REVIEWED BLD2024-0664+Structural_Analysis_or_Calculations+5.16.2024_2.33.09_PM+42628371 of 27
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
Calculation Package for
Foundation Stabilization/Lift
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
13150 91s' PL NE
7710 218th St SW
Edmonds, WA 98026
Project no: 5240402-2XR
April291h 2024
Prepared for:
R&R Foundation Specialist
3409 McDougall Ave, suite 204
Everett, WA 98201
P: 425.760.5077
KI RKLAN D, WA 98034-5901
CONTACT: MANS THURFJELL, PE
EMAIL: MTHURFJELL@L120ENGINEERING.COM
PHONE: (425) 636-3313
PILE SPACING & LOAD REQUIRMENTS TABLE
PILEx - __' :lE
MIN O.C. SPACING. ft
MIN VERTICAL CAPACITY, kips
PROOF TESTING LOAD, kips
LOC--
BTWN
PILES
END
OFFSET
ALLOti','ABLE LOA-'"�G
200% MIN VERTICAL CAPACITY
(MIN ULTIMATE CAPACITY)
C �E --L
_'
C'7
-op
140kip
NOTES:
a. MINIMUM AND MAXIMUM INSTALLATION TORQUE FOR HELICAL ASSEMBLIES SHALL BE SPECIFIED BY THE PILE
MANUFACTURER. THE MINIMUM INSTALLATION TORQUE SHALL BE HIGH ENOUGH TO ACHIEVE THE REQUIRED BEARING
CAPACITY LOADING, INCLUDING A SAFETY FACTOR NO LESS THAN 2. THE MAXIMUM INSTALLATION TORQUE SHALL NOT
EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS OR ANY PART OF THE PILE ASSEMBLY. MAXIMUM
INSTALLATION TORQUE RATING OF 8,300FT*LBS FOR A 2-7/8 INCH DIAMETER HELICAL PILE WITH 0.203 INCH SHAFT WALL
THICKNESS PER ESR-3750.
b. HELICAL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESR-3750.
c. PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR ANY PART
OF THE ASSEMBLY.
d. MAXIMUM ON -CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN.
)N
nHULr- r 0 MURDD DLK 002 D-00 - ALL THAT PTN
LOT 4 BLK 2 DAF - BEG NE COR SD LOT 4 TH
S00*01 42E ALG E LN LOT 4 A DIST OF 81.57FT
TH S84*25 38W 44.33FT TH N78*2712W 84.84FT
TO INT WITH W LN SD LOT 4 THN00*01 36W ALG
W LN SD LOT 4 A DIST OF 69.51 FT TO NW COR
LOT 4 TH S89*43 15E ALG N LN SD LOT 4 A DIST
OF 127.24FT TO POB AKA PAR 1 CITY OF ED SP
S-34-76 REC AFN 7608030299 & REV PER AFN
7608160345 EXCW 20FT THOF CONVYD TO CITY
OF ED BY QCD 1010-53 AUD FILE NO.7608160346
OWNER NAME & ADDRESS
HATFIELD SHAWN L/SWENSON KIMBERLY S
7710 218th St SW
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 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 APRIL 29,
2024, FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND
REQUIREMENTS.
4. LEVEL SURVEY PER R&R PROPOSAL DATED APRIL 2, 2024. REFER TO
STRUCTURAL CALCULATIONS PACKAGE FOR MODIFICATIONS AND
ADDITIONAL REQUIREMENTS FOR LEVEL SURVEY.
5. PARCEL DIMENSIONS APPROXIMATED BY SNOHOMISH 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. SPECIAL INSPECTOR SHALL BE CONTINUOUSLY PRESENT DURING HELICAL
PILE INSTALLATION AND TESTING.
SITE PLAN LEGEND
EXISTING RESIDENCE STRUCTURE
EXISTING ADJACENT STRUCTURE
AREA OF PROPOSED WORK
• — - — PROPERTY LINE
* APPROXIMATE DIMENSION
-41 HELICAL PILE
® L6x6x3/8 ANGLE IRON
® 4x6 ADJ. POST BASE w/ PAD
24'
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19' �
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7135' 8.5' o
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R&R LEVEL SURVEY
SEE STRUCTURAL CALCULATION PACKAGE FOR ADDITIONAL
REQUIREMENTS
SITE PLAN
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REVISIONS
0 DESCRIPTION DATE BY
PROJECT NAME
7710 218th St SW
Edmonds, WA 98026
PROJECT NUMBER
S240402-2XR
DRAWN BY - PAM
CHECKED BY - M RT
SHEET DATE - 04/29/2024
SCALt
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3 of 27
PROJECT NO. SHEET NO.
