REVIEWED-BLD2023-0183+Structural_Calculations+2.13.2023_4.27.08_PM+33674891 of 23
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
13150 91s' PL NE
KIRKLAND, WA 98034-5901
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
Calculation Package for
Foundation Llft
841 Puget Way,
Edmonds, WA 98020
no: 5221006-3XR
December^ 8th 2022
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
DECK
SLAB
WALKWAY
(E) RESIDENCE
841 Puget Way, Edmonds,
WA 98020.
AREA OFR---- - ---------------------------
"�"'">"•
IWORIKR
ALL
LessTnexxa tau
PILE
O.C. 1M
CORNER
GAG
L
SLAB
ATEP,BE
WALKWAY
FAOm COhNER (4) PILES @ B'-0" O.C. MAX
!-----------------------21-0----------------------_U.
d...,.D..—
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U.
PARCEL NO.
00496000000300
LEGAL DESCRIPTION
LAURELHURST PARK BILK 000 D-00 - LOT 3
00210
OWNER NAME & ADDRESS
SMITH CYRUS B
841 Puget Way, Edmonds, WA 98020.
LOT SIZE
0.28 (12, 196 SQFT)
BUILDING LOT
COVERAGE
18.1 % (2,204 SOFT)
GARAGE
PILE SPACING & LOAD REQUIRMENTS TABLE
MAX O.C. SPACING, ft
MIN VERTICAL CAPACITY, kips
PROOF TESTING LOADkips
PILE A
PILE TYPE
BTWN END
PILES OFFSET
ALLOWABLE LOADING
200% MIN VERTICAL CAPACffY (MIN
ULTIMATE CAPAC
LOCATION
#1
HELICAL
6-0" T-T MAX
13.0 kip26.0
ki
TYP
#2-5
HELICAL
6'-T T-0" MAX
12.0 ki
24.0 ki
TYP
NOTES:
a. MINIMUM AND MAXIMUM INSTALLATION TORQUE FOR HELICAL ASSEMBLIES SHALL BE SPECIFIED BY THE PILE MANUFACTURER. THE MINIMUM INSTALLATION TORQUE SHALL BE HIGH
ENOUGH TO ACHIEVE THE REQUIRED BEARING CAPACITY LOADING, INCLUDING 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 FORA 2-7I8 INCH DIAMETER HELICAL
PILE WITH 0.203 INCH SHAFT WALL THICKNESS PER ESR3750.
b. HELICAL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESR-3750.
c. PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR ANY PART OF THE ASSEMBLY.
d. MAXIMUM ONCENTERSPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN.
NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS.
PUGET DR
---------------
ooaco3
EIR.
SITE PUGETWAY
L N
® — OVERATL PARCEL PLAN
N.T.S.
SITE PLAN LEGEND
❑ EXISTING RESIDENCE STRUCTURE
EXISTING ADJACENT STRUCTURE
AREA OF PROPOSED WORK
PROPERTY LINE
---- APPROXIMATE DIMENSION
HELICAL PILE
1. VERIFY ALL DIMENSIONS ON SITE.
2. FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF CONCRETE STE
WALLPER R&R LEVEL SURVEY.
3. REFERTOTHEFOLLOWING DETAILS FOR ADDITIONAL INFORMATION
HFUGAL PILES ...................................... 1 ISD-1.1
REFER4. TO STRUCTURAL CALCU-CWS PACKAGEDATED OCT 28, 2D2
FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND REQUIREMENTS.
5. LEVEL SURVEY PER R&R REPAIRPLAN DATED AUG 25, 2022 REFER TO
STRUCTUNAL CALCULATIONS PACKAGE FOR MODIFICATIONS AND ADDITI
REQUIREMENTS FOR REPAIR PLAN.
hICGY�-l.F�Fi�J]Z]:i0VCl91AyP:i�T
EQUIVALENT) AT A MAXIMUM SPACING 18"00. 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 S-THICK MINIMUM WITH 2'-B' HEIGHT
(MEASURED FROM EDTG TO T/CONC) MINIMUM. FIELD VERIFY EXISTING
CONCRETE SLAB -ON -GRADE AT PILE ATTACHMENT IS 4" THICK MINIMUM.
