REVIEWED BLD2023-1212+Structural_Analysis_or_Calculations+9.28.2023_2.14.25_PM+38108421 of 32
REVIEWED
BY
CITY OF EDMONDS
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
calculation Package for
Retaining Wall Stabilization
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
1315091s'PLNE
KIRKLAND, WA 98034-5901
7300176th St SW
Edmonds, WA 98026
Project no: S230721-1XR
July 31s l 2023
.'•Ft.THU F .
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•cc r�, vim•
'. S�QNAL EN.'
Prepared for:
R&R Foundation Specialist
3409 McDougall Ave, suite 204
Everett, WA 98201
P: 425.760.5077
CONTACT: MANS THURRELL, PE
EMAIL: MTHURFJELL@L120ENGINEERING.COM
PHONE: (425) 636-3313
RECEIVED
Oct 03 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2023-1212
(425) 636-3313
L120Engineering.com
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PARCEL VIEW
N.T.S.
%LE 9PACINI 9 LOAD REOUMYENT9 TABLE
MIN O.C.9PA" N MIN VERTICALCAPACITY M PROOF TE9TNG LOADM
PLEA PILE TYPE BTWN END ALLOWABLE LOADING 200% MIN VERTK:AL CAPAC_(MIN LOCATIDN
%LES OFFSET ULTIMATECAPAC
1-0 TIEBACK 6'-0' 2-0' 50 100 kP PERPLAN
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 SAFETY FACTOR NO LESS THAN 2. THE MAXIMUM INSTALLATION TORQUE SHALL NOT
EXCEED THE ALLOWABLETORSIONAL CAPACITY OF THE PILE SHAFTS OR ANY PART OF THE PILE ASSEMBLY. MAXIMUM
INSTALLATION TORQUE RATING OF 6,980M.BS FORA 1.12INCH DIAMETER HELICAL PILE PER ESR3T50.
b. HELICPL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESR3T50.
c PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR MY PART
OF THEASSEMBLY.
tl. MAXIMUM ONLENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN.
STAIRS
176th ST SW
(E) RESIDENCE
7300176ih Sf SW
Edmonds, WA 9602fi
PROPERTY LINE
------------------------------
PARCEL NO.
00513600000902
LEGAL DESCRIPTION
MEADOWDALE SOUND VIEW TRACTS
BLK 000 D-02 - E 75 FT OF TR 9 AS MEAS
ON N LN
OWNER NAME & ADDRESS
JOHNSTONE SEAN & SCHELL JEANNINE
7300170 S/ 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 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 SPECIALIST (R&R) LEVEL SURVEY,
3. REFER TO STRUCTURAL CALCULATIONS PACKAGE BY L120 DATED JULY 31,
2023, FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND
REQUIREMENTS.
A. LEVEL SURVEY PER R&R PROPOSAL DATED JULY 5, 423. REFER TO
STIR UCOU GALCULADONSPACKAGEFORMODIFICATIONSAND
ADDITIONAL REQUIREMENTS FOR LEVEL SURVEY.
5. PARCEL DIMENSIONS APPROXIMATED BY SNOHOMISH COUNTY ASSESSOR
GIS MAPPING TOOLS &TAXSIFTER INCLUDING THE SELECTED PARCEL.
PROPERTYDIMENSIONS 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.
❑ EXISTING RESIDENCE STRUCTURE
EXISTING ADJACENT STRUCTURE
- AREA OF PROPOSED WORK
--- PROPERTY LINE
• APPROXIMATE DIMENSION
TIEBACK
1
C10X15.3 CHANNEL
JI I It NLHIN
PRO.ECT NAME
7300 176th St SW
Edmonds, WA 98026
PRO.ECT NJMBER
S230721-IXR
Dwv„ r, Er - PAM
CIECKEH BY-MRT
SHEET DA-e- 07/31/2023
SCALE
3 of 32
PROJECT
LONGITUDE SUBJECT
ONE TWENTYO
ENGINEERING & DESIGN
BY PAM
PROJECT NO. SHEET NO.
S230721
7300 176th St SW, Edmonds, WA 98116
Retainina Wall Stabilization
DATE
07/31 /23
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 retaining wall consists of continuous cast -in -place concrete stem wall and concrete strip footings. At 2/3 of
retained soil height, tiebacks are to be spaced at a distance no larger than 6-0" on -center with the addition of C10x15.3 channels
installed horizontally, spanning tieback -to -tieback at the locations indicated on the attached level survey. Tiebacks and supplemental
channel to be installed in accordance with SSK-01 & SSK-02.
- End tiebacks are to be placed as close to corners as possible and shall not exceed a max corner offset distance of 2'-0".
- The following load values represent the maximum expected tieback loads for the indicated spacing. R&R to provide tieback and
equipment assemblies with capacities equal to or greater than the indicated load values.
Allowable Load Capacity Requirement:
Tieback Tension Load @ 6'-0" o.c. ............ 5 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 July 5, 2023, 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 32
GENERAL NOTES
HELICAL PILES & TIEBACKS
1. HELICAL PILES & TIEBACKS SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH
THE 2018 INTERNATIONAL BUILDING CODE (IBC).
2. HELICAL PILES & TIEBACKS 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 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 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 & TIEBACKS 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 & TIEBACK 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 & TIEBACK ASSEMBLY COMPONENTS MUST HAVE ADEQUATE STRENGTH TO
DEVELOP THE TORQUE REQUIRED FOR INSTALLATION AND ALL INDUCED STRESSES.
14. THE PILE & TIEBACK 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 2012 IBC SECTION 1705.9
MUST BE PROVIDED FOR THE INSTALLATION OF THE HELICAL PILES & TIEBACKS. 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 & TIEBACKS 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 & TIEBACKS PROOF TESTING
THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE
(3) PERCENT OF PILES UP TO FIVE (5) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE
PROCEDURE OUTLINED IN ASTM D1143 AND/OR THE 2018 INTERNATIONAL BUILDING CODE (IBC). THE
MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
5 of 32
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 2012 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 32
LONGITUDE
ONE TWENTY°
ENGINEERING & DESIGN
PROJECT
PROJECT NO. SHEET NO.
S230721
7300 176th St SW, Edmonds, WA 98116
SUBJECT Tieback Torque Chart
By PAM
DATE 07/31 /23
Ideal Foundation Systems 1-112" 0 Helical Tieback - Soil Tension Capacity per ESR-3750
DIGGA 6K Drive Head
Pressure
(psi)
Torque, T
(ft*Ibs)
Torque Correlation Factor, Kt
Tension (ft
i)
Ultimate Axial Tensile Capacity,
Pa = Kt*T
(kips)
Allowable Axial Tensile Capacity,
Pa = 0.5*Pa
(kips)
500
1,554
8.5
13.2
6.6
600
1,865
8.5
15.9
7.9
700
2,176
8.5
18.5
9.2
800
2,486
8.5
21.1
10.6
900
2,797
8.5
23.8
11.9
1000
3,108
8.5
26.4
13.2
1100
3,419
8.5
29.1
14.5
1200
3,730
8.5
31.7
15.9
1300
4,040
8.5
34.3
17.2
1400
4,351
8.5
37.0
18.5
1500
4,662
8.5
39.6
19.8
1600
4,973
8.5
42.3
21.1
1700
5,284
8.5
44.9
22.5
1800
5,594
8.5
47.6
23.8
1900
5,905
8.5
50.2
25.1
2000
6,216
1 8.5
52.8
26.4
2100
6,527
1 9.5
62.0
31.0
i.) DIGGA 6K Drive Head differential pressure display to torque output has been pulled from the attached conversion charts provided by DIGGA.
ii.) Per Table 5C of ESR-3750, the maximum installation torque rating of a 1-1/2" 0 helical pile is 6,980 ft*Ibs. This maximum installation torque limitation may differ
from that listed by Ideal Manufacturing, Inc. Final installation torque shall not exceed the lesser of these limiting values.
iii.) Piles shall reach a torque that correlates with an allowable capacity that meets or exceeds the maximum allowable load demand as listed in the structural
package, but shall not exceed the maximum allowable capacity for any part of the pile assembly.
iv.) Refer to ESR-3750 and Ideal Manufacturing, Inc. documents for additional information and requirements.
v.) Definitions per ESR-3750:
T = Final Installation torque in ft*Ibs; the last torque reading taken during pile installation, using, for example, the torque reading
instruments connected to the installation equipment.
