REVIEWED BLD BLD2024-0874+Structural_Analysis_or_Calculations+7.3.2024_4.40.24_PM+43588361 of 22
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
calculation Package for
Foundation Stablllzatlon/Left
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
1315091s'PLNE
KIRKLAND, WA 98034-5901
503 9th A ve N
Edmonds, WA 98020
Project no: S240327-1XR
May 151, 2024
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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
(425) 636-3313
L120Engineering.com
._._._._._._._._._._._._.__—._._._._._._._._._._____._._ PROPERTY LINE .............. .................................
177'.0"' —
I
-------------------------------
PILE SPACING & LOAD RE011IRMENTS TABLE
MAX O.C. SPACING, R
MINVERTICAL CAPACITY, kip.
PROOFTESTING LOAD, kip.
PILE
PILE TYPE
BTWN
PILES
END
OFFSET
ALLOWABLE LOADING
200%MINVERTN:ALCAPACffY
(MIN ULTIMATE CAPACDY)
LOCATION
1-19
HELICAL
60'
TV
150 kip
30.0 kip
PER PUN
2023
HELICAL
B-0•
3'-0•
10.0 kip
20D1op
PER PIAN
NOTES:
a. MINIMUM AND MAXIMUM INSTALLATION TORQUE FOR HELICALASSEMBLIES SHALL BE SPECIFIED BY THE PILE
MANUFACTURER. THE MINIMUM INSTALLATION TORQUE SHALL BE HIGH ENOUGH TO ACHIEVE THE REQUIRED BEARING
CAPACRY LOADING, INCLUDING A SAFETY FACTOR NO LESS THAN 2. THE MAXIMUM INSTALLATION TORQUE SHALL NOT
EXCEED THEALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS OR ANY PARTOF THE PILE ASSEMBLY. MAXIMUM
INSTALLATION TCRDUE RATING OF8,300FPLB8 FOR A 2-T18INCH DIAMETER HELICAL PILE WITH 0203INCH SHAFT WALL
THICKNESS PER ESRdi50.
b. HELICALASSEMBLIESAS MANUFACTURED BY IDEAL WNUFACTURING, INC., IN ACCOROANCE WITH ESR-3T50.
c. PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITYAS DETERMINED BY THE MANUFACTURER FOR ANY PART
OF THEASSEMELY.
U. MAXIMUM ON -CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PI -AN.
i
SITE PLAN NOTES
1. VERIFY EXISTING STRUCTUREBANDALL DIMENSIONS ON SITE.
2. FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF CONCRETE STEM WALL
PER MR FOUNDATION SPECIP 1U (MR) LEVEL SURVEY.
I
3. REFER TO STRUCTURAL CALCULATIONS PACMGE BY L120 DATED MAY 15,
M4, FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND
i
REQUIREMENTS.
i
4. LEVELBURVEY PERMRPROPOSALDATEDMARCH6,2024.REFERTO
STRUCK CALCOATIONSPACKAGEFORMODIF(CATIONSAND
• • • • • • • • • • • • • • •
ADDITIONAL REQUIREMENTS FOR LEVEL SURVEY.
......... ..........
;•;•T: :: :: :: ::;
5. PARCEL DIMENSIONS APPROXIMATED BY SNOHOMISH COUNTY ASSESSOR
GIS MAPPING TOOLS& TUSIFTER INCLUDING THE SELECTED PARCEL.
�'�{:::::::::•
PROPERTY DIMENSIONSAREAPPROXIMATE FOR REPRESENTATIVE
•;•;(•;•;•;•;•;•;•;•;•;•
PURPOSES ONLY. NOTTOSCALE. NOTTO BE USEGFORLEGALPURPCSES
•;•;(� •;� •;� •;� •;� •
OR IN PLACE OF A FIELD SURVEY.
....
6. SITE FEATURES AND SOME UISTING STRUCTURES ON ADJACENT PARCELS
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NOT SHOWN FOR CIARITY.
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PROPERTY LINE
PARCEL NO.
