APPROVED BLD-BLD2021-0351+Structural_Analysis_or_Calculations+3.9.2021_9.18.34_AM+20824161 of 28
LONGITUDE
ONE TWENTY°
ENGINEERING & DESIGN
calculation Package for
Foundation Stabilization/Lift
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
1315091"PLNE
KIRKLAND, WA 98034-5901
709 71h Ave S
Edmonds, WA 98020
Project no: S201208-2XR
January I8t ; 2021
Prepared for:
R&R Foundation Specialist
3409 McDougall Ave, suite 204
Everett, WA 98201
P: 425.760.5077
CONTACT: MANS THURFJELL, PE
EMAIL: MTHURFJELL@L120ENGINEERING.COM
PHONE: (425) 636-3313
FL12(425) 636-3313
FM 00Engineering.com
11' $fq
c�mn
g
ne
1
S
�9 R
R&R LEVEL SURVEY
See Structural Calculation Package for Additional Requirements
PARCEL NO.
00464500503601
LEGAL DESCRIPTION
KELL000 PLAT OF EDMONDS BLK
005 D-02 THE NIQ LOTS 36-3138- 39
& 40 EXC E 10FT LOT 36 THOF
OWNER NAME & ADDRESS
VENABLE ROBERT A & NANCY
109 ]TH AVE S
EDMONDS, WA M020
TIEACK SPADING & LOAD REQUIREMENTSTABIF
E NG&LOAD REQUIREMTABLE
PGN
TEBAIX•
TEACKIYPE
MAX O.G SPACING,k
MIN TENLON UPAOTY,Nq
PROOFTESTING LOAD,Mq
lOGl10N
ILE
PILE TYPE
TY,kipn
AD, kips
B1WN%IFS
ENOOFFSET
ALLOWABLE LOADING
200%MIN TENSXIN GPAUTY
'MIN ULTIMATE UPAORY)
(MIN ULTIMATE CAPACITY)
200M MIN VERTICALOCAPACIT'j—E—RIOR
TYP
HELICAL
8'-0'
PER PLAN
5.0 k/PILE
10.0 k/PILE
TYP EXTERIOR
3/1
HELICAL/CONCENTRIC
6'-0"
PER PI -AN
22.0 k/PILE
44.0 k/PILE
NOTES: 1-2
HELICAL
N/A
N/A
26.0 k/PILE
52.0 k/PILE
2.0 k/PILE
4.0 k/PILE
�AO2HXMMIAAOOQV
AEDAEDONCATNTPAHAADITIONLFCTOFTFTENSTTNTREU B
SHALL NOT EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE TIEBACK ASSEMBLY. a. MINIMUM AND MAXIMUM INSTALLATION TORQUE FOR HELICAL ASSEMBLIES SHALL BE SPECIFIED BY THE PILE
MANUFACTURER. THEM NIMUM INSTALLATION TORQUE SHALL BE HIGH ENOUGH TO ACHIEVE THE REQUIRED BEARING
CAPACITY LOADING, INCLUDING A SAFETY FACTOR NO LESS THAN 2. THE MAXIMUM INSTALLATION TORQUE SHALL NOT
EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS OR ANY PART OF THE PILE ASSEMBLY. MAXIMUM
INSTALLATION TORQUE RATING OF 8,300FT'LBS FOR A 2-7I8 INCH DIAMETER HELICAL PILE WITH 0.203 INCH SHAFT WALL
THICKNESS PER ESRJ750.
b. FOR HELICAL PILES, PER IDEAL GROUP DWG NO.:2]8TFG, THE ALLOWABLE STRUCTURAL CAPACITY FOR THE 2718"
TRU-FORCE UNDERPINNING BRACKET IS LIMITED TO 30 KIPS.
c. HELICAL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESR-3750.
d. PILE ORANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BYTHE MANUFACTURER FOR ANY PART
OF THEASSEMBLY.
e. MAXIMUM ON -CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN.
I
SITE NOTES
1. VERIFY ALL DIMENSIONS ON SITE.
1 _
2. FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF CONCRETE STEM WALL
PER R&R LEVEL SURVEY.
710 SPRUCE BT
3. REFERTOSTRUCTURALCALCULATIONS PACKAGE DATED JANUARY I8TH,
EDMONDS, WA 98020
2021, FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND REQUIREMENTS.
LEVEL SURVEY PER RAR REPAIR PLAN DATED DECEMBER]TH, 2020. REFER
TO STRUCTURAL CALCULATIONS PACKAGE FOR MODIFICATIONS AND
` ADDITION AL REQUIREMENTS FOR REPAIR PLAN.
5. PARCEL DIMENSIONS PROVIDED BY SNOHOMISH COUNTY. NOT TO SCALE.
PROPERTY LINE AND RESIDENCE LOCATING DIMENSIONS (WITH ASTERISK,')
APPROXIMATED PER SNOHOMISH COUNTY GIS MAPPING TOOLS. NOT TO BE
USED FOR LEGAL PURPOSES.
11. SITE FEATURES AND EXISTING STRUCTURES ON ADJACENT PARCELS NOT
• SHOWN FOR CLARITY.
_3
PRIMARY
<p
ACCESS
=
RESIDENCE
]09 ]TH AVE S
EDMONDS, WA 98020
'
N
Qf
__-
--- ----------
------- ----------------
_ 138'6""
__ ___ _ _
•� PROPERTYLINE AREA OF WORK
I
• r
EDMONDS. WA 98020
NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS.
7f.
