REVIEWED BLD2022-0174+Structural_Analysis_or_Calculations+2.15.2022_1.44.26_PM+26823201 of 25
REVIEWED
BY
CITY OF EDMONDS
ri
LONGITUDE
ONE TWENTY°
ENGINEERING, & DESIGN
Calculation Package for
Foundation Stabilization/Lift
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
13150 91s' PL NE
KI RKLAN D, WA 98034-5901
7719173'd St SW
Edmonds, WA 98026
Project no: S211026-2XR
,January 171 202I
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
RECEIVED
Feb 15 2022
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91.RTYOPE
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PARCEL NO.
i00681fi00000100
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LEGAL DESCRIPTION
TALBOT GLEN BLK DOD
i
D-00-LOT1
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OWNER NAME &
ADDRESS
GRID E DONALD C
]]151]3RD STREET SW
EDMONDS, WA 98036
(E) CHIMNEY
EA OF WORK
\, II �,I RESIDENCE
1L ]]151]3RD STREET SW
EDMONDS, WA 98026
113RD ST SW
o�
SITE PLAN LEGEND
EXISTING RESIDENCE STRUCTURE
EXISTING ADJACENT STRUCTURE
AREA OF PROPOSED WORK
PROPERTY LINE
---- APPROXIMATE DIMENSION
PILE SPACING
& LOAD REQUIREMENTS TABLE
MAXO.C.SPACING,ft
MIN VERTICALCAPACRY, kips
PROOF TESTING LOAD, kips
PILE III
PILE TYPE
BTWN PILESEND
OFFSET
ALLOWABLE LOADING
20WLMIN VERTICAL CAPACITY
(MIN ULTIMATE CAPACITY
LOCATION
173
4fi
172
HELICAL
CONCENTRIC
6'-0"
PER PLAN
PER PLAN
11.0 k/PILE
22.0 k/PILE
EXTERIOR',
14.0 k/PILE
28.0 k/PILE
--- R
EXTERIOR
24.0 k/PILE
48.0 k/PILE
CHIMNEY
a. MINIMUM AND MAXIMUM INSTALLATION TORQUE FOR HELICAL ASSEMBLIES SHALL BE SPECIFIED BY THE PILE
MANUFACTURER. THE MINIMUM INSTALLATION TORQUE SHALL BE HIGH ENOUGH TO ACHIEVE THE REQUIRED BEARING
CAPACITY LOADING, INCLUDING A SAFETY FACTOR NO LESS THAN 2. THE MAXIMUM INSTALLATION TORQUE SHALL NOT
EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS OR ANY PART OF THE PILE ASSEMBLY. MAXIMUM
INSTALLATION TORQUE RATING OF 8,300FT-LBS FOR A 2-7/8 INCH DIAMETER HELICAL PILE WITH 0.203 INCH SHAFT WALL
THICKNESS PER ESR-3750.
b. FOR HELICAL PILES, PER IDEAL GROUP DWG NO.:2]8TFG, THE ALLOWABLE STRUCTURAL CAPACITY FOR THE 27AE
TRU-FORCE UNDERPINNING BRACKET IS LIMITED TO 30 KIPS.
c. HELICAL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESR-3150.
d. PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR ANY PART
OF THEASSEMBLY.
e. MAXIMUM ON -CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN.
1. VERIFY ALL DIMENSIONS ON SITE.
2 FOUNDATION DIMENSIONS ARETO OUTSIDE FACE OF CONCRETE STEM WALL PER FAR LEVEL SURVEY.
3. REFERTOTHEFOLLOWING DETAILS FOR ADDITIONAL INFORMATION:
HELICAL PILES ....................................... MG-1.1
DRIVEN PILES ......................................... ZSD1.1
4. REFER TO STRUCTURAL CALCULATONS PACKAGE DATED JANUARY I7IH,2022, FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND
TL1 REQUIREMENTS.
I� B ADDLEVELTONAL REQUIREMENTS
RFAR EMENTSAIR PLAN DATED SEPTEMBER 30TH, 2021, REFER TO STRUCTURAL CALCUTATIONS PACKAGE FOR MODIFICATIONS AND
✓� ADDITIONAL REQUIREMENTS FOR REPAIR PLAN.
