REVIEWED BLD BLD2025-0016+Structural_Analysis_or_Calculations+1.6.2025_12.28.02_PM+4697737RECEIVED
Jan 06 2025
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2025-0016
--------------
Reviewed by the City of
I Edmonds
I
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
Calculation Package for
Foundation Stablllzatlon/Left
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
1315091s'PLNE
KIRKLAND, WA 98034-5901
17521 72nd A ve W
Edmonds, WA 98026
Project no: S241101-1XR
December 2W'd7 2024
Prepared for:
R&R Foundation Specialist
1611 East Marine View Drive
Everett, WA 98201
P: 425.760.5077
CONTACT: MANS THURFJELL, PE
EMAIL: MTHURFJELL@L120ENGINEERING.COM
PHONE: (425) 636-3313
1 of 21
(425) 636-3313
L120Engineering.com
25'-0"'
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•\\ {(13)}PILES CENT��1}
•\,\ T 1 T 2 T 3 ,,
•` (E) RESIDENCE -- `•\
17521 72nd Ave W 4
Edmonds, WA 98026 \.
T�
`•\ (3) PILES CENTERED ON SUPPORT '\
(E)STRUCTURE
•, DETTACHED GARAGE '•\
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"NOTES.
\\• a. MINIMUM AND MAXIMUM INSTALLATION TORQUE FOR HELICAL ASSEMBLIES SHALL BE SPECIFIED BY THE PILE
MANUFACTURER- MINIMUM INSTALLATION TORQUE SHALL BE HIGH ENOUGH TOACHIEVE THE REQUIRED BEARING
CAPACITY LOADING, INCLUDING A SAFETY FACTOR NO LESS THAN 2. THE MAXIMUM INSTALLATION TORQUE SHALL NOT
EXCEED THEALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS ORANY PART OF THE PILE ASSEMBLY MAXIMUM
INSTALLATION TOROLE RATING OF6,B43FT1HS FOR A 2-Va INCH DAMETER HELICAL PILE WITH 0.217INCH SHAFT WALL
THICKNESS PER EBRSOH9.
b. HELICAL ASSEMBLIESAS MANUFACTURED BY PRECISION PIERS, INC., IN ACCORDANCE WITH ESR6049.
c. PILE ORANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITYAS DETERMINED BY THE MANUFACTURER FOR ANY PART
OFTHEASSEMBLY.
L MAXIMUM ONCENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN,
PILE SPACING& LOAD REQUIRMENTS TABLE
MIN O.C. SPACINO,N YIN VERTNJLL CAPACRY, kIp PROOFTESTINO LOAO,Mp PILES
PILETYPE SIM ENO ALLOWABLE LOADING � MIN VERTICAL CAPACITY LOCATION
PILES OFFSET (MIN ULTIMATE CAPACITY)
14 HELICAL BOMp 16.0 Nip INTERIOR
LEGAL DESCRIPTION
Section 08 Township 27 Range 04
MEADOWDALE BEACH BLK 000 D-03 - S 91 FT
OF N 182FT OF S 302FT OF W 148FT OF TR
143 EXC W 10FT THOF TO CITY OF ED PER
AUD FILE NO 77021802651079/685 - AKA LOT
B ASDELINEATED ON SKETCH CITY ED SP
NO S 46-76 REC AFN 8004020198 TGW VAC
W 1OFT BEING A PTN OF 72ND AVE W ORD
NO 2257 AF NO 8201260100 VOL 1736 PG 141
OWNER NAME & ADDRESS
BELL BRETT TIDIANA L
1752172nd Ave W
Edmonds, WA 98026
NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS.
NOTE: L120'S SCOPE IS LIMITED TO THE PERIMETER SUPPORT SYSTEMICONTINUOUS FOOTINGS. THE INTERIOR CRAWL SPACE SUPPORTED SYSTEM FOR THE FIRST FLOOR SHALL BE INSTALLED PER R&R.
SITE PLAN NOTES
1. VERIFY EXISTING STRUCTURES AND ALL DIMENSIONS ON SITE.
2. FOUNDATION DIMENSIONS ARETO OUTSIDE FACE OF CONCRETE STEM WALL
PER R&R FOUNDATION SPECAUST (R&R) LEVEL SURVEY.