11. PARCEL DIMENSIONS PROVIDED BY CITY OF KING ISLAND. NOT TO SCALE.
PROPERTY LINE AND RESIDENCE LOCATING DIMENSIONS (WITH ASTERISK,.)
APPROXIMATED PER SNOHOMISH COUNTY iMAP AND SEATTLE DEPARTMENT
OF CONSTRUCTION AND INSPECTIONS GIS MAPPING TOOLS. NOT TO BE USED
FOR LEGAL PURPOSES.
12. SITE FEATURES AND EXISTING STRUCTURES ON ADJACENT PARCELS NOT
14. PILES SHALL BE INSTALLED TO A MINIMUM EMBEDMENT OF 5'0' OR UNTIL
TORQUING OF THE PILE SHALL CONTINUE UNTIL A HYDRAULIC PRESSURE IS
ACHIEVED TO PROVIDE THE SPECIFIED MINIMUM VERTICAL CAPACITY WITH A
SAFETY FACTOR OF NO LESS THAN TWO. ADVANCEMENT SHALL BE HALTED
IMMEDIATELY IF THE STRUCTURE BEGINS TO EXPERIENCE UPLIFT FLEXURE.
LOQATE
1� 1' zr_• x
0
O.C. MAX
FROM
CORNER -• ".
LOCATE PILE
O.C. MAX
FROM CORNER
(4) PILES @ 6 0 06 0C MI
R&R LEVEL SURVEY
SEE STRUCTURAL CALCULATION PACKAGE FOR ADDITIONAL REQUIREMENTS
SITE PLAN
3of23
LONGITUDE
ONE TWENTY
ENGINEERING & DESIGN
Scone/Obiective
PROJECT NO. SHEET NO.
S221006-3XR
PROJECT 841 Puget Way, Edmonds, WA 98020.
SUBJECT Foundation Stabilization/Jackin
BY NJ DATE 12/8/22
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" on -center at the locations indicated on the attached Level Survey. Reference
SSK-01.
- End piles are to be placed as close to corners as possible and shall not exceed a max corner offset distance of T-0".
- A maximum allowable loading of 2,150 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:
Exterior/Perimeter Piles 1 @ 6'-0" o.c. ............ 13 kip minimum vertical capacity (allowable load)
Exterior/Perimeter Piles 2-5 @ 6'-0" o.c. ............ 12 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 August 25, 2022, 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 23
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 23
GENERAL NOTES
STRUCTURAL STEEL
1. REFERENCE STANDARDS: DESIGN, FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE
WITH THE LATEST EDITION OF THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS
AND BRIDGES".
2. MATERIALS:
BOLTS - ASTM A307, UNLESS OTHERWISE NOTED
ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI)
3. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS AND CONFORM TO AWS CODES
D1.1 AND D1.3. WELDS NOT SPECIFIED ARE TO BE 1/4" CONTINUOUS FILLET MINIMUM. USE DRY
E70 ELECTRODES. WHERE ON -SITE WELDING IS REQUIRED, SPECIAL INSPECTION IN
ACCORDANCE WITH 2O18 AND 2012 IBC SECTION 1705.2 IS ALSO REQUIRED.
CONCRETE
1. REFERENCE STANDARDS: ACI 301, ACI 318, IBC.
2. MINIMUM CONCRETE STRENGTH (28 DAYS):
FOOTINGS AND STEM WALLS..................................................3,000 PSI - 5 SACK MIX
BASEMENT FOUNDATION RETAINING WALLS .......................3,000 PSI - 5 SACK MIX
SLAB-ON-GRADE........................................................................2,500 PSI - 5 SACK MIX
SLAB -ON -GRADE... EXPOSED WEATHERING SURFACES ...... 3,000 PSI
AIR -ENTRAINMENT 2.5% TO 5.5% FOR EXPOSED CONCRETE
3. MIXING: COMPLY WITH ACI 301. DO NOT EXCEED THE AMOUNT OF WATER SPECIFIED IN THE
APPROVED MIX. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A
DENSE, WORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE
SURFACE WATER.
4. PLACING: COMPLY WITH ACI 301. PROVIDE A 3/4 INCH CHAMFER AT ALL EXPOSED CONCRETE
EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS.
