APPROVED BLD-BLD2021-1101+Structural_Analysis_or_Calculations+8.9.2021_12.24.17_PM+23466181 of 25
RECEIVED
Aug 09 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
LONGITUDE
ONE TWENTYo
ENGINEERING & DESIGN
Calculation Package for
Foundation Stabilization/Left
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
13150 91s' PL NE
KI RKLAN D, WA 98034-5901
CONTACT: MANS THURFJELL, PE
17808 73rrd P1 W,
Edmonds, WA 98026
Project No: S210713-1XR
July 30, 2021
Prepared for:
R&R Foundation Specialist
3409 McDougall Ave, suite 204
Everett, WA 98201
P: 425.760.5077
EMAIL: MTHURFJELL@L120ENGINEERING.COM
BLD2021-1101
PILE SPACING & LOAD REOUIRMENTS TABLE
PILE$
PIPE
TYPE
YAXO.C.SPACING,R
MIN VERTICAL CAPACITY, kips
PROOF TESTING LOAD, kips
LOCATION
6TWN
PILES
END
OFFSET
ALLOWABLE LOADING
200% MIN VERTICAL CAPACITY
(MIN ULTIMATE CAPACITY)
T)gtal
HE1114
PER PLAN I
PER PLAN
Ml,il
G2.0 Up
TYP
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 CAPACITY LOADING, INCLUDINGA SAFETY FACTOR NO LESS THAN 2, THE MAXIMUM
IN:TALLATON TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS OR MY PART OF THE PILE ASSEMBLY. MAXIMUM
ITALLATION TORQUE RATING OF 8,300MLBS FOR A2-TM INCH DIAMETER HELICAL PILE WITH 8203INCH $HAFT WALL THICKNESS PER EBR37%,
N. FOR HELICAL PILES, PER IDEAL GROUP DWG N0.: 2787G, THE ALLOWABLE STRUCTURAL CAPACITY FOR THE 2 TO TRU-FORCE UNDERPINNING BRACKET IS
LIMITEDT030KIPS.
c. HELICALASSEMBLIESAS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESR-3T50.
V. PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR ANY PART OF THE ASSEMBLY.
e. MAXIMUM ON -CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN.
SITE PLAN LEGEND
■ EXISTING RESIDENCE STRUCTURE
EXISTING ADJACENT STRUCTURE
- AREA OF PROPOSED WORK
---- PROPERTY LINE
APPROXIMATE DIMENSION
i PRO_PE_RTY LINE
L-_-_-_-_-_-_-159'-0" _-_-_-_._-_-_-_-_-_-_ _
7.
I
G:i 4 -
ain a
ai (E) STRUCTURE
-------------1=19'_0,.
i
1
' I SITE PLAN
wo C)
mrz
i 2A
C Amp
I Y �2 Q 3P
W -Na R,\yY.WEi7F �o`OO=O
r �m
� ¢ I PROPA
», five 1
R�'ER 1
SEER O 1
ln�
OVERALL PARCEL PLAN
I ;
I
PRIMARY
ENTRANCE 1
i
2�
LOCATE PILE
UNDER POST {}
T
—__lr
(E) RESIDENCE
17808 73RD PL W,
EDMONDS, WA 98026
JU
:a0
L•ei..................... 1
6
7
LOCATE PILE
WITHIN 2'-O" MAX / �
OF CORNER
AREA OF WORK
FOUNDATION NOTES
1, VERIFY ALL DIMENSIONS ON SITE.
2. FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF CONCRETE STEM WAIL PER RBR LEVEL SURVEY.
3. REFER TO THE FOLLOWING DETAILS FOR ADDITIONAL INFORMATION:
HELICAL PILE................................................................................... 11S0.1.1
4. REFERTO STRUCTURAL CALCULATIONS PACKAGE DATEDJULY 30,2021, FORADDITIONAL INFORMATION..
SPECIFICATIONS, AND REQUIREMENTS.
5. LEVEL SURVEY PER RBR REPAIR PLAN DATED JUNE 30,2021. REFER TO STRUCTURAL CALCULATIONS
PACKAGE FOR MODIFICATIONS AND ADDITIONAL REQUIREMENTS FOR REPAIR PLAN.