4040
PROJECT 7710 218th St SW, Edmonds, WA
LONGITUDE SUBJECT Foundation Stabilization/Jackin
ONE TWENTYO
ENGINEERING & DESIGN
BY PAM
DATE
04/29/24
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 CMU stem wall and concrete strip footings. Below the footings, piles are to be spaced at a
distance no larger than 6 4' on -center w/ L6x6x3/8 angle iron at the locations indicated on the attached Level Survey. Piles and
supplemental angle to be installed in accordance with SSK-01 & SSK-02.
- End piles are to be placed as close to corners as possible and shall not exceed a max corner offset distance of 3'-0".
- A maximum allowable loading of 1,200 plf was utilized in this analysis. This was determined through inspection of building geometry
and conservative span/tributary loading assumptions based on standard construction practices
- 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 1-10 ............ 7 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 April 2, 2024, provided by R&R. To the
knowledge of L120, a geotechnical investigation was not performed on this site. Consequently, all structural recommendations assume
adequate soil conditions to obtain the required pile capacities.
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
4 of 27
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 IDEAL MANUFACTURING, INC., AND
SHALL BE IN ACCORDANCE WITH ESR-3750.
3. ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE WITH
ESR-3750.
4. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES
ACCEPTANCE CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING
POLYMER (EAA) COATINGS (AC228).
5. ALL HELICAL FOUNDATION COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE
REINFORCING STEEL, BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING
COMPONENTS PER AC358 SECTION 3.9.
6. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS.
7. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED.
8. HELICAL PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE
OF INCLINATION OF +/- 1 DEGREE FROM VERTICAL PER SECTION 4.2.1 OF ESR-3750.
9. MONITOR AND RECORD DEPTH OF PILE PENETRATION. PROVIDE TORQUE MONITORING DEVICE
AS PART OF THE INSTALLING UNIT. MONITOR AND RECORD TORQUE APPLIED DURING THE
INSTALLATION OF EACH PILE AT SPECIFIC DEPTHS.
10. HELICAL PILES SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO PROVIDE
THE MINIMUM REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF
SAFETY NO LESS THAN TWO (2). THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE
ALLOWABLE TORSIONAL CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE PILE ASSEMBLY.
11. ALL BRACKETS AND HELICAL PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY
TO ACHIEVE THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO
LESS THAN TWO (2).
12. REPAIR BRACKETS MUST BE CONCENTRICALLY LOADED AND THE BRACKET PLATE MUST BE
FULLY ENGAGED WITH BOTTOM OF CONCRETE FOUNDATION.
13. ALL HELICAL PILE ASSEMBLY COMPONENTS MUST HAVE ADEQUATE STRENGTH TO DEVELOP THE
TORQUE REQUIRED FOR INSTALLATION AND ALL INDUCED STRESSES.
14. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED
WITHOUT WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION.
15. CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH 2O18 AND 2021 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 2021 INTERNATIONAL BUILDING CODE (IBC). THE
MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
5 of 27
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.
6 of 27
PROJECT
LONGITUDE SUBJECT
ONE TWENTY°
ENGINEERING & DESIGN
BY PAM
PROJECT NO. SHEET NO.
4040
7710 218th St SW, Edmonds, WA
Foundation Stabilization/Jacki
DATE
04/29/24
Idea! Foundation Systems 2-7/8"0 Helical Pile (0.203-inch wall thickness)
-Soil Capacity
per ESR-3750
DIGGA 6K Drive Head
Pressure
Torque Correlation Factor, K,
Ultimate Axial Compressive
Allowable Axial Compressive
L120 ENGINEERING &DESIGN
7 of 27
LONGITUDE
ONE TWENTY°
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
4040
PROJECT 7710 218th St SW, Edmonds, WA
SUBJECT Foundation Stabilization/Jacking
BY PAM
DATE
04/29/24
*
Ideal Foundation Systems 2-7/8"0 Helical Pile (0.203-inch wall thickness) -Soil Capacity
per ESR-3750
DIGGA 10K Drive
Head Pressure
(psi)
Torque,
T
(ft*Ibs)
Torque Correlation Factor,
Kt [Compression]
(ft-1J
Ultimate Axial Compressive Capacity,
P„ = Kc*T
(kips)
Allowable Axial Compressive Capacity,
Pa = 0.5*P„
(kips)
500
1,740
9
15.7
7.8
600
2,088
9
18.8
9.4
700
2,436
9
21.9
11.0
800
2,784
9
25.1
12.5
900
3,132
9
28.2
14.1
1000
3,480
9
31.3
15.7
1100
3,828
9
34.5
17.2
1200
4,176
9
37.6
18.8
1300
4,524
9
40.7
20.4
1400
4,872
9
43.8
21.9
1500
5,220
9
47.0
23.5
1600
5,568
9
50.1
25.1
1700
5,916
9
53.2
26.6
1800
6,264
9
56.4
28.2
1900
6,612
9
59.5
29.8
L120 ENGINEERING &DESIGN
8 of 27
Scope Of Work
R&R CREW RESPONSIBILITIES & DETAILS:
- Crew will install 10 helical piles to lift to maximum allowable recovery with a primary goal of
stabilization
- Crew will span Angle iron across piles indicated on repair plan.