5. SLUMP: 4 INCHES PLUS OR MINUS 1 INCH. DO NOT ADD WATER TO MIX TO INCREASE SLUMP.
GREATER SLUMP, ACCELERATED SET, OR HIGH EARLY STRENGTH MAY BE ACHIEVED BY USING
APPROVED ADMIXTURES.
6. CURING: COMPLY WITH ACI 301. KEEP CONCRETE MOIST FOR SEVEN DAYS MINIMUM.
7. JOINTING: PROVIDE ADEQUATE JOINTING TO MINIMIZE EFFECTS OF VOLUME CHANGE. JOINTS
SHOWN MAY BE ADJUSTED AT CONTRACTOR'S OPTION WITH PRIOR APPROVAL FROM ENGINEER.
8. WEATHER EXTREMES: COMPLY WITH ACI 305R FOR HOT WEATHER. COMPLY WITH ACI-306R FOR
COLD WEATHER.
9. WATER/CEMENT RATIO SHALL NOT EXCEED 0.50 (BY WEIGHT), TYPICAL.
10. ALL SPECIFIED CONCRETE ANCHORS SHALL BE SIMPSON STRONG -TIE, HILTI, OR EQUIVALENT.
SPECIAL INSPECTIONS REQUIRED. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH
MINIMUM EMBEDMENT, SPACING, EDGE DISTANCE, AND REQUIREMENTS PER MANUFACTURER.
6 of 23
PROJECT
LONGITUDE SUBJECT
ONE TWENTYO
ENGINEERING & DESIGN
BY NJ
PROJECT NO. SHEET NO.
S221006-3XR
841 Puget Way, Edmonds, WA 98020.
Foundation Stabilization/Jacking
DATE 12/8/22
ideal Foundation Systems2-718"O Helical Pile ]0.203-inch wall thickness) - Soil Capacity per ESR-3750
DIGGA6KDrive Head
Pressure
Torque CorrelQtionFactor, Kt
Ultimate Axial Compressive
Allowable Axial Compressive
L120 ENGINEERING &DESIGN
7 of 23
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
S221006-3XR
PROJECT 841 Puget Way, Edmonds, WA 98020.
SUBJECT Ideal Helical Pile Installation Chart
BY NJ
DATE 12/8/22
Ideal Foundation Systems 2-7/8"0
*
Helical Pile (0.203-inch wall thickness) -Soil Capacity
per ESR-3750
DIGGA lOK Drive
Head Pressure
(Psi)
Torque,
T
(ft*Ibs)
Torque Correlation Factor,
Kt [Compression]
(ft i)
Ultimate Axial Compressive Capacity,
P„ = K,*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
9of23
Thursday, August 25, 2022
jvLi PHOTOS
Crew will be installing helical pile #1 along the West
side of home's foundation, crew will be excavating
2x2 area's in locations where piles will be placed.
Crew will lay plastic down for all excavated soils and
debris. Homeowner may trim landscaping back in
specified areas, otherwise crew will trim/remove
any landscaping In the way of Installing neiical piles.
11 I�
FOUNDATION SPECIALIST
Crew will be installing helical piles #2-5malong the
South side of home's foundation, crew will be careful
of landscaping, and will need areas trimmed or
removed in specified areas where piles will be placed.
Picture for reference. Crew will be drilling 3/8's holes every 2'-3' in interior
basement slab in highlighted locations marked on
elevation map to lift and void fill to maximum practical
recovery. Furniture will need to be removed and tiling
will need to removed in the highlighted locations.
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
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
=�
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10 of 23
PROJECT NO. NO.
S221006-3XR SSK-01
PROJECT 841 Puget Way, Edmonds, WA 98020.
SUBJECT Foundation Stabilization/Jacking
BY NJ DATE
(E) WOOD FRAMED
FLOOR SYSTEM,
FIELD VERIFY
8" MIN THICKNESS,
CONTRACTOR TO VERIFY
d
12/8/22
(E) CONIC STEM WALL
1111=II II-1111=
' "' I�IIIIIII�I111111�11111
T/STEM WALL =
FIELD VERIFY
T/FIN GRADE _
VARIES
1111=IIII-1111= (E) FTG TO BE CUT FLUSH
IIII=1111=III WITH FACE OF STEM WALL
1111=IIII=1111- WITH A 12" MAX WIDTH FOR
'=IIII=1111- III: INSTALLATION POCKET
'- 1111=IIII=1 I-1
v'-IIII-11 -1111.