6. MINIMUM PILE DIAMETER SHALL BE 2-71F.
7. IT IS ACCEPTABLE TO INSTALL PILES AT THE SPACING SHOWN WITH x tlE' TOLERANCE TO ALLOW FOR
UNEXPECTED OBSTRUCTIONS ENCGUNTERED DURING PILE INSTALLATION PROVIDED THAT NO TWO
ADJACENT SPANS EXCEED THE SPACING LIMITATION AS INDICATED ON LEVEL SURVEY.
B. IF REQUIRED, ALL SUPPLEMENTAL CHANNELS TO SPAN FROM PILE TO PILE AND EMEND MIN 6" PAST
SUPPORTING PILE EA END.
9. IF REQUIRED, ALL SUPPLEMENTAL CHANNELS TO BE ANCHORED TO THE FOUNDATION WITH 51T DAM.
SIMPSON TITEN HD SCREW ANCHORS (OR APPROVED EQLVALENT) AT MAXIMUM SPACING 12' O.C. WI
MIN. C EMBED. 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 8' THICK
MINIMUM WITH 2'4H HEIGHT (MEASURED FROM B/FTG TO TICONC) MINIMUM.
11. PARCEL DIMENSIONS APPROXIMATED BY SNOHOMISH COUNTY ASSESSOR GIS MAPPING TOOLS 8
TAXSIFTER INCLUDING THE SELECTED PARCEL. PROPERTY DIMENSIONS ARE APPROXIMATE FOR
REPRESENTATIVE PURPOSES ONLY. NOT TO SCALE. NOT TO SE USED FOR LEGAL PURPOSES OR IN
PLACE OF A FIELD SURVEY.
12. SITE FEATURES AND EXISTING STRUCTURES ON ADJACENT PARCELS NOT SHOWN FOR CLARITY.
13, PILES SHALL BE INSTALLED TO MINIMUM EMBEDMENT OF 5'-0' OR UNTIL REFUSAL, WHICHEVER IS
SHALLOWER..
HELICAL PILE REFUSALCRITERA
TORQUING OF THE PILE SHALL CONTINUE UNTIL 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.
PARCEL NO.
00473700000900
LEGAL DESCRIPTION
HILLVIEW ADD BLK 000 D-00 LOT 9 TGW TH
PTN LOT 8 SO PLAT DAF BEG AT MOST
NWLY CORSO LOT 8 TH N40'58 49E ALG
NWLY UN SO LOT 106.97FT TH S22'40 OOW
45.353FT TH S42'24 09W 35.887FT TH
S66'27 33W 31.057FT TO POB AKA REV
LOT 9 PER CITYOF EDM SP S-20-90 REC AF
NO 9102010195
OWNER NAME 8 ADDRESS
MITCHELL STEPHEN
17808 73RD PL W,
EDMONDS, WA 98026
w
Q ? j
Zo
00E
J
17808 73RD PL W,
EDMONDS, WA 98026
PROTECT NUMBER
S210713-1 XR
DRAWN BY FY
al- MRT
07/30/2021
THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS.
SITE PLAN
3 of 25
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
S210713-1
PROJECT 17808 73RD PL W, EDMONDS, WA 98026
SUBJECT Foundation Stabilization/Jackin
Vo
FY
DATE
07/30/2021
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 Summa
- The foundation of the residence consists of continuous cast -in -place concrete stem wall and concrete strip footings. Below the
footings, piles are to be spaced at a distance no larger than 6'-0" on -center at the locations indicated on the attached Level Survey
Piles to be installed in accordance with SSK-01.
- End piles are to be placed as close to corners as possible and shall not exceed a max corner offset distance as per plan.
- A maximum allowable loading of 2,660 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 @ 6-0" Max ........................................... 16.0 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 June 30, 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 INTERNATIONAL BUILDING CODE (IBC). THE
MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
5 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.
6 of 25
LONGITUDE
ONE TWENTY°
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
S210713-1
PROJECT 17808 73RD PL W, EDMONDS, WA 98026
SUBJECT StdbdubnbQ n6itabiiizRiieri,f EteiN n Chart
BY FY
DATE
07/30/2021
Ideal Foundation Systems 2-7/8"0
Helical
Pile (0.203-inch wall thickness)
-Soil Capacity per ESR-3750
DIGGA 6K Drive Head
L120 ENGINEERING &DESIGN
7 of 25
LONGITUDE
ONE TWENTY°
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
S210713-1
PROJECT 17808 73RD PL W, EDMONDS, WA 98026
SUBJECT StdWdn btRBnFAabiiizMierihistoNi n Chart
BY FY
DATE
07/30/2021
Oaf01111d7tion Systems 2-7/8"0 Helical Pik (0.103-inch wall
thickness) -Soil Capacity per ESR-3750
Torque
L120 ENGINEERING &DESIGN
8 of 25
Wednesday, June 30, 2021
SCOPEOF WORK FOUNDATION SPEC'""`
Crew will install 3" Helical Piles 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 drill 3/8" holes and inject Polyurethane Foam to lift and support slab. Crew will
pump a maximum of 220 Ibs, after there will be a $7 charge per lb. Estimated amount of foam will be 200-240lbs
L120 is in concurrence with pile layout recommended by R&R provided that the proposed layout is followed as marked and that a
maximum pile spacing of 6'-0"o.c. is achieved.