I
I
I
111 HEMLOCK ST
EDMONDS, WA 98020
1
IMI
■ EXISTING RESIDENCE STRUCTURE
EXISTING ADJACENT STRUCTURE
_ AREA OF PROPOSED WORK
' PROPERTY LINE
---- APPROXIMATE DIMENSION
�A}
SITE PLAN
PROJECT
LONGITUDE SUBJECT
ONE TWENTYO
ENGINEERING & DESIGN
BY ZT
PROJECT NO. SHEET NO.
1 1:
709 7th Ave S, Edmonds, WA 98020
Foundation Stabilization/Jackin
DATE
1/18/2021
Scope/Objective:
To determine the required pile spacing and geometry to stabilize and lift (where required) the existing structural foundation. These
findings have been based upon the calculated strength of the existing foundation system and the current vertical loading from the
existing structure above (based on as -built assessments).
The R&R Foundation Specialists' (R&R) proposed pile layout can be found in the following pages with structural recommendations
based upon the findings of L120 Engineering & Design.
Note that cosmetic damages to rigid wall coverings/members and siding are expected during a foundation lift. Such cosmetic
damages/cracks are to be repaired by others following the completion of the foundation stabilization and lifting and are not included in
the structural scope presented here.
It should be further noted that L120's scope is limited to the perimeter support systems/continuous footings. The interior crawl -space
support system for the first floor shall be installed per R&R. This could include the use of some or all of the following: longer support
posts, adjustable post -base hardware, and/or the addition of taller wood support members. Settlement in these interior support areas
shall be monitored and further adjustments shall be made if necessary.
Structural Summary:
- The foundation of the residence consists of continuous cast -in -place concrete stem wall and concrete strip footings. Below the footings,
piles are to be spaced at a distance no larger than 6-0" o.c. as indicated on the attached Level Survey.
- End piles shall not exceed the maximum corner offset as specified on the attached Level Survey.
- A maximum allowable loading of 3,549 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 foundation wall also retains approximately 4'-0" of soil. It is restrained at the base by concrete stairs and the structure above at
the top. A single tieback will be installed at the corner of the wall where it has leaned out.
- 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
Helical Pile #3 & Concentric #1 @ 6-0" o.c. ........... 22.0 kip minimum vertical capacity (allowable load)
Helical Pile #142 @ Door ........... 26.0 kip minimum vertical capacity (allowable load)
Concentric Pile #248 @ 6'-0" o.c. ........... 12.0 kip minimum vertical capacity (allowable load)
Helical Tieback Anchors @ 8'-0" o.c. ........... 5.0 kip minimum tensile 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 December 7th, 2020, 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
Elmo W3
GENERAL NOTES
HELICAL PILES & TIEBACKS
1. HELICAL PILES & TIEBACKS SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2015
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 2O15 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 2015 SEATTLE BUILDING CODE (SBC). THE MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200)
PERCENT OF THE SPECIFIED DESIGN LOAD.
3.9W
GENERAL NOTES
CONCENTRIC/DRIVEN PILES
1. "CONCENTRIC" OR DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2015
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 IN ACCORDANCE
WITH SEATTLE DEPARTMENT OF CONSTRUCTION & INSPECTIONS (SDCI) DIRECTOR'S RULE 10-2009 ARE PROVIDED
TO ALLOW FOR USE OF PILES LESS THAN 8 INCHES IN DIAMETER AS REQUIRED BY SECTION 104.5 OF THE SBC.
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 STABIL-
LOC FOUNDATION PIERING SYSTEM. A GEOTECHNICAL SPECIAL INSPECTOR MUST VERIFY AND RECORD THE
FOLLOWING:
A. VERIFICATION OF MANUFACTURER PRODUCT MODEL NUMBERS
B. TYPES, CONFIGURATIONS, AND IDENTIFICATIONS OF HYDRAULICALLY DRIVEN STEEL PIER SEGMENT
AND ADJUSTABLE HEAD ASSEMBLY AS SPECIFIED IN ESR-4121 AND THE CONSTRUCTION DOCUMENTS.
C. INSTALLATION PROCEDURES, ANTICIPATED AND ACTUAL PILING DEPTH
D. TIP ELEVATIONS, THE INSTALLATION PRESSURE AND FINAL DEPTH OF THE DRIVEN FOUNDATION
SYSTEM
E. INCLINATION AND POSITION/LOCATION OF HYDRAULICALLY DRIVEN PIER SEGMENTS
F. COMPLIANCE OF THE INSTALLATION WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THIS
EVALUATION REPORT.
14. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO MEET OTHER
SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE. ABANDON REJECTED PILES AND INSTALL
ADDITIONAL PILES AS REQUIRED.
DRIVEN PILE PROOF TESTING
THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE (3) PERCENT OF
PILES UP TO FIVE (5) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE PROCEDURE OUTLINED IN ASTM
D1143 AND/OR THE 2015 SEATTLE BUILDING CODE (SBC). THE MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200)
PERCENT OF THE SPECIFIED DESIGN LOAD.
Ys W-1
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 114" CONTINUOUS FILLET MINIMUM. USE DRY E70 ELECTRODES. WHERE ON -SITE
WELDING IS REQUIRED, SPECIAL INSPECTION IN ACCORDANCE WITH 2O15 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.
PROJECT
LONGITUDE SUBJECT
ONE TWENTY°
ENGINEERING & DESIGN
BY ZT
PROJECT NO. SHEET NO.