. III�IIII IIII=11
��=lil1=1111=1111=IIII-1111
�
�- °
""
"'
-1111=IIII-1
d
(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.
T/CONC FTG =
FIELD VERIFY
IDEAL HELICAL PILE & REPAIR
BRACKET ASSEMBLY PER
R&R FOUNDATION SPECIALIST
TO CONFORM TO ESR-3750
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%2�
+ +
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.
8. HELICAL PILE ASSEMBLIES MANUFACTURED IN ACCORDANCE WITH ICC-ES AC358 ACCEPTANCE
CRITERIA FOR HELICAL FOUNDATION SYSTEMS AND DEVICES.
.
4 22 2020
-KED
0 D Ec A L
4 23 2020
1
kL
�L 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 278TFBPG
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
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
13of23
LONGITUDE
ONE TWENTY
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
S221006-3XR
PROJECT 841 Puget Way, Edmonds, WA 98020.
SUBJECT Foundation Stabilization/Jacking
BY NJ
LOAD ANALYSIS: IBC 2018 - 2-STORY
BUILDING
Typical Pile 6'-0" Span(Piles 1):
Roof LL (snow ground): 25 psf
Floor LL: 40psf
Floor/Roof DL: 15psf
Wall DL: 12psf
Stemwall DL: 100 psf (8" wall)
Roof Trib: 0.5*28' span = 14'
Floor Trib: 0.5*20' max span = 10'
Typical Flr Ht: 10' *2 story =20'-0"
Case 2: Uniform Load:
WDL =
15psf*(14'+10'+10')+12psf*(20')=.75klf
WDL (Stemwall) = 100psf* 2.5ft= .25klf
WsL =25psf*(14')= 0.35 klf
WLL=40psf*(20')= 0.8 klf
WTI.= DL+SL+LL =
0.75klf+0.35klf+,8klf = 1.9 klf (wlo stemwall)
0.75klf+0.35klf+0.25klf+.8klf= 2.15kif (wi
stemwall)
Case 1: Point Load (6'-0" span):
PDL= 0.75klf*6'-0" = 4.5 kips
PDt (stemwall)= 0.25klf*6'-0" = 1.5 kips
Psi= 0.35klf*6'-0" = 2.1 kips
PLL= .8klf*6'-0" = 4.8 kips
PTA (who stemwall DL) = 1.9klf*6'-0"= 11.4k
PTA (wl stemwall DL) = 2.15*6'-0"= 12.9k
Refer to attached calculations for
analysis.
DATE 12/8/22
------------------------I-'------------------------
L/2 L/2
i-S
NOTES:
1. Both uniform and point loads analyzed in the following calculations. Uniform loads are
assumed to be standard due to load distribution from bearing walls, however, the additional
point load is conservatively considered here for any major beam supports from above.
2. Maximum loading on the grade beam was determined by inspection of the building
geometry and through conservative assumptions regarding span lengths and support
wall/foundation. All concrete walls assumed full tributary span of floor and roof members.
Conclusion:
Based on the loading and geometry of the structure we conclude that the foundation
may be stabilized through the use of piles and connections per R&R. These are to be
attached to the stem -wall (grade -beam) at an on -center (o.c.) spacing no greater than
6'-0".