3. REFER TO STRUCTURAL CALCULATIONSPACKAGEBY L120 DATED DEC 23,
2024, FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND
REQUIREMENTS.
4. LEVEL SURVEY PER R&R PROPOSAL DATED OCT 26, 2024. REFER TO
STRUCNRAL CALCULAPONSPACK GEFORMODIFICATIONSAND
ADDITIONAL REQUIREMENTS FOR LEVEL SURVEY.
5. PARCEL DIMENSIONS APPROXIMATED BY SNOHOMISH COUNTY ASSESSOR
GIS MAPPING TOOLS &TAXSIFTER INCLUDING THE SELECTED PARCEL.
PROPERTY DIMENSIONS PRE APPROXIMATE FOR REPRESENTATIVE
PURPOSES ONLY. NOT TO SCALE. NOT TO BE USED FOR LEGAL PURPOSES
6. SITE FEATURES AND SOME EXISTING STRUCTURES ON ADJACENT PARCELS
NOT SHOWN FOR CLARITY.
7. GEOTECH SPECK INSPECTOR SHALL BE CONTINUOUSLY PRESENT DURING
HELICAL PILE INSTALLATION AND TESTING.
❑ EXISTING RESIDENCE STRUCTURE
EXISTING ADJACENT STRUCTURE
AREA OF PROPOSED WORK
--- PROPERTY LINE
• APPROXIMATE DIMENSION
HELICAL PILE
1
SITE PLAN
F 4
D Z o
Z ZW
90
'I OrvON5
PT1
PROTECT NAME
17521 72nd Ave W
Edmonds, WA 98026
PROTECT NUIYBER
S241101-IXR
DPAvm BY PAM
CHECKED BY- MRT
SHEET DATE - 12/23/2024
SCALE
Z N
a rn
_ F
rn
3of21
PROJECT NO. SHEET NO.
PROJECT 17521 72nd Ave W, Edmonds„ WA
LONGITUDE SUBJECT Foundation Stabilization/Jackin
ONE TWENTYO
ENGINEERING & DESIGN
BY PAM
DATE
12/23/24
Scope/Objective:
To determine the required pile spacing and geometry to stabilize and lift (where required) the existing structural foundation. These
findings have been based upon the calculated strength of the existing foundation system and the current vertical loading from the
existing structure above (based on as -built assessments).
The R&R Foundation Specialists' (R&R) proposed pile layout can be found in the following pages with structural recommendations
based upon the findings of L120 Engineering & Design.
Note that cosmetic damages to rigid wall coverings/members and siding are expected during a foundation lift. Such cosmetic
damages/cracks are to be repaired by others following the completion of the foundation stabilization and lifting and are not included in
the structural scope presented here.
It should be further noted that L120's scope is limited to the perimeter support systems/continuous footings. The interior crawl -space
support system for the first floor shall be installed per R&R. This could include the use of some or all of the following: longer support
posts, adjustable post -base hardware, and/or the addition of taller wood support members. Settlement in these interior support areas
shall be monitored and further adjustments shall be made if necessary.
Structural Summary:
- The foundation of the residence consists of continuous cast -in -place concrete stem wall and concrete strip footings. Below the footings,
piles are to be installed at the locations indicated on the attached Level Survey. Piles to be installed in accordance with SSK-01.
- The following load values represent the maximum expected pile loads for the indicated spacing. R&R to provide pile and equipment
assemblies with capacities equal to or greater than the indicated load values.
Allowable Load Capacity Requirement:
Piles 1-6 ............ 8 kip minimum vertical capacity (allowable load)
Note: Refer to the attached General Notes for additional requirements.
- As determined by R&R, the site appears to have no lateral (horizontal) displacements or concerns. As such, the analysis and
recommendations presented in this report have been strictly limited to vertical stabilization/jacking. If lateral movement is observed or
expected additional structural analysis will be required.