6. MINIMUM PILE DIAMETER SHALL BE 2-7Ie'.
]. IT IS ACCEPTABLE TO INSTALL PILES AT THE SPACING SHOWN WITH 3 O'6"TOLERANCE TO ALLOW FOR UNEXPECTED OBSTRUCTIONS ENCOUNTERED
DURING PILE INSTALLATION PROVIDED THAT NOTING ADJACENTSPPNS EXCEED THE SPACING LIMITATION AS INDICATED ON LEVEL SURVEY.
8. IF REQUIRED, ALL SUPPLEMENTAL CHANNELS TO SPPN FROM PILETO PILE AND EXTEND MIN 6' PAST SUPPORTING PILE EA ENO.
8. IF REOUIRED, ALL SUPPLEMENTALCHANNELS TO BE ANCHORED TO THE FOUNDATION WITH LB" DIAM. x 4' SIMPSON TTEN HD SCREW ANCHORS (OR
ED EQUIVA APPROVED ATA MAXIMUM SPACING 1EOC, ANCHORS TO BE CENTERED ON OR INSTALLED ABOVE THE CENTER LINE OF THE
CHANNEL.
10. FIELD VERIFY ALL EXISTING STEM WALLS AT AND BETWEEN PILE ATTACHMENT LOCATIONS ARE B"THICK MINIMUM WITH THE HEIGHT (MEASURED
FROM BIFTG TO TIGONC) MINIMUM,
11. PARCEL DIMENSIONS PROVIDED BY SNOHOMISH COUNTY. NOT TO SCALE. PROPERTY LINE AND RESIDENCE LOCATING DIMENSIONS (WITH ASTERISK,
(APPROXIMATED PER SNOHOMISH COUNTY GIB MAPPING TOOLS. NOT TO BE USED FOR LEGAL PURPOSES.
12. SITE FEATURES AND EXISTING STRUCTURES ON ADJACENT PARCELS NOT SHOWN FOR CLARITY.
13. PILES SHALL BE INSTALLED TO A MINIMUM EMBEDMENT OF —OR UNTIL REFUSAL, WHICHEVER IS SHALLOWER.
HELICAL PILE REFUSAL CRITERIA:
TORQUING OF THE PILE SHALL CONTINUE UNTLA HYDRAULIC PRESSURE IS ACHIEVED TO PROVIDE THE SPECIFIED MINIMUM VERTGAL CAPACITY
WITH A SAFETY FACTOR OF NO LESS THAN TWO. ADVANCEMENT SNALL BE HALTED IMMEDIATELY IF THE STRUCTURE BEGINS TO EXPERIENCE
UPLIFT FLEXURE.
DRIVEN PILE REFUSAL CRITERIA:
ADVANCEMENTOF THE PILE SHALL CONTINUE UNTIL A WORKING PRESSURE IS ACHIEVED TO PROVIDE THE SPECIFIED MINIMUM VERTICAL
CAPACITY WITH ASAFETY FACTOR OF NO LESS THAN TWO. ADVANCEMENT SHALL BE HALTED IMMEDIATELY IF THE STRUCTURE BEGINS TO
EXPERIENCE UPLIFT FLEXURE.
(1)PILEM� LOCATE PILEtjL, Y=3"Helical Pile N
0 Iry i'o=3"Stabil-Loc Pier
FMOPENING
0' ❑ = Pdty ,r ane Lilt
3 SB 38 0
ROm o E
2 OE6A
C MA%
3l4
�i 1 2 - Sl8 -1Y2
'1 tl4
IB -]/B -S. -11
R&R LEVEL SURVEY
See Structural Calculation Packa a for Additional Requirements
NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS. SITE PLAN
LONGITUDE
ONE TWENTY
ENGINEERING & DESIGN
PROJECT
SUBJECT
BY JT
3of25
PROJECT NO. NO.
S211026-2XR
7715 173rd St SW Edmonds WA 98026
Foundation Stabilization/Jacking
DATE 01 /17/2021
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 1,940 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:
Helical Pile #1-3 @ 6'-0" o.c. ................. 11.0 kip minimum vertical capacity (allowable load)
Helical Pile #4-6 @ 6-0" o.c. ................. 14.0 kip minimum vertical capacity (allowable load)
Concentric Pile #1-2 @ Chimney ........... 24.0 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 September 30th, 2021, provided by R&R.
To the knowledge of L120, a geotechnical investigation was not performed on this site. Consequently, all structural recommendations
assume adequate soil conditions to obtain the required pile capacities.
