APPROVED PLN BLD BLD2024-0473+Architectural_Plan+4.9.2024_1.19.21_PM+41857051 of 29
RECEIVED
BLD2024-0473
4/11 /2024
CITY OF EDMONDS
DEVELOPMENT
SERVICES
DEPARTMENT
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
APPROVED BY PLANNING
May 15 2024
STRUCTURAL ENGINEER
APPROVED
PLANS MUST BE
ON JOB SITE
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
City Of Edmonds
Building Department
work Foundation Stabilization
Address 16012 74th Place W
Owner Pittman and Taylor
Approved Date 5/ 3 0/ 2 0 2 4------
--------------
Building Official Do-ptarll pskaAL
------------
------
Permit Number B L D 2 0 2 4— 0 4 7 3
Calculation Package for
Foundation Stablllzatlon
L120 ENGINEERING & DESIGN
1315091s'PLNE
16012 74th F1 W
Edmonds, WA 98026
Project no: S230718-1XR
September 2a- ; 2023
Prepared for:
R&R Foundation Specialist
3409 McDougall Ave, suite 204
Everett, WA 98201
P: 425.760.5077
KIRKLAND, WA 98034-5901
CONTACT: MANS THURFJELL, PE
EMAIL: MTHURFJELL@L120ENGINEERING.COM
PHONE: (425) 636-3313
(425) 636-3313
L120Engineering.com
9
J
Q
O
O
Q
Z
--_._ - PROPERTY LINE
-------------------
(E)STRUCTURE
DETTACHED GARAGE _
ffi ,, SU PILES B 6' OC MAX .
(2) PILEUS (j 6, QE MPX c e (2) PILE, 5,((� 6',OC
DECK
PARCEL NO.
00513105800100
LEGAL DESCRIPTION
MEADOWDALE BEACH BLK 058 D-00 - LOTS
1-2-3 TGW TH PTN VAC 74TH PL W LY ADJ
THRTOPER CITY OF ED ORD NO 2797 REC
AF NO 9010110127 LESS ANY PTN LY WHIN
AS BUILT 75TH PL W PER SWD TO CITY ED
REC AF NO 9010110122
OWNER NAME & ADDRESS
TAYLOR JEFFREY G & PITTMAN JEFFREY 0
16012 74th PI W
EdRronds, WA 98026
!S;;::� ----------------------------------------- PROPERTYLINE
PILESPACINGSLOAO REWIRMEMSTABLE —
MAXO.C.SPACINO,R
MINVERTICALCAPACRY,Mp�
PROOFTESTINULOAD,Lip�
PILES
PILETYPE
BTVM
PILES
END
OFFSET
ALLOWABLE LOADING
2 MINVERTN:ALCAPACRY
(MINULTIMATECAPAC"
LOCATION
1
DRNEN
6-0'
60 Lip
120 kip
PER PLAN
1-18
HELICAL
6'd
Td
&DLip
160Lip
PER PL-N
NOTES:
e. MINIMUM AND MAXIMUM INSTALLATION TORQUE FOR HELICAL ASSEMBLIES SHALL BE SPECIFIED BY THE PILE
EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS OR ANY PART OF THE PILE ASSEMBLY. MAXIMUM
INSTALLATION TORQUE RATING OF 8,300FPLBS FOR A 2-7181NCH DIAMETER HELICAL PILE WITH 0.203INCH SHAFT WALL
THICKNESS PER ESR3750.
b. FOR HELICAL PILES, PER IDEAL GROUP DWG NI 278TFG, THE ALLOWABLE STRUCTURAL CAPACITY FOR THE 2716
TRU-FORCE UNDERPINNING BRACKET IS LIMITED TO N KIPS.
c. HELICAL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESR3750.
A. CONCENTRIC DRIVEN PILES AS MANUFACTURED BY STABIL{OC SYSTEMS, LLC, IN ACCORDANCE WITH ESR-4121.
e. PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR ANY PART
OF THE ASSEMBLY.
T. MAXIMUM ON CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATON UNLESS NOTED OTHERWISE ON PLAN.
e. MINIMUM ONE LOAD TEST PER LOAD CONFIGURATION.
74th PL W
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 ARE TO OUTSIDE FACE OF CONCRETE STEM WALL
PER R&R FOUNDATION SPECIALIST (R&R) LEVEL SURVEY.
3. REFER TO STRUCTURAL CALCULATIONSPACKAGEBY L120 DATED NOV 14,
OU, FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND
REQUIREMENTS.
4. LEVEL SURVEY PER RBR PROPOSAL DATED SEP 2,2022. REFER TO
STRUCTUPoIL 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.
PROPERTYDIMENSIONS PRE APPROXIMATE FOR REPRESENTATIVE
PURPOSES ONLY. NOT TO SCALE. NOT TO BE USED FOR LEGAL PURPOSES
B. SITE FEATURES AND SOME EXISTING STRUCTURES ON ADJACENT PARCELS
NOTSHOWN FOR CLARITY.
7. GEOTECHNICAL SPECIAL INSPECTOR TO BE CONTINUOUSLY PRESENT
DURING ALL PILE INSTALLATION AND TESTING.
B. PILES SHALL BE INSTALLED TO A MINIMUM EMBEDMENT OF IO-0'PRIOR TO
9. MAXEXCAVATIONOFTr. HaESHALLBEDUGATFACHPILELOCATION
SITE PLAN LEGEND
EXISTING RESIDENCE STRUCTURE
EXISTING ADJACENT STRUCTURE
AREA OF PROPOSED WORK
---
PROPERTY LINE
APPROXIMATE DIMENSION
1
HELICAL PILE
n,
t
DRIVEN PILE
SITE PLAN
3 of 29
PROJECT NO. SHEET NO.