- Structural recommendations contained in this package are based on site photographs, dated October 16, 2024, and the geotechnical
report, dated December 18, 2024, by Cobalt Geosciences. Both the photographs and geotechnical report were provided by R&R and
are included within this package.
Please inform L120 of site -specific conditions that were unconsidered by, may conflict with, or otherwise compromise the
recommendations contained within this package, including, but not limited to, water drainage, slope stability, existing structural damage,
or existing subsurface obstructions. In this instance, the structural assumptions, recommendations, and scope for this project will need
to be revisited to consider and address the new findings
Refer to the following pages for pile and connection specifications.
L120 ENGINEERING & DESIGN
4of21
GENERAL NOTES
HELICAL PILES
1. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2021
INTERNATIONAL BUILDING CODE (IBC).
2. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY PRECISION PIERS, INC., AND
SHALL BE IN ACCORDANCE WITH ESR-5049.
3. ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE WITH
ESR-5049.
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-5049.
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 INSTALLATION.
15. CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH 2O21 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 PIERS 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 PIERS 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 2021 INTERNATIONAL BUILDING CODE (IBC). THE
MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
5of21
GENERAL NOTES
STRUCTURAL 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
ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI)
3. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS AND CONFORM TO AWS CODES
D1.1 AND D1.3. WELDS NOT SPECIFIED ARE TO BE 1/4" CONTINUOUS FILLET MINIMUM. USE DRY
E70 ELECTRODES. WHERE ON -SITE WELDING IS REQUIRED, SPECIAL INSPECTION IN
ACCORDANCE WITH 2O18 AND 2021 IBC SECTION 1705.2 IS ALSO REQUIRED.
CONCRETE
1. REFERENCE STANDARDS: ACI 301, ACI 318, IBC.
2. MINIMUM CONCRETE STRENGTH (28 DAYS):
FOOTINGS AND STEM WALLS..................................................3,000 PSI - 5 SACK MIX
BASEMENT FOUNDATION RETAINING WALLS .......................3,000 PSI - 5 SACK MIX
SLAB-ON-GRADE........................................................................2,500 PSI - 5 SACK MIX
SLAB -ON -GRADE... EXPOSED WEATHERING SURFACES ...... 3,000 PSI
AIR -ENTRAINMENT 2.5% TO 5.5% FOR EXPOSED CONCRETE
3. MIXING: COMPLY WITH ACI 301. DO NOT EXCEED THE AMOUNT OF WATER SPECIFIED IN THE
APPROVED MIX. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A
DENSE, WORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE
SURFACE WATER.
4. PLACING: COMPLY WITH ACI 301. PROVIDE A 3/4 INCH CHAMFER AT ALL EXPOSED CONCRETE
EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS.
5. SLUMP: 4 INCHES PLUS OR MINUS 1 INCH. DO NOT ADD WATER TO MIX TO INCREASE SLUMP.
GREATER SLUMP, ACCELERATED SET, OR HIGH EARLY STRENGTH MAY BE ACHIEVED BY USING
APPROVED ADMIXTURES.
6. CURING: COMPLY WITH ACI 301. KEEP CONCRETE MOIST FOR SEVEN DAYS MINIMUM.
7. JOINTING: PROVIDE ADEQUATE JOINTING TO MINIMIZE EFFECTS OF VOLUME CHANGE. JOINTS
SHOWN MAY BE ADJUSTED AT CONTRACTOR'S OPTION WITH PRIOR APPROVAL FROM ENGINEER.
8. WEATHER EXTREMES: COMPLY WITH ACI 305R FOR HOT WEATHER. COMPLY WITH ACI-306R FOR
COLD WEATHER.
9. WATER/CEMENT RATIO SHALL NOT EXCEED 0.50 (BY WEIGHT), TYPICAL.
10. ALL SPECIFIED CONCRETE ANCHORS SHALL BE SIMPSON STRONG -TIE, HILTI, OR EQUIVALENT.
SPECIAL INSPECTIONS REQUIRED. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH
MINIMUM EMBEDMENT, SPACING, EDGE DISTANCE, AND REQUIREMENTS PER MANUFACTURER.
