8515 242nd St SW - Rannow -Structural Calculations PackageLONGITUDE
ONE TWENTY°
ENGINEERING & DESIGN
calculation Package for
Foundation Stabilization/Lift
8519 242nd St SW
Edmonds, WA 98026
Project no: S200220-1
March 19, 2020
Prepared for:
R&R Foundation Specialist
3409 McDougall Ave, Suite 204
STRUCTURAL ENGINEER Everett, WA 98201
L120 ENGINEERING & DESIGN P: 425.760.5077
13150 91ST PL NE
KIRKLAND, WA 98034
CONTACT: MANS THURFJELL, PE
PHONE: (206) 790-9502
EMAIL: MTHURFJELL@L120ENGINEERING.COM
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See Structural Calculations Package for Additional Requirements N.T.S.
- IMTHA10TESBYL120
SITE PLAN LEGEND
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❑ EXISTING RESIDENCE STRUCTURE
EXISTING ADJACENT STRUCTURE
STEEP SLOPE AREA (> 33%)
1 AREA OF PROPOSED WORK
— - — - - PROPERTY LINE
XXX CONTOUR LINE & ELEVATION
- - - - UTILITY
APPROXIMATE DIMENSION
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URGA REBECCA 8 ANTHONY J
8515 242ND ST SW UNIT 701C, EDMONDS, WA 98026-9077
BURGGRAFF PAULR
22419149TH ST SE, MONROE, WA 98272-9015
MAKUTA KEVIN
8519 242ND ST SW #801C, EDMONDS, WA 98026
KLOSTER LINDA M
8519 242ND ST SW #802C, EDMONDS, WA 98026
SPENCER BRAD
808 NW 193RD ST, SHORELINE, WA 98177
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MULTI -FAMILY 3-STORY DWELLING \
8519 242ND ST SW \
(ALT. 8515 242ND ST SW, BLDG C)
APPROXIM E - EDMONDS, WA 98026
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NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS.
Ell A AI KIATGQ
1. VERIFY EXISTING STRUCTURES AND ALL DIMENSIONS ON SITE.
2. FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF
CONCRETE STEM WALL PER R&R FOUNDATION SPECIALIST
(R&R) LEVEL SURVEY.
3. REFER TO STRUCTURAL CALCULATIONS PACKAGE BY L120
DATED MARCH 19, 2020, FOR ADDITIONAL INFORMATION,
SPECIFICATIONS, AND REQUIREMENTS.
4. LEVEL SURVEY PER R&R PROPOSAL DATED FEBRUARY 7, 2020,
PROVIDED BY R&R TO L120 ON FEBRUARY 20, 2020. REFER TO
STRUCTURAL CALCULATIONS PACKAGE FOR MODIFICATIONS
AND ADDITIONAL REQUIREMENTS FOR LEVEL SURVEY.
5. CONTRACTOR TO FIELD VERIFY MINIMUM DIMENSIONS OF
EXISTING FOUNDATION ELEMENTS. CONCRETE STEM WALLS
SHALL BE CONTINUOUS AND AT LEAST 12" THICK AND 3'-0" TALL.
CONCRETE FOOTINGS SHALL BE CONTINUOUS AND AT LEAST
12" DEEP AND 2'-0" WIDE. ENGINEER TO BE NOTIFIED PRIOR TO
INSTALLATION IF MINIMUMS ARE NOT MET.
6. PARCEL DIMENSIONS APPROXIMATED BY COUNTY/
JURISDICTIONAL GIS MAPPING TOOLS FOR THE SELECTED
PARCEL. NOT TO SCALE. NOT TO BE USED FOR LEGAL
PURPOSES OR IN PLACE OF A FIELD SURVEY.
7. SOME SITE FEATURES AND EXISTING STRUCTURES ON
ADJACENT PARCELS NOT SHOWN FOR CLARITY.
8. LOCATIONS OF THE EXISTING UTILITIES (SEWER, WATER, ETC.)
INDICATED ON PLAN ARE APPROXIMATED BASED ON o
JURISDICTIONAL RECORDS FOR REPRESENTATIVE PURPOSES
ONLY. PRESENCE OF THESE ELEMENTS ARE TO BE FIELD
VERIFIED AS NECESSARY TO PREVENT DAMAGE TO EXISTING
ELEMENTS.
9. ALL STRUCTURES AND SITE FEATURES ARE EXISTING.
10. PROPOSED WORK DOES NOT INVOLVE NEW OR REPLACED
HARD SURFACES. CONTRACTOR TO VERIFY.
11. PROPOSED WORK DOES NOT INVOLVE SOILS BEING EXPOSED
FOR LONGER THAN 24 HOURS. CONTRACTOR TO VERIFY.