Please inform L120 of site -specific conditions that were unconsidered by, may conflict with, or otherwise compromise the
recommendations contained within this package, including, but not limited to, water drainage, slope stability, existing structural damage,
or existing subsurface obstructions. In this instance, the structural assumptions, recommendations, and scope for this project will need
to be revisited to consider and address the new findings
Refer to the following pages for pile and connection specifications.
L120 ENGINEERING & DESIGN
4 of 25
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 SEATTLE BUILDING CODE (SBC). THE
MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
5 of 25
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 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 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 SEATTLE BUILDING CODE (SBC). THE
MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
6 of 25
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.
PROJECT
LONGITUDE SUBJECT
ONE TWENTYO
ENGINEERING & DESIGN
BY JT
7 of 25
PROJECT NO. NO.
S211026-2XR
7715 173rd St SW Edmonds WA 98026
Foundation Stabilization/Jackin
DATE 01/17/2021
]deal FouadtrtFan Systems 2-7f 8"0 Helical Pile (0.203-irlth wall thickness)
'
-Soil Capacity
per ESR-3750
DIGGA 10K Drive
Head Pressure
(psi)
Torque,
T
flq'1bsJ
]argue Correlation Factor,
BC, j[ompressiorrj
Ultimate Axial Compressive Capacity,
P. = I(,''F
jkrpsj
AllawableAxral Compressive Caporrfy,
P, = 0-50P„
(kips)
L120 ENGINEERING &DESIGN
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
PROJECT
SUBJECT
8 of 25
PROJECT NO. NO.
S211026-2XR
7715 173rd St SW Edmonds WA 98026
Foundation Stabilization/Jacki
DATE 01 /17/2021
(deaf Foundation Systems 2-7{$ 0 Helical Pile (0.203-inciiwall thickness}
-
Soil Capacity per ESR-3750
DIGGA 6K Drive Head
L120 ENGINEERING &DESIGN
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
PROJECT
SUBJECT
BY -
9 of 25
PROJECT NO. NO.
S211026-2XR
7715 173rd St SW Edmonds WA 98026
Foundation Stabilization/Jackin
DATE 01 /17/2021
Stubil-ioc 2-7/S"Concentric Pier - Soil
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 Stabr{-Loc, Mc. documents for additional information and requirements.
iv.) 1 kip =1,000 Ibs
Capacity per by Installation Pressure
PawerTeamC25C
Hydraulic Cylinder
Pressure, p
(Fsr�
f
CylirlderEffectrve,4reQ, A�
(in�
tiltlmQteAxial Compressive
Capacity, P„ _ p *A
(kiFs�
AffoxrableAxial Compressive
CQPQcrty, Pa = 4.5*P„
(kiFs�
1,000
5.15
5.2
2.6
1,50U
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
18.0
9.0
4,000
5.15
20.6
10.3
4,500
5.15
23.2
11.6
5,000
5.15
25.8
12.9
5,540
5.15
28.3
14.2
6,000
5.15
30.9
15.5
5,500
5.15
33.5
16.7
7,000
5.15
36.1
18.0
7,500
5.15
38.6
19.3
8,000
5.15
41.2
20.6
8,540
5.15
43.8
21.9
9,000
5.15
46.4
23.2
9,500
5.15
48.9
24.5
L120 ENGINEERING &DESIGN
10of25
Thursday, September 30, 2021
SCOPE OF WORK
Crew will install 3" Helical Piles, as well as 3" Stabil-Loc Piers, 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 remove and replace concrete holes. Customer will
need to have WABO Certified Inspector to monitor Piles as being driven at a cost to homeowner. Crew will drill 3/8" holes and
inject Polyurethane Foam to lift and support slab. Crew will pump a maximum amount of 180lbs, after there will be a $7 charge
per lb.
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 6'-0" o.c. UNO.
2. End piles are to be placed within 3'-0" from corner as specified below LINO.
_EVI SURVEY
........................................
......
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NOTE: L120'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
11 of 25
Thursday, September 30, 2021
Jub F,I-1U I OS
North side of home, Piles 4-6 will be installed her
Dingo accessible. Crew will remove and replace
concrete holes.
Northwest interior corner of home, Crew will drill
3/8" holes here and inject Polyurethane Foam to lift
and support slab.
West side of home, Piles 1-3 will be installed here.
West side of home, Dingo accessible.