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
PROJECT 17521 72nd Ave W, Edmonds„ WA
SUBJECT Sta��i4'nLt��r►tI�al4�ion Chart
BY PAM
DATE 12/23/24
PRECISION PIER52 7/8" DIAM HELICAL PILE CAPACITY PER TORQUE INSTALLATION - 2.875" O.D. X.203" WALL HELICAL PILE WITH DIGGA DRIVE HEAD
(REFERENCE ESR-5049)
Digga 6k Drive Head
L120 ENGINEERING &DESIGN
LONGITUDE
ONE TWENTY°
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
PROJECT 17521 72nd Ave W, Edmonds„ WA
SUBJECT StRlu�'c��h���i4�l�r�H)an Chart
BY PAM
DATE
12/23/24
PRECISION PIERS2 7/8" DIAM HELICAL PILE CAPACITY PER TORQUE INSTALLATION - 2.875" O.D. X.203" WALL HELICAL PILE WITH DIGGA DRIVE HEAD
(REFERENCE PRODUCT EVALUATION TEST REPORT (7/15/2024)
DiggalOkDrive Head
L120 ENGINEERING &DESIGN
8of21
Wednesday, October 16, 2024
SCOPE OF WORK
R&R CREW RESPONSIBILITIES & DETAILS:
- Crew will install (6) Helical Piles to lift home to maximum allowable recovery.
- Crew will remove and repour (6) concrete holes to allow pile installation.
- Crew will drill 3/8" holes and inject Polyurethane Foam to lift and support slab.
- Handheld only.
HOMEOWNER RESPONSIBILITIES:
- Have work area cleared where piles will be installed.
- Have flooring removed to allow access to slab.
ADDITIONAL INFO:
FOUNDATION
- R&R will handle necessary permit and engineering coordination.
- 25% deposit, 25% upon issue of permit and final 50% upon completion of project.
- Permit cost is not included and will be billed on second 25% deposit payment.
- Responsible party representative must be onsite during crew arrival, project completion and foundation lifting if applicable.
- Permitting/scheduling times may vary beyond R&R control.
MATERIAL CLAUSE:
- Depth Clause: Piles are bid to 25' maximum depth. $20 per foot charge beyond that.
- Poly Foam Clause: Project is bid up to 380lbs of foam at current cost. $7 per lb charge beyond that.
- Homeowner will be notified if any unexpected items arise and no additional work will be completed without homeowner
approval.
9of21
Wednesday, October 16, 2024
ELEVATION MAP
L120 is in concurrence with pile layout recommended by R&R provided that the proposed layout is followed as marked. Refer to
attached SSK-01 for installation details.
NOTES:
1. It is acceptable to install piles at the spacing shown with ± 0'-6" tolerance to allow for unexpected obstructions encountered
during pile installation.
NOTE: L120's scope is limited to the perimeter support systems/continuous footings of the primary structure. All stabilization and replacement efforts of
exterior decks and deck supporting elements are outside of 1-120's contract and scope and are not addressed in this package. - L120
10 of 21
Wednesday, October 16, 2024
JOB PHOTOS
r-
Crew will install Piles 5 & 6 here on interior walls. Crew Pile 3 will be installed here on interior wall. Crew will
will remove and repour (2) concrete holes. Handheld remove and repour (1) concrete hole. Handheld only. Crew
only. Crew will drill 3/8" holes and inject Polyurethane will drill 3/8" holes and inject Polyurethane Foam to lift
Foam to lift and support slab. Crew will not install poly and support slab.
in the bathroom.
b
Piles 1 & 4 will be installed here on interior wall. Crew Crew will install Pile 2 here on interior wall. Crew will
will remove and repour (2) concrete holes. Handheld remove and replace concrete. Crew will install pile on
only. Crew will drill 3/8" holes and inject Polyurethane other side of wall.
Foam to lift and support slab.
Photographs provided by R&R Foundation Specialists. Note that analysis assumptions such as
building geometry, tributary areas, and loading were determined through examination of these
photographs and industry knowledge of standard construction practices. - L120
11 of 21
LONGITUDE
ONE TWENTY
ENGINEERING & DESIGN
PROJECT NO. NO.