- Crew will install (12) 4x6 Post w/ 20" Composite Pads.
- Crew will install (36 Ft) of new pressure treated beams.
- Elevations taken from floor at 00 point.
- Crawlspace height is 2 feet.
- Footing Depth is shallow.
- Crawlspace accesses are located on exterior of home.
- Beam size will be 4x6.
- Dingo Accessible.
HOMEOWNER RESPONSIBILITIES:
- Have work area cleared where piles will be installed.
- Have necessary plants removed if they wish to preserve them.
ADDITIONAL INFO:
- R&R will handle necessary permit and engineering coordination.
- Engineering is at the standard rate but fee may vary upon. municipality adding additional
requirements.
- 25% deposit, 25% upon issue of permit and final 50% upon completion of project.
- Permit cost is not included and will be billed on final invoice.
- Homeowner understands permit process may require the hiring of a Geotechnical Engineer billed
at additional fees depending on municipality. Geo is typically only require in ECAs in Edmonds.
- 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 foot maximum depth. $20 per foot charge beyond that.
- Homeowner will be notified if any unexpected items arise and no additional work will be completed
without homeonwer approval
9 of 27
L120 is in concurrence with pile layout recommended by R&R provided that the proposed layout is followed as marked and that a
maximum pile spacing of 6'-0"o.c. is achieved. Alternatively, piles can be spaced at a maximum spacing of 8'-0"o.c. w/ the
installation of supplemental C6x8.2 channels spanning from pile -to -pile.
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 provided that no two adjacent spans exceed the spacing limitation of 6'-0"o.c.
2. End piles are to be placed as close to corners as possible and shall not exceed a maximum corner distance of 3'-0" as marked.
3. Supplemental steel to be anchored to concrete with 5/8" diam Simpson Titen HD screw anchors @ 12"oc with a 4" minimum
embedment. Refer to attached SSK-1.
Elevation Map & Repair Plan
NOTE: 1-120'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 27
Shed on backside of home, piles 1 and 2 will be installed inside shed which will require crew to remove
and relay subfloor.
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 27
South side of home and location of helical piles 3 - 10
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
12 of 27
Foundation has dropped away from sill plate at pile 4. Crew will lift foundation back up to match sill
plate
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
13 of 27
Inproper beam at post locations 1 - 3. Crew will install new beam and 3 new 4x6 posts w/ 20"
composite pads.
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
14 of 27
Location of posts 4 - 8, crew will remove existing supports and install new beam to replace stacked 2x4
lumber.
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
15 of 27
PROJECT NO. NO.
S240402-2XR SSK-01
PROJECT 7710 218th St SW, Edmonds, WA
LONGITUDE SUBJECT Foundation Stabilization/Jacki
ONE TWENTYO
ENGINEERING & DESIGN
BY PAM
(E) WOOD FRAMED
FLOOR SYSTEM,
FIELD VERIFY
-------------------- \ ---------
8" (NOMIN,4t"11fh11MMSS,
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CONIC 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. II
Of 3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL w w
REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT U)
CORROSION. E:' �.0
DATE 04/29/24
(E) C9LI(S$EEWV1 LNLL
T/STEM WALL =
FIELD VERIFY
T/FIN GRADE _
it -Rill -rill -rill VARIES
=IIII=IIII=IIII=IIII_
I1=_IIII=_IIII=_IIII= (E) FTG TO BE CUT FLUSH
=IIII=IIII=IIII=IIII
it-Rill=rill=rill=l WITH FACE OF STEM WALL
IIII=Rill!