1 1:
709 7th Ave S, Edmonds, WA 98020
Foundation Stabilization/Jacking
DATE 1 /18/2021
Ideal Foundation Systems 2-7/8"0 Helical Pile (0.203-inch wall thickness) -Soil Capacity
• y��
per ESR-3750
DIGGA lOK Drive
Head Pressure
(psi)
Torque,
T
(ft •IbsJ
Torque Correlation factor,
Kt [Compression]
(ft t)
Ultimate Axial Compressive Capacity,
P„ = It,'T
(kips)
Allowable Axial Compressive Copoc/ty,
P. =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
PROJECT
LONGITUDE SUBJECT
ONE TWENTY°
ENGINEERING & DESIGN
BY ZT
PROJECT NO. SHEET NO.
1 1:
709 7th Ave S, Edmonds, WA 98020
Foundation Stabilization/Jacking
DATE
1 /18/2021
Ideal Foundation Systems 2-7/8"0 Helical Pile (0.203-inch wall thickness)
-Soil Capacity per ESR-3750
DIGGA 6K Drive Head
MAX
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 5A of ESR-3750,
the maximum installation torque rating of a 2-7/8"0 helical pile (0.203-inch wall thickness) is 8,300 ft'Ibs. Per Ideal
Manufacturing, Inc., the maximum
installation torque rating of a 2-7/8"0 helical pile (0.203-inch wall thickness) is 8.000 ft'Ibs. 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
Pu = Ultimate axial compressive capacity (in kips) of helical pile
P. = Allowable axial compressive 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
Pressure
(psi)
Torque, T �• �
!bs
Torque Correlation Factor,
Kt
Compression, (ft
Ultimate Axial Compressive
Capacity
P. Kt'T, (kips)
Allowable Axial Compressive
Capacity
P. 0.5'P,,, (kips)
500
1,554
9
14.0
7.0
600
1,865
9
16.8
8.4
700
2,176
9
19.6
9.8
800
2,486
9
22.4
11.2
900
2,797
9
25.2
12.6
1000
3,108
9
28.0
14.0
1100
3,419
9
30.8
15.4
1200
3,730
9
33.6
16.8
1300
4,040
4,351
9
9
36.4
39.2
18-2
1400
19.6
1500
4,662
9
42.0
21.0
1600
4,973
9
44.8
22.4
1700
5,284
9
47.6
23.8
1800
5,594
9
50.3
25.2
1900
5,905
9
53.1
26.6
2000
6,216
9
55.9
28.0
2100
6.527
9
58.7
29.4
L120 ENGINEERING &DESIGN
PROJECT
LONGITUDE SUBJECT
ONE TWENTY°
ENGINEERING & DESIGN
BY ZT
•.
PROJECT NO. SHEET NO.
1 1:
709 7th Ave S, Edmonds, WA 98020
Foundation Stabilization/Jackin
DATE
1 /18/2021
Stnbil-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 Stabil-Loc, 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
z
(in J
Ultimate Axial Compressive
Capacity, P„ =pxA
(kips)
Allowable Axial Compressive
Capacity, Pa=0.5xP„
(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
PROJECT
LONGITUDE SUBJECT
ONE TWENTY°
ENGINEERING & DESIGN
BY ZT
PROJECT NO. SHEET NO.
1 1:
709 7th Ave S, Edmonds, WA 98020
Foundation Stabilization/Jacking
DATE 1/18/2021
Ideal Foundation Systems 1-112 V Helical Tieback - Soil Tension Capacity per ESR-3750
DIGGA 10K Drive Head
Pressure
(psi)
Torque, T
(ft•Ibs)
Torque Correlation Factor, Kt
T
Tension
(ft ')
Ultimate Axial Tensile Capacity,
P � = Kt•T
(kips)
Allowable Axial Tensile Capacity,
P. = 0.5•P„
(idps)
500
1,740
8.5
14.8
7.4
600
2,098
8.5
17.7
8.9
700
2,436
8.5
20.7
10.4
800
2,784
8.5
23.7
11.8
900
3,132
8.5
26.6
13.3
100C
3,480
8.5
29.6
14.8
110C
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
140C
4,872
8.5
41.4
20.7
1500
5,220
8.5
44.4
22.2
1600
5,568
8.5
47.3
23.7
1700
5,916
8.5
50.3
25.1
180C
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 6,980ft•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•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
P„=Ultimate axial tensi le 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
vi i.) 1 kip =1,000 I bs
L120 ENGINEERING & DESIGN
Iffillne V41
Monday, December 7, 2020
SCOPE OF WORK
Crew will install 3" Helical Piles, 3" Concentric Piers, as well as a Helical Tieback with Plate, and lift home to maximum practical
recovery. Crew will drive piles to a maximum 25' after there will be a $20 a foot charge per pile. Crew will Slabjack slab,
homeowner will need to remove furniture and pull back carpet in area that will be slabjacked. All piles will be handheld only.
Crew will remove and replace deck boards. Crew will remove and replace concrete holes.
L120 is in concurrence with pile layout recommended by R&R provided that the proposed layout is followed as marked and piles are installed
with a maximum pile spacing of 6-0" o.c. per the 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 8'-0" o.c. UNO.