27032400220700
LEGAL DESCRIPTION
SEC 24 TWO 27 RGE 03 E 190 FT OF S 110
FT OF S112 SE114 SEi/4 NW114 LESS BEG
NE COR THOF TH S 11 OFT TH W 15.3FT
TH NLY TAP 13.2FTW OF FOS TH E TO
POB PER SC #104695 TO CITY OF
EDMONDS AKA PAR A OFCITY OF EDM
BLA REC AFN 200410195002
OWNER NAME & ADDRESS
OLSON GREGORY V & VIVIAN A
503 9fh Ave N
Edmonds, WA 98020
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 LEGEND
EXISTING RESIDENCE STRUCTURE
EXISTING ADJACENT STRUCTURE
AREA OF PROPOSED WORK
---
PROPERTY LINE
•
APPROXIMATE DIMENSION
1
HELICAL PILE
R&R LEVEL SURVEY
STRUCTURAL CALCULATION PACKAGE FOR ADDITIO.
REQUIREMENTS
SITE PLAN
3 of 22
PROJECT NO. SHEET NO.
,0
PROJECT 503 9th Ave N, Edmonds, WA
LONGITUDE SUBJECT Foundation Stabilization/Jackin
ONE TWENTYO
ENGINEERING & DESIGN
BY PAM
DATE
05/15/24
Scope/Objective:
To determine the required pile spacing and geometry to stabilize and lift (where required) the existing structural foundation. These
findings have been based upon the calculated strength of the existing foundation system and the current vertical loading from the
existing structure above (based on as -built assessments).
The R&R Foundation Specialists' (R&R) proposed pile layout can be found in the following pages with structural recommendations
based upon the findings of L120 Engineering & Design.
Note that cosmetic damages to rigid wall coverings/members and siding are expected during a foundation lift. Such cosmetic
damages/cracks are to be repaired by others following the completion of the foundation stabilization and lifting and are not included in
the structural scope presented here.
It should be further noted that L120's scope is limited to the perimeter support systems/continuous footings. The interior crawl -space
support system for the first floor shall be installed per R&R. This could include the use of some or all of the following: longer support
posts, adjustable post -base hardware, and/or the addition of taller wood support members. Settlement in these interior support areas
shall be monitored and further adjustments shall be made if necessary.
Structural Summary:
- The foundation of the residence consists of 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 5-0" on -center at the locations indicated on the attached Level Survey. Piles to be
installed in accordance with SSK-01.
- 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 2,900 plf was utilized in this analysis. This was determined through inspection of building geometry
and conservative span/tributary loading assumptions based on standard construction practices
- The following load values represent the maximum expected pile loads for the indicated spacing. R&R to provide pile and equipment
assemblies with capacities equal to or greater than the indicated load values.
Allowable Load Capacity Requirement:
Piles 1-19 .............. 15 kip minimum vertical capacity (allowable load)
Piles 20-23 ............ 10 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 March 8, 2024, and the geotechnical
report, dated May 6, 2024, 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 22
GENERAL NOTES
HELICAL PILES
1. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2021
INTERNATIONAL BUILDING CODE (IBC).
2. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY IDEAL MANUFACTURING, INC., AND
SHALL BE IN ACCORDANCE WITH ESR-3750.
3. ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE WITH
ESR-3750.
4. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES
ACCEPTANCE CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING
POLYMER (EAA) COATINGS (AC228).
5. ALL HELICAL FOUNDATION COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE
REINFORCING STEEL, BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING
COMPONENTS PER AC358 SECTION 3.9.
6. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS.
7. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED.
8. HELICAL PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE
OF INCLINATION OF +/- 1 DEGREE FROM VERTICAL PER SECTION 4.2.1 OF ESR-3750.
9. MONITOR AND RECORD DEPTH OF PILE PENETRATION. PROVIDE TORQUE MONITORING DEVICE
AS PART OF THE INSTALLING UNIT. MONITOR AND RECORD TORQUE APPLIED DURING THE
INSTALLATION OF EACH PILE AT SPECIFIC DEPTHS.
10. HELICAL PILES SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO PROVIDE
THE MINIMUM REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF
SAFETY NO LESS THAN TWO (2). THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE
ALLOWABLE TORSIONAL CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE PILE ASSEMBLY.
11. ALL BRACKETS AND HELICAL PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY
TO ACHIEVE THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO
LESS THAN TWO (2).
12. REPAIR BRACKETS MUST BE CONCENTRICALLY LOADED AND THE BRACKET PLATE MUST BE
FULLY ENGAGED WITH BOTTOM OF CONCRETE FOUNDATION.