S230718-1
PROJECT 16012 74th PI W, Edmonds, WA
LONGITUDE SUBJECT
ONE TWENTYO
ENGINEERING & DESIGN
BY PAM
Foundation Stabilization
DATE
09/20/23
Scope/Objective:
To determine the required pile spacing and geometry to stabilize the existing structural foundation. These findings have been based
upon the calculated strength of the existing foundation system and the current vertical loading from the existing structure above (based
on as -built assessments).
The R&R Foundation Specialists' (R&R) proposed pile layout can be found in the following pages with structural recommendations
based upon the findings of L120 Engineering & Design.
Note that cosmetic damages to rigid wall coverings/members and siding are expected during a foundation lift. Such cosmetic
damages/cracks are to be repaired by others following the completion of the foundation stabilization and lifting and are not included in
the structural scope presented here.
It should be further noted that L120's scope is limited to the perimeter support systems/continuous footings. The interior crawl -space
support system for the first floor shall be installed per R&R. This could include the use of some or all of the following: longer support
posts, adjustable post -base hardware, and/or the addition of taller wood support members. Settlement in these interior support areas
shall be monitored and further adjustments shall be made if necessary.
Structural Summary:
- The foundation of the residence consists of continuous cast -in -place concrete stem wall and concrete strip footings. Below the footings,
piles are to be spaced at a distance no larger than 6'-0" on -center at the locations indicated on the attached Level Survey. Piles 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 1,300 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:
Driven Pile 1 .................. 6 kip minimum vertical capacity (allowable load)
Helical Piles 1-18 ............ 8 kip minimum vertical capacity (allowable load)
Note: Refer to the attached General Notes for additional requirements.
- As determined by R&R, the site appears to have no lateral (horizontal) displacements or concerns. As such, the analysis and
recommendations presented in this report have been strictly limited to vertical stabilization/jacking. If lateral movement is observed or
expected additional structural analysis will be required.
- Structural recommendations contained in this package are based on site photographs, dated May 30, 2023, and the geotechnical
report, dated September 19, 2023, by Cobalt Geosciences. Both the photographs and geotechnical report were provided by R&R and
are included within this package.
Please inform L120 of site -specific conditions that were unconsidered by, may conflict with, or otherwise compromise the
recommendations contained within this package, including, but not limited to, water drainage, slope stability, existing structural damage,
or existing subsurface obstructions. In this instance, the structural assumptions, recommendations, and scope for this project will need
to be revisited to consider and address the new findings
Refer to the following pages for pile and connection specifications.
L120 ENGINEERING & DESIGN
4 of 29
GENERAL NOTES
HELICAL PILES
1. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2018
INTERNATIONAL BUILDING CODE (IBC).
2. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY IDEAL MANUFACTURING, INC., AND
SHALL BE IN ACCORDANCE WITH ESR-3750.
3. ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE WITH
ESR-3750.
4. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES
ACCEPTANCE CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING
POLYMER (EAA) COATINGS (AC228).
5. ALL HELICAL FOUNDATION COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE
REINFORCING STEEL, BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING
COMPONENTS PER AC358 SECTION 3.9.
6. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS.
7. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED.
8. HELICAL PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE
OF INCLINATION OF +/- 1 DEGREE FROM VERTICAL PER SECTION 4.2.1 OF ESR-3750.
9. MONITOR AND RECORD DEPTH OF PILE PENETRATION. PROVIDE TORQUE MONITORING DEVICE
AS PART OF THE INSTALLING UNIT. MONITOR AND RECORD TORQUE APPLIED DURING THE
INSTALLATION OF EACH PILE AT SPECIFIC DEPTHS.
10. HELICAL PILES SHALL BE INSTALLED TO THE MINIMUM 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 2012 IBC SECTION 1705.9
MUST BE PROVIDED FOR THE INSTALLATION OF THE HELICAL PILES AND FOUNDATION
BRACKETS. ITEMS TO BE RECORDED AND CONFIRMED BY THE SPECIAL INSPECTOR MUST
INCLUDE THE FOLLOWING:
A. PRODUCT MANUFACTURER
B. MANUFACTURER'S CERTIFICATION OF THE INSTALLERS
C. PRODUCT TYPE AND CONFIGURATIONS FOR HELICAL PILE LEAD SHAFT SECTIONS,
EXTENSIONS, BRACKETS, BOLTS, THREADED RODS, NUTS, WASHERS, AND TORQUES AS
SPECIFIED IN THIS REPORT AND THE CONSTRUCTION DOCUMENTS
D. INSTALLATION PROCEDURES FOR THE HELICAL PILE SHAFT, INSTALLATION EQUIPMENT
USED, AND THE IDEAL FOUNDATION SYSTEMS INSTALLATION INSTRUCTIONS
E. ANTICIPATED AND ACTUAL PILING DEPTH
F. REQUIRED TARGET INSTALLATION TORQUE OF PILES AND MINIMUM DEPTH OF INSTALLATION
G. INCLINATION AND POSITION OF PILES, TOP OF PILE EXTENSION IN FULL CONTACT WITH
BRACKET, TIGHTNESS OF ALL BOLTS AND EVIDENCE THAT THE PILE FOUNDATION SYSTEMS
ARE INSTALLED BY AN APPROVED IDEAL FOUNDATION SYSTEMS INSTALLER.
16. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO
MEET OTHER SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE. ABANDON
REJECTED PILES AND INSTALL ADDITIONAL PILES AS REQUIRED.
HELICAL PILE PROOF TESTING
THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE
(3) PERCENT OF PILES UP TO FIVE (5) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE
PROCEDURE OUTLINED IN ASTM D1143 AND/OR THE 2018 INTERNATIONAL BUILDING CODE (IBC). THE
MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
5 of 29
GENERAL NOTES
CONCENTRIC/DRIVEN PILES
1. "CONCENTRIC' OR DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE
WITH THE 2018 INTERNATIONAL BUILDING CODE (IBC).