2. End piles are to be placed within T-0" from corner as specified below UNO.
=VLL SURVEY
44'
f i
-3/4 -1 3/8 _
LOCATE PILES
WITHIN T-0" FROM
CORNER
-7
= 3" Helical Pile
-
6
-1 7/8
m
i = Helical Tieback
_
5
= 3" Concentric. Pier
-1 1/2
�
(8) PILES @
6'-0" OC MAX
LOCATE PILES2 3/4 --3
n
LOCATE PILES
-1/2 WITHIN 1'-0"
FROM CORNER
IN
WITHIN 1'-0" FROM
DOOR OPENING
_
2
LOCATE TIEBACK 2'-0"
6.5'
MIN AND T-0" MAX
FROM CORNER
cn_ (6
1
1'-6" MIN FROM TOP OF
0
_
1 /04 ��1 /2 1 /4 { -3 1 /
WALL
10, 1
27.5'
6-0"
MAX
r
Deck
(2) PILES @
6'-0" OC MA
�22
15.1'
NOTE: 1-120's scope is limited to the perimeter support systems/continuous footings of the primary structure. All stabilization and replacement efforts of
interior elements, 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 28
Monday, December 7, 2020
guts rHOTOS
Ilk
91 t jr
Front of deck. Crew will remove and replace deck
boards so piles can be installed
Front of home, Piles 1-3 will be installed here by
handheld only. Crew will remove and replace deck
boards.
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
South side of home, Piers 1-8 will be installed here
by handheld only. Crew will remove and replace
concrete holes. Tieback Pile 1 will also be installed
here with plate. Crew will slabjack slab as needed
to raise home.
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
13 of 28
PROJECT NO. NO.
S201208-2XR SSK-01
PROJECT 709 7th Ave S, Edmonds, WA 98020
SUBJECT Installation Detail - Ideal Helical Pile
BY ZT
(E) WOOD FRAMED
FLOOR SYSTEM,
FIELD VERIFY
8" MIN THICKNESS,
CONTRACTOR TO VERIFY
�ry
(DOILL
=aLu
z j
z O
O
U
CV
-"II=1111=1111=1111=1111=IIII=11
V d
'1=1111=IIII=11 •
11=IIII=1111
�- III-1111 n Illlilllllllllllllll
(E) CONTINUOUS
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 1 /18/2021
(E) CONIC STEM WALL
T/STEM WALL =
FIELD VERIFY
T/FIN GRADE _
VARIES
(E) FTG TO BE CUT FLUSH
ITH FACE OF STEM WALL
ITH A 12" MAX WIDTH FOR
INSTALLATION POCKET
T/GONG FTG =
FIELD VERIFY
IDEAL HELICAL PILE & REPAIR
BRACKET ASSEMBLY PER
R&R FOUNDATION SPECIALIST
TO CONFORM TO ESR-3750
L120 ENGINEERING & DESIGN
LONGITUDE
ONE TWENTY
ENGINEERING & DESIGN
14 of 28
PROJECT NO. NO.
S201208-2XR SSK-02
PROJECT 709 7th Ave S, Edmonds, WA 98020
SUBJECT Installation Detail - Stabil-Loc Concentric Pile
BY ZT
(E) WOOD FRAMED
FLOOR SYSTEM,
FIELD VERIFY
8" MIN THICKNESS,
CONTRACTOR TO VERIFY
IIII=1 =IIII=11
it —IIII=1111—
(E) CONTINUOUS
CONIC FOOTING
DATE 1/18/2021
(E) CONIC STEM WALL
�� •. =IIII=_IIII=IIII=_III
� ;IIII=IIII=IIII=IIII=
° a �. =IIII=_IIII=_IIII=11
,IIII—IIII—IIII—IIII—
• =_IIII=_IIII=_IIII=_IIII
• I° IIII=IIII=IIII=IIII=1
d —IIII=_IIII=_IIII=_IIII_=
° .I ' • ,IIII—IIII—IIII—IIII—II
' I =_IIII=_IIII=_IIII=_IIII=
o •1° IIII=IIII=IIII=IIII=1
III=IIII=IIII=IIII=
' ' allll=IIII=IIII=IIII-IIII.
° IIII=IIII=IIII=
' I � : a •. =_IIII=_IIII_=11
IIII=IIII=IIII
' III=IIII=
In n —
__=IIII=IIII=
IIII=IIII=IIII=�
IIII II I=IIII—
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 II �3:
REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT w
CORROSION. � U)
'j,,0
T/STEM WALL =
FIELD VERIFY
T/FIN GRADE _
VARIES
T/GONG FTG =
FIELD VERIFY
WEDGE ANCHORS
PER STABIL-LOC
REQUIREMENTS
STABIL-LOC CONCENTRIC PIER
ASSEMBLY PER R&R FOUNDATION
SPECIALIST TO CONFORM TO ESR-4121
L120 ENGINEERING & DESIGN
LONGITUDE
ONE TWENTY
ENGINEERING & DESIGN
15 of 28
PROJECT NO. NO.
S201208-2XR SSK-03
PROJECT 709 7th Ave S, Edmonds, WA 98020
SUBJECT Retaining Wall - Pile Installation Detail
BY 'T
DATE 1 /18/2021
(E) WOOD FRAMED
WALL SYSTEM TIEBACK ANCHOR
DETAIL PER SSK-04
(E) CONC
SLAB -ON -GRADE
T/(E) SOG = /I T/WALL
,
FIELD VERIFY d 9
d I �
1
IIII=IIII=IIII=IIII=IIII=IIII IIII=IIII=IIII-11-�1
IIII=IIII=IIII=IIII=IIII= III=IIII =IIII=IIII�IIII —d _ ; TIEBACK ANCHOR
IIII=IIII=IIII=IIII=IIII IIII=IIII=IIII=Ilq=1 I POINT OF INSTALLATION
'=IIII=IIII=IIII=IIII= III=IIII=IIII=IIII= I
III—IIII—IIII—IIII=IIII IIII—IIII= —I ° ' d �
(E) FOUNDATION WALL
W1,
=8" MIN THICKNESS
=III C7 11=IIII=IIII=IIII=1 ° .