IIII=11 = WITH A 12" MAX WIDTH FOR
IIIIIII=till=IIII IIII- INSTALLATION POCKET
11=IIII=IIII= II=III
IIII=IIII=11 =IIII=
11=IIII=IIII_IIII=IIII
=IIII IIII=IIII=11 T/GONG FTG = h
pIII_ FIELD VERIFY
IIII=IIII=III
II—IIII—IIII—
Rill=rill=lil WEDGE NCH S
11=IIII=IIII= PEv19 _
11=li11-11r REQUIREMENTS
zll��I'l
=IIII=IIII-
STABIL-LOC CONCENTRIC PIER
— ASSEMBLY PER R&R FOUNDATION
SPECIA�JA Tq figN'XL0AVLTpkft2l
BRACKET ASSEMBLY PER
R&R FOUNDATION SPECIALIST
TO CONFORM TO ESR-3750
2-7/8" SHAFT W/ 10" DIAM
DOUBLE HELIX W/ 3" PITCH
ANC
ANC
REC
L120 ENGINEERING & DESIGN
16 of 27
PROJECT NO. NO.
S240402-2XR SSK-02
PROJECT 7710 218th St SW, Edmonds, WA
LONGITUDE SUBJECT
ONE TWENTYO
ENGINEERING & DESIGN
PAM
Foundation Stabilization/Jacking
DATE
04/29/24
STEEL ANGLE INSTALLATION AT (E) CMU STEM WALL:
MU TEM WA L
ANCH R PER CITE 2 TYP
C011C FTG o .
O LU
T-hzLU
C) ANCHOR SPACING,'
Lq o S =12"OC MAX UNO,
U
SUPPLEMENTAL ANGLE
L6x6x3/8 x 4'-0"
CENTER ON PILE
PILE AND CONNECTIONS PER
R&R FOUNDATION SPECIALISTS, TYP
NOTES. ABBREVIATIONS:
CMU = CONCRETE MASONRY UNIT
1) ALL STEEL MEMBERS AND COMPONENTS SHALL BE GALVANIZED FOR EXTERIOR USE. CONC = CONCRETE
2) ALL ANCHORS SHALL BE 5/8"0 SIMPSON TITEN HD SCREW ANCHORS W/ 4" MINIMUM EMBEDMENT INTO EAREACHNTERED
CONCRETE. ANY SUBSTITUTION SHALL BE SUBMITTED TO L120 FOR APPROVAL PRIOR TO INSTALLATION. FTC=FoonNc
MIN/MAX =MINIMUM/MAXIMUM
3) ANCHORS SHALL BE INSTALLED WITHIN 6" OR LESS FROM EACH END OF STEEL MEMBER. OC=ON-CENTER
4) ADDITIONAL REQUIREMENTS PER ANCHOR MANUFACTURER. UNO=UNLESSNOTED OTHERWISE
L120 ENGINEERING & DESIGN
1 1/2 X 1
SLOT (TYP)
3 X 3/4
SLOT(TYP)
2 7/8" TRUFORCE BRKT BRACED BASE GALV.
TOP
2 7/8" TRUFORCE BRKT BRACED BASE GALV.
FRONT
TRUFORCE UNDERPINNING BRACKET FOR 2 7/8" PILE SHAFT
7�6
1 1/2 X ]
2 7/8" TRUFORCE BRKT T-BRKT GALV. SLOT (TYI
TOP
2 7/8" TRUFORCE BRKT T-BRKT GALV.
FRONT
NOTES:
1. PLATE STEEL TO MEET OR EXCEED REQUIREMENTS OF ASTM A572/A1018/A656, 50 KSI.
2. ALL WELDING TO BE PERFORMED BY SHOP QUALIFIED WELDOR TO AWS D1.1 STRUCTURAL
WELDING CODE - STEEL.
3. GALVANIZING PER ASTM A153/ASTM A123. BARE STEEL IS ALSO AVAILABLE.
4. ULTIMATE STRUCTURAL CAPACITY IS 60 KIPS.
5. (2) 7/8"-9 X 3' GALVANIZED THREADED ROD - ASTM A193 (GRADE B7).
6. (4) 7/8" GALVANIZED HEX NUT - ASTM A194.
7. (6) 7/8" GALVANIZED FLAT WASHERS - ASTM F436. (2) WASHERS MUST BE USED ON THE TOP OF
EACH THREADED ROD (ABOVE THE 'T' BRACKET) TO OBTAIN THE FULL BRACKET CAPACITY.
B. HELICAL PILE ASSEMBLIES MANUFACTURED IN ACCORDANCE WITH ICC-ES AC358 ACCEPTANCE
CRITERIA FOR HELICAL FOUNDATION SYSTEMS AND DEVICES.
PICTURE PARKWAY
STER, NY 14580
789-4810 1 WWW.IDL-GRP.COM
NOT TO SCALE
ALL UNITS IN INCHES U.N.O.