2. IT IS RECOGNIZED THAT THE SEATTLE BUILDING CODE (SBC) REQUIRES 8 INCH MINIMUM
DIAMETER PIPE FOR PIPE PILE INSTALLATION. THE APPROPRIATE ANALYSIS/EVALUATION AND
TESTING REQUIREMENTS ARE PROVIDED FOR USE OF PILES
LESS THAN 8 INCHES IN DIAMETER AS REQUIRED BY SECTION 104.5 OF THE IBC.
3. DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED BY STABIL-LOC SYSTEMS, LLC, AND
SHALL BE IN ACCORDANCE WITH ESR-4121.
4. ALL MATERIAL PROPERTIES OF DRIVEN PILE COMPONENTS SHALL COMPLY WITH ESR-4121.
5. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES
ACCEPTANCE CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING
POLYMER (EAA) COATINGS (AC228).
6. ALL PILE COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE REINFORCING
STEEL, BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING COMPONENTS PER
AC358 SECTION 3.9.
7. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS.
8. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED.
9. DRIVEN PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE
OF INCLINATION OF 1 DEGREE FROM VERTICAL PER SECTION 5.7 OF ESR-4121.
10. DRIVEN PILES SHALL BE INSTALLED TO THE MINIMUM FORCE REQUIRED TO PROVIDE THE
MINIMUM REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF SAFETY NO
LESS THAN TWO (2). THE MAXIMUM INSTALLATION FORCE SHALL NOT EXCEED THE ALLOWABLE
CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE ASSEMBLY.
11. ALL BRACKETS AND PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY TO
ACHIEVE THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS
THAN TWO (2).
12. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED
WITHOUT WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION.
13. SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION 1705.7 IS REQUIRED FOR INSTALLATION
OF THE STABILLOC FOUNDATION PIERING SYSTEM. A GEOTECHNICAL SPECIAL INSPECTOR MUST
VERIFY AND RECORD THE FOLLOWING:
A. VERIFICATION OF MANUFACTURER PRODUCT MODEL NUMBERS
B. TYPES, CONFIGURATIONS, AND IDENTIFICATIONS OF HYDRAULICALLY DRIVEN STEEL PIER
SEGMENT AND ADJUSTABLE HEAD ASSEMBLY AS SPECIFIED IN ESR-4121 AND THE
CONSTRUCTION DOCUMENTS.
C. INSTALLATION PROCEDURES, ANTICIPATED AND ACTUAL PILING DEPTH
D. TIP ELEVATIONS, THE INSTALLATION PRESSURE AND FINAL DEPTH OF THE DRIVEN
FOUNDATION SYSTEM
E. INCLINATION AND POSITION/LOCATION OF HYDRAULICALLY DRIVEN PIER SEGMENTS
H. COMPLIANCE OF THE INSTALLATION WITH THE APPROVED CONSTRUCTION DOCUMENTS
AND THIS EVALUATION REPORT.
14. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO
MEET OTHER SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE. ABANDON
REJECTED PILES AND INSTALL ADDITIONAL PILES AS REQUIRED.
DRIVEN PILE PROOF TESTING
THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE
(3) PERCENT OF PILES UP TO FIVE (5) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE
PROCEDURE OUTLINED IN ASTM D1143 AND/OR THE 2018 INTERNATIONAL BUILDING CODE (IBC). THE
MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
6 of 29
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.
7 of 29
PROJECT NO. SHEET NO.
S230718-1
PROJECT 16012 74th PI W, Edmonds, WA
LONGITUDE SUBJECT
ONE TWENTY°
ENGINEERING & DESIGN
BY PAM
Foundation Stabilization
DATE 09/20/23
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, I(,
Ultimate Axial Compressive
Allowable Axial Compressive
L120 ENGINEERING &DESIGN
8 of 29
PROJECT NO. SHEET NO.
S230718-1
PROJECT 16012 74th PI W, Edmonds, WA
LONGITUDE SUBJECT
ONE TWENTY°
ENGINEERING & DESIGN
BY PAM
Foundation Stabilization
DATE
09/20/23
*
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
9 of 29
PROJECT NO. SHEET NO.
S230718-1
PROJECT 16012 74th PI W, Edmonds, WA
LONGITUDE SUBJECT
ONE TWENTY°
ENGINEERING & DESIGN
BY PAM
Foundation Stabilization
DATE
09/20/23
Stabil-Loc 2-7/8"0
i.) Power Team C25C Hydraulic Cylinder effective cylinder area has from manufacturer cut sheets
ii.) Piles shall reach a pressure 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.
III.) Referto ESR-4121 and Stobil-Coc, Inc. documents for additional information and requirements.
iv.) 1 kip =1,000 Ibs
Concentric Pier -Soil Capacity per by Installation Pressure
Power TeamC25C
Hydraulic Cylinder
Pressure,p
(psi)
Cylinder Effective Area, A
(in1)
Ultimate Axial Compressive
Capacity, P„ =p'A
(kips)
Allowable Axial Compressive
Capacity, Pa=0.5;P,
(kips)
1,000
5.15
5.2
2.6
1,500
5.15
7.7
3.9
2,000
5.15
10.3
5.2
2,500
5.15
12.9
6.4
3,000
5.15
15.5
7.7
3,500
5.15
13.0
9.0
4,000
5.15
20.6
10.3
4,500
5.15
23.2
11.6
5,000
5.15
25.3
12.9
5,500
5.15
23.3
14.2
6,000
5.15
30.9
15.5
6,500
5.15
33.5
16.7
7,000
5.15
36.1
13.0
7,500
5.15
33.6
19.3
8,000
5.15
41.2
20.6
3,500
5.15
43.3
21.9
9,000
5.15
46.4
23.2
9,500
5.15
43.9
24.5
L120 ENGINEERING &DESIGN
10 of 29
Tuesday, May 30, 2023
SCOPE OF WORK
R&R CREW RESPONSIBILITIES & DETAILS:
�.11j"IM7,1116
- Crew will install 18 3" Helical Piles & 1 3" Stable-Loc pile to stabilize structure only.