Kt = Torque correlation factor per ESR-3750
Pa = Ultimate axial tensile capacity (in kips) of helical pile
Pa = Allowable axial tensile capacity (in kips) of helical pile
vi.) For torque readings between those listed, use the following equation to determine the allowable capacity:P, = (T*Kt)/2
vii.) 1 kip = 1,000 Ibs
L120 ENGINEERING & DESIGN
7 of 32
PROJECT
LONGITUDE SUBJECT
ONE TWENTY°
ENGINEERING & DESIGN
BY PAM
PROJECT NO. SHEET NO.
S230721
7300 176th St SW, Edmonds, WA 98116
Tieback Torque Chart
DATE
07/31 /23
Ideal Foundation Systems 1-112"0 Helical Tieback - Soil Tension Capacity per ESR-3750
DIGGA 10K Drive Head
Pressure
(psi)
Torque, T
(ft•lbs)
Torque Correlation Factor, K,
Tension
(ft ' )
Ultimate Axial Tensile Capacity,
P. = &-T
(kips)
14.8
Allowable Axial Tensile Capacity,
P. = 05•P„
(kips)
7.4
500
1,740
8.5
600
2,098
8.5
8.5
17.7
8.9
700
2,436
20.7
10.4
80C
2,784
8.5
23.7
11.8
900
3,132
8.5
26.6
13.3
1000
3,490
8.5
29.6
14.8
1100
3,828
8.5
32.5
16.3
1200
4,176
8.5
35.5
17.7
1300
4,524
8.5
38.5
19.2
1400
4,872
8.5
41.4
20.7
1500
5,220
8.5
44.4
22.2
1600
5,569
8.5
47.3
23.7
1700
5,916
8.5
50.3
25.1
1800
6,264
8.5
53.2
26.6
1900
6,612
8.5
56.2
28.1
2000
6,980
8.5
59.3
29.7
i.) DIGGA 10K Drive Head differential pressure display to torque output has been pulled from the attached conversion charts provided by DIGGA.
ii.) Per Table 5C of ESR-3750, the maximum installation torque rating of a 1-1/2" 0 helical pile is 6,980 ft•lbs. This maximum installation torque
limitation may differ from that listed by Ideal Manufacturing, Inc. Final installation torque shall not exceed the lesser of these limiting values.
iii.) Piles shall reach a torque that correlates with an allowable capacity that meets or exceeds the maximum allowable load demand as listed
in the structural package, but shall not exceed the maximum allowable capacity for any part of the pile assembly.
iv.) Refer to ESR-3750 and Ideal Manufacturing, Inc. documents for additional information and requirements.
v.) Definitions per ESR-3750:
T = Final Installation torque in ft•lbs; the last torque reading taken during pile installation, using, for example, the
torque reading instruments connected to the installation equipment.
K, = Torque correlation factor per ESR-3750
P„= Ultimate axial tensile capacity (in kips) of helical pile
P.=Allowable axial tensile capacity (in kips) of helical pile
vi.) For torque readings between those listed, use the following equation to determine the allowable capacity. P. = (T•Kt)/2
vii.) 1 kip =1,000 Ibs
L120 ENGINEERING & DESIGN
8 of 32
Wednesday, July 5, 2023
SCOPE OF WORK
R&R CREW RESPONSIBILITIES & DETAILS:
- Crew will install (4) Tie Backs to stabilize and straighten retaining wall.
- Crew will install 10" Steel Channel on retaining wall.
- Crew to core drill (4) holes.
- Crew will install 6" Carbon Fiber on crack.
- Crew will install 1' Carbon Fiber on crack.
HOMEOWNER RESPONSIBILITIES:
- Have work area excavated, backfill once project is complete.
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.
- Homeowner understands permit process may require the hiring of a WABO certified special inspector billed at additional
fees depending on municipality.
- Responsible party representative must be onsite during crew arrival and project completion.
- Permitting/scheduling times may vary beyond R&R control.
Material Clause:
- Homeowner will be notified if any unexpected items arise and no additional work will be completed without homeowner
approval.
9 of 32
Wednesday, July 5, 2023
ELEVATION MAP
L120 is in concurrence with the tieback anchor layout recommended by R&R provided that the proposed layout is followed as marked and
that a maximum tieback anchor spacing of W-0"o.c. is achieved. Supplemental C10x15.3 channels are to be installed horizontally
spanning between each tieback anchor. Tiebacks and channel to be installed in accordance with SSK-01 and SSK-02.
NOTES:
1. It is acceptable to install tieback anchors 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 tiebacks are to be placed as close to corners as possible and shall not exceed a maximum corner distance of 2'-0" as marked.
3. Supplemental steel to be anchored to concrete with 5/8" diam Simpson Titen HD screw anchors @ 24"oc with a 4" minimum
embedment. Refer to attached SSK-02.
ME
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■■■■■■■■■■■■ I ■■■■■■■
■■■■N■NENE■■■■ ■■■■■■■■■■■■■■ ,I ■■■■■■■
■■■■■■Oiii■■■ ■■■■■■■■■■■■■■ ■■■■■■■
■■■■■■■■■■■■■� ■■■■■■■■■■■■■■ ■■■■■■■
■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■ ■■■■■■■
■■■■E ■■■■■ I ■■■■■■■■■■■■■■ ■■■■■■■■■
■■■■■ ■■■■■ ■E■■■■■■■■■■■■ ■■■■■■■■
■■■■■ ■■■ ENE No
■■■■■��■N ■■■■■■■■■■■■■■■■■■■■■■■■■■�
■■■■■ ■ ■■■■■■■■■■■■■■■■■■■■■■■■■■
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 32
Wednesday, July 5, 2023
JOB PHOTOS
;4"..
Tie Backs 1-4 will be installed here on West side of Crew will install V Carbon Fiber here on crack. 6" Carbon
retaining wall. Crew will core drill (4) holes. Crew will Fiber will be installed on crack.
install 10" Steel Channel here on retaining wall.
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 32
PROJECT
LONGITUDE SUBJECT
ONE TWENTY
ENGINEERING & DESIGN
BY PAM
8" MIN THICKNESS,
CONTRACTOR TO VERIFY
C TIE-BACK-
(E) CONIC
SLAB
PROJECT NO. NO.
S230721-1 XR SSK-01
7300 176th St SW, Edmonds, WA 98116
Retaining Wall Stabilization
DATE
07/31 /23
(E) RETAINING WALL
TIE -BACK
ANCHOR DETAIL
PER SSK-02
T/STEM WALL
• IIII= =III= 1= Y
III=IIII=IIIIt1 =11 & T/FIN GRADE
° ' d IIII=IIII=11 =IIII.
= d • .III—IIII—III —IIII—I
IIII=IIII IIII=IIII'
�- - I— IIII=IIII=1
_ I d IIII=IIM=IIII=IIII=
III=11111111=IIII=11
—IIII—IIII-
_ ' 111=1111�1111=IIII=111 LOCATE PILE TO
IIII=III =IIII=IIII=i Er)o ° III_ lilt-IIII-IIII_ ENSURE BYPASS
—IIII=_IIII==11L_ OF FTG
_ III=IIII=11 — 111=11u=11.�
c) d IIII=_IIII=_IIII= IIII=_ .