3
wrvrl VCIV � IH1
THE INFORMATION CONTAINED IN THIS
� �
�
DRAWING IS THE SOLE PROPERTY OF
1
�
IDEAL M NUFAC URIN
IDEAL MANUFACTURING, INC. ANY
REPRODUCTION IN PART OR AS A
Group
WHOLE WITHOUT WRITTEN
PERMISSION OF IDEAL
MANUFACTURING, INC. IS PROHIBITED.
27STFBPG
SHEET 1 OF 1
A
1 1 2 W
ULTEMA CAPACITY IIS740.7EXCEEKIPS IMUM TORQUE NOT AS ON A CAPACITY TO 2 7/8" O.D. X 0.203'' W.T. HELICAL LEADS & EXTENSIONS
TORQUE RATIO OF kt = 9 FT-1
ICC-ES AC358 -REPORT #ESR-3750
[L]
EXTENSION FLIGHTED EXTENSION FLIGHTED EXTENSION
(EX: 278203EXT[L]G) SINGLE HELIX (SH) DOUBLE HELIX (DH)
(EX: 278203FESH[L][Di]X[T]G) (EX: 278203FEDH[L][D3D2]X[T]G)
NOTES:
1. PILE SHAFT TO MEET OR EXCEED REQUIREMENTS OF ASTM A500, 80 KSI.
2. PLATE STEEL TO MEET OR EXCEED REQUIREMENTS OF ATSM A572, GRADE 50.
3. ALL HELICES ARE FORMED BY PRESS DIE. LEADING EDGE OF HELICES ARE
TAPERED TO IMPROVE INSTALLATION CAPABILITIES.
4. HELIX SPACING IS THREE (3) TIMES THE DIAMETER OF THE LOWER HELIX.
B SPACING OF LEADING HELIX ON FLIGHTED EXTENSIONS IS THREE (3) TIMES
THE DIAMETER OF THE LAST HELIX ON THE PRECEDING SHAFT.
5. STANDARD HELIX DIAMETERS ARE 8", 10", 12", & 14". STANDARD HELIX
THICKNESS IS 3/8".
6. ALL WELDING TO BE PERFORMED BY CERTIFIED WELDOR IN ACCORDANCE
WITH AWS D1.1 STRUCTURAL WELDING CODE - STEEL.
7. HOT DIP GALVANIZING PER ASTM A153/ASTM A123. BARE STEEL IS ALSO
AVAILABLE.
8. (2) 3/4" DIAMETER X 4 1/2" LONG GALVANIZED HEAVY HEX BOLT ASTM A325
AND (2) 3/4" GALVANIZED HEAVY HEX NUT ASTM A194 (GRADE 2H).
9. HELICAL PILE ASSEMBLIES MANUFACTURED IN ACCORDANCE WITH ICC-ES
AC358 (IDEAL REPORT #ESR-3750) ACCEPTANCE CRITERIA FOR HELICAL
FOUNDATION SYSTEMS AND DEVICES.
Da
p3
I
�I �D3
�D=
�{ �D�
I I
I
p3 —Li
LING NUTS 5% (TYP)
?� 1
SINGLE HELIX (SH) DOUBLE HELIX (DH) TRIPLE HELIX (TH) QUAD HELIX (QH)
LEAD LEAD LEAD LEAD
(EX: 278203SH[L][Di]X[T]G) (EX: 278203DH[L][DiD2]X[T]G) (EX: 278203TH[L][DTD2D3]X[T]G) (EX: 278203QH[L][D3D2D3D4]X[T]G)
2%O.D.X� 2
4
IDEAL PART # ABREVIATIONS: 0.203 W.T.
278 = SHAFT DIAMETER = _ 3 PITCH TYPICAL PILE
203 = SHAFT WALL THICKNESS ASSEMBLY
EXT = EXTENSION (NP)
FE = FLIGHTED EXTENSION O15l6
SH, DH, TH, QH = SINGLE, DOUBLE,
TRIPLE, OR QUAD. HELIX
[L] = SHAFT LENGTH IN FEET BOLT HOLE HELIX FORMED BY
(EXAMPLE: 7' = 7) DETAIL PRESS DIE
[D] = HELIX DIAMETER(S) IN INCHES
(EXAMPLE: 10" = 10)
X = X (SEPARATES HELIX DIAMETER(S)
AND HELIX THICKNESS)
[T] = HELIX THICKNESS
(EXAMPLE: 3/8" = 38)
G = GALVANIZED
SINGLE
HELIX
EXTENSION
TRIPLE
HELIX
LEAD
TIP CUT
AT 45°
4/3/2020
'D El A L
rKurKIC I AKT AIVU U ivr1UCIV I1A1
THE INFORMATION CONTAINED IN THIS
DRAWING IS THE SOLE PROPERTY OF
EKED
4/7/2020
1
IDEAL MANUFACTURING, INC. ANY
REPRODUCTION IN PART OR AS A
1L MANUFACTURING, INC.