- Crew will also install 4 carbon fiber stitch repairs at the designated locations where pre-existing cracks are located in
foundation.
- Crew will remove & replace 9 (roughly 2x2 area's) in designated slab Walkways to allow for pile installation.
- Crawlspace Height is 24"-12" tall
- Footing Depth is T-6' deep
- Crawlspace access is located on interior
HOMEOWNER RESPONSIBILITIES:
- Have necessary landscaping & plants removed in designated locations piles will be installed prior to crew's arrival.
ADDITIONAL INFO:
- 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 Geotechnical Engineer and or a WABO certified special
inspector billed at additional fees depending on municipality.
- 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
11 of 29
Tuesday, May 30, 2023
ELEVATION MAP
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. Refer to attached SSK-01 & SSK-02.
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 T-0" as marked.
- Back Decking - --
B. 11' 21'
-11/8 -7/8 - -1 1/4 8 00 X -3/4
------
--------------- LOCATE PILE WITHIN <
SW wall 6"-2' T OF CORNER f�F�X
U 1
� 18
U 1 5/8 < Crawlspace oist's Run
A-8
1 1 /4 1 /4
Joist's Run -t err c1 Ad iiGn_- U
OI �1/4 27' -1 U
W
21/4 4 7' J Stem wall6"x2'
13 @Chimney -
W a 2o7/8 U -3 -2 1 /8 -/ Ma1/2
16
23/4 1 31/4 J Basement 1LOCATE PILE WITHIN
Cl) 1 ' 12 513' a 3' OF CORNER MAX
LOCATE PILE WITHIN 1 1/2 � 3/ s 5/8 7 6Jrry
T OF CORNER MAX 11 x 10 27 8 w (2) PILES @ = 3" Stable-Loc Pile
(2) PILES @ 6' OC MAX in 6' OC MAX �= 3" Helical Pile
m 7. 1� = Carbon Fiber Stitch Repair
3 LOCATE PILE WITHIN On Existing Cracks In Foundation
E T OF CORNER MAXJoist's spaced 18"O.0
T5)
PILES @ 6' OC MAX
i
NOTE: L120's scope is limited to the perimeter support systems/continuous footings of the primary structure. All stabilization and replacement efforts of
exterior decks and deck supporting elements are outside of 1-120's contract and scope and are not addressed in this package. - L120
12 of 29
Tuesday, May 30, 2023
JOB PHOTOS
s. l�Jy
y:.^ � i� ;u P " �►�r Lys ri( j,,y'+1✓
.,' .r� yri • dui. 11� v' T dMl
1�141, MIM� Z
Helical piles #1-3 will be installed along the north side
of home's foundation. Crew, excavate, roughly 2x2
areas in locations where piles will be placed. Crew will
lay plastic for all excavated, soils and debris.
Helical piles #7-11 will be installed here along the east
interior basement wall as specified on the elevation
map. Crews will also be removing a roughly 2x2 area in
the interior slab to drill them out you little piles.
1
Helical piles #4-6 will be installed along the Northeast
exterior section of homes foundation as specified in
elevation map. Crew will need to remove and replace 1 2x2
area in slab walkway to drill and mount helical pile #6.
Homeowners will remove any landscaping prior to crews
arrival if wishing to preserve and avoid damaging
landscaping in locations where piles are located.
�§ M� r9
Helical piles #12-14 will be installed along the south and
west interior foundation walls as specified on elevation
map. Crew will also install one carbon fiber stitch repair at
the designated location where pre-existing crack is located
on the foundation.
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 29
Tuesday, May 30, 2023
JUH PHOTOS
Helical pile #15 will be installed here along the
designated location specified in Elevation map, crew
may switch to stable-loc piling if space is not adequate
to drill helical piling.
t_—
Flu
�_ A
Stable-Loc pile #1 will be installed here along the
interior of addition's crawlspace at the designated
locations specified on elevation map.
.. 7j,'�
FOUNDATION SPECIALIST
%/,
Helical Piles #15-18 will be installed along the South side of
home's addition at the specified locations designated on
elevation map. Homeowner will need to remove any
landscaping wishing to preserve in locations where helical
piles will be placed along this location.
i iris ' -
��1
a �-
�1 y -
Crew will also install 3 carbon fiber stitch repairs at the
designated locations where pre-existing cracks are located
in foundation.
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 29
PROJECT NO. NO.
S230718-1XR SSK-01
PROJECT 16012 74th PI W, Edmonds, WA
LONGITUDE SUBJECT
ONE TWENTY
ENGINEERING & DESIGN
BY PAM
(E) WOOD FRAMED
FLOOR SYSTEM,
FIELD VERIFY
Foundation Stabilization
_o
8" MIN THICKNESS, P
CONTRACTOR TO VERIFY
ry °
LJ O v d
Lu U °
= Q w
^z�>
G z O
0 d
cv U
N .
V d
lid=IIII=IIII=IIII=IIII=IIII=IIII=_ d d .
— 111-IIII=IIII=IIII=IIII=III 411 M.I1
—IIII—_IIII—_IIII—_. �' d dll
IIII—IIII—III d d '�`—`
-II11-IIII-
III=IIII=III °
=IIII=IIII IIII=_IIII=_IIII=_
III=IIII=IIII=IIII=
(E) CONTINUOUS 1�=IIII=IIII=IIII=IIII_
—„
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.
3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL
REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT
CORROSION.
