REVIEWED BLD RESUB1 BLD2021-0274+Structural_Analysis_or_Calculations+5.7.2021_9.18.38_AM+21845231 of 32
RESUB
May 07 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2021-0274
ri
LONGITUDE
ONE TWENTY°
ENGINEERING, & DESIGN
Calculation Package for
Foundation Stabilization/Lift
CTURAL +
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
13150 91s' PL NE
KI RKLAN D, WA 98034-5901
16706 74th PI W
Edmonds, WA 98026
Project no: S201123-1XR
May 6th 202I
Prepared for:
R&R Foundation Specialist
3409 McDougall Ave, suite 204
Everett, WA 98201
P: 425.760.5077
CONTACT: MANS THURFJELL, PE
EMAIL: MTHURFJELL@L120ENGINEERING.COM
SITE NOTES
1. VERIFYALL DIMENSIONS ON SITE.
2. FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF CONCRETE STEM WALL
PER R&RLEVELSURVEY. _
3 REFER TO STRUCTURAL CALCULATIONS PACKAGE DATED MAV BTH PROPERTY
TIEBACK
SPACING & LOAD REQUIREMENTS TABLE
MAK O.C.SPAQNG,R
MINVERTICALCAPACRY,kips
PROOFTE&TINGUMD,Mps
TIEBACK#
TEMCK
200N MIN VERTICAL CAPACITY
LOCATION
TYPE
BTWN PILES END OFFSET
ALLOWABLE LOADING
(MIN ULTIMATE CAPACITY)
TYP
HELICAL
6'-0" PER PLAN
11.0 k/PILE
22.0 k/PILE
TYP EXTERIOR
PILE SPACING &LOAD REQUIREMENTS TABLE
MAXO.C.SPACINGI
MIN VERTICALCAPACITY, kips
PROOFTESTINGLOAD, kips
PILE#PILETYPE
BTWN PILESEND
OFFSET
ALLOWABLE LOADING
—MIN VERTICALCAPACITY
(MIN ULTIMATE CAPACITY)1-6
LOUTION
HELICAL
N/A
N/A
9.0 k/PILE
18.0 k/PILE
POSTS
7-12
HELICAL
6'-0'
PER PLAN
13.0 k/PILE
26.0 k/PIIE
TYP EXTERIOR
2021, FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND REQUIREMENTS.
SINE xoTes:
185-0"" ----"—
4. LEVEL SURVEY PER R&R REPAIR PLAN DATED NOVEMBER 19TH, 2020. REFER
TIEBACKS SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO PROVIDE THE MINIMUM REQUIRED LOAD
NOTES:
TO STRUCTURAL CALCULATIONS PACKAGE FOR MODIFICATIONS AND
CAPACITIES INDICATED ON PLAN WITH AN ADDITIONAL FACTOR OF SAFETY OF 2. THE MAXIMUM INSTALLATION TORQUE
ADDITIONAL REQUIREMENTS FOR REPAIR PLAN.
SHALL NOT EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE TIEBACK ASSEMBLY..
MINIMUM AND MAXIMUM INSTALLATION TORQUE FOR HELICAL ASSEMBLIES SHALL BE SPECIFIED BY THE PILE
5. PARCEL DIMENSIONS PROVIDED BY SNOHOMISH COUNTY. NOT TO SCALE.
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
PROPERTY LINE AND RESIDENCE LOCATING DIMENSIONS (WITH ASTERISK,-)
EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS OR ANY PART OF THE PILE ASSEMBLY. MAXIMUM
APPROXIMATED PER SNOHOMISH COUNTY GIB MAPPING TOOLS. NOT TO BE
INSTALLATION TORQUE RATING OF 8,300FT-LBS FOR A 2-7/8 INCH DIAMETER HELICAL PILE WITH 0.203 INCH SHAFT WALL
THICKNESS PER ESR-3750.
USED FOR LEGAL PURPOSES.
b. FOR HELICAL PILES, PER IDEAL GROUP DWG NO.: 278TFG, THE ALLOWABLE STRUCTURAL CAPACITY FOR THE 27AE
6. SITE FEATURES AND EXISTING STRUCTURES ON ADJACENT PARCELS NOT
TRU-FORCE UNDERPINNING BRACKET IS LIMITED TO 30 KIPS.
SHOWN FOR CLARITY.
;
c. HELICAL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESR-3750.
L. PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR ANY PART
OF THEASSEMBLV.
MAXIMUM ON -CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN.
PARCEL NO.
W5131NO103M
LEGAL DESCRIPTION
MEADOWDALE BEACH TH PTN TR 103
LV IN OF A LN TH BEG AAP ON W LN SO
TR 103 DIST190.08FT S OF NW COR &
EXTS ELY TO INT ELV LN SO TR 103
AAP 40FT SELV MOST NLY ANG PT IN
ST E LN AKA LOT 1 CITY EDM SP
AREA OF WORK
(E) 2ND FLOOR
zo
i�I
I
I
RESIDENCE
I
16706 74TH PL W
EDMONDS, WA 98026
(E) DECK
I
AREA OF WORK
I
I
(E) RETAINING WALL
r S-23-86 AF 8702270391
( OWNER NAME&ADDRESS
AMEN TIMOTHY & MACLACHLAN
STEPHANIEA
i 16706 74TH PL W. EDMONDS. WA 98026
_ _
`---_-_-_-_-_-_-_-
PRIMARY
ACCESS
I
I
(E) COVERED PATIO
EXISTING RESIDENCE STRUCTURE
EXISTING ADJACENT STRUCTURE
AREA OF PROPOSED WORK
" PROPERTY LINE
---- APPROXIMATE DIMENSION
A.1
�A�
NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS. SITE PLAN
LONGITUDE
ONE TWENTY
ENGINEERING & DESIGN
PROJECT
SUBJECT
BY ZT
3 of 32
PROJECT NO. NO.
S201123-1 XR
16706 74th PI W, Edmonds, WA 98026
Foundation Stabilization/Jackin
DATE 5/6/2021
Scope/Objective:
To determine the required pile spacing and geometry to stabilize and lift (where required) the existing structural foundation. These
findings have been based upon the calculated strength of the existing foundation system and the current vertical loading from the
existing structure above (based on as -built assessments).
The R&R Foundation Specialists' (R&R) proposed pile layout can be found in the following pages with structural recommendations
based upon the findings of L120 Engineering & Design.
Note that cosmetic damages to rigid wall coverings/members and siding are expected during a foundation lift. Such cosmetic
damages/cracks are to be repaired by others following the completion of the foundation stabilization and lifting and are not included in
the structural scope presented here.
It should be further noted that L120's scope is limited to the perimeter support systems/continuous footings. The interior crawl -space
support system for the first floor shall be installed per R&R. This could include the use of some or all of the following: longer support
posts, adjustable post -base hardware, and/or the addition of taller wood support members. Settlement in these interior support areas
shall be monitored and further adjustments shall be made if necessary.
Structural Summary:
- The foundation of the residence consists of continuous cast -in -place concrete stem wall and concrete strip footings. Below the footings,
piles are to be spaced at a distance no larger than 6-0" o.c. as indicated on the attached Level Survey. End piles shall not exceed the
maximum corner offset as specified on the attached Level Survey.
- At six locations, piles will be installed with new pile caps centered below existing posts in a post and beam foundation condition. Pile
and Pile Cap per SSK-02.
- A maximum allowable loading of 2,140 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
- Tiebacks to be installed T&B at indicated retaining wall at 6'-0"oc with full height, vertical supplemental C10x15.3 per SSK-03 &
SSK-04. R&R shall confirm onsite, a minimum wall thickness of 8" and a maximum retained wall height of 10'-0".
- The following load values represent the maximum expected pile loads for the indicated spacing. R&R to provide pile and equipment
assemblies with capacities equal to or greater than the indicated load values.
Allowable Load Capacity Requirement:
Helical Pile #146 @ Posts ........... 9.0 kip minimum vertical capacity (allowable load)
Helical Pile #7412 @ 6'-0" o.c. ........... 13.0 kip minimum vertical capacity (allowable load)
Helical Tieback Anchors @ 6'-0" o.c............ 11.0 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 November 19th, 2020, provided by R&R.