13. ALL HELICAL PILE ASSEMBLY COMPONENTS MUST HAVE ADEQUATE STRENGTH TO DEVELOP THE
TORQUE REQUIRED FOR INSTALLATION AND ALL INDUCED STRESSES.
14. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED
WITHOUT WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION.
15. CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH 2O18 AND 2021 IBC SECTION 1705.9
MUST BE PROVIDED FOR THE INSTALLATION OF THE HELICAL PILES AND FOUNDATION
BRACKETS. ITEMS TO BE RECORDED AND CONFIRMED BY THE SPECIAL INSPECTOR MUST
INCLUDE THE FOLLOWING:
A. PRODUCT MANUFACTURER
B. MANUFACTURER'S CERTIFICATION OF THE INSTALLERS
C. PRODUCT TYPE AND CONFIGURATIONS FOR HELICAL PILE LEAD SHAFT SECTIONS,
EXTENSIONS, BRACKETS, BOLTS, THREADED RODS, NUTS, WASHERS, AND TORQUES AS
SPECIFIED IN THIS REPORT AND THE CONSTRUCTION DOCUMENTS
D. INSTALLATION PROCEDURES FOR THE HELICAL PILE SHAFT, INSTALLATION EQUIPMENT
USED, AND THE IDEAL FOUNDATION SYSTEMS INSTALLATION INSTRUCTIONS
E. ANTICIPATED AND ACTUAL PILING DEPTH
F. REQUIRED TARGET INSTALLATION TORQUE OF PILES AND MINIMUM DEPTH OF INSTALLATION
G. INCLINATION AND POSITION OF PILES, TOP OF PILE EXTENSION IN FULL CONTACT WITH
BRACKET, TIGHTNESS OF ALL BOLTS AND EVIDENCE THAT THE PILE FOUNDATION SYSTEMS
ARE INSTALLED BY AN APPROVED IDEAL FOUNDATION SYSTEMS INSTALLER.
16. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO
MEET OTHER SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE. ABANDON
REJECTED PILES AND INSTALL ADDITIONAL PILES AS REQUIRED.
HELICAL PILE PROOF TESTING
THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE
(3) PERCENT OF PILES UP TO FIVE (5) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE
PROCEDURE OUTLINED IN ASTM D1143 AND/OR THE 2021 INTERNATIONAL BUILDING CODE (IBC). THE
MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
5 of 22
GENERAL NOTES
STRUCTURAL STEEL
1. REFERENCE STANDARDS: DESIGN, FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE
WITH THE LATEST EDITION OF THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS
AND BRIDGES".
2. MATERIALS:
BOLTS - ASTM A307, UNLESS OTHERWISE NOTED
ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI)
3. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS AND CONFORM TO AWS CODES
D1.1 AND D1.3. WELDS NOT SPECIFIED ARE TO BE 1/4" CONTINUOUS FILLET MINIMUM. USE DRY
E70 ELECTRODES. WHERE ON -SITE WELDING IS REQUIRED, SPECIAL INSPECTION IN
ACCORDANCE WITH 2O18 AND 2021 IBC SECTION 1705.2 IS ALSO REQUIRED.
CONCRETE
1. REFERENCE STANDARDS: ACI 301, ACI 318, IBC.
2. MINIMUM CONCRETE STRENGTH (28 DAYS):
FOOTINGS AND STEM WALLS..................................................3,000 PSI - 5 SACK MIX
BASEMENT FOUNDATION RETAINING WALLS .......................3,000 PSI - 5 SACK MIX
SLAB-ON-GRADE........................................................................2,500 PSI - 5 SACK MIX
SLAB -ON -GRADE... EXPOSED WEATHERING SURFACES ...... 3,000 PSI
AIR -ENTRAINMENT 2.5% TO 5.5% FOR EXPOSED CONCRETE
3. MIXING: COMPLY WITH ACI 301. DO NOT EXCEED THE AMOUNT OF WATER SPECIFIED IN THE
APPROVED MIX. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A
DENSE, WORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE
SURFACE WATER.
4. PLACING: COMPLY WITH ACI 301. PROVIDE A 3/4 INCH CHAMFER AT ALL EXPOSED CONCRETE
EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS.
5. SLUMP: 4 INCHES PLUS OR MINUS 1 INCH. DO NOT ADD WATER TO MIX TO INCREASE SLUMP.
GREATER SLUMP, ACCELERATED SET, OR HIGH EARLY STRENGTH MAY BE ACHIEVED BY USING
APPROVED ADMIXTURES.