DATE
09/20/23
(E) CONIC STEM WALL
T/STEM WALL =
FIELD VERIFY
T/FIN GRADE
IIII=IIII=IIII=IIII. VARIES
1=IIII=IIII=IIII=11
IIII=IIII=IIII=IIII (E) FTG TO BE CUT FLUSH
1=IIII=IIII=IIII=
IIII=IIII=IIII=IIII_ WITH FACE OF STEM WALL
1=IIII=IIII=IIII=11
IIII-IIII-IIII-� = WITH A 12" MAX WIDTH FOR
1=_IIII=1111=_III _1111 INSTALLATION POCKET
IIII=IIII=IIII IIII=
1=IIII=IIII— II=III
'',IIII=IIII=1 =IIII=
1— III=111 _IIII=IIII- T/CONC FTG —
11=IIII-IIII- FIELD VERIFY
IIII=IIII=IIII
11=_IIII=_1.111—
IIII—IIII 11-IIII- (2) 1/211 DIAMETER TITEN HD
IIIIIIIIIIIIIIII ANCHORS W/ MIN 4"
1 =IIII=IIII EMBEDMENT INTO SIDE OF
111=j1 - FOOTING. CONTRACTOR/MFR
TO PROVIDE ANCHOR HOLES
WITHIN MIDDLE THIRD OF
BRACKET, MAINTAINING 3"
EDGE DISTANCE
IDEAL HELICAL PILE & REPAIR
BRACKET ASSEMBLY PER
R&R FOUNDATION SPECIALIST
TO CONFORM TO ESR-3750
2-7/8" SHAFT W/ 10" DIAM
DOUBLE HELIX W/ 3" PITCH
L120 ENGINEERING & DESIGN
15 of 29
PROJECT NO. NO.
S230718-1 XR SSK-02
PROJECT 16012 74th PI W, Edmonds, WA
LONGITUDE SUBJECT
ONE TWENTY
ENGINEERING & DESIGN
BY PAM
Foundation Stabilization
(E) WOOD FRAMED
FLOOR SYSTEM,
FIELD VERIFY\ ----------
--------------------
8" MIN THICKNESS,
CONTRACTOR TO VERIFY
DATE 09/20/23
(E) CONIC STEM WALL
T/STEM WALL =
FIELD VERIFY
T/FIN GRADE =h
III=IIII=IIII=IIII= VARIES
IIII=IIII=IIII=IIII
'° IIII=IIII=IIII=IIII=
—IIII=_IIII=_IIII=11
P � ,IIII—IIII—IIII—IIII—
. ' =IIII=IIII=IIII=IIII_
° IIII=IIII=IIII=IIII=11
° 1 �. =IIII=_IIII=_IIII=_IIII=
,IIII—IIII—IIII—IIII—I
• =IIII=IIII=IIII=IIII=
v • 1° IIII=IIII=IIII=IIII=11
=IIII=IIII=IIII=IIII= T/CONC FTG -
' ,I� lill-rill-ll FIELD VERIFY
° IIII—IIII—IIII-
-till-_lilt_-1' WEDGE ANCHORS
a .I a allll=IIII=IIII
IIII=IIII— 111=IIII -
''11= 11=IIII=1I
(E) CONTINUOUS =IIII-IIII-
CONC FOOTING
NOTES:
1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION
DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE
NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET.
2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A
CORROSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT
ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING J
SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION a
PER ASTM 153/A123. II
3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL w U-1
REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT a U)
CORROSION. '4 '4
PER STABIL-LOC
III=IIII=1i' REQUIREMENTS
III=IIII=till=fill=
_ _IIII=IIII= IIII=
III IIII=111'—
STABIL-LOC CONCENTRIC PIER
ASSEMBLY PER R&R FOUNDATION
SPECIALIST TO CONFORM TO ESR-4121
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
8
O
M
IV
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
rKvrKIC I AKT HIVU U ivr1UCIV I1H1
THE INFORMATION CONTAINED IN THIS
DRAWING IS THE SOLE PROPERTY OF
:KED
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
18 of 29
ESR-4121 I Most Widely Accepted and Trusted
PLATE
ROUND
4=375 IM
CUT -0 ETT E
ICTALL AFTER
QIF ETEO PER
NS'MUTIOA
Te
I�aYw
0 HEDGE
EDfL IE IT
CUT I, HER k
OUTS HSS AT
17' FinISC O4
R� EOO
T141CAL OUTER
PER SEAM
RDIIID Im
7d79A.217
ASI4 A5OD-13
AS:f WHIM NIER
GR. B
k OUTER PER
SEG4E4'S
STARTER
F Ayagv
I
emRM OR ORIER
I 9UTTAfli SWA
T"
P31
R
2
ASI4
PIER ASSEMBLY
STABL-LOC S751E115, 11C
ELATE 8-12-18
FIGURE 1—STABIL-LOC FOUNDATION PIERING SYSTEM
OUTUNC
' 1
BEARING tt PLAN V1EW rVOxhx18 B_IWEEN
PLATE / BRG E & FOOTING
BEARING
PLATL
HSS2.375x0.188
CUT TO FIT &
INSTALL AFTER
COMPLETED PIER
INSTALLATION
7A 0 H01 FS
.w,---FOOTING
2—WO x 3.5' AKIN.