Q w =IIII=IIII=IIII=IIII FIELD VERIFY
IIII=III � = 11=IIII=IIII=IIII=1
IIII=_ = o =IIII=IIII=IIII=IIII °
11=_IIII= o z II=_IIII=_IIII=_IIII=1 °
'IIII=1' � Q =IIII=IIII=IIII=IIII .
=IIII= 11=IIII=IIII=IIII=1 EXTERIOR
'III=1 Lu =IIII=IIII=IIII=IIII
I_IIIIIIIII—_,,,,_� II=_IIII=_IIII=_IIII=1 d •.
—IIII—IIII—IIII—IIII d
'IIII=IIII=IIII IIII=IIII=IIII=IIII=1 � .
IIII-IIII- III=IIII=IIII=IIII-IIII () E CONCRETE STAIR
II=IIII=IIII IIII=IIII=IIII=IIII=1 ° ' d
'llI=IIII= III=IIII=IIII=IIII=IIII •
-IIII=IIII IIII=IIII=IIII=IIII=1 � .
-IIII= III=IIII=IIII=IIII=IIII T/CONCRETE
IIII— III—IIII—IIII—IIII—IIII d d d d
-IIII IIII=IIII=IIII=IIII=1 � � � '
—IIII—IIII=1 d d d dlII—IIII—IIII—IIII
IIII=IIII=111'-
(E) CONIC FOOTING - —IIII=IIII III=IIII=IIII
IIII=IIII--
11=IIII=IIII III=IIII=11
NOTES: III=IIII=IIII=IIII=IIII=IIII=IIII=IIII=IIII=IIII=11''
1. CONTRACTOR TO VERIFY NOTED MINIMUM EXIST��I,IIII=IIII=IIII=IIII=IIII=IIII=IIII=IIII=''
=IIII=IIII=rill=IIII=IIII=IIII=i"'-
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
PROJECT
SUBJECT
BY -I
16 of 28
PROJECT NO. NO.
S201208-2XR SSK-04
709 7th Ave S, Edmonds, WA 98020
Retaining Wall - Pile Installation Detail
DATE 1/18/2021
' d 11=IIII=IIII=IIII=IIII=
(E) FOUNDATION WALL, IIII=IIII=IIII=IIII=IIII.
8"MIN THICKNESS, I1=Ii11=Ii11=IiI1=IiI1=u FILL CUTOUT WITH
Ii11=Ii11=Ii11=Ii11=IIII STRUCTURAL GROUT
FIELD VERIFY d 11=IIII=IIII=IIII=IIII=
lilt=rill=rill=rill- POST -INSTALLATION
• 11=IIII=IIII=IIII= _
IIII=IIII=IIII-_=11� TIE -BACK ANCHOR
' d •. 11=IIII=IIII= =IIII=I
IIII=IIII= =IIII=IIII= ADAPTER AND
� 11=IIII=� =IIII== I
�QIi11=i =IIII-rillIIII— 11- WASHERS PER R&R
\p � ° ' d •. II=1 =IIII=_III _IIII=
=IIII=1 —IIII=1i
=IIII==Ii11=1iI1= HELICAL TIE -BACK
=IIII=Fill=Fill= ANCHOR PER R&R
11= 11=IIII=IIII=IIII= I.
J III=IIII=IIII=IIII=1
G 11=IIII=IIII=IIII
=III —i'
IIII=1111=1111=IIII I I' HORIZONTAL PLANE
ITl TIT= FIT I1 0 (MIN) THRD ROD IIII=1 I= INCLINATION ANGLE,
W/ STD NUT IIII_ IIII=15° MIN, 30° MAX
° d •.11=_IIII=__ =IIII IIII_._.
d IIII—IIII—II III—IIII—IIII=,.
• 11=IIII=IIII=IIII= I=III —IIII=1
PL1/2" x 6" x a + 1° IIII=IIII=IIII=IIII= III=IIII=
d •.11=IIII=IIII=IIII=IIII=III 1=IIII=IIII=IIII=
BEARING PLATE, IIII=IIII=IIII=IIII=IIII= 11= =11 1=IIII=III
CTRD AT CUTOUT 11=IIII=IIII=IIII=IIII=IIII=IIII=1 III=IIII=
. ° IIII=IIII=IIII=IIII=IIII=IIII=IIII=III II=IIII
° d •.II=IIII=IIII=IIII=' "=IIII=IIII=IIII= III=i
IIII=IIII=III' ''I�=IIII=IIII=11 =1''
• 11=IIII=IIII= '-IIII=IIII=11'
• IIII=IIII=11
' d •. 11=IIII=IIII-
d IIII—IIII—I.
• 11=IIII=IIII=_
. ° IIII=IIII=IIII
' d 11=IIII=IIII-
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
1 1/2 X 1
SLOT(TYP)
2 7/8" TRUFORCE BRKT BASE GALV.
TOP
2 7/8 TRUFORCE BRKT BASE GALV.
FRONT"
TRUFORCE UNDERPINNING BRACKET FOR 2 7/8" PILE SHAFT
7'Y2
-- +
1 1/2 X 1
2 7/8" TRUFORCE BRKT T-BRKT GALV. SLOT (TYP)
TOP
-10
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.I 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.