6. CURING: COMPLY WITH ACI 301. KEEP CONCRETE MOIST FOR SEVEN DAYS MINIMUM.
7. JOINTING: PROVIDE ADEQUATE JOINTING TO MINIMIZE EFFECTS OF VOLUME CHANGE. JOINTS
SHOWN MAY BE ADJUSTED AT CONTRACTOR'S OPTION WITH PRIOR APPROVAL FROM ENGINEER.
8. WEATHER EXTREMES: COMPLY WITH ACI 305R FOR HOT WEATHER. COMPLY WITH ACI-306R FOR
COLD WEATHER.
9. WATER/CEMENT RATIO SHALL NOT EXCEED 0.50 (BY WEIGHT), TYPICAL.
10. ALL SPECIFIED CONCRETE ANCHORS SHALL BE SIMPSON STRONG -TIE, HILTI, OR EQUIVALENT.
SPECIAL INSPECTIONS REQUIRED. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH
MINIMUM EMBEDMENT, SPACING, EDGE DISTANCE, AND REQUIREMENTS PER MANUFACTURER.
6 of 22
PROJECT NO. SHEET NO.
,0
PROJECT 503 9th Ave N, Edmonds, WA
LONGITUDE SUBJECT Foundation Stabilization/Jacki
ONE TWENTY°
ENGINEERING & DESIGN
BY PAM
DATE
05/15/24
Idea! Foundation Systems 2-7/8"0 Helical Pile (0.203-inch wall thickness)
-Soil Capacity
per ESR-3750
DIGGA 6K Drive Head
Pressure
Torque Correlation Factor, I(,
Ultimate Axial Compressive
Allowable Axial Compressive
L120 ENGINEERING &DESIGN
7 of 22
LONGITUDE
ONE TWENTY°
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
.0
PROJECT 503 9th Ave N, Edmonds, WA
SUBJECT Foundation Stabilization/Jacking
BY PAM
DATE
05/15/24
*
Ideal Foundation Systems 2-7/8"0 Helical Pile (0.203-inch wall thickness) -Soil Capacity
per ESR-3750
DIGGA 10K Drive
Head Pressure
(psi)
Torque,
T
(ft*Ibs)
Torque Correlation Factor,
Kt [Compression]
(ft-1J
Ultimate Axial Compressive Capacity,
P„ = Kc*T
(kips)
Allowable Axial Compressive Capacity,
Pa = 0.5*P„
(kips)
500
1,740
9
15.7
7.8
600
2,088
9
18.8
9.4
700
2,436
9
21.9
11.0
800
2,784
9
25.1
12.5
900
3,132
9
28.2
14.1
1000
3,480
9
31.3
15.7
1100
3,828
9
34.5
17.2
1200
4,176
9
37.6
18.8
1300
4,524
9
40.7
20.4
1400
4,872
9
43.8
21.9
1500
5,220
9
47.0
23.5
1600
5,568
9
50.1
25.1
1700
5,916
9
53.2
26.6
1800
6,264
9
56.4
28.2
1900
6,612
9
59.5
29.8
L120 ENGINEERING &DESIGN
8 of 22
Friday, March 8, 2024
SCOPE OF WORK
R&R CREW RESPONSIBILITIES & DETAILS:
- Crew will install (20) Helical Piles and lift foundation to maximum allowable recovery.
- Crew will remove and repour (4) concrete holes to allow pile installation.
- Crew will drill 3/8" holes and inject Polyurethane Foam to lift and support slab.
- Crew to remove soil down to bottom of footing and install (90') of 4" Tightline.
- Crew will install (3) Downspout Tie ins and (1) Lawngrate.
- Crew to drill (6) Weep Holes.
HOMEOWNER RESPONSIBILITIES:
- Have work area cleared where piles will be installed.
- Have necessary plants removed.
ADDITIONAL INFO:
L;L.A,11s7,W@
- 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.
- 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.
- Crew should be aware not to use the north driveway under any circumstances.
MATERIAL CLAUSE:
- Depth Clause: Piles are bid to 25' maximum depth. $20 per foot charge beyond that.
- Poly Foam Clause: Project is bid up to 300lbs of foam at current cost. $7 per lb charge beyond that.
- Homeowner will be notified if any unexpected items arise and no additional work will be completed without homeowner
approval.