FSR 1 E6 WEDLN I
ESR 1396 MIEDGF
ANCHORS
BLOCK
PLA IL
ASSEMBLED INNER
& OUTER PIER
SEGMENTS
HEAD ASSEMBLY
STABIL-LOC VFW. LLC
FIGURE 2—STABIL-LOC"FOUNDATION PIERING SYSTEM ADJUSTABLE HEAD ASSEMBLY
19 of 29
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
S230718-1
PROJECT 16012 74th PI W, Edmonds, WA
SUBJECT Foundation Stabilization
LOAD ANALYSIS: IBC 2018 - 1-Story Building
6' SPAN Driven Pile 1
Deck LL: 60 psf
Floor LL: 40psf
Floor/Deck DL: 15psf
Wall DL: 12psf
Deck Trib = 0.5*10' max span = 5'
Floor Trib = 0.5*6' max span = 3'
Typical Flr Ht = 10' x 1 stories = 10'
wpL = 15psf*(5'+3')+12psf*10' = 0.24 klf
wLL= 60psf*5'+40psf*3' = 0.42 klf
WSTEM = 0.25klf
wTL.A„ew. = D+L+Stem = 0.24kif + 0.42kif + 0.25kif = 0.91 klf
DATE
09/20/23
---------------------- ---------------------------
L/2 L/2 - IL
6' Span PoE = 0.24klf * 6' = 1.5 k
6' Span PEE = 0.42klf * 6' = 2.6 k 21-2"
6' Span PITEM = 0.25klf * 6' = 1.5 k ( 1$"+ $")
6' Span PTE.A„ow.=1.5k+2.6k+1.5k=5.6k
Case 1: Point Load
6'-0" Span: (Conc Only)
Pt Load = 6k
Refer to attached calculations for
analysis.
Case 2: Uniform Load
6'-0" Span: (Conc Only)
Uniform Load
DL = 500 plf
LL = 420 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".
L120 ENGINEERING & DESIGN
20 of 29
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
S230718-1
PROJECT 16012 74th PI W, Edmonds, WA
SUBJECT Foundation Stabilization
LOAD ANALYSIS: IBC 2018 - 1-Story Building
6' SPAN Helical Piles MAX TRIB Condition
Roof LL (snow ground): 25 psf
Floor LL: 40psf
Floor/Roof DL: 15psf
Wall DL: 12psf
Roof Trib = 0.5*24' max span = 12'
Floor Trib = 0.5*16' max span = 8'
Typical Flr Ht = 10' x 1 stories = 10'
wpL = 15psf*(12'+8')+12psf*10' = 0.42 klf
wLL= 25psf* 1 2'+40psf*8' = 0.62 klf
WSTEM = 0.25klf
wTL.A„ew. = D+L+Stem = 0.42kif + 0.62kif + 0.25kif = 1.3kif
DATE
09/20/23
---------------------- ---------------------------
L/2 L/2 - IL
6' Span PoE = 0.42klf * 6' = 2.6 k
6' Span PEE = 0.62klf * 6' = 3.8 k 21-2"
6' Span PITEM = 0.25klf * 6' = 1.5 k (1$11+ $")
6' Span PTE.A„ow.=2.6k+3.8k+1.5k=7.9k
Case 1: Point Load
6'-0" Span: (Conc Only)
Pt Load = 8k
Refer to attached calculations for
analysis.
Case 2: Uniform Load
6'-0" Span: (Conc Only)
Uniform Load
DL = 670 plf
LL = 320 plf
LL, (snow) = 300 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".
L120 ENGINEERING & DESIGN
21 of 29
PROJECT NO. SHEET NO.
S230718-1
PROJECT 16012 74th PI W, Edmonds, WA
LONGITUDE SUBJECT
ONE TWENTYO
ENGINEERING & DESIGN
BY PAM
Foundation Stabilization
DATE 09/20/23
FOUNDATION LOADING
------------ ----------------- --------------
0
0
M
-1111-III 1111=1111=1111=1111=1111=1111=IIII=1111 III-1111=1111=1111=1111=1111=1111=IIII=11 1111=IIII=1111
IIII=1=IIII-iln-1111=�111=II11=IIII=1111= I 1=1111=1111=1111=1111=1111=1111=IIII=1111 111=IIII=1111=
6'-0" OC 6'-0" OC
PILE PILE PILE
As illustrated above, the concrete compression cone extending from each pile will expand to cover the
full length of any wall with a height greater than 1/2 of the pile spacing.
Therefore an unreinforced wall with minimum height of 3'-0" can span between piles spaced at 6'-0"oc.
L120 ENGINEERING & DESIGN
22 of 29
Project Number:
Plan Name:
Shee[ Number:
S230718-lXR
16012 74th P1 W
Engineer:
Subject:
Date:
PAM
26" Unreinforced Conc Beam
9/20/2023
DEMAND CALCULATION
number ofstories
#
Istories
span
L
6.0 ft
[max on -center pile spacing]
concrete area
A
216 in2
*see attached
concrete self weight
SW
225 plf
[Includes total height w/o ACI14 §14.5.1.7 redux]
w DL
DL
420 plf
[1-story loading]
w LL
LL
320 plf
[1-story loading]
w LLr
LLr
300 plf
[1-story loading]
**Assuming a single span between 2 piles
- in reality continuous spans
between piles will have reduced moments**
momentfrom DL
MDL
2,903 lb-ft
34.8 k-in
momentfrom LL
MLL
1,440 lb-ft
17.3 k-in
Mmax = ewlx
momentfrom SL
MLI
1,350 lb-ft
16.2 k-in
shearfrom DL
VDL
1,935 lb
1.94k
shearfrom LL
VLL
960 lb
0.96 k
vmax = ZwL
shearfrom SL
VL1
900 lb
0.90k
factored moment
MLRFD
48.8 k-in
1.4DL
MLRFD
77.5 k-in
1.2DL + 1.6LL + 0.5SL
MLRFD
85.0 k-in
1.2DL + 1.6SL + LL
controllingfoctored moment
MR
85.0 k-in
factoredshear
VLRFD
2.7k
1.4DL
VLRFD
4.3k
1.2DL + 1.6LL + 0.5SL
VLRFD
4.7k
1.2DL + 1.6SL + LL
controlling factored shear
V.
4.7 k
controlling factored bearing
BR
4.7 k
Bmax = vmax
STRENGTH CALCULATION
concrete strength
f'c
2.5 ksi
assumed
light wt concrete mod. factor
A
1
normal weight concrete
flexure strength red. factor
IN.