PICTURE PARKWAY
WHOLE WITHOUT WRITTEN
STER, NY 14580
Group
PERMISSION OF IDEAL
789-4810 1 W W W.IDL-GRP.COM
MANUFACTURING, INC. IS PROHIBITED.
NOT TO SCALE
SIZE
I DWG NO
REV
SHEET 1 OF 1
ALL UNITS IN INCHES U.N.O.
B
278203
0
3
B
8
O
M
N
4
19 of 27
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
,0,0
PROJECT 7710 218th St SW, Edmonds, WA
SUBJECT Foundation Stabilization/Jacki
Vo
LOAD ANALYSIS: IBC 2018 - 1-Story Building
6' SPAN Piles MAX TRIB Condition
Roof LL (snow ground): 25 psf
Floor LL: 40psf
Floor/Roof DL: 15psf
Wall DL: 12psf
Roof Trib = 0.5*22' max span = 11'
Floor Trib = 0.5*12' max span = 6'
Typical Flr Ht = 10' x 1 stories = 10'
wpL = 15psf*(11'+6')+12psf*10' = 0.38 klf
wLL= 25psf* 1 1'+40psf*6' = 0.52 klf
WSTEM = 0.25klf
wTL.A„ew. = D+L+Stem = 0.38kif + 0.52kif + 0.25kif = 1.2kif
■2T
DATE
04/29/24
---------------------- I -----------------------
L/2 L L/2 - IL
6' Span PoE = 0.38klf * 6' = 2.3 k
6' Span PEE = 0.52klf * 6' = 3.2 k 21-2"
6' Span PITEM = 0.25klf * 6' = 1.5 k (1 8"+ 8")
6' Span PTL111—=2.3k+3.2k+1.5k=7.0 k
Case 1: Point Load
6'-0" Span: (Conc Only)
Pt Load = 7k
Refer to attached calculations for
analysis.
Case 2: Uniform Load
6'-0" Span: (Conc Only)
Uniform Load
DL = 630 plf
LL = 240 plf
LL, (snow) = 280 plf
Refer to attached calculations for
analysis.
Pile and connection requirements per Pile and connection requirements per
contractor contractor
6'-0" max
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 stem -wall (grade -beam) at an on -center (o.c.) spacing no greater than
6-0" with the installation of L6x6x3/8 angle iron, bolted to the existing foundation
(connections per R&R).
L120 ENGINEERING & DESIGN
20 of 27
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam
LIC# : KW-06011993, Build:20.22.7.25 L120 Engineering and Design (c) ENERCALC INC 1983-2022
DESCRIPTION: L6x6x3/8 - 4ft Segment (Max Load)
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2018
Material Properties
Analysis Method Allowable Strength Design Fy : Steel Yield : 36.0 ksi
Beam Bracing : E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Vertical Leg Up D(1.0) L(1.
, Span = 1.60 ft , Span = 0.8330 ft , Span = 1.60 ft i
S(0.40)
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 1.0, L = 1.440, S = 0.50 k/ft, Tributary Width = 1.0 ft, (Typical Uniform)
Point Load : D = 1.0, L = 1.440, S = 0.50 k @ 0.0 ft, (Point Load)
Load for Span Number 2
Uniform Load : D = 1.30, L = 0.850, S = 0.50 k/ft, Tributary Width = 1.0 ft, (Typical Uniform)
Load for Span Number 3
Uniform Load : D = 1.30, L = 0.850, S = 0.50 k/ft, Tributary Width = 1.0 ft, (Typical Uniform)
Point Load : D = 1.0, L = 1.30, S = 0.40 k @ 1.60 ft, (Point Load)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Ma: Applied
Mn / Omega: Allowable
Load Combination
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Overall Maximum Deflections
0.748 : 1 Maximum Shear Stress Ratio
L6x6x3/8
Section used for this span
7.089 k-ft
Va : Applied