9 of 22
Friday, March 8, 2024
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 F-0"o.c. is achieved. Refer to attached SSK-01 for installation details.
NOTES:
1. It is acceptable to install piles at the spacing shown with ± 0'-6" tolerance to allow for unexpected obstructions encountered
during pile installation provided that no two adjacent spans exceed the spacing limitation of 6-0"o.c.
2. End piles are to be placed as close to corners as possible and shall not exceed a maximum corner distance of 3'-0" as marked.
LOCATE PILE WITHIN
3' OF CORNER MAX CENTER PILE ON
EXISTING SUPPORT
28, ADDITIONAL
A 1 38 'a PILE TO REDUCE
a SPACING
U
O s
°D in
N
1/2 J - 7 �5) PILES (q 5' OC MAX
D 2
-3/4 7
-3I8
ADDITIONAL PILE TO
REDUCE SPACING
3/4
-1/4
N
8.5' 1 ra
1 /2
-1/2
A
1-1/2 0 00
20'
23.7'
11r
a'
U
O
... _.
in
Lawngrate (1)
7/8
in
5
J
¢ = 3" Helical Pile (20)
D-
❑ = 4" Tight Line (90')
1
❑ = Polyurethane Lift
6
O =Downspout Tie in (3)
X
Q
17
U
O
e
@
—1� "
aU
in
w
J
a
19
LO
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
10 of 22
Friday, March 8, 2024
JOB PHOTOS
West side of home, Piles 2-4 will be installed here
Crew will remove and repour (3) concrete holes.
Piles 13-20 will be installed here on North side of home
and North side of retaining wall. Crew will drill (6)
Weep Holes. Crew to remove soil down to bottom of
footing and install (90') of 4" Tightline. (2) Downspout
tie ins to be installed here.
South side of home, Pile 1 will be installed here.
North side of home, Piles 5-8 will be installed here. Piles 9-
12 will be installed on West side of home. Crew to install
(1) Downspout tie in here. Crew to remove soil down to
bottom of footing and install (90') of 4" Tightline. Crew will
install (1) Lawngrate.
Photographs provided by R&R Foundation Specialists. Note that analysis assumptions such as
building geometry, tributary areas, and loading were determined through examination of these
photographs and industry knowledge of standard construction practices. - L120
11 of 22
PROJECT NO. NO.
S240327-1XR SSK-01
PROJECT 503 9th Ave N, Edmonds, WA
LONGITUDE SUBJECT Foundation Stabilization/Jacki
ONE TWENTYO
ENGINEERING & DESIGN
BY PAM
(E) WOOD FRAMED
FLOOR SYSTEM,
FIELD VERIFY
-----------------
8" MIN THICKNESS,
CONTRACTOR TO VERIFY
0 a v d
=Q�
z�w o
_ > V d
z 0 d
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�111=IIII=IIII=IIII=IIII=IIII=IIII - - •
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(E) CONTINUOUS — IIII=1il
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
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 05/15/24
(E) CONC STEM WALL
T/STEM WALL =
FIELD VERIFY
T/FIN GRADE _
IIII=IIII=IIII=IIII VARIES
1=IIII=IIII=IIII=1
'llll`�1111=IIII=IIII'
IIII=rill=rill= (E) FTG TO BE CUT FLUSH
lilt=lilt=lill=rill- WITH FACE OF STEM WALL
1=IIII=IIII=IIII=11
lilt=rill=rill=i = WITH A 12" MAX WIDTH FOR
_rill=_lilt=lil _lill INSTALLATION POCKET
IIII—IIII—rill IIII—
I—_IIII—_IIII— II —_III
'',IIII=IIII=1 =IIII=
1=IIII=III _IIII=IIII- T/CONC FTG
11=lill-rill= FIELD VERIFY
IIII=IIII=IIII
II=IIII=IIII=
IIII—IIII—IIII
11=IIII=IIII-
IIII=IIII=1
= 11=IIII=III'
IIII=IIII=IIII
III=IIII
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
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
N
O
M
N
N
A
1 1 2 W
ULTEMA CAPACITY IIS740.7EXCEEKIPS IMUM TORQUE NOT AS ON A CAPACITY TO 2 7/8" O.D. X 0.203'' W.T. HELICAL LEADS & EXTENSIONS
TORQUE RATIO OF kt = 9 FT-1
ICC-ES AC358 -REPORT #ESR-3750
[L]
EXTENSION FLIGHTED EXTENSION FLIGHTED EXTENSION
(EX: 278203EXT[L]G) SINGLE HELIX (SH) DOUBLE HELIX (DH)
(EX: 278203FESH[L][Di]X[T]G) (EX: 278203FEDH[L][D3D2]X[T]G)
NOTES:
1. PILE SHAFT TO MEET OR EXCEED REQUIREMENTS OF ASTM A500, 80 KSI.
2. PLATE STEEL TO MEET OR EXCEED REQUIREMENTS OF ATSM A572, GRADE 50.
3. ALL HELICES ARE FORMED BY PRESS DIE. LEADING EDGE OF HELICES ARE
TAPERED TO IMPROVE INSTALLATION CAPABILITIES.
4. HELIX SPACING IS THREE (3) TIMES THE DIAMETER OF THE LOWER HELIX.
B SPACING OF LEADING HELIX ON FLIGHTED EXTENSIONS IS THREE (3) TIMES
THE DIAMETER OF THE LAST HELIX ON THE PRECEDING SHAFT.
5. STANDARD HELIX DIAMETERS ARE 8", 10", 12", & 14". STANDARD HELIX
THICKNESS IS 3/8".
6. ALL WELDING TO BE PERFORMED BY CERTIFIED WELDOR IN ACCORDANCE
WITH AWS D1.1 STRUCTURAL WELDING CODE - STEEL.
7. HOT DIP GALVANIZING PER ASTM A153/ASTM A123. BARE STEEL IS ALSO
AVAILABLE.
8. (2) 3/4" DIAMETER X 4 1/2" LONG GALVANIZED HEAVY HEX BOLT ASTM A325
AND (2) 3/4" GALVANIZED HEAVY HEX NUT ASTM A194 (GRADE 2H).
9. HELICAL PILE ASSEMBLIES MANUFACTURED IN ACCORDANCE WITH ICC-ES
AC358 (IDEAL REPORT #ESR-3750) ACCEPTANCE CRITERIA FOR HELICAL
FOUNDATION SYSTEMS AND DEVICES.
Da
p3
I
�I �D3
�D=
�{ �D�
I I
I
p3 —Li
LING NUTS 5% (TYP)
?� 1
SINGLE HELIX (SH) DOUBLE HELIX (DH) TRIPLE HELIX (TH) QUAD HELIX (QH)
LEAD LEAD LEAD LEAD
(EX: 278203SH[L][Di]X[T]G) (EX: 278203DH[L][DiD2]X[T]G) (EX: 278203TH[L][DTD2D3]X[T]G) (EX: 278203QH[L][D3D2D3D4]X[T]G)
2%O.D.X� 2
4
IDEAL PART # ABREVIATIONS: 0.203 W.T.
278 = SHAFT DIAMETER = _ 3 PITCH TYPICAL PILE
203 = SHAFT WALL THICKNESS ASSEMBLY
EXT = EXTENSION (NP)
FE = FLIGHTED EXTENSION O15l6
SH, DH, TH, QH = SINGLE, DOUBLE,
TRIPLE, OR QUAD. HELIX
[L] = SHAFT LENGTH IN FEET BOLT HOLE HELIX FORMED BY
(EXAMPLE: 7' = 7) DETAIL PRESS DIE
[D] = HELIX DIAMETER(S) IN INCHES
(EXAMPLE: 10" = 10)
X = X (SEPARATES HELIX DIAMETER(S)
AND HELIX THICKNESS)
[T] = HELIX THICKNESS
(EXAMPLE: 3/8" = 38)
G = GALVANIZED
SINGLE
HELIX
EXTENSION
TRIPLE
HELIX
LEAD
TIP CUT
AT 45°
4/3/2020
'D El A L
rKurKIC I AKT AIVU U ivr1UCIV I1A1
THE INFORMATION CONTAINED IN THIS
DRAWING IS THE SOLE PROPERTY OF
EKED
4/7/2020
1
IDEAL MANUFACTURING, INC. ANY
REPRODUCTION IN PART OR AS A
1L MANUFACTURING, INC.
PICTURE PARKWAY
WHOLE WITHOUT WRITTEN
STER, NY 14580
Group
PERMISSION OF IDEAL
789-4810 1 W W W.IDL-GRP.COM
MANUFACTURING, INC. IS PROHIBITED.