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
PROJECT
LONGITUDE SUBJECT
ONE TWENTYO
ENGINEERING & DESIGN
�ry
�0LL
=QLLJ
Fy
z�>
z 0
N 0 ~
U
N
BY 1T
(E) WOOD FRAMED
FLOOR SYSTEM,
FIELD VERIFY
8" MIN THICKNESS,
CONTRACTOR TO VERIFY
12 of 25
PROJECT NO. NO.
S211026-2XR SSK-01
7715 173rd St SW Edmonds WA 98026
Installation Detail - Ideal Helical Pile
�'ll _IIII—IIII—IIII
(E) CONTINUOUS l l —""—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 01 /17/2021
(E) CONC STEM WALL
T/STEM WALL =
FIELD VERIFY
T/FIN GRADE =OL
VARIES IF
IIII — IIII — I'
IIII =IIII =IIII = (E) FTG TO BE CUT FLUSH
I =IIII =IIII = WITH FACE OF STEM WALL
IIII=IIII=IIII= WITH A 12" MAX WIDTH FOR
1=IIII=IIII IIII INSTALLATION POCKET
•- IIII=IIII= 11=
' 1=IIII-11 III.
II =IIII _IIII - T/CONC FTG =
1=IIII=III FIELD VERIFY
• IIII=IIII=
1=IIII=III
IIII=IIII
I=IIII=
IIII=IIII=ii
IDEAL HELICAL PILE & REPAIR
BRACKET ASSEMBLY PER
R&R FOUNDATION SPECIALIST
TO CONFORM TO ESR-3750
L120 ENGINEERING & DESIGN
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
PROJECT
SUBJECT
CHIMNEY ASSUMED TO BE LATERALLY BRACED BY
PRIMARY STRUCTURE ABOVE. CONTRACTOR TO
CAREFULLY OBSERVE CHIMNEY DURING LIFT AND
SUSPEND ALL JACKING IF CHIMNEY APPEARS TO BE
UNSTABLE OR TO SHIFT AWAY FROM THE PRIMARY
STRUCTURE
(E) CONIC
FOOTING
13 of 25
PROJECT NO. NO.
S211026-2XR SSK-02
7715 173rd St SW Edmonds WA 98026
Installation Detail - Chimney Pile
1�11=IIII—IIII
"
"
' d
' d
IIII=11
IIII
.
-
"
"
IIII=
DATE 01 /17/2021
(E) CHIMNEY
T/FIN GRADE _
IIII=IIII=IIII= VARIES
IIII=IIII=111�
IIII=IIII=11
IIII=IIII=IIII
IIII=IIII=IIII
IIII=IIII=IIII=1
IIII=IIII=1111�
IIII=IIII=IIII='
1111E1111DIII,
11=IIII=IIII=III, T/CONC FTG =
d. =1111=1111=1111= FIELD VERIFY
, 1111EIIII=IIII=IIII
IIII=IIII=IIII=
1111EIIII=IIII=III'
" _IIII=IIII=IIII-
IIII=IIII=IIII=IIII=
III=IIII=IIII="''
NOTES:
1. 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.
2. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL REINFORCEMENT SHALL BE SEALED OR COATED
TO PREVENT CORROSION.
L120 ENGINEERING & DESIGN
11/2X1
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%
1 1/2 X 1
2 7/8" TRUFORCE BRKT T-BRKT GALV. SLOT (TYP)
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.
8. HELICAL PILE ASSEMBLIES MANUFACTURED IN ACCORDANCE WITH ICC-ES AC358 ACCEPTANCE
CRITERIA FOR HELICAL FOUNDATION SYSTEMS AND DEVICES.
�K
4 22 2020
m
�ED
D Ec A L
4 23 2020
1
kL MANUFACTURING,
INC.
PICTURE PARKWAY
STER, NY 14580
Group
789-4810 1 WWW.IDL-GRP.COM
NOT TO SCALE
SIZE
DWG NO R
ALL UNITS IN INCHES U.N.O.
B
I 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
O
N
Ot
MAXIMUM TORQUE NOT TO EXCEED 8,300 FT-LBS.
ULTIMATE CAPACITY IS 74.7 KIPS BASED ON A CAPACITY TO
TORQUE RATIO OF kc = 9 FT-1
[L]
ILI
D�
�p3 � �p3
` L COUPLING
m. BOLTS & NUTS
EXTENSION FLIGHTED EXTENSION FLIGHTED EXTENSION
(EX: 278203EXT[L]G) SINGLE HELIX (SH) DOUBLE HELIX (DH)
(EX: 278203FESH[L][DI]X[T]G) (EX: 278203FEDH[Q[DiD�]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.