S241101-1XR SSK-01
PROJECT 17521 72nd Ave W, Edmonds„ WA
SUBJECT Foundation Stabilization/Jacki
BY PAM
II II II
(-D W
0 CL
or� Q
U-
-1111=1111=IIII=1111=III .
1111=1111=IIII=1111=
'=1111=IIII=1111=III � �I
1111=IIII=1111 °
i-1111=IIII=1111=
'11=1111=1111=IIII-11
''i=IIII=1111—III =_
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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.
DATE 12/23/24
(E) SUPPORT
(E) CONCRETE FOOTING
T/SOIL =
11=IIII=1111= FIELD VERIFY
1111=IIII=11�
11=IIII=1111=
1111=IIII-1
11=IIII=111
IIII=1111-
II=1111=
-III=1 PRECISION PIERS HELICAL
=1' PILE & REPAIR BRACKET
ASSEMBLY PER
R&R FOUNDATION SPECIALIST
TO CONFORM TO ESR-5049
L120 ENGINEERING & DESIGN
ESR-5049
Page 12 of 14
12 of 21
135°
4
r
0
Model No. HP287560130: Single Helix (10" Diameter) Lead Section
T
to
1
f
4P
Mac uaa
Model No. PP2870-702: Double Helix (10" d: 12" Diameters) Lead Section
j� 84AX
,7, 1Ti
i
6 24.1M_30.WJ
Model No. PP2870-703: Triple Helix (8", 10" & 12" Diameters) Lead Section
FIGURE 1—LEAD SHAFT SECTIONS OF THE 2'!s X 0.217-INCH HELICAL PILE
00.88'
2 t00
13 of 21
ESR-5049 PUT Page 13 of 14
Ncsr IYM'r tr_eprec aye ir�7teC
4X 00.875*0.03 THRU
Coupling
i
54.00*G.:--- �
— 02.87
L
2.00*0.03
2.00*0.03
FIGURE 2—EXTENSION SHAFT SECTION OF THE 27l, X 0.217-INCH HELICAL PILE (Model No. EXT2882175)
12.00
FIGURE 3-101 REPAIR BRACKET WITHOUT BACK PLATE (Model No. FB1412123SO)
ESR-5049
14 of 21
Page 14 of 14
Matt wm" Ao w and rmww
4
FIGURE 4-102 REPAIR BRACKET WITH BACK PLATE (Model No. FBB14121235)
r-r
t0.55"
FIGURE 5—TEE PART (Model No. T610030000) FOR REPAIR BRACKETS (With or Without Back Plate)
15 of 21
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
PROJECT 17521 72nd Ave W, Edmonds„ WA
SUBJECT Foundation Stabilization/Jacking
BY PAM DATE
LOAD ANALYSIS: IBC 2021 - 1-Story Building
Helical Piles MAX TRIB Condition:
Roof LL(snow ground): 25psf
Floor LL: 40psf
Roof/Floor DL: 15psf
Wall DL: 12psf
Roof Trib = 0.5*(12'*12') = 72ft2
Floor Trib = 0.5*02`12') = 72ft2
Wall Trib = 10'*(0.5*12') = 60ft2
P, = 15psf*(72ft2+72ft2) + 12psf*60ft2 = 2.9 k
PLL = 25psf*72ft2 + 40psf*72ftz = 4.7 k
PTL_ 110W = D+L = 2.9k + 4.7k = 7.6 kips
Piles 1-6: Point Load
Pt Load = 8 kips
Refer to attached helical pile soil
capacity charts.
12/23/24
(E) SUPPORT
(E) CONCRETE FOOTING
T/SOIL =
FIELD VERIFY
NOTES:
1. Both uniform and point loads analyzed in the following calculations. Uniform loads are
assumed to be standard due to load distribution from bearing walls, however, the additional
point load is conservatively considered here for any major beam supports from above.
2. Maximum loading on the grade beam was determined by inspection of the building
geometry and through conservative assumptions regarding span lengths and support
wall/foundation. All concrete walls assumed full tributary span of floor and roof members.