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 specified below.
LEVEL SURVEY
0
ZQ
LO
N
3/4
�i
I
❑ = Polyurethane Lift
� Iipl Pile with
■
51.5'
0
S
in
UNDER P LOCATE PILE
WITHIN 2'-0" MAX
I OF CORNER
9 of 25
Wednesday, June 30, 2021
JOCK Fr1OTOS
FOUNQATION SPECIALIST
West side of home, Piles 1-7 will be installed here. South side of home, Piles 8-11 will be installed here.
Crew will drill 3/8" holes here and inject
Polyurethane Foam to lift and support slab.
Crew will pump a maximum of Ibs, after there will be
$5 charge per lb. Homeowner will need to remove
carpet and stored items so slab can be raised.
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.
-L120
LONGITUDE
ONE TWENTY
ENGINEERING & DESIGN
10 of 25
PROJECT NO. NO.
S210713-1XR SSK-01
PROJECT 17808 73RD PL W, EDMONDS, WA 98026
SUBJECT Foundation Stabilization/Jackin
BY y
(E) WOOD FRAMED
FLOOR SYSTEM,
FIELD VERIFY
8" MIN THICKNESS,
CONTRACTOR TO VERIFY
r
d
oILL
W U F
= <LLJ
Z I L \ v d
z p a
0
N
N
d
—" li =IIII=IIII=IIII=IIII=IIII=III °
"" =11' =IIII=IIII=IIII • d d
=IIII—IIII—III d d .
'=IIII=IIII •
'III=IIII=III ° °
'' =IIII— 11=IIII=IIII=IIII=
1=IIII=IIII=IIII=IIII=
(E) CONTINUOUS
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 07/30/2021
(E) CONC STEM WALL
T/STEM WALL =
FIELD VERIFY
T/FIN GRADE _
1=IIII=IIII=IIII=1 VARIES
'IIII=IIII-IIII-IIII=
1=Illl=llll=dll— (E) FTG TO BE CUT FLUSH
IIII=IIII=1111=1II1
=rill=rill=rill=i WITH FACE OF STEM WALL
'IIII—I111=I111=11 - WITH A 12" MAX WIDTH FOR
I=IIII=fill=fill lilt
Ii11-Ii11-1i11— I11_ INSTALLATION POCKET
1=IIII=ILI
=III
'IIII=IIIIrill-ll, T/CONC FTG = h
I— — — FIELD VERIFY
IIII=IIII=IIII
11=IIII=IIII=
IIII—IIII—IIII
II=IIII=IIII=
IIII=IIII=1i
II=IIII=IIII
IIII=IIII=IIII-
III=IIII— IIII=1
IIII_
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)
2 7/8" TRUFORCE BRKT BASE GALV.
TOP
2 7/8 TRUFORCE BRKT BASE GALV.
FRONT"
TRUFORCE UNDERPINNING BRACKET FOR 2 7/8" PILE SHAFT
7'Y2
-- +
1 1/2 X 1
2 7/8" TRUFORCE BRKT T-BRKT GALV. SLOT (TYP)
TOP
-10
2 7/8" TRUFORCE BRKT T-BRKT GALV.
FRONT
NOTES:
1. PLATE STEEL TO MEET OR EXCEED REQUIREMENTS OF ASTM A572/A1018/A656, 50 KSI.
2. ALL WELDING TO BE PERFORMED BY SHOP QUALIFIED WELDOR TO AWS D1.I STRUCTURAL
WELDING CODE - STEEL.
3. GALVANIZING PER ASTM A153/ASTM A123. BARE STEEL IS ALSO AVAILABLE.
4. ULTIMATE STRUCTURAL CAPACITY IS 60 KIPS.
5. (2) 7/8"-9 X 3' GALVANIZED THREADED ROD - ASTM A193 (GRADE B7).