N a III=IIII=IIII=IIII= =IIII=,
• IIII=IIII=IIII=111t=III — r,
• III=IIII=IIII=1111�1111=IIII=�
d IIII=IIII=IIII=IIII=IIII=1� T/CONC FTG =
d d III—
IIII—IIII —IIII— Ill—IIIIFIELD VERIFY
. IIII=IIII=IIII=1111�1111�1�1=
IIII=Iiil=IIII=rill=IIII=IIII 1=IIII=IIII=till=IIII=
-IIII=IIII=IIII=IIII=IIII= d ° d ° d IIII=IIII=IIII=IIII=III
—IIII—IIII—IIII—IIII—IIII d d I—IIII—IIII—IIII—IIII—
II=IIII=IIII=IIII=IIII =IIII=IIII=IIII=IIII=IIII
IIII=IIII=IIII=IIII III=IIII=IIII=IIII=IIII=IIII=IIII=IIII=IIII=IIII=
IIII=IIII=IIII III=IIII=IIII=IIII=IIII=IIII=IIII=IIII=IIII=IIII=11
-"I�=IIII III=IIII=IIII=IIII=IIII=IIII=IIII= III'—����=IIII-IIII
(E) CONTINUOUS —Ill=IIII=IIII=IIII=IIII=IIII=iil'—
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.
L120 ENGINEERING & DESIGN
LONGITUDE
ONE TWENTY
ENGINEERING & DESIGN
12 of 32
PROJECT NO. NO.
S230721-1XR SSK-02
PROJECT 7300 176th St SW, Edmonds, WA 98116
SUBJECT Retaining Wall Stabilization
BY PAM
(E) FOUNDATION WALL,
8" MIN THICKNESS,
FIELD VERIFY
PL1 /2" x 6" x [a + 1 "]
BEARING PLATE,
CTRD AT CUTOUT
S \
G
1"0 (MIN) THRD ROD
W/STD NUT
PL TO CHANNEL
EA END OF PL 1/4
HORIZ C10x15.3 CHANNEL,
CTRD AT TIE -BACK
(PLACE CHANNEL SEGMENT
JOINTS 2'-0" FROM TIE -BACK
WHERE NECESSARY)
DATE 07/31 /23
FILL CUTOUT WITH
STRUCTURAL GROUT
POST -INSTALLATION
TIE -BACK ANCHOR
ADAPTER AND
WASHERS PER R&R
HELICAL TIE -BACK
ANCHOR PER R&R
HORIZONTAL PLANE
�=IIII=IIII— III=
=IIII= 11=IIII=)INCLINATION ANGLE,
MIN, 30° MAX
�' d IIII—_IIII= I —III —II I=,.
IIII=IIII= IIII=IIII=IIII-_
• •IIII=IIII=IIII=III _ —III=1 I=IIII=
IIII=IIII=IIII=IIII= IIII=IIII_
° d •IIII=IIII=IIII=IIII=IIII=1 =lII=IIII=IIII=IIII.
d —IIII—IIII—IIII—IIII—IIII_IIII_ 11= III—IIII—I
• •IIII=IIII=IIII=IIII=IIII=IIII=IIII=_ IIII=IIII=
. ° =IIII=IIII=IIII=IIII=IIII=IIII=IIII=1 IIII=11.
° ' d 'IIII=IIII=IIII=IIII— "" =IIII=IIII=IIII= IIII=
IIII=IIII=1' IIII=IIII=IIII= 11= '
• •IIII=IIII=IIII' ''I =IIII=IIII='
• =IIII=IIII=
' d IIII=IIII=IIII
d —IIII—IIII—
• •IIII=IIII=IIII=
. ° =IIII=IIII=III'
�' d 'IIII-IIII-IIII'
' d IIII=IIII=IIII=IIII=IIII_
d —IIII—IIII—IIII—IIII—III
• •IIII=IIII=IIII=IIII=IIII=
• =IIII=IIII=IIII=IIII=111
' d IIII=IIII=IIII=IIII=IIII
d —IIII—IIII—IIII—IIII
• •IIII=IIII=IIII=IIII= I.
• =IIII=IIII=IIII= I=1.
' d IIII=IIII=IIII— I=IIII=
d —IIII—IIII— I—IIII—IIII'.
• •IIII=IIII= 1=IIII=IIII— I
• =IIII= I1=IIII=11 _IIII-
d IIII—_—_IIII=1 —_IIII
d — I—IIII= —IIII—,
• =III= =IIII=IIII=
° •=IIII— 11=IIII=IIII=IIII
' d III III=IIII=IIII=IIII I.
_IIII=IIII=IIII=IIII= 11-
•IIII=IIII=IIII=IIII=1
IIII=IIII=IIII=III =1
NOTES:
1. C-CHANNEL TO BE ANCHORED TO CONCRETE WITH 5/8" DIAM SIMPSON TITEN HD
SCREW ANCHORS @ 24"OC W/ MIN 4" EMBEDMENT
2. PLACE CHANEL SEGMENT JOINTS 2'-0" FROM TIEBACK WHERE NECESSARY
3. 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.
L120 ENGINEERING & DESIGN
ADAPTER 1 1 /2" TIE -BACK ADAPTER U-SHAPED FOR 7/8" OR 1" ROD
BOTTOM VIEW
PRIMARY WASHER
1/2' PRIMARY WASHER
TOP VIEW
15/ lb"
3'
I I
11/2
0 1 1/16'
L1 7/8'_�
END VIEW;
1/2'-7 F
END VIEW;
1/2'
SIDE VIEW
L_3'--�
SIDE VIEW:
NOTES;
1, MIN YEILD OF STEEL U-SHAPE IS 46 KSI,
2, ULTIMATE CAPACITY OF U-SHAPED UNIT IS 60
KIPS. TO OBTAIN FULL CAPACITY, BOLT MUST BE
TIGHTENED UNTIL WALLS OF ADAPTER ARE TIGHT
TO THE HELICAL SHAFT. THREADED ROD MAY LIMIT
CAPACITY OF THE ASSEMBLY.
3, (1) 3/4'-10 X 4 1/4' ASTM A325 GALVANIZED
THRU BOLT W/ NUT,
4, PRIMARY WASHER W/ 1 1/16' CENTER HOLE FOR
1' ROD,
5, A SECONDARY WASHER IS INCLUDED AND MUST
BE UTILIZED FOR 7/8' ROD,
6, ALL COMPONENTS GALVANIZED PER ASTM
A153/ASTM A123,
7, THREADED ROD AND NUTS ARE NOT INCLUDED,
THEY MAY BE PURCHASED SEPARATELY FROM
IDEAL.
SiDEAL
Group
PROPRIETARY AND CONFIDENTIAL
THE INFORMATION CONTAINED IN THIS DRAWN IS THE SOLE PROPERTY GF
IDEAL MANUFACTURING, INC. ANY REPRODUCTION IN PART OR AS A VHOLE
WITHOUT WRITTEN PERMISSION OF IDEAL MANUFACTURING, INC IS PROHIBITED.
-ING Na c.
SQ150TBAUG
RAVN BY
�xs DAIEi �+%'+�
PROJECT
LONGITUDE SUBJECT
ONE TWENTYO
ENGINEERING & DESIGN
Assumed Soil Parameters
Soil Density, p = 135 pcf
Friction Angle, cp = 30 deg
At Rest ko = 1 - since
At Rest ko = 0.50
Active ka = (1 - sin(p)/(1 + sin(p)
Active ka = 0.33
PAM
Surcharge, w = 40psf
14 of 32
PROJECT NO. SHEET NO.