� W
57/8 (TYP)
2 7/8" O.D. X 0.203" W.T. HELICAL LEADS & EXTENSIONS
ICC-ES AC358 - REPORT #ESR-3750
� I I D4
D3
�p3
r D=
SINGLE HELIX (SH) DOUBLE HELIX (DH) TRIPLE HELIX (TH) QUAD HELIX (QH)
LEAD LEAD LEAD LEAD
(EX: 278203SH[L][D3]X[T]G) (EX: 278203DH[L][D3D2]X[T]G) (EX: 278203TH[L][DiD2D3]X[T]G) (EX: 278203QH[L][WD2D3D4]X[T]G)
2% O.D. X 2
4
IDEAL PART # ABREVIATIONS: 0.203 W.T.
278 = SHAFT DIAMETER] 3 PITCH
203 = SHAFT WALL THICKNESS (TYP)
EXT = EXTENSION
FE = FLIGHTED EXTENSION 015/16
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
DRAWN
(EXAMPLE: 10" = 10)
X— X (SEPARATES HELIX DIAMETER(S)
AP
4/3/ 2
CHECKED
LRS
4/7/ 2
AND HELIX THICKNESS)
[T] — HELIX THICKNESS
IDEAL MANUFACTURING, INC.
(EXAMPLE: 3/8" = 38)
999 PICTURE PARKWAY
G = GALVANIZED
WEBSTER, NY 14580
800-789-4810 1 WWW.IDL-GRP.COM
NOT TO SCALE
ALL UNITS IN INCHES U.N.O.
� ii)��1L
Group
278203
:NSION
SINGLE
HELIX
(TENSION
IPLE
=LIX
-AD
CUT
45°
TYPICAL PILE
ASSEMBLY
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
16 of 25
ESR-4121 I Most Widely Accepted and Trusted
+- FQ"G
I W7 OMEADT
ESR IM NOW AM---W S
I
f[NCIR -
PIAIE
PLATE
Rd.NO
F -i
N>92,3714atee
I I
CUT ro FIT a
MIT r4mm k
INSTAL AF70
CpPFIm -v
I
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MS'NLATIOh
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I
TYPWAL OUTER
FppnvC MEN SEGMENT
ROOM H s
F
A51W 3 3
11 hY*- J�13
ASSfNRIMB INNER a IT
f
a OUTER PIER
SE6MMENN
1111M INNER
PER SEMIENT
t
RWNU Ifs
ASIN A500�-13
CH. N
OR OTHER
STRA-A
PIER ASSEMBLY
SLABIL-LOC SYSTEMS, L1.0
DATE: 8-12-18
FIGURE 1—STABIL-LOC" FOUNDATION PIERING SYSTEM
HOLES
j- T--
I
QUTLINL OL It PLAN IAEW
fl0x+hx18 B-TWEEN
RFARIN0
BRG E do =04T1NG
PLATE
FOOTING
�a -
k a
2-yy�A_LO x+ 3,5"WIN,
•. (2��! LM OLQNEN I
ESR 1396 WEDG=
ANCHORS
BEARING -
PLATE
51-II+A
BLOCK
1 I
I
HEAD
ROUND I
I� 11
PLATE
HSS2.375x0.188
A55EMBLEO INNER
OJT TO FIT k I I
& OUTER PIER
INSTALL AFTER
SEGMENTS
COMPLETED PIER
INSTALLATION
H LALD AS SEMBLY
5'A3L-i.c MIMI LLO
FIGURE 2—STABIL-LOC'lK' FOUNDATION PIERING SYSTEM ADJUSTABLE HEAD ASSEMBLY
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
O
O
N
Perspective
Support below (E) Chimney
PROJECT
SUBJECT
17 of 25
PROJECT NO. NO.