8. 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
401DEAL
Group
278TFG
THE INFORMATION CONTAINED IN THIS
DRAWING IS THE SOLE PROPERTY OF
IDEAL MANUFACTURING, INC. ANY
REPRODUCTION IN PART OR AS A
WHOLE WITHOUT WRITTEN
PERMISSION OF IDEAL
MANUFACTURING, INC. IS PROHIBITED.
SHEET 1 OF 1
A
1 1 2 W
ULTEMA CAPACITY IIS740.7EXCEEKIPS IMUM TORQUE NOT AS ON A CAPACITY TO 2 7/8" O.D. X 0.203'' W.T. HELICAL LEADS & EXTENSIONS
TORQUE RATIO OF kt = 9 FT-1
ICC-ES AC358 -REPORT #ESR-3750
[L]
EXTENSION FLIGHTED EXTENSION FLIGHTED EXTENSION
(EX: 278203EXT[L]G) SINGLE HELIX (SH) DOUBLE HELIX (DH)
(EX: 278203FESH[L][Di]X[T]G) (EX: 278203FEDH[L][DID2]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.
pa
I
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][D'D2D3]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
PICTURE PARKWAY
STER, NY 14580
789-48101 WWW.IDL-GRP.COM
NOT TO SCALE
ALL UNITS IN INCHES U.N.O.
3
401DEAL
Group
278203
SINGLE
HELIX
EXTENSION
TRIPLE
HELIX
LEAD
TIP CUT
AT 45°
THE INFORMATION CONTAINED IN THIS
DRAWING IS THE SOLE PROPERTY OF
IDEAL MANUFACTURING, INC. ANY
REPRODUCTION IN PART OR AS A
WHOLE WITHOUT WRITTEN
PERMISSION OF IDEAL
MANUFACTURING, INC. IS PROHIBITED.
SHEET 1 OF 1
B
19 of 28
ESR-4121 I Most Widely Accepted and Trusted
• rooms
2-1+'# a�' rr
(2Ki DHDk AT q
ESP INS WEDGE A90f0'6
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I
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I
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01. 0
I
• OUTER PER
I
SEGYETIS
I
T`P1CAL 114ER
I
R31 SEOIENT
ROUND HSS
F
2.5152m
ASI4 A500--I4
G.0
I STMTTER
� Ayagv
I
BEDIM OR OTHER
NIITAHF S1RA'A
S'ARTER
ASSODLY
PIER ASSEMBLY
STABIL-LOC SYSTM, LLC
DATE: B-12-18
FIGURE 1—STABIL-LOC FOUNDATION PIERING SYSTEM
OUTLINE OF
BEARING
o:
ARING
PLATE I
HSS2.375xO.188
CUT TO FIT &
INSTALL AFTER
COMPLETED PIER
INSTALLATION
1 N 4
I
I I
12 PLAIN VIEW R10xAx18 BETWEEN
BRG t & FOOTING
„*—FOOTING
�2-4"O IT 3.5" MIN,
FSR 1 96 WFDLN I
ESR 1396 WFDG=
ANCHORS
HOLES
SHIM
BLOCK
PLATE
ASSEMBLED INNER
& OUTER PIER
SEGMENTS
HEAD ASSEMBLY
S-ABIL,X SYS7EMS. L1C
FIGURE 2—STABIL-LOCI FOUNDATION PIERING SYSTEM ADJUSTABLE HEAD ASSEMBLY
PROJECT
LONGITUDE SUBJECT
ONE TWENTYO
ENGINEERING & DESIGN
Maximum loading on grade beam determined
based on building geometry, and through
conservative assumptions regarding span
lengths and support walls/foundation. Basically,
all concrete walls assumed full tributary span of
floor members and roof members.
Design code: IBC 2015
Roof LL (snow ground): 25 psf
Floor LL: 40 psf
Floor/Roof DL: 15 psf
Wall DL: 12 psf
4' Ht Conc Wall DL: 150pcf x 392 in2 = 409 plf
* see following pages for area calc
Helical Pile #143 & Concentric #1
Roof Trib = 0.5*40' = 20'
Floor Trib = 0.5*20' = 10'
Deck Trib = 2*5' = 10'
Typical Flr Ht = 20'
Helical Pile #142
0.5*10' hdr span +0.5*6' = 8' Trib
Concentric Pile #248
Roof Trib = 2' trib + 2' overhand = 4'
Floor Trib = 0.5*20' = 10'
Typical Flr Ht = 20'
BY ZT
Helical Pile #3 & Concentric #1
Case 1: Point Load (6' Span)
Pile Reaction = 3140 plf * 6' = 18.9 k
Pile Reaction w/ SW = 3549 plf * 6' = 21.3 k
Case 2: Uniform Load
DL = 12*20 +15*(20+2*10+10) = 990 plf
LL = 40*10*2 + 60*10 = 1400 plf
SL (snow) = 25*(20+10) = 750 plf
Total load = DL+LL+SL = 3140 plf
Total load w/ SW = 3140 + 409 = 3549 plf
Refer to attached calculations for analysis.
Helical Pile #142
Point Load (8' trib)
Pile Reaction = 3140 plf * 8' = 25.2 k
Refer to attached calculations for analysis.
Main.
PROJECT NO. SHEET NO.