S230721-1 XR
7300 176th St SW, Edmonds, WA 98116
5'-0" Retaininq Wall
Seismic
10H
Force Calculations
DATE 07/31 /23
Surcharge
w*ka
At Rest Max Press = H*p*ko
At Rest Press = 5' *135pcf *0.5=340 psf
Po = 0.5*340psf 5' = 850 plf
Surcharge Pressure = w*ka = 40psf*0.33=13.2psf
Psur =13.2 psf * 5' = 70 plf
Eq Pressure = 10H = 10 * 5' = 50 psf
Peq = 50psf * 5' = 250 plf
Mbase = - RU.anch*3.33' + 850*1.67' + (70+250)*2.5' = 0
RU_anch = 667 plf Horiz
Tanch =667 plf / cos(300) = 770 plf Tension
Anchors 6'-0"oc = 5.0 k per anchor
L120 ENGINEERING & DESIGN
PROJECT
LONGITUDE SUBJECT
ONE TWENTY
ENGINEERING & DESIGN
BY PAM
SUPPLEMENTAL STEEL ANALYSIS
15 of 32
PROJECT NO. NO.
S230721-1 XR
7300 176th St SW, Edmonds, WA 98116
Retainina Wall Stabilization
Assume concrete wall as single span 7ft beam btwn tiebacks:
Mu= 1/8 * w * L2 = 1/8 * 667plf * 62
Mu (demand) = 3.1 k-ft
Tension Required at Bottom Face (assuming unreinforced):
Tu=Mu/(d12) = 3.1 k-ft/((8" 12)112) = 9.3k
Cfool ('hnnnol
Yield Strength, Fy=
36ksi
Tensile Strength, Fu= 58ksi
C10x15.3 Ag = 4.48 in2
Ae = Ag - 1"0.24"
= 4.24in2
GSYPn=Fy*Ag
GSY1)=1.67
GSY Pn/Q = (36ki * 4.48)11.67 = 95.6 k <= Controls
NSR Pn = Fu * Ae
NSR 4 = 2.0
NSR Pn/Q = (58ki *
4.24)/2.0 = 123.0 k
Pn/Q > Tu OK
Anchorage
Simpson Strong -Tie, 5/8"dia Titen HD w/ 4" min embed
Ult Shear Cap = 4.8 k / fastener
9.3 k / 4.8 k = 2 anchors over a 6' span
Therefore, provide anchors at 24" oc.
DATE 07/31 /23
w
O
H= 7FT
Lf
8"
wf
12"
L120 ENGINEERING & DESIGN
16 of 32
PROJECT
LONGITUDE SUBJECT
ONE TWENTY°
ENGINEERING & DESIGN
BY PAM
PROJECT NO. SHEET NO.
S230721
7300 176th St SW, Edmonds, WA 98116
Retaining Wall Stabilization
DATE 07/31 /23
Titen HD Shear Strength Design Data'
IBC
I -
Nominal Embedment Depth h„ o,,, in
1 % 2'6 1 2'% 1 3'/4 3'h 1 4 4 1 5'h 5'h 1 6'/,
Steel Strength in Shear
Shear Resistance of Steel
V.
lb.
2,0120
4,460
7,455
10,000
16,840
#n
ORY
Strength Reduction Factor Steel Failure
—
Concrete Breakout Strwo in Shear'
Outside Diameter
da
in.
0.25
0.375
0.500
0.625
0.750
Load Bearing Length of Anchor in Shear
BB
in.
1.19 1 1 94
1.77
1 2.40
2.35
1 2.99
2.97
1 4.24
422
1 4.86
Strength Reduction Factor — Concrete Breakout Failure
0.704
Concrete Pryout Strength in Shear
Coefficient for Pryout Strength kvi lb.
1.0 2.0
Strength Reduction Factor — Concrete Pryout Failure 0,P
0.70'
Steel Strength in Shear for Seismic Applications
Shear Resistance for Seismic Loads
Vq
Ib
1,695 2,865 4,790 8,000 9,350
Strength Reduction Factor — Steel Failure
—
ORY
+
1. The information presented in this table is to be used in ooni nction with
supplementary reinforcement is not provided. For installations- where complying
the design criteria of ACI 318-14 Chapter 17 and ACI 318-11 Appendix D,
suppbmentary reinforcement can be verified, the 0,b factors described it
except as modified below.
ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c) for Condition A are allowed. If the
2. The tabulated value of S,. appies when the bad combinations of Section
1605.2.1 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2
load combinations of ACI 318-11 Appendix C are used, the appropriate value
of ipxb must be determined in accordance with ACI 318-11 D.4.4(c).
are used. If the load combinations of ACI 318-11 Appendix C are used,
4. The tabulated value of sip apple; when both the load combinations of IBC
the appropriate value of q., rrxst be determined in accordance with
ACI 318 D.4.4.
Section 16052. ACI 318-14 5-3 or ACI 318-11 Section 9.2 are used and
the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c) for Condition
3. The tabulated value of Sb appfiev when both the load combinations of
Section 16052.1 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11
Section 92 are used and the requirements of ACI 318-14 17.3.3(c) or
B are met. If the bad combinations of ACI 318-11 Appendix C are used,
appropriate value of a,pmust be determined in accordance with ACI 318-11
Section D.4.4(c).
ACI 318-11 D.4.3(c) for Condition B are met. Condition B applies where
L120 ENGINEERING & DESIGN
17of32
RS=60OUNI !F'M
�STRUCTURAL+!•� REINFORCEMENT SOLUTIONS
CARBON
FIBER
FABRIC
A unidirectional, high -strength, non -corrosive
carbon fiber fabric designed to be field
laminated with SRS-1000 Epoxy adhesive to
create a carbon fiber -reinforced polymer
(CFRP) composite for structural reinforcement
and strengthening of concrete and masonry
structures
TYPICALFIBER PROPERTIES
Tensile Strength - 711 ksi 4900 Mpa
Tensile Modulus - 33.4 Msi 230 Gpa
Elongation - 2.10%
Density - .065 Ibs/inA3 1.80 g/cm"3
APPLICATIONS
-External Reinforcement of Existing Structures
-Increasing Load Capacity
-Confinement
-Shear Strengthening
-Flexural Strengthening
-Construction Error Corrections
-Restoring Damaged/Deteriorated Structural Components
-Bowed Wall Stabilization
-Seismic Retrofit
ADAVANTAGES
•High Strength to Weight Ratio
-High Modulus of Elasticity
-Conforms to Structure
-Easy Installation
-Ambient Cure
-Arrests Structure Movement
-Low Aesthetic Impact
•Non -Corrosive
•Compatible with Most Finish Coatings
TECHNICA ATA
PROPERTY AVEULTIMATE DESIGNVALUE
Tensile Strength
Tensile Modulus
Tensil % Enlongation
Nominal Ply Thickness
Tensile Strength per in. Width
Tensile Strength per 6" Strap
195,000 psi 1,352 MPa
12 Msi 86 GPa
2%
0.039 in
7,624 Ibs/in 1.34 kN/mm
45,744 Ibs
The information provided on this product data sheet represents average
values which have been obtained through certified testing performed
in a third -party laboratory. As part of the quality assurance program
at SRS, these values are verified regularly to ensure that the products
being sold are represented accurately by the values on this sheet.
There may be some variation in test results due to epoxy mixing
methods, degree of saturation, sample preparation, and curing conditions
Per the recommendations in ACI-440.2, the ultimate tensile strengths
provided represent the average test values minus three times the
standard deviation which creates a 99.87% probability that the actual
ultimate tensile properties will exceed the statistical based design
values.