S211026-2XR
7715 173rd St SW Edmonds WA 98026
Foundation Stabilization/Jacking
Elevation
DATE 01 /17/2021
- Unit weight of existing bricks = 39 psf (4" clay brick)
- Unit weight of CM lower level = 104 psf (assume 10" normal weight solid grouted)
- Est. length of chimney perimeter = 16'-0" (conservative)
- Est. height of brick veneer = 20'-0"
- Est. max height of chimney = 20'-0"
Total Weight = 104psf (16'-0" perim x 20' tall) + 40psf (16'-0" perim x 20' tall) = 46,080 Ibs
==> Assume Pile #1 & #2 each takes 1/2 of chimney load = 46.08 k / 2 = 23.1 k
Hip
L120 ENGINEERING & DESIGN
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 2018
Roof LL (snow ground): 25 psf
Floor LL: 40 psf
Patio/Deck LL: 60 psf
Floor/Roof DL: 15 psf
Wall DL: 12 psf
Conc Wall DL: 150pcf x 240 in2 = 250 plf
* see following pages for area calc
Helical Pile #1-3
Roof Trib = 2' trib + 2' overhand = 4'
Floor Trib = 0.5*20' = 10'
Typical Flr Ht = 20'
Helical Pile #4-6
Roof Trib = 0.5*30' = 15'
Floor Trib = 0.5*20' = 10'
Typical Flr Ht = 20'
Helical Pile#1-3
Case 1: Point Load (6' Span)
Pile Reaction = 1500 plf * 6' = 9.0 k
Pile Reaction w/ SW = 1750 plf * 6' = 10.5 k
Case 2: Uniform Load
DL = 12*20+15*(4+10*2) = 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 = DL+LL+SL = 1750 plf
Refer to attached calculations for analysis.
BY JT
18 of 25
PROJECT NO. NO.
S211026-2XR
7715 173rd St SW Edmonds WA 98026
Foundation Stabilization/Jackin
DATE 01 /17/2021
W
L/2
L/2
Pile and connection requirements per Pile and connection requirements per
contractor - contractor
Helical Pile#4-6
Case 1: Point Load (6' Span)
Pile Reaction = 1940 plf * 6' = 11.7 k
Pile Reaction w/ SW = 2190 plf * 6' = 13.2 k
Case 2: Uniform Load
DL = 12*20+15*(15+10*2) = 765 plf
LL = 40*10*2 = 800 plf
SL (snow) = 25*15 = 375 plf
Total load = DL+LL+SL = 1940 plf
Total load w/ SW = DL+LL+SL = 2190 plf
Refer to attached calculations for analysis.
2'-2" (18" + 811)
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..
L120 ENGINEERING & DESIGN
19of25
Project Number:
Plan Name:
Sheet Number:
S211026-2XR
Foundation Stabilization
Engineer:
Subject:
Date:
JT
Unreinforced Conc Design Check
1/11/22
DEMAND CALCULATION
number ofstories
#
1stories
span
L
6.0 ft
concrete area
A
216 in2
concrete self weight
SW
250 plf
Pt DL
DL
4.59 k
= 6.0 ft * 765
Pt LL
LL
4.80 k
= 6.0 ft * 800
Pt LLr
LLr
2.25 k
= 6.0 ft * 375
momentfrom DL
MDL
8,010 lb-ft
96.1 k-in
moment from LL
MLL
7,200 lb-ft
86.4 k-in
momentfrom SL
MLLr
3,375 lb-ft
40.5 k-in
factored moment
MLRFD
134.6 k-in
1.4DL
MLRFD
273.8k-in
1.2DL + 1.6LL + 0.5SL
MLRFD
266.5k-in
1.2DL + 1.6SL + LL
controlling factored moment
Mu
273.8 k-in
factored shear
VLRFD
4.3 k
1.4DL
VLRFD
8.1k
1.2DL + 1.6LL + 0.5SL
VLRFD
7.9k
1.2DL + 1.6SL + LL
controlling factored shear
V„
8.1 k
controlling factored bearing
B„
8.1 k
STRENGTH CALCULATION
concrete strength
Pc
2.5ksi
assumed
light wt concrete mod. factor
1L
1
normal weight concrete
flexure strength red. factor
Nr
0.9
tension -controlled
shear strength red. factor
0.75
bearing strength red. factor
,, RRChear
(bearing
0.65
moment ofineritia
I„
11,016in4
elastic section modulus
Sm
1,001in3
tens fiber to NA
c
11.0 in
nom flexure strength (Tcontrols)
Mn
250.4 k-in
Mn = 5A f'cS,,,.