Conclusion:
Based on the loading and geometry of the structure we conclude that the foundation
may be stabilized through the use of piles and connections per R&R. These are to be
attached to the existing concrete footings (connections per R&R).
L120 ENGINEERING & DESIGN
16 of 21
Appendix
Parcel Details
& Photographs
17 of 21
SnohomishOnline Government Information & Services
County 40
Washington
Property Account Summary
12/23/2024
Parcel Number 00513100014303 Property Address 17521 72ND AVE W , EDMONDS, WA 98026-5105
General Information
Description
Category
Code Area
Property Characteristics
Use Code
Unit of Measure
Size (gross)
Parties
Role
Taxpayer
Owner
ection 08 Township 27 Range 04 MEADOWDALE BEACH BLK
00 D-03 - S 91FT OF N 182FT OF S 302FT OF W 148FT OF TR 143
XC W 1 OFT THOF TO CITY OF ED PER AUD FILE NO
702180265 1079/685 - AKA LOT B ASDELINEATED ON SKETCH
ITY ED SP NO S-46-76 REC AFN 8004020198 TGW VAC W IOFT
EING A PTN OF 72ND AVE W ORD NO 2257 AF NO 8201260100
'OL 1736 PG 141
id and Improvements
ive, Locally Assessed
17
I I I Single Family Residence - Detached
Acre(s)
0.31
Percent
Name
Address
100
BELL BRETT
17521 72ND AVE W, EDMONDS, WA
T/DIANA L
98026
100
BELL BRETT T &
17521 72ND AVE W, EDMONDS, WA
DIANA L
98026-5105 United States
Related Properties
No Related Properties Found
Property Values
Value Type
Tax Year
2024
Tax Year
2023
Tax Year
2022
Tax Year
2021
Tax Year
2020
Taxable Value Regular
$1,162,600
$1,132,800
$919,100
$853,500
$818,400
Exemption Amount Regular
Market Total
$1,162,600
$1,132,800
$919,100
$853,500
$818,400
Assessed Value
$1,162,600
$1,132,800
$919,100
$853,500
$818,400
Market Land
$533,000
$506,000
$387,000
$360,000
$366,000
Market Improvement
$629,600
$626,800
$532,100
$493,500
$452,400
Personal Property
Active Exemptions
18 of 21
No Exemptions Found
Events
Effective
Entry Date-
Type
Remarks
Date
Time
07/17/2017
07/17/2017
Excise
Temporary Excise: T061325 Finalized to: E088168
15:12:33
Processed
07/07/2017
09/14/2017
Owner
Property Transfer Filing No.: E088168 07/07/2017 by sasset
14:19:00
Terminated
07/07/2017
09/14/2017
Owner Added
Property Transfer Filing No.: E088168 07/07/2017 by sasset
14:19:00
07/07/2017
07/17/2017
Excise
Property Transfer Filing No.: T061325, submitted by eREET
15:12:00
Processed
07/07/2017 by ASCEREET
10/29/2015
10/29/2015
Excise
Temporary Excise: T030438 Finalized to: E058511
10:35:06
Processed
10/16/2015
08/15/2016
Owner Added
Party/Property Relationship by sasmjt
15:25:00
10/16/2015
08/15/2016
Owner
Party/Property Relationship by sasmjt
15:25:00
Terminated
10/16/2015
10/29/2015
Excise
Property Transfer Filing No.: T030438, submitted by eREET
10:35:00
Processed
10/16/2015 by ASCEREET
03/06/2004
04/20/2004
Owner
Property Transfer Filing No.: 473452 03/06/2004 by sasmns
14:46:00
Terminated
03/06/2004
04/20/2004
Owner Added
Property Transfer Filing No.: 473452 03/06/2004 by sasmns
14:46:00
03/06/2004
04/12/2004
Taxpayer
Property Transfer Filing No.: 473452 03/06/2004 by strcem
11:42:00
Changed
03/06/2004
04/02/2004
Excise