169,000 psi 1,169 Mpa
1%
6,709 Ibs/in 1.18kN/mm
40,254 Ibs
TYPICALDATA
Storage Conditions - Store in Dry Area at 40
deg - 95 deg F (4-35 C)
Shelf Life Carbon -10 years/Epoxy - 2 Years
in Unopened Container
Color Carbon - Black/Epoxy - Semi Transparent
Yellowish resin
Primary Fiber Direction - 0° Unidirectional
Areal Weight - 19.5 oz/SY 600 gsm
1-888-292-2592
www.structurairs.com
Made in USA
18 of 32
STRUCTURAL
ROMFORCEMEHT SOLUTIONS
CARBON FIBER ROLL DESIGN
KIT SIZES
All applications containing SRS products must be designed
Roll Size (Width x Length) by a registered design professional. The number of layers,
•SRS-6000N1 6" x 75 LF (37.5 SF) dimensions, and detailing of SRS-6000NI shall be designed
in accordance with ACI 440.2R or another recognized design
•SRS-6000N 16" x 150 LF (75 SF) guideline/code in order to meet the design performance
•SRS-6000N1 6" x 200 LF (100 SF) specified for the application. Contact Structural Reinforcement
Solutions LLC for design and technical support.
SURFACE PREPERATION
The substrate in which the CFRP is being applied to must be clean and free of loose material or
contaminants. In order to take advantage of the full bond strength properties of the epoxy, the substrate
should be prepared per the requirements of the ICRI Technical Guideline No. 310-2R - 2013. The substrate
should be prepared to a minimum concrete surface profile, CSP-3, as defined by ICRI 310-21R. Any voids,
cracks, on variations in the surface of the concrete must be filled with an appropriate repair mortar or
epoxy in order to provide a smooth surface to bond to. ACI 440.2R-08 provides additional details on the
surface preparation requirements for CFRP systems
APPLICATION
Structural Reinforcement Solutions, LLC Carbon Fiber Strengthening Systems should only be installed
by professional contractors who have been trained in the application of externally bonded carbon
fiber reinforcement. Once the surface preparation has been completed and when cartridge epoxy is
being used, the mixing nozzles provided will sufficiently mix the 2:1 epoxy components. If bulk epoxy
is being used, follow the epoxy mixing instructions to sufficiently mix the epoxy components prior
to the application. Once the epoxy has been mixed, a thin layer should be applied to the surface in
which the CFRP is to be bonded. This epoxy should be worked into the substrate to ensure penetration
into the pores of the substrate. The carbon fiber should then be laid into the epoxy and worked in to
ensure a full saturation of the fabric. To aid in achieving a full saturation of the carbon fiber straps,
they can be pre -saturated with epoxy and laid into the same initial layer of epoxy layer as described
previously. No matter which way the straps are initially installed, a final layer of epoxy should be
applied to the strap and worked in to ensure full saturation. Refer to the full set of installation
instructions at www.structuralrs.com to ensure that the appropriate procedures are followed.
LIMITED This product is covered by the Structural Reinforcement Solutions LLC
LIFETIME LIMITED LIFETIME WARRANTY, which is available at structuralrs.com or
WARRANTY by calling Structural Reinforcement Solutions LLC at 888 292-2952.
FIRST AID
EYES: Wash fibers off skin with water and soap. If fibers are embedded
in the skin, remove with tweezers. Discard clothing that may contain
embedded fibers. Seek medical advice if exposure results in adverse
effects.Eyes: Immediately flush with a continuous water stream for at
least 20 minutes. Washing immediately after exposure is expected to be
effective in preventing damage to the eyes. Seek medical advice. Inhalation:
If there is inhalation exposure to the fibers of this product, remove source
of exposure and move victim to fresh air. If victim is not breathing, give
artificial respiration. If there is breathing difficulty, give oxygen. Seek
medical advice for any respiratory problems. Ingestion: Ingestion is not
a likely means of exposure for this product. If ingestion does occur, DO
NOT INDUCE VOMITING. Nothing by mouth if unconscious. Seek medical
advice.
Spill/Release and Cleanup Procedures:
In case of spill, collect (e.g., sweep
up, vacuum, etc.) spilled material
and either reuse or dispose of
properly. Chopped or milled carbon
fibers may be slippery if spilled
posing an accident risk. Wear
personal protective equipment as
described in the MSDS during
cleanup activities.
CAUTION
Protective Measures: The use of safety glasses and
chemically resistant gloves is recommended. Use
appropriate clothing to minimize skin contact. The use
of NIOSH-approved respirator is required to protect
respiratory tract when ventilation is not adequate to
limit exposure below the PEL. Refer to Safety Data
Sheets (SDS) available at structuralrs.com/sds for
detailed information.
1-888-292-2592 www.structurairs.com
19of32
0 !F'M
�STRUCTURAL
0 ' ' ` +!•� REINFORCEMENT SOLUTIONS
CARBON
FIBER
FABRIC
A bidirectional, high -strength, non -corrosive
carbon fiber fabric designed to be field
laminated with SRS-1000 Epoxy adhesive
to create a carbon fiber -reinforced polymer
(CFRP) composite for structural reinforcement
and strengthening of concrete and masonry
structures
TYPICAL FIBER PROPERTIES
Tensile Strength - 711 ksi 4900 Mpa
Tensile Modulus - 33.4 Msi 230 Gpa
Elongation - 2.10%
Density - .065 Ibs/inA3 1.80 g/cm"3
APPLICATIONS
-External Reinforcement of Existing Structures
-Increasing Load Capacity
-Confinement
-Shear Strengthening
-Flexural Strengthening
-Construction Error Corrections
-Restoring Damaged/Deteriorated Structural Components
-Bowed Wall Stabilization
-Seismic Retrofit
ADAVANTAGES
•High Strength to Weight Ratio
-High Modulus of Elasticity
-Conforms to Structure
-Easy Installation
-Ambient Cure
-Arrests Structure Movement
-Low Aesthetic Impact
-Non-Corrosive
-Compatible with Most Finish Coatings
TECHNICAL uATA
PROPERTY AVE ULTIMATE DESIGN VALUE
Tensile Strength
Tensile Modulus
Tensil % Enlongation
Nominal Ply Thickness
Tensile Strength per in. Width
Tensile Strength per 6" Strap
196,000 psi 1,352 MPa
11 Msi 77 GPa
2%
0.018 in
3,529 Ibs/in 0.62 kN/mm
45,744 Ibs
The information provided on this product data sheet represents average
values which have been obtained through certified testing performed
in a third -party laboratory. As part of the quality assurance program
at SRS, these values are verified regularly to ensure that the products
being sold are represented accurately by the values on this sheet.
There may be some variation in test results due to epoxy mixing
methods, degree of saturation, sample preparation, and curing conditions
Per the recommendations in ACI-440.2, the ultimate tensile strengths
provided represent the average test values minus three times the
standard deviation which creates a 99.87% probability that the actual
ultimate tensile properties will exceed the statistical based design
values.
164,300 psi 1,133 Mpa
1%
2,958 Ibs/in 1.18kN/mm
17,748 Ibs
TYPICAL DATA
Storage Conditions - Store in Dry Area at 40
deg - 95 deg F (4-35 C)
Shelf Life Carbon -10 years/Epoxy - 2 Years
in Unopened Container
Color Carbon - Black/Epoxy - Semi Transparent
Yellowish resin
Primary Fiber Direction - 0°/90° Bidirectional
Areal Weight - 19.5 oz/SY 660 gsm
1-888-292-2592
www.structuralrs.com
Made in USA
20 of 32
STRUCTURAL
REINFORCEMENT SOLUTIONS
CARBON FIBER ROLL
KIT SIZES
Roll Size (Width x Length)
•SRS-660131 12" x 75 LF (75 SF)
•SRS-660131 12" x 100 LF (100 SF)
•SRS-660131 24" x 100 LF (200 SF)
SURFACE PREPERATION
DESIGN
All applications containing SRS products must be designed
by a registered design professional. The number of layers,
dimensions, and detailing of SRS-6000NI shall be designed
in accordance with ACI 440.2R or another recognized design
guideline/code in order to meet the design performance
specified for the application. Contact Structural Reinforcement
Solutions LLC for design and technical support.