nom flexure strength(C controls)
Mn
2,128.1k-in
Mn=085f'S,
RESIDENTIAL CONCRETE
M"
375.5 k-in
Mn = 7.55AFfFcSm CONTROLS
flexure strength
I 'I'Mn
338.0 k-in
> Mu OK
nom shear strength V" 14.41<
n V=3AVf c*A
shear strength I On 10.8 k > Vu OK
loaded bearing area A, 74 in2
supporting surface bearing area Az 74 in2
nom bearing strength B" 156.6k 0.85f'AI
bearing strength I �Bn 101.8 k > Bu OK
Additional Verification Calc:
max concrete tensile strength f, 375 psi Jr, = 7.SA
max beam tensile stress Ft 273 psi __ (M * c)
Ft /Ixx
fr > Ft OK
[max on -center pile spacing]
*see attached
[Includes total height w/o ACI14 §14.5.1.7 redux]
[1-story loading]
[1-story loading]
[1-story loading]
[R=V for SS beam]
ACI14 [Table 21.2.1]
ACI14 [Table 21.2.11
ACI14 [Table 21.2.1]
*see attached
*see attached
*see attached
ACI 318-14 [Eq. 14.5.2.1a]
ACI 318-14 [Eq. 14.5.2.1b]
ACI 332-14 [Eq. 8.2.1.1]
D/C= 81.02%
AC114 [Table 14.5.5.1 (a)]
D/C= 74.60%
[IDEAL 2-7/8" Tru-Force Underpinning Bracket]
[If the supporting surface is > than loaded area]
ACI14 [Table 14.5.6.1(c)]
D/C= 7.91%
ACI 14 [Eq. 19.2.3.1]
20 of 25
Project Number:
Plan Name:
Sheet Number:
S211026-2XR
Foundation Stabilization
Engineer:
Subject:
Date:
JT
Unreinforced Conc Design Check
1/11/22
Final Section Prouerties
Total Area -
216-0 in12
Ixx =
11,016-0 in^4
Sxx
: - V
1,001 .4.5 in"3
1yy
1,631 .93 in14
Sxx
: +Y
847.38 in13
Calculated final C.G. distance from Datum :
* cq Dim.
0-0 in
Zxx
1,349.99 in13
SYY
- X -
271-988 in"3
SYY
+x
271.968 in"3
Y cg Disi. =
0-0 in
Zyy =
504-0 in^3
Edge Distances from CG.:
r xx
=
7-141 in
+X
6.0 in
+Y
13.0 in
r yy
2.749 in
-x
-6-0 in
-Y
In
Rotation of All Components @ . 0.00 deg CCVV
Y
Per AC114 §14.5.1.7
General Shapes
- I . #1 Xcg = D.DOQ in Yog = O.DOO in Rotation = 0 deg GGW
Top Flange Widlh = 8.000in Top Flange Thick = S.ODOin Wet) Thickness = 8ADOin
Bottom Flange Wid 12.000in Bottom Flange Thi, 6.400in Top Height = 24ADOIn
21 of 25
Appendix
Parcel Details
Photographs
22 of 25
nod' om 1 h Online Government Information S Sarvicea
County4O
Washington
Property Account Summary
Parcel Number 100681600000100 lProperty Address 7715 173RD ST SW, EDMONDS, WA 98026-5017
General Information
Category
Code Area
:BOT GLEN BLK 000 D-00- LOT 1
d and Improvements
ive, Locally Assessed
17
Property Characteristics
Use Code I 111 Single Family Residence - Detached
Unit of Measure Acre(s)
Related Properties
No Related Properties Found
Parties
Role
Percent
Name
Address
100
GROME
7715 173RD STREET S W, EDMONDS, WA 98026
Taxpayer
DONALD C
United States
Owner
100
GROME
7715 173RD STREET S W, EDMONDS, WA 98026
DONALD C
United States
Property Values
Value Type
Tax Year
2021
Tax Year
2020
Tax Year
2019
Tax Year
2018
Tax Year
2017
Taxable Value Regular
$812,900
$766,600
$717,600
$658,400
$598,300
Exemption Amount Regular
Market Total
$812,900
$766,600
$717,600
$658,400
$598,300
Assessed Value
$812,900
$766,600
$717,600
$658,400
$598,300
Market Land
$477,000
$441,000
$395,000
$365,000
$334,000
Market Improvement
$335,900
$325,600
$322,600
$293,400
$264,300
Personal Property
Active Exemptions
No Exemptions Found
Events
Effective Date
Entry Date -Time
Type
Remarks
09/14/1999
03/10/2000 11:31:00
Owner Terminated
Property Transfer Filing No.: 898
09/14/1999
03/10/2000 11:31:00
Owner Added
Property Transfer Filing No.: 898
09/14/1999
09/17/1999 11:48:00
Excise Processed
Property Transfer Filing No.: 898, Statutory Warranty Deed
09/14/1999
09/17/1999 11:48:00
Taxpayer Changed
Property Transfer Filing No.: 898
Tax Balance