6. (4) 7/8" GALVANIZED HEX NUT - ASTM A194.
7. (6) 7/8" GALVANIZED FLAT WASHERS - ASTM F436. (2) WASHERS MUST BE USED ON THE TOP OF
EACH THREADED ROD (ABOVE THE 'T' BRACKET) TO OBTAIN THE FULL BRACKET CAPACITY.
8. HELICAL PILE ASSEMBLIES MANUFACTURED IN ACCORDANCE WITH ICC-ES AC358 ACCEPTANCE
CRITERIA FOR HELICAL FOUNDATION SYSTEMS AND DEVICES.
PICTURE PARKWAY
STER, NY 14580
789-4810 1 WWW.IDL-GRP.COM
NOT TO SCALE
ALL UNITS IN INCHES U.N.O.
3
401DEAL
Group
278TFG
THE INFORMATION CONTAINED IN THIS
DRAWING IS THE SOLE PROPERTY OF
IDEAL MANUFACTURING, INC. ANY
REPRODUCTION IN PART OR AS A
WHOLE WITHOUT WRITTEN
PERMISSION OF IDEAL
MANUFACTURING, INC. IS PROHIBITED.
SHEET 1 OF 1
A
1 1 2 W
ULTEMA CAPACITY IIS740.7EXCEEKIPS IMUM TORQUE NOT AS ON A CAPACITY TO 2 7/8" O.D. X 0.203'' W.T. HELICAL LEADS & EXTENSIONS
TORQUE RATIO OF kt = 9 FT-1
ICC-ES AC358 -REPORT #ESR-3750
[L]
EXTENSION FLIGHTED EXTENSION FLIGHTED EXTENSION
(EX: 278203EXT[L]G) SINGLE HELIX (SH) DOUBLE HELIX (DH)
(EX: 278203FESH[L][Di]X[T]G) (EX: 278203FEDH[L][DID2]X[T]G)
NOTES:
1. PILE SHAFT TO MEET OR EXCEED REQUIREMENTS OF ASTM A500, 80 KSI.
2. PLATE STEEL TO MEET OR EXCEED REQUIREMENTS OF ATSM A572, GRADE 50.
3. ALL HELICES ARE FORMED BY PRESS DIE. LEADING EDGE OF HELICES ARE
TAPERED TO IMPROVE INSTALLATION CAPABILITIES.
4. HELIX SPACING IS THREE (3) TIMES THE DIAMETER OF THE LOWER HELIX.
B SPACING OF LEADING HELIX ON FLIGHTED EXTENSIONS IS THREE (3) TIMES
THE DIAMETER OF THE LAST HELIX ON THE PRECEDING SHAFT.
5. STANDARD HELIX DIAMETERS ARE 8", 10", 12", & 14". STANDARD HELIX
THICKNESS IS 3/8".
6. ALL WELDING TO BE PERFORMED BY CERTIFIED WELDOR IN ACCORDANCE
WITH AWS D1.1 STRUCTURAL WELDING CODE - STEEL.
7. HOT DIP GALVANIZING PER ASTM A153/ASTM A123. BARE STEEL IS ALSO
AVAILABLE.
8. (2) 3/4" DIAMETER X 4 1/2" LONG GALVANIZED HEAVY HEX BOLT ASTM A325
AND (2) 3/4" GALVANIZED HEAVY HEX NUT ASTM A194 (GRADE 2H).
9. HELICAL PILE ASSEMBLIES MANUFACTURED IN ACCORDANCE WITH ICC-ES
AC358 (IDEAL REPORT #ESR-3750) ACCEPTANCE CRITERIA FOR HELICAL
FOUNDATION SYSTEMS AND DEVICES.
pa
I
p3
I
�I �D3
�D=
�{ �D�
I I
I
p3 —Li
LING NUTS 5% (TYP)
?� 1
T
SINGLE HELIX (SH) DOUBLE HELIX (DH) TRIPLE HELIX (TH) QUAD HELIX (QH)
LEAD LEAD LEAD LEAD
(EX: 278203SH[L][Di]X[T]G) (EX: 278203DH[L][DiD2]X[T]G) (EX: 278203TH[L][D'D2D3]X[T]G) (EX: 278203QH[L][D3D2D3D4]X[T]G)
2%O.D.X� 2
4
IDEAL PART # ABREVIATIONS: 0.203 W.T.