The substrate in which the CFRP is being applied to must be clean and free of loose material or
contaminants. In order to take advantage of the full bond strength properties of the epoxy, the substrate
should be prepared per the requirements of the ICRI Technical Guideline No. 310-2R - 2013. The substrate
should be prepared to a minimum concrete surface profile, CSP-3, as defined by ICRI 310-2R. Any voids,
cracks, on variations in the surface of the concrete must be filled with an appropriate repair mortar or
epoxy in order to provide a smooth surface to bond to. ACI 440.2R-08 provides additional details on the
surface preparation requirements for CFRP systems
APPLICATION
Structural Reinforcement Solutions, LLC Carbon Fiber Strengthening Systems should only be installed
by professional contractors who have been trained in the application of externally bonded carbon
fiber reinforcement. Once the surface preparation has been completed and when cartridge epoxy is
being used, the mixing nozzles provided will sufficiently mix the 2:1 epoxy components. If bulk epoxy
is being used, follow the epoxy mixing instructions to sufficiently mix the epoxy components prior
to the application. Once the epoxy has been mixed, a thin layer should be applied to the surface in
which the CFRP is to be bonded. This epoxy should be worked into the substrate to ensure penetration
into the pores of the substrate. The carbon fiber should then be laid into the epoxy and worked in to
ensure a full saturation of the fabric. To aid in achieving a full saturation of the carbon fiber straps,
they can be pre -saturated with epoxy and laid into the same initial layer of epoxy layer as described
previously. No matter which way the straps are initially installed, a final layer of epoxy should be
applied to the strap and worked in to ensure full saturation. Refer to the full set of installation
instructions at www.structuralrs.com to ensure that the appropriate procedures are followed.
LIMITED This product is covered by the Structural Reinforcement Solutions LLC
LIFETIME LIMITED LIFETIME WARRANTY, which is available at structuralrs.com or
WARRANTY by calling Structural Reinforcement Solutions LLC at 888 292-2952.
FIRST AID
EYES: Wash fibers off skin with water and soap. If fibers are embedded
in the skin, remove with tweezers. Discard clothing that may contain
embedded fibers. Seek medical advice if exposure results in adverse
effects.Eyes: Immediately flush with a continuous water stream for at
least 20 minutes. Washing immediately after exposure is expected to be
effective in preventing damage to the eyes. Seek medical advice. Inhalation:
If there is inhalation exposure to the fibers of this product, remove source
of exposure and move victim to fresh air. If victim is not breathing, give
artificial respiration. If there is breathing difficulty, give oxygen. Seek
medical advice for any respiratory problems. Ingestion: Ingestion is not
a likely means of exposure for this product. If ingestion does occur, DO
NOT INDUCE VOMITING. Nothing by mouth if unconscious. Seek medical
advice.
Spill/Release and Cleanup Procedures:
In case of spill, collect (e.g., sweep
up, vacuum, etc.) spilled material
and either reuse or dispose of
properly. Chopped or milled carbon
fibers may be slippery if spilled
posing an accident risk. Wear
personal protective equipment as
described in the MSDS during
cleanup activities.
CAUTION
Protective Measures: The use of safety glasses and
chemically resistant gloves is recommended. Use
appropriate clothing to minimize skin contact. The use
of NIOSH-approved respirator is required to protect
respiratory tract when ventilation is not adequate to
limit exposure below the PEL. Refer to Safety Data
Sheets (SDS) available at structuralrs.com/sds for
detailed information.
++ ++ +
+ + +
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21 of 32
STRUCTURAL
EPDXY
ADHESIVE
A two -component, high modulus structural
epoxy formula designed to provide maximum
adhesion of SRS carbon fiber fabric to concrete
substrates. SRS 1000 is specially formulated
for long pot life, providing extended workability
during CFRP application. The ultra -low viscosity
formula is also ideal for gravity fed repair of
fine to medium cracks in concrete.
APPLICATIONS
STRUCTURAL
REINFORC SOLUTIONS
FEATURES & ADVANTAGES
-Ultra low viscosity formula optimized for
carbon fiber saturation and bond strength
to concrete substrates.
-Long pot life for extended workability and
design strengths in CFRP applications.
-Pressure injection of fine to medium size
cracks of approximately 1 /8 in. to 1 /4 in.
(3.2 mm to 6.4 mm) width.
-Self-leveling, low viscosity and surface
tension allows product to deeply penetrate
into cracks.
-Saturation and adhesion of carbon fiber fabric to concrete substrates
-Repair of spalling concrete
-Bonding fresh concrete to hardened concrete or a bonding agent for
repairing concrete spalls
-Gravity feed crack repair for horizontal applications
-Low pressure crack injection for vertical, horizontal and overhead
structural repair
CURE SCHEDULE
Working Time:
50OF(10°C)-45min;
75OF(24°C)-30min;
100 OF (38 °C) - 22 min.
NOTE: Working and full cure
times are approximate
LIMITATIONS
APPROVALS AND
CERTIFICATIONS
ASTM C881 / AASHTO M235
Type I, II*, IV & V* Grade 1
Class C. * With exceptions.
APPLICATION TEMPERATURE
50 OF and 100 OF (4 °C and 38 °C)
STORAGE AND SHELF LIFE
24 months when stored in unopened
containers in dry conditions.
Store between 55 OF (13 °C) and 80
OF (27 °C).
COLOR AND RATIO
Part A (Resin)
Clear:
Part B (Hardener)
Amber, Mix
Ratio - 2:1
by volume,
Mixed Color
i — Amber.
Do not thin with solvents, as this may prevent cure. Not intended to repair cracks subject to movement. Product
not designed to stop seeping or flowing water. New concrete should be a minimum of 28 days old prior to
application
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22 of 32
STRUCTURAL
REINFORC SOLUTIONS
STRUCTURAL
EPDXY
ADHESIVE
TABLE 1: SRS-1000 Structural Eaoxv Adhesive performance to ASTM C881-151.2.3
SAMPLE
CONDITIONING
TEMPERATURE
PROPERTY
CURE TIME
ASTM STANDARD
UNITS
CLASS C
60 °F
(16 °C)
Gel Time - 60 Gram Massa
----
C881
min
55
Viscosity
----
cP
200
Pot Lifer,,
----
min
45
1. Results based on testing conducted on a representative lot(s) of product. Average results will vary according
to the tolerances of the given property. 2. Full cure time is listed above to obtain the given properties for each
product characteristic. 3. Results may vary due to environmental factors such as temperature, moisture and type
of substrate. 4. Gel time may be lower than the minimum required for ASTM C881. 5. Property not referenced in
ASTM C881. 6. Pot life is measured as the workable and applicable time of 1.0 gallon (3.8 L) when mixed.