0.6
ACI 318-14 [Table 21.2.1]
shear strength red. factor
Ch...
0.6
ACI 318-14 [Table 21.2.1]
bearing strength red. factor
�hear;Rg
0.6
ACI 318-14 [Table 21.2.1]
*Note that per AC1318-14 Ch. 27.3.2 a phi factor of
D.8 can be used if dimensions and material properties are confirmed.
moment of ineritio
Ip
11,016 in4
*see attached
elastic section modulus
Sm
1,001 in3
*see attached
tensfiber to NA
c
13.0 in
*see attached
nom flexure strength (Tcontrols)
Mn
250.3 k-in
M. = 52.V-f7cSm
CONTROLS ACI 318-14 [Eq. 14.5.2.1a]
nomflexure strength(C controls)
Mn
2,127.1 k-in
M,=0.85fS
ACI 318-14[Eq. 14.5.2.1b]
RESIDENTIAL CONCRETE
Mn
375.4 k-in
Mn = 7.55z1VfcSm
X ACI 332-14 [Eq. 8.2.1.1] - not utilized
flexure strength
„
150.2 k-in
> Mu OK
D/C= 56.61%
nom shear strength
V„
14.4 k
V.= * A
ACI14 [Table 14.5.5.1(a)]
32VfTc
shearstrength
4,V"
8.6 k
> Vu OK
D/C= 54.65%
loaded bearing area
Ar
74 in2
[IDEAL 2-7/8" Tru-Force Underpinning Bracket]
supporting surface bearing area
Az
74 in2
[If the supporting surface is> than loaded area]
nom bearing strength
B„
156.6 k
0.85fA L
ACI14 [Table 14.5.6.1(c)]
bearing strength
T-
94.0 k
> Bu OK
D/C= 5.03%
Additional Verification Calc:
max concrete tensile strength fr 375 psi %r = 7,$� ACI 318-14 [Eq. 19.2.3.1]
max beam tensile stress F, 100 psi Ft = (M * c)/fxx
f, > Ft OK
23 of 29
Project Number:
Plan Name:
Shee[ Number:
S230718-1XR
16012 74th PI W
Engineer.
Subject:
Date:
PAM
26" Unreinforced Conc Beam
9/20/2023
Final Section Proverties
Total Area
216.0 inA2
Ixx
11.016.0 inA4
Sxx : - Y
1,001.45 inA3
lyy
1,631.93 inA4
Sxx : +Y
847.38 inA3
Calculated final C.G. distance from Datum :
X cg Dist. 0.0 in
Zxx
1.349.99 inA3
Syy : - X
271.988 inA3
SYY : +X
271.988 inA3
Y cg Dist.
0.0 in
Zyy
504.0 inA3
Edge Distances from CG.:
r xx
7.141 in
+X
6.0 in
+Y
13.0 in
r ri
2.749 in
-X
-6.0 in
-Y
in
Rotation of All Components Ca. 0.00 deg CCW
`v
N
zo n
t\1 Zv XCG
1
L L
_ 1
CV I 1
cc - - _ _ Per AC114 §14.5.1.7
- 1 : pl Xcg = 0.000 in Ycg = 0.000 in Rotation = 0 deg CCW
Top Flange Width : 8.000in Top Flange Thick = 8.000in Web Thickness = 8.000in
Bottom Flange Wid 12.000in Bottom Flange Thi, 6.000in Top Height - 24.000in
24 of 29
Appendix
Parcel Details
& Photographs
25 of 29
SnohomishOnline Government Information & Services
County 4)�
Washinqton
Property Account Summary
9/20/2023
Parcel Number 00513105800100 Property Address 16012 74TH PL W, EDMONDS, WA 98026-4518
General Information
MEADOWDALE BEACH BLK 058 D-00 - LOTS 1-2-3 TGW TH
Property Description
PTN VAC 74TH PL W LY ADJ THRTOPER CITY OF ED ORD NO
2797 REC AF NO 9010110127 LESS ANY PTN LY WHN AS BUILT
75TH PL W PER SWD TO CITY ED REC AF NO 9010110122
Property Category
Land and Improvements
Status
Active, Locally Assessed
Tax Code Area
100217
I Property Characteristics I
Use Code
I I I Single Family Residence - Detached
Unit of Measure
Acre(s)
Size (gross)
0.52
Parties
Role
Percent
Name
Address
Taxpayer
100
TAYLOR JEFFREY
G/PITTMAN JEFFREY O
16012 74TH PL W, EDMONDS,
WA 98026
Owner
100
TAYLOR JEFFREY G &
PITTMAN JEFFREY O
16012 74TH PL W, EDMONDS,
WA 98026-4518 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 Yeac
201S
Taxable Value Regular
$1,530,000
$1,074,600
$1,068,000
$991,400
$895,50(
Exemption Amount Regular
Market Total
$1,530,000
$1,074,600
$1,068,000
$991,400
$895,50(
Assessed Value
$1,530,000
$1,074,600
$1,068,000
$991,400
$895,50(
Market Land
$1,218,100
$809,300
$821,000
$758,900
$661,80(
Market Improvement
$311,900
$265,300
$247,000
$232,500
$233,70(
Personal Property
Active Exemptions
No Exemptions Found
26 of 29
Events
Effective Entry Date-
Type
Remarks
Date Time
12/08/2016
12/08/2016
Excise Processed
Temporary Excise: T050214 Finalized to: E077451
13:23:42
12/05/2016
01/18/2017
Owner Terminated
Property Transfer Filing No.: E077451 12/05/2016 by sasset
13:59:00
12/05/2016
01/18/2017
Owner Added
Property Transfer Filing No.: E077451 12/05/2016 by sasset
13:59:00
12/05/2016
12/08/2016
Excise Processed
Property Transfer Filing No.: T050214, submitted by eREET
13:23:00
12/05/2016 by ASCEREET
03/07/2014
03/07/2014
Excise Processed