23 of 25
IDistribution of Current Taxes I I
r
District
Rate
Amount
Voted
Amount
Non -Voted
Amount
CENTRAL PUGET SOUND REGIONAL TRANSIT AUT
0.20
$160.21
$0.00
$160.21
CITY OF EDMONDS
1.26
$1,027.26
$290.58
$736.68
EDMONDS SCHOOL DISTRICT NO 15
2.80
$2,275.17
$2,275.17
$0.00
PUB HOSP #2
0.06
$50.21
$0.00
$50.21
SNO-ISLE INTERCOUNTY RURAL LIBRARY
0.42
$345.01
$0.00
$345.01
SNOHOMISH COUNTY-CNT
0.64
$517.15
$0.00
$517.15
STATE
2.83
$2,296.73
$0.00
$2,296.73
SNOHOMISH CONSERVATION DISTRICT
$8.03
$0.00
$8.03
TOTAL
1 8.21
$6,679.77
$2,565.75
$4,114.02
Pending Property Values
Pending Tax
Year
Market Land
Value
Market
Improvement Value
Market Total
Value
Current Use
Land Value
Current Use
Improvement
Current Use
Total Value
20221
S471,000.001
$376,000.001
$847,000.00
$0.00
$0.00
$0.00
Levy Rate History
Tax Year
2021
2020
2019
Total Levy Rate
8.207334
9.276512
9.204494
Real Property Structures
Description IType Year Built Imore Information
1 Story w/Basement IDwelling 11979 IView Detailed Structure Information
Receipts
Date
Receipt No.
Amount Tendered
Amount Due
10/19/2021 00:00:00
11782213
$3,339.89
$3,339.89
04/22/2021 00:00:00
11535363
$3,339.88
$6,679.77
10/23/2020 00:00:00
11224629
$3,559.70
$3,559.70
04/17/2020 00:00:00
11047041
$3,559.69
$7,119.39
10/25/2019 00:00:00
10774955
$3,306.09
$3,306.09
04/24/2019 00:00:00
10524678
$3,306.08
$6,612.17
10/24/2018 00:00:00
10226324
$3,510.93
$3,510.93
04/17/2018 00:00:00
9796358
$3,510.93
$7,021.86
10/27/2017 00:00:00
9679539
$3,045.98
$3,045.98
04/21/2017 00:00:00
12386821
1 $3,045.98
$6,091.96
Sales History
Sale Date
Entry
Recording
Recording
Sale
Excise
Deed
Transfer
Grantor(Seller)
Grantee(Buyer)
Other
Date
Date
Number
Amount
Number
Type
Type
Parcels
RODDY
GROME
09/14/1999
09/17/1999
09/14/1999
$410,000.00
898
W
S
TIMOTHY M &
DONALD C
No
DENA F
0162794
Property Maps
Code
ITownship
Range
section
lQuarter
Parcel Map
INeighborhood
1504000
127
104
107
ISE
lYiew parcel maps for this Township/Range/Section I
7715 173rd St SW Edmonds WA 98026
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or
IL
56 113 Feet 1/10/2022 O
4 Snohomish County
Assessor Washington
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Legend
Parcel
Recent Sales 2021
Recent Sales 2020
Recent Sales 2019
f._._._._._-
f !
City Boundary
L._._._._.a
County Park
National Forest
Water
Street
Types
Interstate
State Route
Local Road
All maps, data, and information set forth herein ("Data"), are for illustmfive purposes only and are
not to be considered an official citation to, or representation of, the Snohomish County Code.
Amendments and updates to the Data, together with other applicable County Code provlslons,
may apply which are not depicted herein. Snohomish Countymakes no representation or
renty concerning the content. accuracy, currency, completeness or quality of the Data
contained herein and expressly disclaims any warranty of merchantability or ftness for any
rticular purpo pase. All persons accessing or otherwise using this Data assume all responsibility for
use
thereof and agree to hold Snohomish County harmless from and against any damages, loss,
claim or liability arising out of any error, defect or l
omis contained within said Data.
Washington State Law, Ch. 42.56 RCW, prohibits state and local agencies from providing access
to lists of individuals intended for use for commercial purposes antl, thus, no—unnutial use may
be made of any Data comprising lists of Individuals cmmenetl herein.
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