L120 ENGINEERING & DESIGr'
14of23
LONGITUDE
ONE TWENTY
ENGINEERING & DESIGN
LOAD ANALYSIS: IBC 2018 - 1-STORY
BUILDING
Typical Pile 6'-0" Span (Piles 2-5)
Roof LL (snow ground): 25 psf
Floor LL: 40psf
Floor/Roof DL: 15psf
Wall DL: 12psf
Stemwall DL: 100 psf (8" wall)
Roof Trib: = 6'
Floor Trib: 0.5*20' max span = 10'
Typical Flr Ht: 10' *2 story + 5' Gable
=25-0"
Case 2: Uniform Load:
WDL =
15psf* (6'+ 10'+10")+ 12psf*(25')=0.69 klf
WDL(Stemwall)= 100psf* 2.5ft= .25k1f
WsL=25psf*(6')= 0.15 klf
WLL=40psf*(20')=.8 klf
WTL= DL+SL+LL =
0.69klf+0.15klf+,8klf = 1.65 klf (who stemwall)
0.69klf+0.15klf+.8+.25klf= 1.9kif (wi
stemwall)
Case 1: Point Load (6'-0" span):
PDL= 0.69klf*6'-0" = 4.14 kips
PDL(stemwall)= 0.25klf*6'-0" = 1.5 kips
PSL= 0.15klf*6'-0" = 1 kips
PLL= .8klf*6'-0" = 4.8 kips
PrL (w10 stemwall DL) = 1.65klf*6'-0"= 9.9k
PrL (w/ stemwall DL) = 1.9*6'-0"= 11.4k
Refer to attached calculations for
analysis.
PROJECT
SUBJECT
BY NJ
PROJECT NO. SHEET NO.
S221006-3XR
841 Puget Way, Edmonds, WA 98020.
Foundation Stabilization/Jacki
DATE 12/8/22
---------------------- -----------------------
L/2 L/2
i-S
NOTES:
1. Both uniform and point loads analyzed in the following calculations. Uniform loads are
assumed to be standard due to load distribution from bearing walls, however, the additional
point load is conservatively considered here for any major beam supports from above.
2. Maximum loading on the grade beam was determined by inspection of the building
geometry and through conservative assumptions regarding span lengths and support
wall/foundation. All concrete walls assumed full tributary span of floor and roof members.
Conclusion:
Based on the loading and geometry of the structure we conclude that the foundation
may be stabilized through the use of piles and connections per R&R. These are to be
attached to the stem -wall (grade -beam) at an on -center (o.c.) spacing no greater than
6'-0".
L120 ENGINEERING & DESIGN
15 of 23
Project Number:
Plan Name:
Sheet Number:
S221006-3XR
841 Puget Way
Engineer:
Subject:
Date:
NJ
2ft Unreinforced Conc Beam
12/8/2022
DEMAND CALCULATION
numberofstories
#
2stories
span
L
6.0 ft
concrete area
A
216 in2
concrete self weight
SW
250 plf
Pt DL
DL
4.50 k
= 6.0 ft * 946
Pt LL
LL
4.80 k
= 6.0 ft * 980
Pt LLr
LLr
2.10 k
= 6.0 ft * 100
moment from DL
MDL
7,875 lb-ft
94.5 k-in
moment from LL
MLL
7,200 lb-ft
86.4 k-in
moment from SL
MLL,
3,150 lb-ft
37.8 k-in
factored moment
MLRFD
132.3 k-in
1.4DL
MLRFD
270.5k-in
1.2DL + 1.6LL + 0.5SL
MLRFD
260.3k-in
1.2DL + 1.6SL + LL
controlling factored moment
M„
270.5 k-in
factored shear
VLRFD
4.2 k
1.4DL
VLRFD
8.0k
1.2DL + 1.6LL + 0.5SL
VLRFD
7.7k
1.2DL + 1.6SL + LL
controlling factored shear
V.
8.0 It
controlling factored bearing
B„
8.0 It
concrete strength
Pc
2.5 ksi
assumed
light wt concrete mod. factor
A
1
normal weight concrete
flexure strength red. factor
41ee.
0.9
tension -controlled
shear strength red. factor
Cheap
0.75
bearing strength red. factor
bearing
0.65
moment of ineritia
Ix„
11,016 in4
elastic section modulus
Sm
1,001 in3
tens fiber to NA
c
11.0 in
nomflexure strength (T controls)
Mn
250.4 k-in
Mn = 5AFfcSm
nomflexurestrength(Ccontrols)
Mn
2,128.1k-in
M=0-85f,.'S„
RESIDENTIAL CONCRETE
Mn
375.5 k-in
Mn = 7.55a. f'rSm CONTROLS
flexure strength
W.