1 1:
709 7th Ave S, Edmonds, WA 98020
Foundation Stabilization/Jacki
DATE
1 /18/2021
- - - - - - - - - - - - - - - - ----------------
L/2 L/2
Concentric #248
Case 1: Point Load (6' Span)
Pile Reaction = 1500 plf * 6' = 9.0 k
Pile Reaction w/ SW = 1909 plf * 6' = 11.2 k
Case 2: Uniform Load
DL = 12*20 +15*(4+2*10) = 600 plf
LL = 40*10*2 = 800 plf
SL (snow) = 25*4 = 100 plf
Total load = DL+LL+SL = 1500 plf
Total load w/ SW = 1500+409 = 1909 plf
Refer to attached calculations for analysis.
RIFY
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" o.c..
R&R to verify 4'-0" minimum concrete wall height at all pile installation locations.
L120 ENGINEERING & DESIGN
21 of 28
LONGITUDE
ONE TWENTY
ENGINEERING & DESIGN
Assumed Soil Parameters
Soil Density, p = 135 pcf
Friction Angle, cp = 30 deg
At Rest ko = 1 - sincp
At Rest ko = 0.50
Active ka = (1 - sin(p)/(1 + sin(p)
Active ka = 0.33
7 --• 0• = I = = E 0•
S201208-2XR SSK-003
PROJECT 709 7th Ave S, Edmonds, WA 98020
SUBJECT 4'-0" Retaining Wall
BY DATE 1 /18/2021
Surcharge, w = 60psf
Seismic
10H
Force Calculations
Surcharge
w*ka
At Rest Max Press = H*p*ko
At Rest Press = 4' *135pcf *0.5= 270 psf
Po = 0.5*270psf*4' = 540 plf
Surcharge Pressure = w*ka = 60psf*0.33
Psur = 20 psf * 4' = 80 plf
Eq Pressure = 10H = 10 * 4' = 40 psf
Peq = 40psf * 4' =160 plf
Mbase = - RU_anch*2.5' + 540*1.33' + (80+160)*2' = 0
R,_a,,h = 480 plf Horiz
Tan,h = 480 plf / cos(30°) = 555 plf Tension
Anchors A 8'-0"oc = 4.5 k per anchor
L120 ENGINEERING & DESIGN
22 of 28
Project Number:
Plan Name:
Sheet Numbec
S201208-2XR
709 7th Ave S Edmonds
Engineer:
Subject:
Date:
zT
4ft Unreinforced Conc Beam
1/18/2021
DEMAND CALCULATION
number of stories
#
Custom
span
L
6.0 ft
[max on -center pile spacing]
concrete area
A
392 in2
*see attached
concrete self weight
SW
408 plf
[Includes total height w/o ACI14 §14.5.1.7 redux]
Pt DL
DL
5.94 k
= 6.0 ft * 990
Pt LL
LL
8.40 k
= 6.0 ft * 1400
Pt LLr
LLr
4.50 k
= 6.0 ft * 750
moment from DL
MDL
10,748 lb-ft
129.0 k-in
moment from LL
MLL
12,600 lb-ft
151.2 k-in
moment from SL
MLLr
6,750 lb-ft
81.0 k-in
factored moment
MLRFD
180.6 Wn
1.4DL
MLRFD
437.2Wn
1.2DL + 1.6LL + 0.55L
MLRFD
435.6 Wn
1.2DL+ 1.6SL+ LL
controlling factored moment
M„
437.2 Wn
factored shear
VLRFD
5.9 k
1.4DL
VLRFD
12.9k
1.2DL + 1.6LL + 0.55L
VLRFD
12.8 k
1.2DL+ 1.6SL+ LL
controlling factored shear
V.
12.9 It
controlling factored bearing
B„
12.9 k
[R=V for SS beam]
STRENGTH CALCULATION
concrete strength
f'c
2.5ksi
assumed
light wt concrete mod. factor
A
1
normal weight concrete
flexure strength red. factor
brie,
0.9
tension -controlled
ACI14 [Table 21.2.11
shear strength red. factor
shear
0.75
ACI14 [Table 21.2.11
bearing strength red. factor
.y .0a g
0.65
ACI14 [Table 21.2.11
moment ofineritia
I,
73,974 in4
*see attached
elastic section modulus
Sm
3,397 in3
*see attached
tens fiber to NA
c
24.2 in
*see attached
nom flexure strength (T controls)
M"
849.3 k-in
Mn = 52Vf7cSm
ACI 318-14 [Eq. 14.5.2.1a]
nom flexure strength(C controls)
M"
7,218.6 k-in
M. = 0.85f'S
ACI 318-14 [Eq. 14.5.2.1b]
RESIDENTIAL CONCRETE
Mr,
1,273.9 k-in
Mn = 7.55dVf7cSm CONTROLS
ACI 332-14 [Eq. 8.2.1.1]
flexure strength
(Wn
> Mu OK
D/C= 38.13%
1,146.5 k-in
nom shear strength
V„
26.1 k
Vn = A fc * A
ACI14 [Table 14.5.5.1 (a)]
3
shear strength
(V"
19.6 k
> V. OK
D/C= 65.71%
loaded bearing area
Ai
74 in2
[IDEAL 2-7/8" Tru-Force Underpinning Bracket]
supporting surface bearing area
Ai
74 in2
[If the supporting surface is > than loaded area]
nom bearing strength
B"
156.6 k
0.85j,.'A
ACI14 [Table 14.5.6.1(c)]
bearing strength
cl�Bn
101.8 k
> Bu OK
D/C= 12.65%
Additional Verification Calc:
max concrete tensile strength
max beam tensile stress
fr 375 psi fr = 7.SA fc
Fr 143 psi Ft - (M * c)/
Lxx
f, > Ft OK
ACI 14 [Eq. 19.2.3.1]
23 of 28
Project Number:
Plan Name:
Sheet Number:
s201208-2XR
709 7th Ave S Edmonds
Engineer:
Subject:
Date:
ZT
4ft Unreinforced Conc Beam
1/18/2021
Final Section Properties
Total Area
392.0 in12
Ixx
73,974.2 in^4
Sxx : - Y
3.397.13 in"3
lyy
2,570-55 in^4
Sxx : +Y
3,053,70 in^3
Calculated final C.G. distance from Datum
X cg Dist.