NOT TO SCALE
SIZE
I DWG NO
REV
SHEET 1 OF 1
ALL UNITS IN INCHES U.N.O.
B
278203
0
3
B
W
O
M
N
N
14 of 22
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
,0
PROJECT 503 9th Ave N, Edmonds, WA
SUBJECT Foundation Stabilization/Jacki
Vo
LOAD ANALYSIS: IBC 2021 - 2-Story Building
5' SPAN MAX TRIB Condition
Roof LL (snow ground): 25 psf
Floor LL: 40psf
Floor/Roof DL: 15psf
Wall DL: 40psf
Roof Trib = 0.5*26' max span = 13'
Floor Trib = 0.5*24' max span = 12'
Typical Flr Ht = 10' x 2 stories = 20'
wpL = 15psf*(13'+12'+12')+40psf*20' = 1.35 klf
wLL= 25psf*13'+40psf*(12'+12') = 1.29 klf
WSTEM = 0.25klf
wTL.A„ew. = D+L+Stem = 1.35kif + 1.29kif + 0.25kif = 2.9kif
■2T
DATE
05/15/24
---------------------- I -----------------------
L/2 L L/2 - IL
5' Span PoE = 1.35klf * 5' = 6.75 k
5' Span PEE = 1.29klf * 5' = 6.45 k 21-2"
5' Span PITEM = 0.25klf * 5' = 1.25 k ( 1$"+ $")
5' Span PTL.A„ow. = 6.75k + 6.45k + 1.25k = 14.5 k
Case 1: Point Load
5'-0" Span: (Conc Only)
Pt Load = 15k
Refer to attached calculations for
analysis.
Case 2: Uniform Load
5'-0" Span: (Conc Only)
Uniform Load
DL = 1600 plf
LL = 960 plf
LL, (snow) = 330 plf
Refer to attached calculations for
analysis.
Pile and connection requirements per Pile and connection requirements per
contractor contractor
5'-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
5-0".
L120 ENGINEERING & DESIGN
15 of 22
Project Number:
Plan Name:
Shee[ Number:
S240327-lXR
503 9th Ave N
Engineer:
Subject:
Date:
PAM
26" Unreinforced Conc Beam
5/15/2024
DEMAND CALCULATION
number ofstories
#
2stories
span
L
5.0 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
1350 plf
[2-story loading]
w LL
LL
960 plf
[2-story loading]
w LLr
LLr
330 plf
[2-story loading]
**Assuming a single span between 2 piles
- in reality continuous spans
between piles will have reduced moments**
momentfrom DL
MDL
4,922 lb-ft
59.1 k-in
momentfrom LL
MLL
3,000 lb-ft
36.0 k-in
Mmax = ewlx
momentfrom SL
MLI
1,031 lb-ft
12.4 k-in
shearfrom DL
VDL
3,938 lb
3.94k
shearfrom LL
VLL
2,400 lb
2.40 k
vmax = ZwL
shearfrom SL
VL1
825 lb
0.83 k
factored moment
MLRFD
82.7 k-in
1.4DL
MLRFD
134.7 k-in
1.2DL + 1.6LL + 0.5SL
MLRFD
126.7 k-in
1.2DL + 1.6SL + LL
controllingfoctored moment
MR
134.7 k-in
factoredshear
VLRFD
5.5 k
1.4DL
VLRFD
9.0k
1.2DL + 1.6LL + 0.5SL
VLRFD
8.4k
1.2DL + 1.6SL + LL
controlling factored shear
V.
9.0 k
controlling factored bearing
BR
9.0 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=
89.69%
nom shear strength V„ 14.4 k V.= 32� * A ACI14 [Table 14.5.5.1(a)]
shearstrength 1 4,V„ 8.6k <Vu FAILED D/C= 103.91%
WITHIN 5% ACCEPTABLE
[IDEAL 2-7/8" Tru-Force Underpinning Bracket]
[If the supporting surface is> than loaded area]
ACI14 [Table 14.5.6.1(c)]
loaded bearing area Ar 74 in2
supporting surface bearing area Az 74 in2
nom bearing strength B" 156.6 k 0.85fA L
bearing strength dIBD 94.0 k > Bu OK
Additional Verification Calc:
max concrete tensile strength fr 375 psi f=7.S,jVI c
max beam tensile stress FL 159 psi Ft = (M * c)/fxx
f, > Ft OK
D/C= 9.55%
ACI 318-14 [Eq. 19.2.3.1]
16 of 22
Project Number:
Plan Name:
Shee[ Number:
S240327-1XR
503 9th Ave N
Engineer.