To the knowledge of L120, a geotechnical investigation was not performed on this site. Consequently, all structural recommendations
assume adequate soil conditions to obtain the required pile capacities.
Please inform L120 of site -specific conditions that were unconsidered by, may conflict with, or otherwise compromise the
recommendations contained within this package, including, but not limited to, water drainage, slope stability, existing structural damage,
or existing subsurface obstructions. In this instance, the structural assumptions, recommendations, and scope for this project will need
to be revisited to consider and address the new findings. Refer to the following pages for pile and connection specifications.
L120 ENGINEERING & DESIGN
4 of 32
GENERAL NOTES
HELICAL PILES & TIEBACKS
1. HELICAL PILES & TIEBACKS SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH
THE 2018 INTERNATIONAL BUILDING CODE (IBC).
2. HELICAL PILES & TIEBACKS SHALL BE DESIGNED AND MANUFACTURED BY IDEAL
MANUFACTURING, INC., AND SHALL BE IN ACCORDANCE WITH ESR-3750.
3. ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE WITH
ESR-3750.
4. CORROSION PROTECTION OF ALL COMPONENTS SHALL COMPLY WITH THE ICC-ES ACCEPTANCE
CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING POLYMER
(EAA) COATINGS (AC228).
5. ALL HELICAL FOUNDATION COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE
REINFORCING STEEL, BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING
COMPONENTS PER AC358 SECTION 3.9.
6. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS.
7. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED.
8. HELICAL PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE
OF INCLINATION OF +/- 1 DEGREE FROM VERTICAL PER SECTION 4.2.1 OF ESR-3750.
9. MONITOR AND RECORD DEPTH OF PENETRATION. PROVIDE TORQUE MONITORING DEVICE AS
PART OF THE INSTALLING UNIT. MONITOR AND RECORD TORQUE APPLIED DURING THE
INSTALLATION OF EACH PILE AT SPECIFIC DEPTHS.
10. HELICAL PILES & TIEBACKS SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO
PROVIDE THE MINIMUM REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR
OF SAFETY NO LESS THAN TWO (2). THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED
THE ALLOWABLE TORSIONAL CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE PILE ASSEMBLY.
11. ALL BRACKETS AND HELICAL PILE & TIEBACK ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE
CAPACITY TO ACHIEVE THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF
SAFETY NO LESS THAN TWO (2).
12. REPAIR BRACKETS MUST BE CONCENTRICALLY LOADED AND THE BRACKET PLATE MUST BE
FULLY ENGAGED WITH BOTTOM OF CONCRETE FOUNDATION.
13. ALL HELICAL PILE & TIEBACK ASSEMBLY COMPONENTS MUST HAVE ADEQUATE STRENGTH TO
DEVELOP THE TORQUE REQUIRED FOR INSTALLATION AND ALL INDUCED STRESSES.
14. THE PILE & TIEBACK QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE
CHANGED WITHOUT WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO
INSTALLATION.
15. CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH 2O18 AND 2012 IBC SECTION 1705.9
MUST BE PROVIDED FOR THE INSTALLATION OF THE HELICAL PILES & TIEBACKS. ITEMS TO BE
RECORDED AND CONFIRMED BY THE SPECIAL INSPECTOR MUST INCLUDE THE FOLLOWING:
A. PRODUCT MANUFACTURER
B. MANUFACTURER'S CERTIFICATION OF THE INSTALLERS
C. PRODUCT TYPE AND CONFIGURATIONS FOR HELICAL PILE LEAD SHAFT SECTIONS,
EXTENSIONS, BRACKETS, BOLTS, THREADED RODS, NUTS, WASHERS, AND TORQUES AS
SPECIFIED IN THIS REPORT AND THE CONSTRUCTION DOCUMENTS
D. INSTALLATION PROCEDURES FOR THE HELICAL PILE SHAFT, INSTALLATION EQUIPMENT
USED, AND THE IDEAL FOUNDATION SYSTEMS INSTALLATION INSTRUCTIONS
E. ANTICIPATED AND ACTUAL PILING DEPTH
F. REQUIRED TARGET INSTALLATION TORQUE OF PILES AND MINIMUM DEPTH OF INSTALLATION
G. INCLINATION AND POSITION OF PILES, TOP OF PILE EXTENSION IN FULL CONTACT WITH
BRACKET, TIGHTNESS OF ALL BOLTS AND EVIDENCE THAT THE PILE FOUNDATION SYSTEMS
ARE INSTALLED BY AN APPROVED IDEAL FOUNDATION SYSTEMS INSTALLER.
16. PILES & TIEBACKS IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR
FAILURE TO MEET OTHER SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE.
ABANDON REJECTED PILES AND INSTALL ADDITIONAL PILES AS REQUIRED.
HELICAL PILE & TIEBACKS PROOF TESTING
THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE
(3) PERCENT OF PILES UP TO FIVE (5) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE
PROCEDURE OUTLINED IN ASTM D1143 AND/OR THE 2018 SEATTLE BUILDING CODE (SBC). THE
MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
5 of 32
GENERAL NOTES
STRUCTURAL STEEL
1. REFERENCE STANDARDS: DESIGN, FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE
WITH THE LATEST EDITION OF THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS
AND BRIDGES".
2. MATERIALS:
BOLTS - ASTM A307, UNLESS OTHERWISE NOTED
ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI)
3. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS AND CONFORM TO AWS CODES
D1.1 AND D1.3. WELDS NOT SPECIFIED ARE TO BE 1/4" CONTINUOUS FILLET MINIMUM. USE DRY
E70 ELECTRODES. WHERE ON -SITE WELDING IS REQUIRED, SPECIAL INSPECTION IN
ACCORDANCE WITH 2O18 AND 2012 IBC SECTION 1705.2 IS ALSO REQUIRED.
CONCRETE
1. REFERENCE STANDARDS: ACI 301, ACI 318, IBC.
2. MINIMUM CONCRETE STRENGTH (28 DAYS):
FOOTINGS AND STEM WALLS..................................................3,000 PSI - 5 SACK MIX
BASEMENT FOUNDATION RETAINING WALLS .......................3,000 PSI - 5 SACK MIX
SLAB-ON-GRADE........................................................................2,500 PSI - 5 SACK MIX
SLAB -ON -GRADE... EXPOSED WEATHERING SURFACES ...... 3,000 PSI
AIR -ENTRAINMENT 2.5% TO 5.5% FOR EXPOSED CONCRETE
3. MIXING: COMPLY WITH ACI 301. DO NOT EXCEED THE AMOUNT OF WATER SPECIFIED IN THE
APPROVED MIX. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A
DENSE, WORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE
SURFACE WATER.
4. PLACING: COMPLY WITH ACI 301. PROVIDE A 3/4 INCH CHAMFER AT ALL EXPOSED CONCRETE
EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS.
5. SLUMP: 4 INCHES PLUS OR MINUS 1 INCH. DO NOT ADD WATER TO MIX TO INCREASE SLUMP.
GREATER SLUMP, ACCELERATED SET, OR HIGH EARLY STRENGTH MAY BE ACHIEVED BY USING
APPROVED ADMIXTURES.
6. CURING: COMPLY WITH ACI 301. KEEP CONCRETE MOIST FOR SEVEN DAYS MINIMUM.
7. JOINTING: PROVIDE ADEQUATE JOINTING TO MINIMIZE EFFECTS OF VOLUME CHANGE. JOINTS
SHOWN MAY BE ADJUSTED AT CONTRACTOR'S OPTION WITH PRIOR APPROVAL FROM ENGINEER.
8. WEATHER EXTREMES: COMPLY WITH ACI 305R FOR HOT WEATHER. COMPLY WITH ACI-306R FOR
COLD WEATHER.
9. WATER/CEMENT RATIO SHALL NOT EXCEED 0.50 (BY WEIGHT), TYPICAL.
10. ALL SPECIFIED CONCRETE ANCHORS SHALL BE SIMPSON STRONG -TIE, HILTI, OR EQUIVALENT.
SPECIAL INSPECTIONS REQUIRED. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH
MINIMUM EMBEDMENT, SPACING, EDGE DISTANCE, AND REQUIREMENTS PER MANUFACTURER.