9.474 k-ft
Vn/Omega : Allowable
+D+0.750L+0.750S
Load Combination
Location of maximum on span
Span # 1
Span # where maximum occurs
0.022 in Ratio =
1,749
—360 Span: 3: L Only
-0.001 in Ratio =
8,163
—360 Span: 3: L Only
0.038 in Ratio =
999
—180 Span: 3: +D+0.750L+0.750S
-0.002 in Ratio =
4395
—180 Span: 3: +D+0.750L+0.750S
0.220 : 1
L6x6x3/8
6.407 k
29.102 k
+D+0.750L+0.750S
1.600 ft
Span # 1
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+0.750L+0.750S
1
0.0384
0.000
0.0000 0.000
2
0.0000
0.000 +D+0.750L+0.750S
-0.0023 0.416
+D+0.750L+0.750S
3
0.0364
1.600
0.0000 0.416
Vertical Reactions
Support notation : Far left is #'
Values in KIPS
Load Combination
Support 1
Support 2
Support 3 Support 4
Overall MAXimum
7.984
6.403
Overall MINimum
1.626
1.216
D Only
2.711
4.112
+D+L
7.984
5.951
21 of 27
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam
LIC# : KW-06011993, Build:20.22.7.25 L120 Engineering and Design (c) ENERCALC INC 1983-2022
DESCRIPTION: L6x6x3/8 - 4ft Segment (Max Load)
Vertical Reactions Support notation : Far left is #' Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Support 4
+D+S
4.411
5.329
+D+0.750L
6.666
5.491
+D+0.750L+0.750S
7.941
6.403
+0.60D
1.626
2.467
L Only
5.274
1.839
S Only
1.700
1.216
Steel Section Properties
: L6x6x3/8
Depth =
6.000 in
I xx
=
15.40 in^4 J = 0.218 in^4
S xx
3.51 in^3 Cw = 0.58 in^6
Leg Width =
6.000 in
R xx
=
1.870 in Ro = 3.340 in
Thickness =
0.375 in
Zx
=
6.270 in^3
Area =
4.380 in^2
1 yy
=
15.400 in^4
Weight =
14.900 plf
S yy
=
3.510 in^3
Kdesign =
0.875 in
R yy
=
1.870 in
Ycg
= 1.620 in Qs =
0.912
Iz =
6.210 in^4
Sz =
2.690 in^3
Yp
= 0.365 in Rz =
1.190 in
Tarp =
1.00 deg
Eo
= 0.365 in
838 1i Ll8 1S9 I'll 233
Diske(k)
1 DOnly I+D+I I+D+S 1441% 1 +D+D,1SH+D,1S0S 1 fORD
22 of 27
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam
LIC# : KW-06011993, Build:20.22.7.25 L120 Engineering and Design (c) ENERCALC INC 1983-2022
DESCRIPTION: L6x6x3/8 - 4ft Segment (Max Load)
i
3
wMEM4R...r>
ti
v
1
N
•3
038 019 Ll'' Ib9 193 233 2d9 3,08 349 9,E8
DIS�By�e (ftM
1 DO�Iy I+D+1 I+D+S I+D+6,TS611 +D+61S61+6,1S6S 1 +6,6DD
031 016 1I4 IS3 193 233 V4 3.0 1& I'll
DiSUIKe(R)
1 DOdy I+D+61+D+S I0+619114+0.1S61+6.795 I466D 1 Wgly 150,11
23 of 27
Appendix
Parcel Details
& Photographs
24 of 27
SnohomishOnline Government Information & Services
County4O
Washinaton
Property Account Summary
4/29/2024
Parcel Number 00461000200400 Property Address 17710 218TH ST SW, EDMONDS, WA 98026-7950
General Information
Property Description
HADLEYS ACRES BLK 002 D-00 - ALL THAT PTN LOT 4 BLK 2 DAF
- BEG NE COR SD LOT 4 TH S00*01 42E ALG E LN LOT 4 A DIST OF
81.57FT TH S84*25 38W 44.33FT TH N78*27 12W 84.84FT TO INT
WITH W LN SD LOT 4 THN00*01 36W ALG W LN SD LOT 4 A DIST
OF 69.51FT TO NW COR LOT 4 TH S89*43 15E ALG N LN SD LOT 4
A DIST OF 127.24FT TO POB AKA PAR 1 CITY OF ED SP S-34-76
REC AFN 7608030299 & REV PER AFN 7608160345 EXCW 20FT
THOF CONVYD TO CITY OF ED BY QCD 1010-53 AUD FILE NO.