0.0 in
Zxx
4,693.99 in^3
Syy : - X
428.425 in^3
Syy : +X
428.425 in 3
Y cg Dist.
0.0 in
Zyy
$56.0 in^3
Edge Distances from CG. ;
r xx
13.737 in
+X
6.0 in
.Y
24.224 in
r yy
2.561 in
-X
-6.0 in
-Y
in
Rotation of All Components @ . 0 00 deg CCW
v XCG
� t
r �
r
` CISPer AC1316 14 Section 14 5.1.7
Y
General Shapes
- i #1 Xcg = 0.000 In Ycg = 0.000 in Rotation = 0 deg CCW
Top Flange Width = 8.000in Top Flange Th-ck = 12.0001n Web Thickness = 8.000in
Bottom Flange Wid 12 OOOm Bottom Flange Thi 6,000in Top Height = 46.000In
MznWV
Appendix
Parcel Details
Photographs
1/17/2021 25 of 28
SnohomishOnline Government Information & Services
County -A,
Washinaton
Property Account Summary
1/17/2021
Parcel Number 100484500503601 lProperty Address 1709 7TH AVE S, EDMONDS, WA 98020-4012
`General Information
Property Description
KELLOGG PLAT OF EDMONDS BLK 005 D-02 - THE N1/2 LOTS 36-37-38- 39 & 40
EXC E IOFT LOT 36 THOF
Property Category
Land and Improvements
Status
Active, Locally Assessed
Tax Code Area
00210
Property Characteristics
Use Code I I I Single Family Residence - Detached
Unit of Measure Acre(s)
Size (eross) 0.18
Related Propertie
No Related Properties Found
Partie
I (Role I PercentIName (Address I I
(Taxpayer
Owner�
Property Values
100 VENABLE ROBERT 709 7TH AVE S, EDMONDS, WA 98020
AMENABLE NANCY
100 VENABLE ROBERT A & 709 7TH AVE S, EDMONDS, WA 98020-
NANCY 4012 United States
Value Type
Tax Year
2020
Tax Year
2019
Tax Year
2018
Tax Year
2017
Tax Year
2016
Taxable Value Regular
$1,021,700
$983,600
$854,000
$777,600
$731,100
Exemption Amount Regular
Market Total
$1,021,700
$983,600
$854,000
$777,600
$731,100
Assessed Value
$1,021,700
$983,600
$854,000
$777,600
$731,100
Market Land
$618,400
$602,400
$510,700
$459,000
$420,600
Market Improvement
$403,300
$381,200
$343,300
$318,600
$310,500
Personal Property
Active Exemptions
No Exemptions Found
Events W W i
Effective Entry Date-
Type
Remarks
Date Time
11/16/2020
11/16/2020
Excise Processed
Temporary Excise: T127533 Finalized to: E151314
16:05:01
11/09/2020
11/17/2020
Recording No.
Property Transfer Filing No.: E151314, Statutory Warranty Deed, new Recording No.:
14:00:00
Changed
202011167070 11/09/2020 by sasset
11/09/2020
11/17/2020
Owner
Property Transfer Filing No.: E151314 11/09/2020 by sasset
14:00:00
Terminated
11/09/2020
11/17/2020
lOwner Added
iProperty Transfer Filing No.: E151314 11/09/2020 by sasset
1 /17/2021
Levy Rate History
4.. IPV
Tax Year
Total Levy Rate
2020
9.337975
2019
9.270960
2018
10.730353
Real Property Structures
Description Year Built More Info
1 Story w/Basement IDwelling 1975 View Detai
709 7th Ave S Edmonds
0 56 113 Feet 1/17/2021 O
S^ Snohomish County
Assessor W.15hill9tol,
:- -----------------•-•-•----`,
Legend
Parcel
Recent Sales 2020
Recent Sales 2019
Recent Sales 2018
City Boundary
County Park
National Forest
Water
Street Types
Interstate
State Route
Local Road
All maps, data, and information set forth herein ("Data"), are for illustrative purposes only and are
not to be considered an oficial citation to, or representation of, the Snohomish County Code.
Amendments and updates to the Data, together with other applicable County Cede provisions,
may apply which are not depicted herein. Snohomish County makes no representation or
warranty concespmg the cement, accuracy, cogency, completeness or quality of the Data
contained herein and expressly disclaims any warranty of merchantability or fitness for any
particular purpose. All persons accessing or otherwise using this Data assume all responsibility for
se thereof and agree to hold Snohomish County harmless from and against any damages, loss,
calm or liability arising out of any error, defect or emissioncontained within said Data.
Washington State Law, Ch. 42.56 RCW, prohibits state and local agencies from providing access
to lists of intlivitluals intended for use for commercial purposes and, thus, no commercial use may
be made of any Data comprising lists of individuals contained herein.
N)
0
N)
00
28 of 28
W ON
Oki,
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