PROJECT
LONGITUDE SUBJECT
ONE TWENTYO
ENGINEERING & DESIGN
BY ZT
6 of 32
PROJECT NO. NO.
S201123-1 XR
16706 74th PI W, Edmonds, WA 98026
Foundation Stabilization/Jacking
DATE 5/6/2021
]deal FouadtrtFan Systems 2-7f 8"0 Helical Pile (0.203-irlth wall thickness)
'
-Soil Capacity
per ESR-3750
DIGGA 10K Drive
Head Pressure
(psi)
Torque,
T
flq'1bsJ
]argue Correlation Factor,
BC, j[ompressiorrj
Ultimate Axial Compressive Capacity,
P. = I(,''F
jkrpsj
AllawableAxral Compressive Caporrfy,
P, = 0-50P„
(kips)
L120 ENGINEERING &DESIGN
PROJECT
LONGITUDE SUBJECT
ONE TWENTYO
ENGINEERING & DESIGN
BY ZT
7 of 32
PROJECT NO. NO.
S201123-1 XR
16706 74th PI W, Edmonds, WA 98026
Foundation Stabilization/Jacking
DATE 5/6/2021
(deaf Foundation Systems 2-7{8 0 Helical Pile (0.203-inciiwall thickness}
-
Soil Capacity per ESR-3750
DIGGA 6K Drive Head
L120 ENGINEERING &DESIGN
PROJECT
LONGITUDE SUBJECT
ONE TWENTYO
ENGINEERING & DESIGN
BY ZT
8 of 32
PROJECT NO. NO.
S201123-1 XR
16706 74th PI W, Edmonds, WA 98026
Helical Tieback Toraue Chart
DATE 5/6/2021
ldealFoundation Systems 1-112"0 Helical Tieback- Soil Tension Capacity per ESR-3750
DIGGA 10K Drive Head
Pressure
(psi)
Tongue, T
[fr*lbsj
Torque Correlation factor, Kt
Tension
fft ')
U timgteAxlg, Tensile Capacity,
P. =1Ct"T
fops)
Allowable Axial Tensile Cf7x rgri r.
P. =D5'P„
(laps)
50D
1,740
85
14.8
7.4
600
2,088
85
17.7
8.9
70D
2,436
8.5
2D.7
10.4
800
2,784
8.5
23.7
11.8
9W
3,132
8.5
26.6
13.3
1000
3,480
8.5
29.6
14.9
1100
3,828
9.5
325
16.3
12DD
4,176
8.5
35.5
17.7
13DD
4,524
9.5
38.5
19.2
1=v v
4,872
8.5
41.4
20.7
15v:.
5,220
8.5
44.4
22.2
16DD
5,568
85
47.3
23.7
17DD
5,916
85
50.3
25.1
2 9DD
6,254
85
53. 2
26. 6
19DD
6, 612
85
56.2
28.1
2000
6,980
85
59.3
29.7
L) DIGGA 10K Drive Head differential pressure dispIayto torque output has been pulled from the attached conversion charts provided by DIGGA.
ii.j Per Table5C of ESR-3750, the maximum installation torque rating of a 1-V2"0 helical pile is 6,980ft'Ibs. This maximum installation torque
limitation may differfro-m that listed by Ideal Manufacturing, Inc. Final installation torqueshaII not exceed the lesser of these IimitingvaIues.
iii.j Piles shall reach a torque that correlates with an allowable capacity that meets or exceeds the maximum allowable load demand as listed
in the structural package, but shall not exceed the maximum allowable capacity for any part of the pile assembly.
iv.) Refer to E5R-3750 and ldealManufacturing, lne documentsfor additional information and requirements.
v.i Definitions per ESR-3750=
T= Final Installation torque in ft'Ibs, the last torque reading taken during pile installation, using, for example, the
torque reading instruments connected to the installation equipment.
Kt = Torq u e correl ati on factor per ESR-3750
P„= Ultimate axial tensile capacity (in kips) of helical pile
P.=Allowable axial tensile capacity (in kips) of helical pile
A.i Fortorque readings between those listed, use thefolIowing equation to determine the aIIowablecapacity_ P,= IT*IQ12
vii.i 1 kip= 1,0001bs
L120 ENGINEERING & DESIGN
9 of 32
Thursday, November 19, 2020
SCOPE OF WORK
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. Dingo accessible. We will be lifting with Slabjack. Crew will install 1.5" Tiebacks to stabilize
retaining wall. Crew will install 10" Channel vertically over cored holed Tieback will be a 2' and 6.5' from grade.
L120 is in concurrence with pile layout recommended by R&R provided that the proposed layout is followed as marked and piles are installed
with a maximum pile spacing of 6'-0" o.c. per the attached SSK-01 and centered under existing posts with new pile caps in accordance with
SSK-02. Tiebacks to be installed T&B at indicated retaining wall at 6'-0"oc with full height, vertical supplemental C10x15.3 per SSK-03 &
SSK-04.
NOTES:
1. It is acceptable to install piles at the spacing shown with ± 0'-6" tolerance to allow for unexpected obstructions encountered during pile
installation provided that no two adjacent spans exceed the spacing limitation of 6'-0" o.c. UNO.
2. End piles are to be placed within 3'-0" from corner as specified below LINO.
(2) ROWS OF PILES @
6-0" OC MAX W/ VERT C10X15.3 CENTER PILES ON
LOWER PILES 2'-0" FROM T/GRADE EXISTING POSTS
UPPER PILES 6'-0" FROM T/GRADE ® = Existing Post
1 16
— �N = 3" Helical Pile
_ _. 3 5/8 -3 3/8
= Helical Tieback
1Y (2) PILES @ o`qS
a 6'-% OC MAY� 1 11 1
16" —: 6 7
10.i' -3/4 -1/4 -3/8 1 13/8 3/8
m
F LOUJATE PILE WITHIN 1' 1/ 1
FROM WINDOW POSTS
- LOCATE PILE
1/4-
WITHIN 1'-0" I -2 /2
5 6 8 N 0 0 FROM C10RNER
1 2 . 4 .. -
-
CENTER PILE ON
ff L
WALL SEGMENT
0 0 -1/ - - 0 -5/8 -1/8
j
3
NOTE: L120's scope is limited to the perimeter support systems/continuous footings of the primary structure. All stabilization and replacement efforts of interior
elements, exterior decks, and deck supporting elements are outside of L120's contract and scope and are not addressed in this package. - L120
10 of 32
Thursday, November 19, 2020
JOB PHOTOS
Back of home, Piles 1-6 will be installed here on
existing posts. Dingo accessible. Crew will remove
and replace concrete.
North side of home, Pile 13 will be installed here
Crew will remove and replace concrete.
Back of home, Piles 7-12 will be installed here. Crew
will remove and replace concrete.
A-11
�lp•T
Retaining wall, Tiebacks 1-8 will be installed here with
10" Steel Channel vertically. Crew will core drill holes.
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
�ry
�0LL
=QLLJ
Fy
z�>
z 0
CV 0 ~
U
N
PROJECT
SUBJECT
(E) WOOD FRAMED
FLOOR SYSTEM,
FIELD VERIFY
8" MIN THICKNESS,
CONTRACTOR TO VERIFY
11 of 32
PROJECT NO. NO.
S201123-1 XR SSK-01
16706 74th PI W, Edmonds, WA 98026
Installation Detail - Ideal Helical Pile
'—IIII=IIII—I
�111 _IIII—IIII—IIII_
(E) CONTINUOUS ' 11=11' 1—IIII —IIII
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 5/6/2021
(E) CONC STEM WALL
T/STEM WALL =
FIELD VERIFY
T/FIN GRADE _
OL
VARIES IF
I LII — IIII — IIII
I�IIi — IIII — 1'
IIII =IIII =IIII = (E) FTG TO BE CUT FLUSH
I =IIII =IIII = WITH FACE OF STEM WALL
IIII=IIII=IIII= WITH A 12" MAX WIDTH FOR
1=IIII=IIII IIII INSTALLATION POCKET
•- IIII=IIII= 11=
' 1=IIII-11 III.