278 = SHAFT DIAMETER = _ 3 PITCH TYPICAL PILE
203 = SHAFT WALL THICKNESS ASSEMBLY
EXT = EXTENSION (NP)
FE = FLIGHTED EXTENSION O15l6
SH, DH, TH, QH = SINGLE, DOUBLE,
TRIPLE, OR QUAD. HELIX
[L] = SHAFT LENGTH IN FEET BOLT HOLE HELIX FORMED BY
(EXAMPLE: 7' = 7) DETAIL PRESS DIE
[D] = HELIX DIAMETER(S) IN INCHES
(EXAMPLE: 10" = 10)
X = X (SEPARATES HELIX DIAMETER(S)
AND HELIX THICKNESS)
[T] = HELIX THICKNESS
(EXAMPLE: 3/8" = 38)
G = GALVANIZED
PICTURE PARKWAY
STER, NY 14580
789-48101 WWW.IDL-GRP.COM
NOT TO SCALE
ALL UNITS IN INCHES U.N.O.
3
401DEAL
Group
278203
SINGLE
HELIX
EXTENSION
TRIPLE
HELIX
LEAD
TIP CUT
AT 45°
THE INFORMATION CONTAINED IN THIS
DRAWING IS THE SOLE PROPERTY OF
IDEAL MANUFACTURING, INC. ANY
REPRODUCTION IN PART OR AS A
WHOLE WITHOUT WRITTEN
PERMISSION OF IDEAL
MANUFACTURING, INC. IS PROHIBITED.
SHEET 1 OF 1
B
13 of 25
LONGITUDE
ONE TWENTY°
ENGINEERING & DESIGN
LOAD ANALYSIS: IBC 2018 -
2-STORY BUILDING
Max Wall Spacing = 6'-0" Max
*Typical @ Perimeter
Roof LL (snow ground): 25 psf
Floor LL: 40 psf
Floor/Roof DL: 15 psf
Wood Wall DL: 12 psf
Brick Wall DL: 39 psf
Stemwall DL: 100 psf * 8" stemwall
Typical Pile:
Roof Trib: 0.5*40' span = 20'
Floor Trib: 0.5*20' span * 2 story =10'
Wood Flr Ht: 10'
Brick Flr Ht: 10'
Concrete Ht = 2'-6" *conserv. assumed for
load calculations
7 ter• 0 =11 0 = 0•
S210713-1XR
PROJECT 17808 73RD PL W, EDMONDS, WA 98026
SUBJECT Foundation Stabilization/Jacking
BY FY DATE 07/30/2021
Typical Perimeter Pile: 6'-0" Max
Beam Span = 6.00 ft
Story
tt
Trib
DL
LL
RL
SL
EQ
Roof
1
20.0 ft
300 pif
0 plf
400 plf
500 pif
0 plf
Floor
2
10.0 ft
300 plf
800 plf
0 plf
0 plf
0 pif
Wood Wall Ht
1
10.0 ft
120 plf
0 plf
0 plf
0 plf
Brick Wall Ht
1
10.0 ft
390 pif
0 plf
0 pif
0 plf
Conc Wall Ht
1
2.5 ft
250 pif
0 plf
0 pif
0 pif
0 plf
Total
1360 pif
800 pif
400 pif
500 plf
0 pif
Total x Span w/ SW
8.2k
4.8k
2.4k
3.0k
0.0k
Total x Span w/o SW
6.7k
4.8k
2.4k
3.0k
0.0k
Unfactored
Uniform
Load
2,660 pif
2,020 plf
Unfactored
Point Load
16.0 k
14.5 k
W/ SW
W/o SW
Notes:
1. Both uniform and point loads analyzed in the following concrete beam analysis. 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 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.
L120 ENGINEERING & DESIGN
14 of 25
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
S210713-1
PROJECT 17808 73RD PL W, EDMONDS, WA 98026
SUBJECT Foundation Stabilization/Jackin
Vo
FY
DATE
07/30/2021
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.
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 the
maximum spacing indicated on the attached Level Survey.