338.0 k-in
> Mu OK
nom shear strength
V,
14.4 k
V.= 3 2V / c -A
shearstrength
TVn
10.8 k
> Vu OK
loaded bearing area A, 74 in2
supporting surface bearing area Az 74 in2
nom bearing strength Bn 156.6k 0.85fA1
bearing strength 4)121n 101.8 k > Bu OK
Additional Verification Calc:
max concrete tensile strength fr 375 psi f = 7.5d
max beam tensile stress FL 270 psi Ft = (M * c)/
Lxx
f, > Ft 0K
[max on -center pile spacing]
*see attached
[Includes total height w/o ACI14 §14.5.1.7 redux]
[2-story loading]
[2-story loading]
[2-story loading]
[R=V for SS beam]
ACI14 [Table 21.2.11
ACI14 [Table 21.2.1]
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. 8.2.1.11
D/C= 80.04%
ACI14 [Table 14.5.5.1 (a)]
D/C= 73.75%
[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= 7.82%
ACI 14 [Eq. 19.2.3.11
16 of 23
Project Number:
Plan Name:
Sheet Number:
S221006-3XR
841 Puget Way
Engineer:
Subject:
Date:
NJ
2ft Unreinforced Conc Beam
12/8/2022
Final Section Prooertres
Total Area
216.0 in12
1xx
11,016.0 104
Sxx: - Y =
1,001.4S in13
lyyr
1,631.93 in"4
Sxx : +Y
847.38 in 'a
Calculated fine! C.G. distance Tram Datum :
x cg Dlsl. = 0.0 in
7xx
1,349.99 In 3
Syy : - X _
271.988 in"3
Syy : +){
R
271.98$ in 3
Y eg Dist. =
0.0 in
ZYY
504.0 in^3
Edge Distances from CO- :
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 CCW
Per AC114§14.5,1.7
General
- I _ #1 Xcg = 0.000 in Ycg = 0.004 in Rotation = O deg CCW
Top Flange Widln = SMOin Tap Flange Thick = 8.040in Web Thickness = SA00in
Bottom Flange Wid 12.00Oin Sottom Flange Thii 6.000in Tap Height = 24MOIn
17of23
Appendix
Parcel Details
& Photographs
18of23
SnohomishOnline Government Information & Services
County 4*
�Ilfashinglnn
Property
Account Summary
10/26/2022
Parcel Number
00496000000300
Property Address
1841 PUGET WAY, EDMONDS, WA 98020-2645
Tax Balance
Pay Online
Visit our payment site to make an
online payment.
PAY NOW
Installments Pa able
_
Pay By Mail
Make Check/Money Order to:
Snohomish County Treasurer
Send to:
Snohomish County Treasurer
3000 Rockefeller Ave
M/S 501
Everett, WA 98201
Tax Year
linstallment
IDue Date
I Principal
Interest, Penalties and Costsl
Total Duel
Cumulative Due
2022
12
10/31/2022
1 $4,465.741
$0.001
$4,465.741
$4,465.74
Distribution of Current Taxes
District
Voted
Amount
Non -
Voted
Amount
Rate
Amount
CENTRAL PUGET SOUND REGIONAL TRANSIT AUT
0.18
$196.70
$0.00
$196.70
CITY OF EDMONDS
1.18
$1,261.84
$359.47
$902.37
EDMONDS SCHOOL DISTRICT NO 15
3.19
$3,410.59
$3,410.59
$0.00
PORT OF EDMONDS
0.08
$86.76
$0.00
$86.76
PUB HOSP #2
0.06
$61.47
$0.00
$61.47
SNO-ISLE INTERCOUNTY RURAL LIBRARY
0.39
$418.32
$0.00
$418.32
SNOHOMISH COUNTY-CNT
0.60
$639.37
$0.00
$639.37
STATE
2.67
$2,848.41
$0.00
$2,848.41
SNOHOMISH CONSERVATION DISTRICT
$8.02
$0.00
$8.02
TOTAL
8.35
$8,931.48
$3,770.06
$5,161.42
Pending Property Values
Pendingi Market Land Market
Tax Year Value Improvement
Value
Market Total
Value
Current Use
Land Value
Current Use
Improvement
Current Use
Total Value
2023
$1,048,600.00
$310,900.00
$1,359,500.00
$0.00
$0.00
$0.00
Levy Rate History
Tax Yearl
Total Levy Rate
19 of 23
2021
8.265232
2020
9.337975
2019
9.270960
Real Property Structures I
l Y
Description
iType
IYear Built
IMore Information
Tri-Level
IDwelling
11962
IView Detailed Structure Information
Receipts
Date
Receipt No.