Property Transfer Filing No.: 473452, Quit Claim Deed 03/06/2004
12:54:00
Processed
by strbjp
Tax Balance
Distribution of Current Taxes I
District
Rate
Amount Voted Non -Voted
Amount Amount
CENTRAL PUGET SOUND REGIONAL TRANSIT AUT
0.16
$191.63
$0.00
$191.63
CITY OF EDMONDS
1.02
$1,190.83
$329.34
$861.49
EDMONDS SCHOOL DISTRICT NO 15
2.73
$3,171.82
$3,171.82
$0.00
PUB HOSP #2
0.05
$56.62
$0.00
$56.62
SNO-ISLE INTERCOUNTY RURAL LIBRARY
0.32
$377.03
$0.00
$377.03
SNOHOMISH COUNTY CNT
0.50
$586.56
$0.00
$586.56
STATE
2.25
$2,617.68
$0.00
$2,617.68
SNOHOMISH CONSERVATION DISTRICT
$10.03
$0.00
$10.03
STATE FOREST FIRE
TOTAL
1 $23.501
$0.00
$23.50
7.05
$8,225.70
$3,501.16
$4,724.54
Pending Property Values
Pendingl Market Land
Tax Yearl Value
Marketl Market Total Current Use Current Use Current Use
Improvement Val
Value e Land Value Improvement Total Value
11 20251 $554,000.001 $659,900.001 $1,213,900.001 $0.001 $0.001 $0.0011
Levy Rate History
19 of 21
Tax Year
Total Levy Rate
2023
2022
2021
6.799556
8.270203
8.207334
Real Property Structures
Receipts
Sales History
Description
Type
Year Built
More Information
1 Story wBasement
Dwelling
1977
View Detailed Structure Information
Date
Receipt No.
Amount Applied
Amount Due
10/30/2024 00:00:00
13554499
$4,112.85
$4,112.85
04/24/2024 00:00:00
13263710
$4,112.85
$8,225.70
10/20/2023 00:00:00
12917248
$3,868.03
$3,868.03
04/O5/2023 00:00:00
12608078
$3,868.03
$7,736.06
10/21/2022 00:00:00
12360780
$3,816.33
$3,816.33
04/13/2022 00:00:00
12071141
$3,816.33
$7,632.66
10/22/202100:00:00
11801938
$3,515.45
$3,515.45
04/12/202100:00:00
11487492
$3,515.44
$7,030.89
10/27/2020 00:00:00
11354343
$3,808.91
$3,808.91
04/09/2020 00:00:00
10903648
$3,808.91
$7,617.82
10/24/2019 00:00:00
10735738
$3,581.30
$3,581.30
04/18/2019 00:00:00
10432054
$3,581.30
$7,162.60
Sale Date
Entry
Recording
Sale
Excise
Deed
Transfer
Grantor(Seller)
Grantee(Buyer)
Other
Date
Number
Amount
Number
Type
Type
Parcels
BEAMIS
BEAMIS
03/06/2004
04/02/2004
$0.00
473452
QC
S
CHRISTOPHER
CHRISTOPHER
No
P
& ISONO
YASUYO
BEAMIS
PHILLIPS
10/16/2015
10/29/2015
$575,000.00
E058511
W
S
CHRISTOPHER
ALEXANDER
No
PAUL/ISONO
M/COLEMAN
YASUYO
COLLEEN
PHILLIPS
ALEXANDER
BELL BRETT T
07/07/2017
07/17/2017
$775,000.00
E088168
W
S
M &
No
COLEMAN
& DIANA L
COLLEEN P
Neighborhood Code
Township
Range
Section
Quarter
Parcel Map
1504000
27
04
08
SW
View parcel maps for this Township/Range/Section
20 of 21
It
Ms MArI
1
i
M!
Existing building plan provided by Snohomish County records for Parcel #:00513100014303 for
address: 17521 72nd Ave W, Edmonds, WA 98026
Note that analysis assumptions such as building geometry, tributary areas, and loading were
determined through examination of these photographs and industry knowledge of standard
construction practices.
-L120
21 of 21
r,
r•
i
' r
Photographs provided by R&R. Note that analysis assumptions such as building geometry, tributary
areas, and loading were determined through examination of these photographs and industry
knowledge of standard construction practices.
-L 120