1-888-292-2592 www.structuralrs.com
R05M--.0
Made in USA
23 of 32
STRUCTURAL
REINFORC SOLUTIONS
STRUCTURAL
EPf'%ff%ff
ADHESIVE
TABLE 1: SRS-1000 Structural Eooxv Adhesive performance to ASTM C881-151,2,3
SAMPLE CONDITIONING
TEMPERATURE
PROPERTY
CURE TIME
ASTM STANDARD
UNITS
CLASS C
60 °F
(16 °C)
psi
10,800
Compressive Yield Strength
D695
(MPa)
-74.5
psi
Compressive Modulus
-----
7 day
(MPa)
psi
8,000
Tensile Strength
D638
(MPa)
-55.2
Tensile Elongation
%
2.7
psi
1,800
2 day
Bond Strength Hardened to
(MPa)
-12.4
psi
3,300
Hardened Concrete
14 day
C882
(MPa)
-22.8
Bond Strength Fresh to
Hardened
psi
Concrete
14 day
(MPa)
Heat Deflection
°F
121
7 day
D648
Temperature
Water Absorption
14 day
D570
%
0.49
Linear Coefficient of
48 hr
D2566
%
0.003
Shrinkage
1. Results based on testing conducted on a representative lot(s) of product. Average results will vary according
to the tolerances of the given property. 2. Full cure time is listed above to obtain the given properties for each
product characteristic. 3. Results may vary due to environmental factors such as temperature, moisture and type
of substrate. 4. Gel time may be lower than the minimum required for ASTM C881. 5. Property not referenced in
ASTM C881. 6. Pot life is measured as the workable and applicable time of 1.0 gallon (3.8 L) when mixed.
1-888-292-2592 www.structuralrs.com Made in USA
24 of 32
Etc; STRUCTURAL
SOLUTIONS
STRUCTURAL
ADHESIVE
SURFACE PREPERATION
Surface preparation will be dependent upon the application of the product. Old concrete must be
clean and profiled or textured. New concrete should be a minimum of 28 days old. All dirt, oil, debris,
wax, grease or dust must be removed. Prepare the surface mechanically using a scarifier, sandblast,
shotblast or other equipment that will give the surface profile needed for the application. A roughened
surface is imperative for good adhesion. Always be sure the bonding surfaces are prepared in
advance before starting a new cartridge or mixing product. If possible, schedule dispensing to
consume an entire cartridge at one time with no interruption of epoxy flow.
CARTRIDGE PREPARATION
1. Shake the cartridge vigorously for 60 seconds, then stand cartridge upright for at least 1 minute
allowing any bubbles to rise to the top.
2. Insert cartridge into the dispenser. Make sure it is properly positioned with the shoulder of the cartridge
flush with the front/top bracket of the dispenser. Point upward at about a 450 angle. Remove the plastic
cap and plug from the top of the cartridge.
3. Continue to point the upward away from yourself and others while slowly applying pressure to dispenser
moving any bubbles and product up through the nozzle until it reaches the tip. Dispense this first full
stroke of material into disposable container. The cartridge is now purged and ready for flow control
installation.
4. Find the flow control inside the threaded end of the mixing nozzle attached to a tape strip. Insert flow
control into the two holes at the top of the cartridge where the product comes out. Make sure it is
securely seated in place. Install mixing nozzle onto cartridge. Holding the dispenser straight up, slowly
apply pressure to the dispenser moving any bubbles and product up through the nozzle until it reaches
the tip. Tilting only slightly, dispense this first full stroke of material into a disposable container.
5. NOTE: Schedule dispensing to consume an entire cartridge at one time with no interruption of flow
to prevent material from hardening in mixing nozzle. If problems arise during dispensing product, replace
the nozzle; the product may have begun to cure in the nozzle which will affect the mix ratio. Never
transfer a used nozzle to a new cartridge. Repeat the cartridge balancing steps listed above after
replacing the nozzle.
W'0�-.00
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25 of 32
F'M:)STRUCTURAL
`REINFORC_ SOLUTIONS
STRUCTURAL
EPDXY
ADHESIVE
MIX INSTRUCTIONS FOR BULK PACKAGING
Thoroughly stir each component separately before mixing them together. Mix only the amount of
material that can be used before the working time expires. Proportion parts by volume into a clean
pail at the exact and proper mix ratio. Use 2 parts by volume of component A and 1 part by volume
of component B. Mix thoroughly with a low speed drill (400 - 600 rpm) with a mix paddle attachment
(i.e. Jiffy Mixer). Carefully scrape the sides and the bottom of the container while mixing. Keep
the paddle below the surface of the material to avoid entrapping air. Proper mixing will take at
least 3 minutes. For bulk, mix only enough product that can be used within the pot life.
BONDING AGENT
Bonding fresh concrete to hardened concrete or when used as a bonding agent for repairing
concrete spalls: Using a brush, roller or airless sprayer, apply an even coat of the bulk mixed
CEP61 to the clean and prepared concrete surface. While the epoxy is still tacky, place
fresh concrete over the top of the mixed epoxy.
SPALL REPAIR
To avoid a feathered edge, cut around the spall into sound concrete with a grinder or circular
saw using a diamond or concrete abrasive blade. The edge cut should be equal to the maximum
depth of the spall or to at least, a minimum depth of 3/4 in. (19 mm). Chip out all loose concrete
within the entire spall to a minimum depth of 3/4 in. (19 mm). Follow surface preparation
instructions above to clean the spall. Estimate the amount of bulk product needed and mix
Part A and Part B: 2 to 1 by volume. Mix part A and B thoroughly. Slowly add 3-4 parts by volume
of kiln -dried sand or aggregate of choice and mix well, pour and trowel until smooth/level.
Note: The low viscosity of CEP61 and CEP62 will aid in wetting out aggregate to create a repair
mortar. Maximum mortar thickness is 1.5 in. (38 mm per lift
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Made in USA
26 of 32
pm:)STRUCTURAL
`REINFORC_ SOLUTIONS
STRUCTURAL
EPDXY
ADHESIVE
GRAVITY FEED CRACK REPAIR
FOR HORIZONTAL APPLICATIONS
SRS-1000 is formulated for fine to medium cracks - 0.0025 in. to 0.125 in. (0.06 mm to 3.2
mm). For best results, cut a groove to open up the crack using an abrasive or diamond blade
to a width of 1 /8 in. (3.2 mm) and minimum depth of 3/8 in. (9.5 mm). Use wire brush to
abrade and then blow out the crack to remove all dust, dirt, grease, wax, oil or any other
contaminants. Pour or inject into the crack and its self -leveling ability will fill the entire area.
Repeat application if necessary to completely fill crack. Follow the cartridge preparation
set-up.
LOW PRESSURE CRACK INJECTION FOR VERTICAL,
HORIZONTAL AND OVERHEAD STRUTURAL REPAIR
Before repairs are attempted, examine the crack to determine the type of repair that is
required. Cracks in concrete and wood members are classified as either dynamic
(moving) or static (dormant). Static cracks may occur from a one-time overload event
such as an earthquake or flood. For static cracks in a structure that is to be rehabilitated,
structural crack injection is recommended. By contrast, dynamic cracks are those which
are caused by inadequate design, seasonal heaving, temperature swings or repeated
over -loading. Dynamic cracks CANNOT effectively be repaired using crack injection.
Dynamic cracks can be sealed using a flexible repair material.
CRACK INJECTION PREPERATION
Clean the surface surrounding the crack with a wire brush to achieve proper bond. Remove all
dust, debris, oil and any other contaminants from the crack by blowing out with clean, oil -free
compressed air. For best results crack must be dry at the time of injection. If water is seeping
from crack, steps must be taken to stop the flow of water in order to achieve desired repair.
