASE ADJUSTMENT TO
SHALL BE SEALED OR COATED TO PREVENT CORROSION.
SHALL BE SEALED OR COATED TO PREVENT CORROSION.
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4 REFER TO GENERAL NOTES FOR GEOTECHNICAL PILE EMBEDMENT
4. REFER TO GENERAL NOTES FOR GEOTECHNICAL PILE EMBEDMENT
11
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ENSURE FULL BEARING AREA OF MIN POST SIZE AS REQUIRED PER ESR-2147.
REQUIREMENTS. NOTE THAT THESE SHALL BE ACHIEVED PRIOR TO THE
REQUIREMENTS. NOTE THAT THESE SHALL BE ACHIEVED PRIOR TO THE
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4, WOOD MEMBERS MUST BE EITHER SAWN OR ENGINEERED LUMBER
APPLICATION OF THE REFUSAL CRITERIA
APPLICATION OF THE REFUSAL CRITERIA.
EL cn
5 REFER TO GENERAL NOTES FOR PILE FIELD TESTING REQUIREMENTS
5. REFER TO GENERAL NOTES FOR PILE FIELD TESTING REQUIREMENTS.
RECOGNIZED IN AN ICC-ES EVALUATION REPORT.
HELICAL PILE INSTALLATION
DETAIL
2
DRIVEN PILE INSTALLATION DETAIL
3
4
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Q DESCRIPTION DATE FBY
_ RESUB
Dec 17 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2024-1539
PROJECT NAME
24122 76TH AVE W
EDMONDS
WA 98026
PROJECT NUMBEh
S240927-3XR
brviv IV G JT
CHECKED BY - M RT
SHEET DATE 12/16/2024
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