Subject:
Date:
PAM
26" Unreinforced Conc Beam
5/15/2024
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
i0 11
N 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
17 of 22
Appendix
Parcel Details
& Photographs
18 of 22
SnohomishOnline Government Information & Services
County4*
Washington
Property Account Summary
5/15/2024
Parcel Number 27032400220700 jProperty Address 1503 9TH AVE N, EDMONDS, WA 98020-3038
General Information
Property Description
SEC 24 TWP 27 RGE 03 E 190 FT OF S 110 FT OF S1/2 SE1/4 SE1/4
NW 1/4 LESS BEG NE COR THOF TH S 110FT TH W 15.3FT TH
NLY TAP 13.2FTW OF POB TH E TO POB PER SC #104695 TO
CITY OF EDMONDS AKA PAR A OFCITY OF EDM BLA REC AFN
200410195002
Property Category
Status
Tax Code Area
Property Characteristics
Land and Improvements
Active, Locally Assessed
100210
Use Code I I I Single Family Residence - Detached
Unit of Measure Acre(s)
Size (gross) 0.48
Parties
Role
Percent
Name
Address
Taxpayer
100
OLSON GREGORY V
& VIVIAN A
503 9TH AVE N, EDMONDS, WA
98020-3038 United States
Owner
100
OLSON GREGORY V
& VIVIAN A
503 9TH AVE N, EDMONDS, WA
98020-3038 United States
Related Properties
No Related Properties Found
Property Values
Value Type Tax Year
2024
Tax Year
2023
Tax Year Tax Year Tax Year
2022 2021 2020
Taxable Value Regular
$1,979,700
$1,921,500
$1,627,900
$1,455,300
$1,3415200
Exemption Amount Regular
Market Total
$1,9795700
$1,921,500
$1,627,900
$15455,300
$1,3415200
Assessed Value
$1,979,700
$1,921,500
$1,627,900
$1,455,300
$1,341,200
Market Land
$1,3775000
$1,239,300
$1,053,000
$915,200
$8345200
Market Improvement
$602,700
$682,200
$574,900
$540,100
$507,000
Personal Property
Active Exemptions
No Exemptions Found
19 of 22
20 of 22
Tax Year
Total Levy Rate
2023
2022
2021
6.866028
8.351400
8.265232
Real Property Structures
Receipts
Description
Type
Year Built
More Information
I1 Story wBasement
Dwelling
1939
View Detailed Structure Information
Date
Receipt No.
Amount Applied
Amount Due
04/24/2024 00:00:00
13228484
$7,047.70
$14,095.41
10/23/2023 00:00:00
12935966
$6,601.57
$6,601.57
04/18/2023 00:00:00
12662249
$6,601.56
$13,203.13
10/21/2022 00:00:00
12383941
$6,801.64
$6,801.64
04/21/2022 00:00:00
12116716
$6,801.64
$13,603.28
10/26/202100:00:00
11836872
$6,018.22
$6,018.22
04/27/202100:00:00
11566112
$6,018.21
$12,036.43
10/26/2020 00:00:00
11287402
$6,266.06
$6,266.06
04/17/2020 00:00:00
10985749
$6,266.06
$12,532.12
10/24/2019 00:00:00
10713663
$5,712.58
$5,712.58
04/18/2019 00:00:00
10416648
$5,712.57
$11,425.15
Sale Date
Entry
Recording
Sale
Excise
Deed
Transfer
Grantor(Seller)
Grantee(Buyer)
Other
Date
Number
Amount
Number
Type
Type
Parcels
WOLGAMOTT
OLSON
07/28/2005
08/01/2005
$765,000.00
298110
W
S
FREDERICK A
GREGORY V &
No
& JUDITH S
VIVIAN A
Neighborhood Code
Township
Range
Section
Quarter
Parcel Map
1605001
27
03
24
NW
View parcel maps for this Township/Range/Section
21 of 22
� a
t=4 O/
Existing building plan provided by Snohomish County records for Parcel #:27032400220700 for
address: 503 9th Ave N, Edmonds, WA 98020
Note that analysis assumptions such as building geometry, tributary areas, and loading were
determined through examination of these photographs and industry knowledge of standard
construction practices.
-L 120