Amount Tendered
Amount Due
03/02/2022 08:36:00
12018968
$4,465.74
$8,931.48
11/08/202100:00:00
11985285
$3,954.27
$3,954.27
04/16/202100:00:00
11513632
$3,915.12
$7,830.24
10/26/2020 08:20:00
11227060
$4,292.95
$4,292.95
04/20/2020 00:00:00
11049082
$4,292.94
$8,585.89
10/30/2019 00:00:00
10812011
$4,134.65
$4,134.65
04/30/2019 00:00:00
10546407
$4,134.64
$8,269.29
11/01/2018 00:00:00
10265580
$4,113.81
$4,113.81
05/02/2018 00:00:00
9998787
$4,113.80
$8,227.61
10/24/2017 00:00:00
9558999
$3,559.61
$3,559.61
04/26/2017 00:00:00
9405236
$3,559.611
$7,119.22
Sales History
Sale Entry Recording I Recording Sale Excise Deed Transfer Grantor(Seller) Grantee(Buyer) Other
Date Date Date Number �AmountiNumber Type Type I Parcels
No Sales History Found
I Property Maps
Neighborhood Code
ITownship
111ange
iSection
lQuarter
1parcel Map
1605001
127
103
124
JNW
jYiiew parcel maps for this Township/Range/Section
I General Information
Property Description
LAURELHURST PARK BLK 000 D-00 - LOT 3
Property Category
Land and Improvements
Status
Active, Locally Assessed
Tax Code Area
00210
Property Characteristics
Use Code 111 Sin
Unit of Measure Acre(s)
Size (gross) 0.28
Residence - Detached
Related Properties
FN—o Related Properties Found i
Parties
Role
Taxpayer
ent Name Address
100 SMITH 841 PUGET WAY, EDMONDS, WA 98020
CYRUS B United States
20 of 23
Owner
Property Values
�841 PUGET WAY, EDMONDS, WA 98020
B United States
Value Type
Tax Year Tax Year
2021 2020
Tax Year
2019
Tax Year
2018
Tax Year
2022
Taxable Value Regular
$1,068,500
$946,400
$918,600
$891,200
$766,200
Exemption Amount Regular
Market Total
$1,068,500
$946,400
$918,600
$891,200
$766,200
Assessed Value
$1,068,500
$946,400
$918,600
$891,200
$766,200
Market Land
$806,200
$702,300
$686,900
$666,900
$565,100
Market Improvement
$262,300
$244,100
$231,700
$224,300
$201,100
Personal Property
Active Exemptions
No Exemptions Found
Events
Effective Date
jEntry Date -Time
IType
Remarks
No Events Found
21 of 23
'Snohomish County Online Government Information & Services
Structure Information
Close Window
General Description
Parcel Number 00496000000300 (R01)
Structure Class Dwelling
Structure Type Tri-Level
Year Built 1962
Exterior Features
Foundation Cone or CB
Exterior Siding -Lap
ROOF Type: Gable Pitch Low Cover Composition
Interior Features
Bedrooms 3
Full or 3/4 Baths 3 1/2 Baths 0
Heat Forced Hot Air - Gas
Fireplace Masonry 2s stacked fireplace
Floor Area
Floor 1 Base SF 1566 Finished SF 1566
Floor L Base SF 638 Finished SF 638
Garage(s), Carport(s) and major outbuilding(s)
Attached Garage SF 560
Other Features
k
u
464W W6
4,
1
i
q+i
22 of 23
iSFr
1566 s.f.
31
4 3
1 26
22
0
Existing building plan provided by Snohomish County records for Parcel #:00496000000300 for
address: 841 Puget Way, 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.
-L120
23 of 23
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.
-L 120