II =IIII _IIII - T/CONC FTG =
1=IIII=III FIELD VERIFY
• IIII-IIII=
1=IIII=III
IIII=IIII
I=IIII=
IIII=IIII=ii
IDEAL HELICAL PILE & REPAIR
BRACKET ASSEMBLY PER
R&R FOUNDATION SPECIALIST
TO CONFORM TO ESR-3750
L120 ENGINEERING & DESIGN
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
PROJECT
SUBJECT
12 of 32
PROJECT NO. NO.
S201123-1 XR SSK-02
16706 74th PI W, Edmonds, WA 98026
Installation Detail - Ideal Helical Pile
DATE 5/6/2021
III II II
Z J
0 � CL
CL O
U_
WOOD POST PER PLAN
[NOTE 4]
(4) #4 VERTS, SIMPSON CB66
(1) @ EA CORNER POST BASE [NOTE 2]
NIC 0 V-6" SQ x V-2" DP
SLAB-ONEGROADE CONIC PILE CAP [NOTE 1]
T/CONC SOG=
w FIELD VERIFY
I.------ ° _oo ~- Z
-IIII—III - I -III=ITT-1T1 Il �
11=IIII�II — `" - Ill�ftl=
1=1111T(RI= ;o; III= =IIII-
U
M 'ill=III -11 =11 IIII-IIII IIII=11''
O #4 HORZ 2 I III IIII II-IIII= III=''
III -11 —III' IDEAL HELICAL PILE & NEW
TOP&BOTTOM -IIII = — CONSTRUCTION BRACKET PER
EA WAY V-13„ R&R FOUNDATION SPECIALIST
TO CONFORM TO ESR-3750
NOTES:
1. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF f'c = 2,500PS1.
2. COLUMN FASTENER QUANTITY AND SIZE PER SIMPSON STRONG -TIE.
3. MINIMUM COLUMN BASE EMBEDMENT DEPTH PER ESR-3050.
4. WOOD MEMBERS MUST BE EITHER SAWN OR ENGINEERED LUMBER RECOGNIZED
IN AN ICC-ES EVALUATION REPORT.
It should be noted that detail size specified here is smaller than that called for in ESR-3750. This ESR report
is created for an application which is utilizing 100% of the helical pile and concrete footing abutment capacity.
Our application, as seen in the structural package, illustrates a condition with an isolated post -load and
post -base connection to an isolated pile supported concrete footing (CIP) where a vertical demand anticipated
to be no more than 50% of the helical pile capacity (per ESR report). Additionally, in our application it is
assumed that no rotational moment at the base of each column is resisted by the pile, footing, nor by the
column base, hence the footing size utilized in this "lighter" application may be reduced to the size depicted in
the structural detail.
L720 ENGINEERING & DESIGN
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
C TIE -BACK -
C TIE -BACK -
T/FIN GRADE
13 of 32
PROJECT NO. NO.
S201123-1XR SSK-03
PROJECT 16706 74th PI W, Edmonds, WA 98026
SUBJECT Retaining Wall - Pile Installation Detail
(E) RETAINING WALL
DATE 5/6/2021
T/STEM WALL
Y
V
T/FIN GRADE
d . � =IIII=IIII=1
IIII=IIII=IIII TIE -BACK
J`- —f•11=IIII=
�T'+ ' IIII IIII= ANCHOR DETAIL
=11 =IIII= PER SSK-02
IIII 1111=1111.
III=IIII=1l-- —III=IIII= $" MIN THICKNESS,
—_ — CONTRACTOR TO VERIFY
- :IIII-IIII- _
Jill =IIII=11117' TIE -BACK
' =1111DIIIE ANCHOR DETAIL
o (T' 1 1111= PER SSK-02
-- - -� IIII II=IIII= LOCATE PILE TO
IIII_I111=11
l_ I ±IIII IIII= ENSURE BYPASS
C? OF _ -IIII=IIII_-OF FTG
I III_III
I d .
Qx =IIII=IIII— =11',
� � IIIIEIIII=17=1 '
1=IIII=1 — = T/CONC FTG =
IIII==IIII=_' �I FIELD VERIFY
=IIII IIII=11 ' d " ' d " ' d 1111-1
�_- - II-• _ ' _ ' _ II=IIII
IIII-IIII II-IIII=IIII=IIII=IIII=IIII=IIII-IIII-
=IIII= 11=IIII=IIII=IIII=IIII=IIII='"'=IIII-11'
(E) CONTINUOUS
CONIC FOOTING
NOTES:
1. CONTRACTOR TO VERIFY NOTED MIN & MAX EXISTING FOUNDATION DIMENSIONS PRIOR TO
INSTALLATION. ENGINEER -OF -RECORD TO BE NOTIFIED PRIOR TO INSTALLATION IF REQUIREMENTS
NOT MET.
2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A CORROSION RESISTANT SYSTEM. THIS
INCLUDES ALL FINAL CUT ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING SYSTEM BY
OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION PER ASTM 153/A123.
L120 ENGINEERING & DESIGN
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
PROJECT
SUBJECT
14 of 32
PROJECT NO. NO.
S201123-1XR SSK-04
16706 74th PI W, Edmonds, WA 98026
Tieback Installation Detail
DATE 5/6/2021
(E) FOUNDATION WALL,
8" MIN THICKNESS,
III=1111=IIII=1111=
FIELD VERIFY
1111=1111=IIII=111 FILL CUTOUT WITH
d 'III=1111=IIII=1111=
STRUCTURAL GROUT
PL1/2" x 6" x [a + 1"]
1111=IIII=1111= POST -INSTALLATION
III=IIII=1111=
BEARING PLATE,
�.
°
CTRD AT CUTOUT
' '
"
IIII=1111- =I1 TIE -BACK ANCHOR
III=1111= =1111=
ADAPTER AND
III= -kh— 1= WASHERS PER R&R
ti
1 1
G
-1111 HE
: d
= IIII—IIII=1111= HELICAL TIE -BACK
�oJ
-J1 III ANCHOR PER R&R
�
—Jill—
_=1111=IIII=1111
-1111=1l11=1111 Ill
1"0 (MIN) THIRD ROD
_
�IU=_ILT _ _ HORIZONTAL PANE
W/STD NUT
III_1111=1
=III IIIINCLINATION ANGLE,
-11
III — Jill 105° MIN, 30° MAX
PL TO CHANNEL
" d 'III=1111=
IIII=111._
EA END OF PL 1/4
;�
IIII=1111= =11 I=1111.
IIII=11,
1 1
'
-III=IIII=1111=III
--
_
1111=1111=IIII=1111 11=IIII=1111
' '"
'III=1111=1111=1111=1111=
IIII=II
IIII=IIII=IIII-1111=1111—III III=
VERT C10x15.3 CHANNEL,
1 1
;.
III=_1111=1-1111 1111=
CTRD AT TIE -BACK
"
°
IIII=1111 �11=IIII=1�
RUNNING FULL HEIGHT OF WALL
1 11
'
d
IIII=1111
1 1
1 11
'
_
IIII=1111=
I —nu —
NOTES:
1. C10x15.3 CHANNEL TO RUN VERTICALLY FULL HEIGHT OF WALL AT PILE LOCATIONS.
CROSS-SECTION SHOWN HORIZONTAL HERE ONLY FOR DETAILING PURPOSES.
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. SUPPLEMENTAL STEEL TO BE ANCHORED TO CONCRETE WITH 5/8" DIAM SIMPSON TITEN HD SCREW
ANCHORS @ 12"OC WITH A 4" MINIMUM EMBEDMENT.
L120 ENGINEERING & DESIGN
11/2X1
SLOT (TYP)
2 7/8" TRUFORCE BRKT BASE GALV.
TOP
2 7/8 TRUFORCE BRKT BASE GALV.
FRONT"
TRUFORCE UNDERPINNING BRACKET FOR 2 7/8'' PILE SHAFT
7%
1 1/2 X 1
2 7/8" TRUFORCE BRKT T-BRKT GALV. SLOT (TYP)
TOP
2 7/8" TRUFORCE BRKT T-BRKT GALV.
FRONT
NOTES:
1. PLATE STEEL TO MEET OR EXCEED REQUIREMENTS OF ASTM A572/A1018/A656, 50 KSI.
2. ALL WELDING TO BE PERFORMED BY SHOP QUALIFIED WELDOR TO AWS D1.1 STRUCTURAL
WELDING CODE - STEEL.