7608160346
Property Category
Land and Improvements
Status
Tax Code Area
Active, Locally Assessed
100217
Property Characteristics
Use Code
Unit of Measure
(Size (gross)
111 Single Family Residence -Detached
Acre(s)
10.17
Parties
Role
Percent
Name
Address
Taxpayer
100
HATFIELD SHAWN
L/SWENSON KIMBERLY S
7710 218TH ST SW, EDMONDS,
WA 98026
Owner
100
HATFIELD SHAWN
L/SWENSON KIMBERLY S
7710 218TH ST SW, EDMONDS,
IWA 98026-7950 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
$708,400
$767,000
$576,900
$511,900
$487,500
Exemption Amount Regular
Market Total
$708,400
$767,000
$576,900
$511,900
$487,500
Assessed Value
$708,400
$767,000
$576,900
$511,900
$487,500
Market Land
$536,100
$554,800
$417,100
$343,400
$327,900
Market Improvement
$172,300
$212,200
$159,800
$168,500
$159,600
Personal Property
Active Exemptions
25 of 27
No Exemptions Found
Events
Effective
Entry Date -
Type
Remarks
Date
Time
02/27/2024
02/27/2024
Excise Processed
Temporary Excise: T192318 Finalized to: E212012
11:00:03
02/23/2024
02/29/2024
Recording No.
Property Transfer Filing No.: E212012, Statutory Warranty Deed, new
08:59:00
Changed
Recording No.: 202402277012 02/23/2024 by SASTLM
02/23/2024
02/29/2024
Owner
Property Transfer Filing No.: E212012 02/23/2024 by SASTLM
08:59:00
Terminated
02/23/2024
02/29/2024
Owner Added
Property Transfer Filing No.: E212012 02/23/2024 by SASTLM
08:59:00
02/23/2024
02/27/2024
Excise Processed
Property Transfer Filing No.: T192318, submitted by eREET 02/23/2024
11:00:00
by ASCEREET
Tax Balance
Installments Pa able
Tax Year
Installment
Due Date
Principal
Interest, Penalties and Costs
Total Due
Cumulative Due
2024
2
10/31/2024
1 $2,500.851
$0.001
$2,500.851
$2,500.85
Distribution of Current Taxes
District
Rate
Amount
Voted
Amount
Non -Voted
Amount
CENTRAL PUGET SOUND REGIONAL TRANSIT AUT
0.16
$116.77
$0.00
$116.77
CITY OF EDMONDS
1.02
$725.60
$200.67
$524.93
EDMONDS SCHOOL DISTRICT NO 15
2.73
$1,932.66
$1,932.66
$0.00
PUB HOSP #2
0.05
$34.50
$0.00
$34.50
SNO-ISLE INTERCOUNTY RURAL LIBRARY
0.32
$229.74
$0.00
$229.74
SNOHOMISH COUNTY-CNT
0.50
$357.40
$0.00
$357.40
STATE
2.25
$1,595.01
$0.00
$1,595.01
SNOHOMISH CONSERVATION DISTRICT
$10.02
$0.00
$10.02
TOTAL
7.05
$5,001.70
$2,133.33
$2,868.37
Levy Rate History
Tax Year
2023
2022
2021
Real Property Structures
Description IType IYear Built
1 Story w/Basement IDwelling 11937
Receipts
More Information
View Detailed Structure Information
Total Levy Rate
6.799556
8.270203
8.207334
Date
Receipt No.
Amount Applied
Amount Due
04/24/2024 00:00:00
13220527
$2,500.85
$5,001.70
12/05/2023 00:00:00
13122438
$2,632.24
$2,632.24
04/05/2023 00:00:00
12607171
$2,612.64
$5,225.28
12/06/2022 00:00:00
12561244
$2,437.34
$2,437.34
04/21/2022 00:00:00
12185853
$2,389.54
$4,779.09
10/26/2021 00:00:00
11900740
$2,104.67
$2,104.67
26 of 27
04/27/2021 00:00:00
11627581
$2,104.67
$4,209.34
10/26/2020 00:00:00
11333595
$2,265.16
$2,265.16
04/17/2020 00:00:00
11034965
$2,265.15
$4,530.31
10/24/2019 00:00:00
10760239
$2,106.74
$2,106.74
04/18/2019 00:00:00
10460559
$2,106.73
$4,213.47
Sales History
Sale Date Entry
Date
/2024
Property Maps
Recording Sale Excise �Deed�Transfer Grantor(Seller) Grantee(Buyer) trce
her
Number Amount Number Tvpe Tvoe
77012 $786,000.00 E212012 W S JAMES11 SHAWN
S/MARY M L/SWENSON
KIMBERLY S
Neighborhood Code
ITownship
IRange
Isection
lQuarter
1parcel Map
11605000
127
104
130
INE
IYkw parcel maps for this TomLan
27 of 27
Rii
Wd DA �.
zr
1 si r
sus
U1{f
ar
C
ST i
Rf A M' t
Conc Ir
"al
14 S'
Existing building plan provided by Snohomish County records for Parcel #: 00461000200400 for
address: 7710 218th St SW, 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