Temporary Excise: T005863 Finalized to: E034638
14:31:37
03/06/2014
03/11/2014
Owner Terminated
Property Transfer Filing No.: E034638 03/06/2014 by sasset
07:41:00
03/06/2014
03/11/2014
Owner Added
Property Transfer Filing No.: E034638 03/06/2014 by sasset
07:41:00
03/06/2014
03/07/2014
Excise Processed
Property Transfer Filing No.: T005863, submitted by eREET
14:31:00
03/06/2014 by ASCEREET
08/16/2006
08/31/2006
Owner Terminated
Property Transfer Filing No.: 108066 08/16/2006 by sasset
14:34:00
08/16/2006
08/31/2006
Owner Added
Property Transfer Filing No.: 108066 08/16/2006 by sasset
14:34:00
08/16/2006
08/23/2006
Taxpayer Changed
Property Transfer Filing No.: 108066 08/16/2006 by strwjt
13:25:00
08/16/2006
08/21/2006
Excise Processed
Property Transfer Filing No.: 108066, Bargain and Sale Deed
16:05:00
08/16/2006 by strphb
Party/Property Relationship by strssl
04/27/2006
04/27/2006
Taxpayer Changed
11:53:00
03/30/2006
03/30/2006
Tax Bill
Senior Exemption Denied for 2006 performed by strpac
11:35:00
Recalculation
Tax Balance
Installments Pa able
Tax Year
Installment
iDue Date
I Principall
Interest, Penalties and Costsl
Total Duel
Cumulative Due
2023
2
10/31/2023
1 $5,206.691
$0.001
$5,206.691
$5,206.69
Distribution of Current Taxes
Voted
Non -
District
Rate
Amount
Amount
Voted
Amount
CENTRAL PUGET SOUND REGIONAL TRANSIT AUT
0.16
$238.31
$0.00
$238.31
CITY OF EDMONDS
0.96
$1,470.93
$421.11
$1,049.82
EDMONDS SCHOOL DISTRICT NO 15
2.62
$4,006.12
$4,006.12
$0.00
PUB HOSP #2
0.05
$70.83
$0.00
$70.83
SNO-ISLE INTERCOUNTY RURAL LIBRARY
0.31
$475.63
$0.00
$475.63
SNOHOMISH COUNTY-CNT
0.48
$730.50
$0.00
$730.50
STATE
2.23
$3,411.00
$0.00
$3,411.00
SNOHOMISH CONSERVATION DISTRICT
$10.05
$0.00
$10.05
TOTAL
6.80
$10,413.37
$4,427.23
$5,986.14
Pending Property Values
27 of 29
Pending
Market Land
Market
Improvement
Market Total
Current Use
Current Use
Current Use
Tax Year
Value
Value
Value
Land Value
Improvement
Total Value
20241
$1,066,300.00
$255,000.00
$1,321,300.00
$0.00
$0.00
$0.001
Levy Rate History
Tax Year
Total Levy Rate
2022
8.270203
2021
8.207334
2020
9.276512
Real Property Structures
Description
IType
IYear Built
IMore Information
1 1/2 Story w/Basement
IDwelling
11932
IView Detailed Structure Information
Receipts
Date
Receipt No.
Amount Applied
Amount Due
04/18/2023 00:00:00
12785750
$5,206.68
$10,413.37
10/18/2022 11:18:00
12342173
$4,447.61
$4,447.61
04/21/2022 00:00:00
12231556
$4,447.60
$8,895.21
10/13/202116:18:00
11773557
$4,386.74
$4,386.74
04/20/202100:00:00
11528406
$4,386.73
$8,773.47
10/16/2020 00:00:00
11202818
$4,602.39
$4,602.39
04/15/2020 00:00:00
10930641
$4,602.39
$9,204.78
10/09/2019 00:00:00
10624043
$4,124.83
$4,124.83
03/26/2019 00:00:00
10327294
$4,124.83
$8,249.66
10/11/2018 00:00:00
10064603
$4,385.27
$4,385.27
04/18/2018 00:00:00
9808689
$4,385.26
$8,770.53
Sales History
Sale Date
08/16/2006
03/06/2014
12/05/2016
Entry
Recording
Sale
Excise
Deed
Transfer
Grantor(Seller)
Grantee(Buyer)
Other
Date
Number
Amount
Number
Type
Type
Parcels
WIGGINS
KITSAK
08/21/2006
$850,000.00108066
X
S
PHYLLIS H
MIKHAIL &
No
ESTATE
LARISA
KITSAK
MERTEN
03/07/2014
$582,000.00
E034638
W
S
MIKHAIL &
JEFFREYA &
No
LARISA
DEBRA
TAYLOR
MERTEN
JEFFREY G &
12/08/2016
$840,000.00
E077451
W
S
JEFFREY A &
No
DEBRA
PITTMAN
JEFFREY O
Property Maps
Code
ITownship
Range
Section
lQuarter
Parcel Map
INeighborhood
1504000
127
104
05
ISW
View parcel maps for this Township/Range/Section I
28 of 29
1 are Poop"
f
3r
I Mr
tM 6.1
i
lot i
Existing building plan provided by Snohomish County records for Parcel #:00513105800100 for
address: 16012 74th PI W, Edmonds, WA 98026
Note that analysis assumptions such as building geometry, tributary areas, and loading were
determined through examination of these photographs and industry knowledge of standard
construction practices.
-L120
29 of 29
II !lfiilll:Illi1114P1�.
...................
Photographs provided by R&R. Note that analysis assumptions such as building geometry, tributary
areas, and loading were determined through examination of these photographs and industry
knowledge of standard construction practices.
-1_120