3. GALVANIZING PER ASTM A153/ASTM A123. BARE STEEL IS ALSO AVAILABLE.
4. ULTIMATE STRUCTURAL CAPACITY IS 60 KIPS.
5. (2) 7/8"-9 X 3' GALVANIZED THREADED ROD - ASTM A193 (GRADE B7).
6. (4) 7/8" GALVANIZED HEX NUT - ASTM A194.
7. (6) 7/8" GALVANIZED FLAT WASHERS - ASTM F436. (2) WASHERS MUST BE USED ON THE TOP OF
EACH THREADED ROD (ABOVE THE 'T' BRACKET) TO OBTAIN THE FULL BRACKET CAPACITY.
8. HELICAL PILE ASSEMBLIES MANUFACTURED IN ACCORDANCE WITH ICC-ES AC358 ACCEPTANCE
CRITERIA FOR HELICAL FOUNDATION SYSTEMS AND DEVICES.
�K
4 22 2020
m
�ED
D Ec A L
4 23 2020
1
kL MANUFACTURING,
INC.
PICTURE PARKWAY
STER, NY 14580
Group
789-4810 1 WWW.IDL-GRP.COM
NOT TO SCALE
SIZE
DWG NO R
ALL UNITS IN INCHES U.N.O.
B
I 278TFG
THE INFORMATION CONTAINED IN THIS
DRAWING IS THE SOLE PROPERTY OF
IDEAL MANUFACTURING, INC. ANY
REPRODUCTION IN PART OR AS A
WHOLE WITHOUT WRITTEN
PERMISSION OF IDEAL
MANUFACTURING, INC. IS PROHIBITED.
SHEET 1 OF 1
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
NEW CONSTRUCTION CAPS FOR 2 7/8" O.D. HELICAL PILES
W T
DOUBLE BOLT -ON CAP
SLEEVE DETAIL
(EX, 278NCWXTBG)
NOTES:
W T
2,
2"
SINGLE BOLT -ON CAP
SLEEVE DETAIL
(EX. 278NCWXTSBG)
1. SLEEVE TO MEET OR EXCEED REQUIREMENTS OF ASTM A1026, 72 KSI.
2. PLATE STEEL TO MEET OR EXCEED REQUIREMENTS ASTM A572, GRADE 50.
3. CAP SLEEVE TO FIT OVER 2 7/8' O,D, HELICAL PILE,
4. STANDARD SQUARE PLATE WIDTHS RANGE FROM 6" TO 12'. STANDARD PLATE THICKNESS IS 3/8", 1/2" OR 3/4'.
5. ALL WELDING TO BE PERFORMED BY SHOP QUALIFIED WELDORS TO AWS DL1 STRUCTURAL WELDING CODE - STEEL
6. HOT DIP GALVANIZING PER ASTM A153/ASTM A123,
7. BOLTED CAPS ONLY; (1) OR (2) 3/4' DIAMETER X 4 1/2' LONG GALVANIZED HEAVY HEX BOLT PER ASTM A325
AND (1) OR (2) 3/4' GALVANIZED HEAVY HEX NUT PER ASTM A194 (GRADE 2H).
8. HELICAL PILE ASSEMBLIES MANUFACTURED IN ACCORDANCE WITH ICC-ES AC358 ACCEPTANCE CRITERIA FOR
HELICAL FOUNDATION SYSTEMS AND DEVICES,
W T
L
GRAVITY CAP
SLEEVE DETAIL
(EX. 278NCWXTG)
IDEAL PART # ABREVIATIONS1
278 = HELICAL PILE SHAFT DIAMETER
NC = NEW CONSTRUCTION
W = PLATE WIDTH (EX1 8' - 8)
X = X (SEPARATES PLATE WIDTH AND PLATE THICKNESS)
T = PLATE THICKNESS (EX:1/2' = 12)
B = DOUBLE BOLTED
SB = SINGLE BOLTED
G = GALVANIZED
SiDEAL
Group
I PROPRIETARY AND CONFIDENTIAL I
278NC
DAM ➢O NOT o SCALE DRAWING
V
O
W
N
PROJECT
LONGITUDE SUBJECT
ONE TWENTYO
ENGINEERING & DESIGN
Maximum loading on grade beam determined
based on building geometry, and through
conservative assumptions regarding span
lengths and support walls/foundation. Basically,
all concrete walls assumed full tributary span of
floor members and roof members.
Design code: IBC 2018
Roof LL (snow ground): 25 psf
Floor LL: 40 psf
Floor/Roof DL: 15 psf
Wall DL: 12 psf
Conc Wall DL: 150pcf x 240 in2 = 250 plf
* see following pages for area calc
Pile #1-#2
Deck Trib = 0.5*10' = 5'
Pile #3-#6
Roof Trib = 0.5*16' = 8'
Floor Trib = 0.5*16' = 8'
Typical Flr Ht = 10'
Pile #7412
Roof Trib = 0.5*30' = 15'
Floor Trib = 0.5*20' = 10'
Deck Trib = 0.5*10' = 5'
Typical Flr Ht = 20'
Pilp fit _$7
Case 1: Point Load (8' Trib)
Pile Reaction = DL+LL+SL
= (15+60+25) plf * 5' * 8' = 4.Ok
Pile #3-#6
Case 1: Point Load (6' Trib)
Pile Reaction = 1360 plf * 6' = 8.2 k
Case 2: Uniform Load
DL = 12*10 +15*(8+8) = 360 plf
LL = 40*8 + 60*8 = 800 plf
SL (snow) = 25*8 = 200 plf
Total load = DL+LL+SL = 1360 plf
Refer to attached calculations for analysis.
BY ZT
18 of 32
PROJECT NO. NO.
S201123-1 XR
16706 74th PI W, Edmonds, WA 98026
Foundation Stabilization/Jackin
DATE 5/6/2021
W
L/2
L/2
Pile and connection requirements per Pile and connection requirements per
contractor - contractor
M- 111II&m
PUP tMf#12
Case 1: Point Load (6' Span)
Pile Reaction = 1890 plf * 6' = 11.4 k
Pile Reaction w/ SW = 2140 plf * 6' = 12.9 k
Case 2: Uniform Load
DL = 12*20 +15*(15+10+5) = 690 plf
LL = 40*10 +60*5 = 700 plf
SL (snow) = 25*(15+5) = 500 plf
Total load = DL+LL+SL = 1890 plf
Total load w/ SW = 1810+250 = 2140 plf
Refer to attached calculations for analysis.
Z-2" (18" + 811)
Conclusion:
Based on the loading and geometry of the structure we conclude that the foundation may be stabilized through the use of piles and
connections per R&R. These are to be attached to the stem -wall (grade -beam) at an on -center (o.c.) spacing no greater than 6'-0" o.c..
L120 ENGINEERING & DESIGN
19 of 32
Project Number:
Plan Name:
Sheet Number:
S201123-IXR
Foundation Stabilization
Engineer:
Subject:
Date:
ZT
Unreinforced Conc Design Check
2/1/2021
DEMAND CALCULATION
numberofstories
#
Istories
span
L
6.0 ft
[max on -center pile spacing]
concrete area
A
216 in2
*see attached
concrete self weight
SW
250 plf
[Includes total height w/o ACI14 §14.5.1.7 redux]
Pt DL
DL
4.14k
= 6.0ft * 690
[1-story loading]
Pt LL
LL
4.20k
= 6.0ft * 700
[1-story loading]
PtLLr
LLr
3.00k
= 6.0ft * 500
[1-story loading]
moment from DL
MDL
7,335 lb-ft
88.0 Wn
moment from LL
MLL
6,300 lb-ft
75.6 Wn
momentfrom SL
MLLr
4,500 lb-ft
54.0 Wn
factored moment
MLRFD
123.2 k-in
1.4DL
MLRFD
253.6k-in
1.2DL + 1.6LL + 0.5SL
MLRFD
267.6 k-in
1.2DL+ 1.6SL+ LL
controlling factored moment
M„
267.6 k-in
factored shear
VLRFD
3.9k
1.4DL
VLRFD
7.5k
1.2DL + 1.6LL + 0.5SL
VLRFD
7.9 k
1.2DL+ 1.6SL+ LL
controlling factored shear
V„
7.9 k
controlling factored bearing
Bn
7.9 k
[R=V for SS beam]
STRENGTH CALCULATION
concrete strength
f'c
2.5ksi
assumed
light wt concrete mod. factor
A
1
normal weight concrete
flexure strength red. factor
(Ne,
0.9
tension -controlled
ACI14 [Table 21.2.11
shear strength red. factor
0.75
ACI14 [Table 21.2.11
bearing strength red. factor
,R�):hear
`)bearing
0.65
ACI14 [Table 21.2.11
moment of ineritia
I„
11,016 in4
*see attached
elastic section modulus
Sm
1,001 in3
*see attached
tens fiber to NA
c
11.0 In
*see attached
nomflexure strength (Tcontrols)
Mn
250.4 k-in
Mn = 5AVf7cSm.