L120 ENGINEERING & DESIGN
15 of 25
Project Number:
Plan Name:
Sheet Number:
S210713-1XR
17808 73RD PL W, EDMONDS, WA 98026
Engineer:
Subject:
Date:
FY
2ft Unreinforced Conc Beam (Typical 6-0")
7/30/2021
DEMAND CALCULATION
numberofstories
#
2stories
span
L
6.0 ft
concrete area
A
216 in2
concrete self weight
SW
225 plf
Pt DL
DL
6.70 k
= 6.0 ft * 946
Pt LL
LL
4.80k
= 6.0 ft * 980
Pt LLr
LLr
3.00 k
= 6.0 ft * 100
momentfrom DL
MDL
11,063 lb-ft
132.8 Wn
momentfromLL
MLL
7,2001b-ft
86.4k-in
momentfromSL
MLL,
4,500lb-ft
54.0k-in
factored moment
MLRFD
185.9 k-in
1.4DL
MLRFD
324.5k-in
1.2DL + 1.6LL + 0.5SL
MLRFD
332.1 k-in
1.2DL+ 1.6SL+ LL
controlling factored moment
M„
332.1 k-in
factored shear
VLRFD
5.6 k
1.4DL
VLRFD
9.4k
1.2DL + 1.6LL + 0.5SL
VLRFD
9.6 k
1.2DL+ 1.65L+ LL
controlling factored shear
V„
9.6 k
controlling factored bearing
B„
9.6 k
STRENGTH CALCULATION
concrete strength
Pc
2.5ksi
assumed
light wt concrete mod. factor
X
1
normal weight concrete
flexure strength red. factor
1pfie.
0.9
tension -controlled
shear strength red. factor
shear
0.75
bearing strength red. factor
Obeam,
0.65
moment of ineritia
1..
11,016 in4
elastic section modulus
Sm
1,001 in3
tens fiber to NA
C
11.0 in
nom flexure strength (T controls)
Mn
250.4 k-in
Mn = 51JcS,,,
nom flexure strength(C controls)
Mn
2,128.1 k-in
M. =O.R5f'S
RESIDENTIAL CONCRETE
M„
375.5 k-in
M„ = 7.55AVfTcS„L CONTROLS
flexure strength
OW
338.0 k-in
> Mu OK
nom shear strength V„ 14.4 k i7 4 * A
n =3 V/ c
shear strength 41V� 10.8 k > Vu OK
loaded bearing area A, 74 in2
supporting surface bearing area AZ 74 in2
nom bearing strength B„ 156.6 k 0.85f'Al
bearing strength 41B* 101.8 k > Bu OK
Additional Verification Calc:
max concrete tensile strength f, 375 psi %r = 7.SA
max beam tensile stress Fr 332 psi Ft = (M * c)/
Ixx
fr > Ft OK
[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 21.2.1]
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= 98.26%
ACI14 [Table 14.5.5.1(a)]
D/C= 89.17%
[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= 9.46%
ACI 14 [Eq. 19.2.3.1]
16 of 25
Project Number:
Plan Name:
Sheet Number:
5210713-1XR
17808 73RD PL W, EDMONDS, WA 98026
Engineer:
Subject:
Date:
FY
2ft Unreinforced Conc Beam (Typical 6'-0")
7/30/2021
Final Section Properties
Total Area
216.0 in^2
Ixx
11.016.0 in^4
Sxx : - Y
1,001.45 in^3
lyy
1,631.93 in^4
Sxx : +Y
847.38 in^3
Calculated final C.G. distance from Datum :
X cg Dist.
0.0 in
Zxx
1,349.99 in^3
Syy : - X
271.988 in^3
Syy : +X
271.988 in^3
Y cg Dist.