1-888-292-2592 www.structurairs.com Made in USA
27 of 32
Appendix
Parcel Details
& Photographs
28 of 32
7/31 /23. 8:32 AM
SnohomishOnlino Government Information & Services
County 4*
Washington
Property Account Summary
7/31/2023
Parcel Number
00513600000902
(Property Address
7300 176TH ST SW, EDMONDS, WA 98026-5527
General Information
Property Description
MEADOWDALE SOUND VIEW TRACTS BLK 000 D-02 - E 75 FT OF
TR 9 AS MEAS ON N LN
Property Category
Land and Improvements
Status
Tax Code Area
Property Characteristics
Active, Locally Assessed
100217
Use Code
Unit of Measure
Size (gross)
Parties
111 Single Family Residence - Detached
Acre(s)
0.26
Role
Taxpayer
Owner
Percent
Name
Address
100
JOHNSTONE
SEAN/SCHELL JEANNINE
7300 176TH ST SW, EDMONDS,
WA 98026
100
JOHNSTONE SEAN &
SCHELL JEANNINE
7300 176TH ST SW, EDMONDS,
WA 98026-5527 United States
Related Properties
No Related Properties Found
Property Values
Value Type
Tax Year
2023
Tax Year
2022
Tax Year
2021
Tax Year
2020
Tax Year
2019
Taxable Value Regular
$1,217,800
$689,800
$676,700
$529,100
$679,600
Exemption Amount Regular
Market Total
$1,217,800
$689,800
$676,700
$529,100
$679,600
Assessed Value
$1,217,800
$689,800
$676,700
$529,100
$679,600
Market Land
$706,800
$407,200
$413,900
$423,600
$498,400
Market Improvement
$511,000
$282,600
$262,800
$105,500
$181,200
Personal Property
Active Exemptions
No Exemptions Found
Events
Effective Date- Type (Remarks
Date Time
1/3
29 of 32
7131 /23, 8:32 AM
12/30/2021
12/30/2021
16:21:44
Excise Processed
Temporary Excise: T157607 Finalized to: E179359
12/27/2021
01/14/2022
Recording No.
Property Transfer Filing No.: E179359, Statutory Warranty Deed, new
12:19:00
Changed
Recording No.: 202112307146 12/27/2021 by sasaml
12/27/2021
01/14/2022
Owner
Property Transfer Filing No.: E 1793 59 12/27/2021 by sasaml
12:19:00
Terminated
12/27/2021
01/14/2022
12:19:00
Owner Added
Property Transfer Filing No.: E179359 12/27/2021 by sasaml
12/27/2021
12/30/2021
Excise Processed
Property Transfer Filing No.: T157607, submitted by eREET 12/27/2021
16:21:00
by ASCEREET
04/17/2019
04/17/2019
Excise Processed
Temporary Excise: T093292 Finalized to: E118850
09:37:40
04/12/2019
04/18/2019
09:17:00
Owner
Terminated
Property Transfer Filing No.: E118850 04/12/2019 by sasset
04/12/2019
04/18/2019
Owner Added
Property Transfer Filing No.: E118850 04/12/2019 by sasset
09:17:00
04/12/2019
04/17/2019
Excise Processed
Property Transfer Filing No.: T093292, submitted by eREET 04/12/2019
09:37:00
by ASCEREET
11/05/2018
01/10/2019
Owner
Property Transfer Filing No.: 1181586 11/05/2018 by sascaf
09:10:00
Terminated
11/05/2018
01/10/2019
Owner Added
Property Transfer Filing No.: 1181586 11/05/2018 by sascaf
09:10:00
11/05/2018
11/07/2018
Taxpayer
Property Transfer Filing No.: 1181586 11/05/2018 by strtpw
09:35:00
Changed
11/05/2018
11/07/2018
Excise Processed
Property Transfer Filing No.: 1181586, Special Warranty Deed
09:35:00
11/05/2018 by strtpw
Tax Balance
Installments Pa able
Tax Year linstallment IDue Date I Principall Interest, Penalties and Costsl Total Duel Cumulative Due
2023 12 10/31 /2023 1 $4,145.271 $0.001 $4,145.271 $4,145.27
Distribution of Current Taxes
District
Rate
Amount
Voted
Amount
Non -Voted
Amount
CENTRAL PUGET SOUND REGIONAL TRANSIT AUT
0.16
$189.68
$0.00
$189.68
CITY OF EDMONDS
0.96
$1,170.78
$335.18
$835.60
EDMONDS SCHOOL DISTRICT NO 15
2.62
$3,188.67
$3,188.67
$0.00
PUB HOSP #2
0.05
$56.38
$0.00
$56.38
SNO-ISLE INTERCOUNTY RURAL LIBRARY
0.31
$378.57
$0.00
$378.57
SNOHOMISH COUNTY-CNT
0.48
$581.44
$0.00
$581.44
STATE
2.23
$2,714.98
$0.001
$2,714.98
SNOHOMISH CONSERVATION DISTRICT
6.80
$10.03
$8,290.53
$0.001
$3,523.851
$10.03
$4,766.68
TOTAL
Pending Property Values
Pendingl Market Land Market Market Total Current Use Current Use Current Use
Tax Year Value Improvement Value Land Value Improvement Total Value
Value
2024 $819,000.00 $507,800.00 $1,326,800.001 $0.00 $0.00 $0.00
Levy Rate History
Tax Year Total Levy Rate
2022 8.270203
2021 8.207334
2/3
30 of 32
7131 /23, 8:32 AM
20201 9.276512
Real Property Structures
Description
iType
IYear Built
Imore Information
1 Story w/Basement
IDwelling
11954
IView Detailed Structure Information
Feceipts
Date
Receipt No.
Amount Applied
Amount Due
04/18/2023 00:00:00
12752694
$4,145.26
$8,290.53
10/21/2022 00:00:00
12471672
$2,856.40
$2,856.40
04/21/2022 00:00:00
12199048
$2,856.40
$5,712.80
05/26/2021 00:00:00
11724288
$2,780.97
$2,780.97
03/10/2021 00:00:00
11437939
$2,780.96
$5,561.93
11/25/2020 00:00:00
11417062
$2,482.69
$2,482.69
04/29/2020 00:00:00
11086042
$2,458.11
$4,916.22
10/17/2019 00:00:00
10642745
$3,131.19
$3,131.19
04/23/2019 10:32:00
10499246
$3,131.19
$6,262.38
11/06/2018 00:00:00
10281400
$3,314.34
$3,314.34
05/04/2018 00:00:00
10011536
$3,314.33
$6,628.67
Sales History
Sale Date
Entry
Recording
Sale
Excise
Deed
Transfer
Grantor(Seller)
Grantee(Buyer)
Other
Date
Number
Amount
Number
Type
Type
Parcels
08/03/1999
01/01/1900
$0.00
479357
QC
S
LOUISE
RUTH WATHNE
No
WATHNE
CARTER
CARTER
CARTER
11/05/2018
11/07/2018
$0.00
1181586
WP
S
RUTHANNE K
No
ESTATE
DANIEL PHILIP
_
CARTER
NGUYEN
04/12/2019
04/17/2019
$500,000.00
El18850
W
S
DANIEL
No
PHILIP
NANG DINH
JOHNSTONE
12/27/2021
12/30/2021202112307146
$1,200,000.00
E179359
W
S
NGUYEN
SEAN &
No
NANG DINH
SCHELL
JEANNINE
Property Maps
Neighborhood Code
ITownship
lRange
Isection
lQuarter
1parcel Map
1504000
127
104
108
ISW
jYiew parcel maps for this Township/Range/Section
3/3
31 of 32
12•
wa ok
270 s.f
10' 3i'
r
Cnpy r r r
Conc
230sf Isfr
1449sf
10•
26'
10'
36'
40
r
6-wohn
1387 s f
h r
25' >~
1.
Existing building plan provided by Snohomish County records for Parcel #:00513600000902 for
address- 7300 176th 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.
-L 120
1
y
'yam-•., i..
_
- - r
�.r!� s ,, ,,`'���??C��; , .`ter _^y�yt... `� II �,• w • � �\ +R`..
Jf