ACI 318-14 [Eq. 14.5.2.1a]
nomflexure strength(C controls)
Mn
2,128.1k-in
ivf� -U,85f'S.
ACI 318-14 [Eq. 14.5.2.1b]
RESIDENTIAL CONCRETE
Mn
375.5 k-in
Mn = 7.55AVfcS,n CONTROLS
ACI 332-14 [Eq. 8.2.1.11
flexure strength
�Mn
> Mu OK
D/C= 79.18%
338.0 k-in
nom shear strength
V„
14.4 k
V.= 3 AV fTc * A
ACI14 [Table 14.5.5.1 (a)]
shear strength
V"
10.8 k
> Vu OK
D/C= 73.00%
loaded bearing area
Al
74 in2
[IDEAL 2-7/8" Tru-Force Underpinning Bracket]
supporting surface bearing area
Az
74in2
[Ifthe supporting surface is >than loaded area]
nom bearing strength
Bn
156.6 k
ACI14 [Table 14.5.6.1 (c)]
bearing strength
tpBn
101.8 k
> Bu OK
D/C= 7.74%
Additional Verification Calc:
max concrete tensile strength
max beam tensile stress
fr 375 psi f = 7.5A
Ft 267 psi Ft = (M * c)/J_
fr > Ft 0K
ACI 14 [Eq. 19.2.3.1]
20 of 32
Project Number:
Plan Name:
Sheet Number:
S201123-IXR
Foundation Stabilization
Engineer:
Subject:
Date:
ZT
Unreinforced Conc Design Check
2/1/2021
Final Section Properties
Total Area 216.0 in12
Ixx
117016-0 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
ixx =
1,349.99 in13
gyp : _ X
.
271988 in"3
Syy ' +X
271-988 in 3
,-0
Y c9 Dist. = 0.0 in
Zyy =
504 MIS
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 CC11V
car
ip ti
---
1
L L
f4 1 1
Per AC114 §14.5.1.7
General Shapes
- 1 : #1 Xcg = 0.000 in Ycg = O.D00 in Rotation = 0 deg CGW
Tqp Flange Width = 8.000in Tap Flange Thick = B.ODOin Web Thickness = 8.009in
Battam Flange Wid 12.000in Bottom Flange Thii 6.ODOin Tap Height = 24.009in
PROJECT
LONGITUDE SUBJECT
ONE TWENTY0
ENGINEERING & DESIGN
T/ SOIL
Helical
Tieback
Anchor
Helical
Tieback
Anchor
T-
21-01'
By CMH
Irm
N�IIIIH
KOM"&
Assumed Soil Parameters
Soil Density, p = 135 pcf
Friction Angle = 30 deg
At Rest ko = 1 - sincp
At Rest ko = 0.50
Max Press = H*p*ko
At Rest Press = 10' *135pcf *0.5= 675 psf
Po = 0.5*675psf*10' = 844 Of
Peq=100psf * 10' =1,000 plf
21 of 32
PROJECT NO. NO.
S201123-1 XR
16706 74th PI W, Edmonds, WA 98026
Foundation Stabilization/Jackin
H=10'-0"
TL-anch11
Force Calculations
DATE 5/6/2021
Seismic
10H
100psf
I
ML-anch= - Ru-anch*4' + 844*1.33' + 1,000*5' = 0
RU-anch = 1,531 plf Horiz. <= controls
RL-anch = 844 + 1,000 -1,531 = 313 plf Horiz
Tanch = 1,531 plf / cos(300) = 1,768 plf Tension
Anchors @ 6'-0"oc =10.7 k per anchor
Horiz Wall Load = 844 + 1,000 = 1,844 plf **
At Rest Vert Wall Load = 6' * 657psf = 4,050 plf triang
Seismic Vert Wall Load = 6' * 100psf = 600plf
**conservative loads for wall flexure calcs**
L120 ENGINEERING & DESIGN
22 of 32
Project Number:
Plan Name:
Sheet Number:
S201123-1XR
Foundation Stabilization
Engineer:
Subject:
Date:
CMH
Unreinf. Conc Wall Flex Check
02/14/2021
Checking the flexural capacity of the retaining wall between pile lines.
Piles are spaced at 6'-0"oc T&B with vertical channel so
the wall will experience flexural moment with a span of 6'.
GEOMETRY CALCULATION
span
L
6.0 ft
*on center tieback spacing
beam width
b
30.0 in
*10' tall wall with (2) piles => a 2'-6" appoximate beam width is conservative
beam depth
d
8.0 in
*wall thickness
concrete area
A
240 in2
moment of ineritia
Ixx
1,280 in4
elastic section modulus
S,"
320 in3
tens fiber to NA
c
4.0 in
uniform load -retaingin wall
ranch
1,844.0 plf
* from attached retaining wall analysis
controlling factored moment
M"
8,298.0 ft-lb
M"
99.6 k-in
controlling factored shear
V"
0.4 k
* from attached retaining wall analysis
controlling factored bearing
B"
0.4 k
[R=V for SS beam]
STRENGTH CALCULATION
concrete strength
f'c
2.5 ksi
assumed
light wt concrete mod. factor
A
1
normal weight concrete
flexure strength red. factor
flex
0.9
tension -controlled
ACI14 [Table 21.2.1]
shear strength red factor
shear
0.75
ACI14 [Table 21.2.11
bearing strength red. factor
kearing
0.65
ACI14 [Table 21.2.1]
moment of ineritia
1 x
1,280 in4
*see above
elastic section modulus
Sm
320 in3
*see above
tens fiber to NA
c
4.0 in
*see above
nom flexure strength (Tcontrols)
Mn
80.0 k-in
Mn = SdVf7cS,n
ACI 318-14 [Eq. 14.5.2.1a]
nom flexure strength(C controls)
Mn
680.0k-in
Af—0.R5/'$,
ACI 318-14 [Eq. 14.5.2.1b]
RESIDENTIAL CONCRETE
Mn
120.0 k-in
Mn = 7.55dVf7cS,n CONTROLS
ACI 332-14 [Eq. 8.2.1.1]
flexure strength
W.
108.0 k-in
> Mu OK
D/C= 92.20%
nom shear strength
V"
16.0 k
Un = 3 f'c * A
ACI14 [Table 14.5.5.1 (a)]
shear strength I On 12.0 It > Vu OK I D/C= 2.92%
loaded bearing area
supporting surface bearing area
nom bearing strength
bearing strength
Additional Verification Calc:
max concrete tensile strength
max beam tensile stress
A, 74 in2 [IDEAL 2-7/8" Tru-Force Underpinning Bracket]
Az 74 in2 [If the supporting surface is > than loaded area]
B" 156.6 k 0.85f,At ACI14 [Table 14.5.6.1 (c)]
�Bn 101.8 k > Bu OK D/C= 0.34%
fr 375 psi f,. = 7.Sd
Ft 311 psi Pt = (M * c)
/fxx
fr > Ft OK
ACI 14 [Eq. 19.2.3.1]
23 of 32
Calculation shown here represents the vertical steel channel that will be installed at each tieback
line. This is supplemental to the capacity of the (E) concrete retaining wall.