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 CCW
Per AC114 §14.5.1.7
General
- I : 1f1 Xcg = 0.000 in Ycg = 0.000 in Rotation = 0 deg CCW
Top Flange Width = S.00Oin Top Flange Thick = 8.000in Web Thickness = 8.00Oin
Bottom Flange Wid 12.000in Bottom Flange This 6.00Oin Top Height = 24.00Oin
17 of 25
Concrete Beam
KU-06011993
LIZI hngineering ancllesign
DESCRIPTIO Typ Unreinf Fndn - 8ft 1-Story
- C6x8.2 Supplemental
Vertical Reactions
Support notation : Far left is #1
Load Combination
Support 1
Support 2
+D+0.70E+H
3.367
3.367
+D+0.750Lr+0.750L+0.450W+H
6.067
6.067
+D+0.750L+0.750S+0.450W+H
4.567
4.567
+D+0.750L+0.750S+0.5250E+H
4.567
4.567
+0.60D+0.60W+0.60H
2.020
2.020
+0.60D+0.70E+0.60H
2.020
2.020
D Only
3.367
3.367
Lr Only
2.000
2.000
L Only
1.600
1.600
S Only
W Only
E Only
H Only
Maximum Forces & Stresses for Load Combinations
Load Combination
Location (ft)
Bending Stress Results
( k-ft )
Segment
Span #
along Beam
Mu: Max
Phi`Mnx
Stress Ratio
MAXimum BENDING Envelope
Span # 1
1
8.000
29.79
64.50
0.46
+1.40D+1.60H
Span # 1
1
8.000
16.12
64.50
0.25
+1.20D+0.50Lr+1.60L+1.60H
Span # 1
1
8.000
28.03
64.50
0.43
+ 1.20 D+ 1.60 L+0.50S+ 1.60 H
Span # 1
1
8.000
24.04
64.50
0.37
+1.20D+1.60Lr+0.50L+1.60H
Span # 1
1
8.000
29.79
64.50
0.46
+1.20D+1.60Lr+0.50W+1.60H
Span # 1
1
8.000
26.60
64.50
0.41
+ 1. 20 D+0. 50 L+ 1.60S+ 1.60 H
Span # 1
1
8.000
17.01
64.50
0.26
+ 1.20 D+ 1.60S+0.50 W + 1.60 H
Span # 1
1
8.000
13.82
64.50
0.21
+1.20D+0.50Lr+0.50L+W+1.60H
Span # 1
1
8.000
21.01
64.50
0.33
+ 1. 2 0 D+0.5 0 L+0. 5 0 S+ W+ 1. 60 H
Span # 1
1
8.000
17.01
64.50
0.26
+1.20 D+0.50L+0.70S+E+ 1.60 H
Span # 1
1
8.000
17.01
64.50
0.26
+0.90D+W+0.90H
Span # 1
1
8.000
10.36
64.50
0.16
+0.90D+E+0.90H
Span # 1
1
8.000
10.36
64.50
0.16
18 of 25
Concrete Beam
DESCRIPTIO Typ Unreinf Fndn - 8ft + Cant - 1-Story Uniform - C6x8.2 Supplemental
4,34 5.45 6156 1,64 8115 9186 11,00
Distance (ft)
1 +1.46D+1.66N 1 +I,ZDD+6.5D1 +1.661+1.66N 1 +11DD+121456S+L66H 1 +110+1101. D,S01+L66H 1 +LZDD+110I. D,SDW+L66H 1 +1,ZDD+D,SDl+1,665+1,66H
+1,ZDD+I.6DS+6,56W+1,66H 1 +S,ZDD+6.5D1 +6.5D1+W+1.6DH 1 +11DD+DSDl+6.5DS+W+L66H 1 +1,ZDD+D,SDI+6,165+E+1,66H 1 +D,9DD+W+6,96H 1 +6,9DD+E+6,9DH
0
1
i MEMBER•••,,
.7 l 1 I I I I 'M
l ij a 2.19 3.23 434 5.45 6156 7.64 8,75 9186 11,00
Distance (ft)
+I.0+166H 1 +1,ZDD+D,SOb+1,663+1,66H 1 +110N.61)I4SDS+L66H 1 +110+1101. 101+L66H 1 +11DD+L6 I.A.S6W+L66H 1 +i,ZDD+D,SDl+1,665+1,60H
+1,ZDD+I.6DS+6,56W+1.6DH 1 +110D+D,SDU+D,S15I40.66H 1 +1101)4SDI+D,S0540,6611 1 +1,ZDD+D.SDI+0,IDS+E+1,66H 1 +D,9DD+W+D,9DH 1 +6.9DD+E+6.9DH
19 of 25
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
S210713-1
PROJECT 17808 73RD PL W, EDMONDS, WA 98026
SUBJECT Foundation Stabilization/Jackin
BY y
DATE
07/30/2021
FOUNDATION LOADING
------------ ----------------- --------------
0
0
M
-1111-III 1111=1111=1111=1111=1111=1111=IIII=1111 III-1111=1111=1111=1111=1111=1111=IIII=11 1111=IIII=1111
IIII=1=IIII-iln-1111=�111=II11=IIII=1111= I 1=1111=1111=1111=1111=1111=1111=IIII=1111 111=IIII=1111=
6'-0" OC 6'-0" OC
PILE PILE PILE
As illustrated above, the concrete compression cone extending from each pile will expand to cover the
full length of any wall with a height greater than 1/2 of the pile spacing.
Therefore an unreinforced wall with minimum height of 3'-0" can span between piles spaced at 6'-0"oc.