Steel Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
Lic. #: KW-06011993 L120 Engineering and Design
DESCRIPTIO S201123-1XR - 16706 74th PI Edmonds - Vert C10 at Retaining Wall
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2018
Material Pro
Analysis MethorAllowable Strength Design Fy : Steel Yield 50.0 ksi
Beam Bracing Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis : Minor Axis Bending
C1 Ox15.3
Span =4.0ft
lied Loads
0
C10x15.3
Span = 4.0 ft
C1 Ox15.3
Span =2.0ft
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added The (E) concrete wall has adequate flexural capacity without the
Loads on all spans... addition of the supplemental channel shown here. This calc is
Uniform Load on ALL spans : E = 0.10 ksf, Tributary Width = 6.0 ft
included for moment & shear calculations only.
Varying Uniform Load : D= 0.0->4.050 k/ft, Extent = 0.0 -->> 10.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mn / Omega: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
1.830: 1 Maximum Shear Stress Ratio =
C10x15.3 Section used for this span
4.591 k-ft Vn/Omega : Allowable
+D+0.70E Load Combination
4.000ft Location of maximum on span
Span # 2 Span # where maximum occurs
1.094 in Ratio= 87>=50.0
-0.109 in Ratio = 438 >=50.0
1.599 in Ratio = 60 >=50.0
-0.176 in Ratio = 273 >=50.0
Maximum Forces & Stresses for Load Combinations
C10x15.3
20.364 k
+D+0.70E
4.000 ft
Span # 2
Load Combination
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length
Span #
M
V
Mmax +
Mmax -
Ma Max
Mny Mny/Omega
Cb Rm
Va Max
VnyVny/Omega
D Only
Dsgn. L =
4.00 ft
1
0.941
0.172
-4.32
4.32
7.67
4.59 1.00 1.00
3.51
34.01
20.36
Dsgn. L =
4.00 ft
2
1.647
0.358
-0.00
-7.56
7.56
7.67
4.59 1.00 1.00
7.29
34.01
20.36
Dsgn. L =
2.00 ft
3
1.647
0.358
-7.56
7.56
7.67
4.59 1.00 1.00
7.29
34.01
20.36
+D+0.70E
Dsgn. L =
4.00 ft
1
1.673
0.245
-7.68
7.68
7.67
4.59 1.00 1.00
4.98
34.01
20.36
Dsgn. L =
4.00 ft
2
1.830
0.399
-0.00
-8.40
8.40
7.67
4.59 1.00 1.00
8.13
34.01
20.36
Dsgn. L =
2.00 ft
3
1.830
0.399
-8.40
8.40
7.67
4.59 1.00 1.00
8.13
34.01
20.36
+D+0.5250E
Dsgn. L =
4.00 ft
1
1.490
0.227
-6.84
6.84
7.67
4.59 1.00 1.00
4.61
34.01
20.36
Dsgn. L =
4.00 ft
2
1.784
0.389
-0.00
-8.19
8.19
7.67
4.59 1.00 1.00
7.92
34.01
20.36
Dsgn. L =
2.00 ft
3
1.784
0.389
-8.19
8.19
7.67
4.59 1.00 1.00
7.92
34.01
20.36
+0.60D
Dsgn. L =
4.00 ft
1
0.565
0.103
-2.59
2.59
7.67
4.59 1.00 1.00
2.11
34.01
20.36
Dsgn. L =
4.00 ft
2
0.988
0.215
-0.00
-4.54
4.54
7.67
4.59 1.00 1.00
4.37
34.01
20.36
Dsgn. L =
2.00 ft
3
0.988
0.215
-4.54
4.54
7.67
4.59 1.00 1.00
4.37
34.01
20.36
+0.60D+0.70E
Dsgn. L =
4.00 ft
1
1.297
0.178
-5.95
5.95
7.67
4.59 1.00 1.00
3.62
34.01
20.36
Dsgn. L =
4.00 ft
2
1.297
0.256
-0.00
-5.95
5.95
7.67
4.59 1.00 1.00
5.21
34.01
20.36
Dsgn. L =
2.00 ft
3
1.171
0.256
-5.38
5.38
7.67
4.59 1.00 1.00
5.21
34.01
20.36
24 of 32
Steel Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTIO S201123-1XR - 16706 74th PI Edmonds - Vert C10 at Retaining Wall
Overall Maximum Deflections
Load Combination
Span
Max. "" Defl
Location in Span Load Combination
Max. "+" Defl Location
in Span
+D+0.70E
1
1.5990
0.000
0.0000
0.000
2
0.0000
0.000 +D+0.70E
-0.1757
2.000
+D+0.70E
3
0.6726
2.000
0.0000
2.000
Maximum Deflections for Load Combinations
Load Combination
Span
Max. Downward Defl Location in Span
Span
Max. Upward Defl Location in Span
D Only
1
0.8331 0.000
2
-0.1027
2.347
+D+0.70E
1
1.5990 0.000
2
-0.1757
2.000
+D+0.5250E
1
1.4075 0.000
2
-0.1570
2.053
+0.60D
1
0.4998 0.000
2
-0.0616
2.347
+0.60D+0.70E
1
1.2658 0.000
2
-0.1355
1.920
E Only
1
1.0942 0.000
2
-0.1095
1.707
Vertical Reactions
Support notation : Far left is #'
Values in KIPS
Load Combination
Support 1
Support 2
Support 3 Support 4
Overall MAXimum
9.900
14.550
Overall MINimum
4.050
1.500
D Only
6.750
13.500
+D+0.70E
9.900
14.550
+D+0.5250E
9.113
14.288
+0.60D
4.050
8.100
+0.60D+0.70E
7.200
9.150
E Only
4.500
1.500
Steel Section Properties : C10AU
Depth =
10.000 in
I xx
= 67.30 in^4
J
= 0.209 in^4
Web Thick =
0.240 in
S xx
13.50 in^3
Cw
= 45.50 in^6
Flange Width =
2.600 in
R xx
= 3.880 in
Ro
= 4.190 in
Flange Thick =
0.436 in
Zx
= 15.900 in^3
H
= 0.884 in
Area =
4.480 in^2
1 yy
= 2.270 in^4
Weight =
15.300 plf
S yy
= 1.150 in^3
Wno
= 7.480 in^2
Kdesign =
1.000 in
R yy
= 0.711 in
Sw
= 2.550 in^4
Zy
= 2.340 in^3
Qf
= 4.920 in^3
its =
0.868 in
Qw
= 7.920 in^3
Ycg =
5.000 in
Wn2
= 4.380
Xcg =
0.634 in
Sw2
= 1.670
Xp =
0.224 in
Sw3
= 0.841
Eo = 0.796 in
25 of 32
Steel Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
..-
ESCRIPTIO S201123-1XR - 16706 74th PI Edmonds -Vert C10 at Retaining Wall
C
4
L
R
r'S
L
Z
LO
0196 1,97 2,96 3,97 4,91 5189 6.91 1,89 8185 9185
Distance (R)
1 Hnly 1 +D+6,76E 1 +D+6,i2i6E 1 ORD 1 +6,66D+6.]6E
0196 1,97 2,96
3,97
4,91 5189
6.91 7.89
8185
185
Distance (R)
1 Hnly 1 +D+6,76E 1 +D+6,i2i6E 1 ORD 1 +6,66D+6.]6E
26 of 32
Steel Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
..-
DESCRIPTIO S201123-1XR - 16706 74th PI Edmonds -Vert C10 at Retaining Wall
C
N
0
MENNEN& 101, �10Q.Ng
■
Distance (R)
1 Hnly 1 +D+6,76E 1 +D+6,i2i6E 1 ORD 1 +6,66D+6.76E 1 E4nly
27 of 32
Project Number:
Plan Name:
Sheet Number:
S201123-1XR
Foundation Stabilization
Engineer:
Subject:
Date:
CMH
Unreinf. Conc Wall Flex Check
02/14/2021
Checking the flexural capacity of the retaining wall between tieback lines in the VERTICAL direction.
Tiebacks are spaced T&B on Wall. The
calc shown here shows the flexural capacity between the piles and on the T&B cantilevers.