L120 ENGINEERING & DESIGN
20 of 25
Appendix
Parcel Details
& Photographs
21 of 25
SnohomishOnline Government Information & Services
County
Washington
Home
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> Search Results >
Help
Property Account Summary
7/30/2021
Parcel Number 100473700000900 jProperty Address 117808 73RD PL W, EDMONDS, WA 98026
General Information
HILLVIEW ADD BLK 000 D-00 LOT 9 TGW TH PTN LOT 8 SD
PLAT DAF BEG AT MOST NWLY CORSD LOT 8 TH N40*58 491
Description ALG NWLY LN SD LOT 106.97FT TH S22*40 OOW 45.353FT TH
S42 24 09W 35.887FT TH S66 27 33W 31.057FT TO POB AKA
REV LOT 9 PER CITYOF EDM SP S-20-90 REC AF NO
9102010195
Status
Tax Code Area
Property Characteristics
Use Code
Unit of Measure
Size (gross)
Related Properties
No Related Properties Found
Parties
Land and Improvements
Active, Locally Assessed
00217
III
0.39
Residence - Detached
Role
Percent
Name
Address
Taxpayer
100
MITCHELL
17808 73RD PL W, EDMONDS, WA
STEPHEN
98026 United States
Owner
100
MITCHELL
17808 73RD PL W, EDMONDS, WA
STEPHEN
198026 United States
Property Values
Value Type
Tax Year
2021
Tax Year
2020
Tax Year
2019
Tax Year
2018
Tax Year
2017
Taxable Value Regular
$545,900
$531,400
$512,600
$460,000
$399,100
Exemption Amount Regular
Market Total
$545,900
$531,400
$512,600
$460,000
$399,100
Assessed Value
$545,900
$531,400
$512,600
$460,000
$399,100
Market Land
$346,000
$333,700
$323,000
$286,200
$243,500
Market Improvement
$199,900
$197,700
$189,600
$173,800
$155,600
22 of 25
LPersonal Property
Active Exemptions
No Exemptions Found
Events
Effective Date jEntry
Date -Time
IType
Remarks
08/30/2011
08/30/2011 11:34:00
IThe situs address has changed
by sasjra
08/30/2011
08/30/2011 11:34:00
IThe situs address has changed
by sasjra
Tax Balance
Pay Online
Visit our payment site to make an
online payment.
PAY NOW
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
Installments Pa able
Tax Year
Installment
iDue Date
I Principall
Interest, Penalties and Costsl
Total Duel
Cumulative Due
2021
2
10/31/2021
$ 244.211
$0.001
$2,244.211
$2,244.21
View Detailed Detailed information about taxes and all other charges displayed
Statement above.
Calculate Future Payoff Taxes, interest and penalty due on a specific future date.
Distribution of Current Taxes
District
Rate
Amount
Voted Non -
Amount, Voted
Amount
CENTRAL PUGET SOUND REGIONAL TRANSIT AUT
0.20
$107.59
$0.00
$107.59
CITY OF EDMONDS
1.26
$689.85
$195.14
$494.71
EDMONDS SCHOOL DISTRICT NO 15
2.80
$1,527.88
$1,527.88
$0.00
PUB HOSP #2
0.06
$33.72
$0.00
$33.72
SNO-ISLE INTERCOUNTY RURAL LIBRARY
0.42
0.64
$231.691
$347.29
$0.00
$0.00
$231.69
$347.29
SNOHOMISH COUNTY-CNT
STATE
SNOHOMISH CONSERVATION DISTRICT
TOTAL
2.83
$1,542.37
$0.00
$1,542.37
$8.03
$0.00
$8.03
8.21
$4,488.42
$1,723.02
$2,765.40
Pending Property Values
Pending Market Market
Tax Year Land Value Improvement
Value
2022 $388,000.00 $222,200.00
Market Current Use Current Use Current Use
Total Value Land Value Improvement Total Value
$610,200.00 $0.00 $0.00 $0.00
Levy Rate History
23 of 25
24 of 25
LFin
1326 s.f.
io is
N N
51'
Existing building plan provided by Snohomish County records for Parcel No. 00473700000900 for address:
17808 73RD PL W, EDMONDS, WA 98026.
Note that analysis assumptions such as building geometry, tributary areas, and loading were determined
through examination of these photographs and industry knowledge of standard construction practices.
-1-120
25 of 25
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.
-L120