GEOMETRY CALCULATION
span
L
calculated separate page
beam width
b
�*moment
30.0 in
i
*conservative approximation
beam depth
d
8.0 in
*wall thickness
concrete area
A
240 in2
moment of ineritia
I„„
1,280 in4
elastic section modulus
Sn,
320 in3
tens fiber to NA
c
4.0 in
uniform load - retaingnn wall r... h -
controlling factored moment M" 8,400.0ft-lb *from vert channel calc
M" 100.8 k-in
controlling factored shear V" 8.1 k *from vert channel calc
controlling factored bearing B. 8.1 k
STRENGTH CALCULATION
concrete strength
light wt concrete mod factor
flexure strength red factor
shear strength red factor
bearing strength red. factor
moment of ineritia
elastic section modulus
tens fiber to NA
nom flexure strength (T controls)
nom flexure strength(C controls)
RESIDENTIAL CONCRETE
flexure strength
nom shear strength
shear strength
loaded bearing area
supporting surface bearing area
nom bearing strength
bearing strength
Additional Verification Calc:
max concrete tensile strength
max beam tensile stress
f'c 2.5 ksi assumed
Vn 16.0k Un=32 f�c*A
On 12.0 k > Vu OK
A 1 normal weight concrete
one.
0.9
tension -controlled
shear
0.75
bearing
0.65
Ixx
1,280 in4
Sn,
320 in3
c
4.0 in
Mr,
80.0 k-in
Mn = SAV J csm
Mn
680.0 k-in
Mr,
120.0 k-in
Mn = 7.SSdS,n CONTROLS
> Mu OK
W.
108.0 k-in
[R=V for SS beam]
ACI14 [Table 21.2.1]
ACI14 [Table 21.2.11
ACI14 [Table 21.2.1]
*see above
*see above
*see above
ACI 318-14 [Eq. 14.5.2.1a]
ACI 318-14 [Eq. 14.5.2.1b]
ACI 332-14 [Eq. 8.2.1.1]
D/C= 93.33%
ACI14 [Table 14.5.5.1 (a)]
D/C= 67.75%
Al 74 in2 [IDEAL 2-7/8" Tru-Force Underpinning Bracket]
Az 74 in2 [If the supporting surface is > than loaded area]
Bn 156.6 k 0.85f,At ACI14 [Table 14.5.6.1 (c)]
�Bn 101.8 k > Bu OK D/C= 7.99%
fr 375 psi f,. = 7.Sd
Ft 315 psi Pt = (M * c)
/fxx
fr > Ft OK
ACI 14 [Eq. 19.2.3.1]
28 of 32
Appendix
Parcel Details
Photographs
1/31/2021 https://www.snoco.org/proptax/(SQan3d2uuwuxgghspmg30skrl ))/parcel info. aspx 29 of 32
nod' om ish Online Government Information S Services
County 4*
Washington
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Property Account Summary
1 /31 /2021
Parcel Number 100513100010300 jProperty Address 116706 74TH PL W, EDMONDS, WA 98026-5115
General Information
MEADOWDALE BEACH TH PTN TR 103 LY N OF A LN TH BEG AAP ON W
Property Description LN SD TR 103 DIST190.08FT S OF NW COR & EXTS ELY TO INT ELY LN SD
TR 103 AAP 40FT SELY MOST NLY ANG PT IN ST E LN AKA LOT 1 CITY
EDM SP S-23-86 AF 8702270391
Property Category Land and Improvements
Status Active, Locally Assessed
Tax Code Area 00217
Property Characteristics
Use Code
I I I I Single Family Residence -Detached
Unit of Measure
Acre(s)
Size (gross)
10.79
Related Properties
No Related Properties Found
Percent Name
Address
AMEN
16706 74TH PL W, EDMONDS, WA
Taxpayer
100 TIMOTHY/MACLACHLAN
98026
STEPHANIE A
Owner
AMEN TIMOTHY &
100
16706 74TH PL W, EDMONDS, WA
MACLACHLAN STEPHANIE A
98026-5115 United States
Property Values
Value Type
Tax Year
2020
Tax Year
2019
Tax Year
2018
Tax Year
2017
Tax Year
2016
$623,000
Taxable Value Regular
$682,800
$665,300
$668,400
$590,400
Exemption Amount Regular
Market Total
$682,800
$665,300
$668,400
$590,400
$623,000
Assessed Value
$682,800
$665,300
$668,400
$590,400
$623,000
Market Land
$403,000
$389,000
$484,400
$427,800
$467,000
Market Improvement
$279,800
$276,300
$184,000
$162,600
$156,000
Personal Property
Active Exemptions
No Exemptions Found
Events
Effective lEntry Date -Time Type
E lRemarks
https://www.snoco.org/proptax/(SQan3d2uuwuxgghspmg30skrl ))/parcel info. aspx
1 /31 /2021 https://www.snoco.org/proptax/(Soan3d2uuwuxgghspmg3Oskrl ))/parcelinfo.aspx 30 of 32
10/18/2017
Excise
Temporary Excise: T066946 Finalized to: E093592
14:11:51
:51
Processed 1
5
10/16/2017
12/08/2017
Owner
Property Transfer Filing No.: E093592 10/16/2017 by sasard
13:05:00
Terminated
10/16/2017
12/08/2017
Owner Added
Property Transfer Filing No.: E093592 10/16/2017 by sasard
13:05:00
10/16/2017
10/18/2017
�14:15:00
Excise
Property Transfer Filing No.: T066946, submitted by eREET 10/16/2017 by
1ASCEREET
Processed
ax Balance
No Charges are currently due. If you believe this is incorrect, please contact our Office at (425) 388-
3366.
I Distribution of Current Taxes I
District
Rate
Amount
Voted
AAmountA
Non -Voted
Amount
CENTRAL PUGET SOUND REGIONAL TRANSIT AUT
0.20
$136.13
$0.00
$136.13
CITY OF EDMONDS
1.33
$908.00
$255.02
$652.98
EDMONDS SCHOOL DISTRICT NO 15
3.71
$2,532.36
$2,532.36
$0.00
PUB HOSP #2
0.06
$43.91
$0.00
$43.91
SNO-ISLE INTERCOUNTY RURAL LIBRARY
0.44
$301.19
$0.00
$301.19
SNOHOMISH COUNTY-CNT
0.67
$454.37
$0.00
$454.37
STATE
2.87
$1,958.04
$0.00
$1,958.04
SNOHOMISH CONSERVATION DISTRICT
$8.06
$0.00
$8.06
TOTAL
9.28
$6,342.06
$2,787.38
Pending Property Values I
Pending Tax
Year
Market Land
Value
Market
Improvement Value
Market Total
Value
Current Use
Land Value
Current Use
Improvement
Current Use
Total Value
2021
$413,000.00
$297,600.00
$710,600.00
$0.00
$0.00
$0.00
Levy Rate Histo
Total Levy Rate
2020 9.276512
2019 9.204494
2018 10.655914
I Real Property Structures -R1111V I
Description
IType
IYear Built
More Information
1 Story w/Basement
IDwelling
11949
lView Detailed Structure Information
https://www.snoco.org/proptax/(SQan3d2uuwuxgghspmg30skrl ))/parcel info. aspx
16706 74th PI W, Edmonds, WA 98026
0 56 113 Feet 1 /31 /2021 O
4 Snohomish County
Assessor Washington
Legend
f
Parcel
Recent Sales 2020
Recent Sales 2019
Recent Sales 2018
----------
City Boundary
County Park
National Forest
Water
Street
Types
Interstate
State Route
Local Road
Al maps, data, and information set forth herein ("Data"), are for illustrative purposes only and are
not to be considered an official citation to, or representation of, the Snohomish County Code.
Amendments and updates to the Data, together with other applicable County Code provisions,
may apply which are not depicted herein. Snohomish County makes no representation or
raaty co rnirg the content. accuracy, currency, completeness or quality of the Data
contained herein and expressly disclaims any warranty of merchantability or fitness for any
particular purpose. All persons accessing or otherwise using this Data assume all responsibility for
se thereof and agree to hold Snohomish County harmless from and against any damages, loss,
claim or liability arising out of any error, defect or omissioncontained within said Data.
Washington State Law, Ch. 42.56 RCW, prohibits state and local agencies from providing access
to lists of individuals intended for use for commercial purposes and, thus, no commercial use may
be made of any Data comprising lists of Individuals cmmained herein.
0
w
N
32 of 32
Property Images
Photographs provided by R&R. Note that analysis assumptions such as building geometry, tributary areas, and
loading were determined through examination of these photographs and industry knowledge of standard construction
practices. -1-120