12. PER JURISDICTIONAL GIS MAPPING, THE SITE DOES NOT
CONTAIN ANY CRITICAL AREA SITE PLANS AND SUBSEQUENTLY
NO NATIVE GROWTH PROTECTION AREAS (NGPA).
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8519 242ND ST SW
EDMONDS, WA 98026
PROJECT NUMBER
S200220-1
DRAWN BY-
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SHEETDATE-
03/19/2020
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LONGITUDE
ONE TWENTY
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
11 1
PROJECT 8519 242nd St SW
SUBJECT Foundation Stabilization/Jacking - Scope & Summary
m
TAK
DATE 3/19/2020
Scope/Objective:
To determine the required pile spacing and geometry to stabilize and lift the existing structural foundation. These findings are based on 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 Specialist (R&R) proposed pile layout can be found in the following pages with structural recommendations based upon the findings of
L120 Engineering & Design. These recommendations are limited to the scope of the stabilization as proposed by R&R.
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 existing continuous concrete footings. The interior crawl -space support system (wood) for the 1st
floor will be stabilized with 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.
To the knowledge of L120, a geotechnical investigation was not performed on this site at the time this package was published. Any findings revealed from past or
future geotechnical investigations not provided to L120 prior to the publishing of this package that differ from the assumptions in this package and/or necessitate
the structural package to be revised may require additional fee.
Structural Summary:
- The foundation of the building consists of continuous cast -in -place concrete stem walls and footings assumed to be minimum 12" thick and minimum 4'-8" tall
[measured from b/ftg to t/conc]. Based on the photographs, the superstructure is assumed to be wood framing over a crawl space. The building is understood to
be a 3-story condominium building with (6) total units. Below the continuous cast -in -place concrete footings, piles are to be spaced at a maximum distance as
indicated on the attached Level Survey (unless noted otherwise). End piles are to be placed as close to corners as possible and shall not be placed immediately
below existing openings/penetrations in the concrete stem wall at the locations indicated on the attached Level Survey.
- 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 with applicable factors of safety per the General Notes.
Allowable Load Capacity Requirement:
Interior Piles [#1-4] @ 8'-0" o.c. max .......................... 30 kip minimum vertical capacity (allowable)
Note: Refer to the attached General Notes for additional requirements.
- A maximum allowable loading of 4,000 plf was determined through assessment of the provided building geometry and conservative span/tributary loading
assumptions based on standard construction practices.
- Structural recommendations contained in this package are based on site photographs provided by R&R on March 20, 2020. These photographs are included
with the attached Level Survey. Contractor to verify minimum assumptions when on -site, which includes the dimensions of existing foundation elements for pile
attachment and the presence of foundation elements in a layout matching those shown on the Level Survey. Any observed discrepancy that exceeds the
minimum/maximum listed should be brought to the attention of the engineer prior to pile installation.
- Per jurisdictional records, the multi -family 3-story residence was constructed in 1979. Consequently, the existing foundation is assumed to be reinforced. The
attached calculations include a concrete foundation with the minimum dimensions observed with minimal reinforcement.
- With the absence of a geotechnical report, all structural recommendations assume adequate soil conditions to obtain the required pile capacities. It is
recommended that piles are to penetrate into relatively dense native soils a minimum of 5 feet before applying the refusal criteria.
- 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 (gravity) stabilization. If lateral movement is observed or expected, additional structural analysis will be required.
* Please inform L120 of site -specific conditions that were not explicitly identified, contradict, 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.
L120 ENGINEERING & DESIGN
3 of 27
GENERAL NOTES
CONCENTRIC/DRIVEN PILES
1. "CONCENTRIC" OR DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2015
INTERNATIONAL BUILDING CODE (IBC).
2. IT IS RECOGNIZED THAT THE SEATTLE BUILDING CODE (SBC) REQUIRES 8 INCH MINIMUM DIAMETER PIPE FOR PIPE
PILE INSTALLATION. THE APPROPRIATE ANALYSIS/EVALUATION AND TESTING REQUIREMENTS IN ACCORDANCE
WITH SEATTLE DEPARTMENT OF CONSTRUCTION & INSPECTIONS (SDCI) DIRECTOR'S RULE 10-2009 ARE PROVIDED
TO ALLOW FOR USE OF PILES LESS THAN 8 INCHES IN DIAMETER AS REQUIRED BY SECTION 104.5 OF THE SBC.
3. DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED BY STABIL-LOC SYSTEMS, LLC, AND SHALL BE IN
ACCORDANCE WITH ESR-4121.
4. ALL MATERIAL PROPERTIES OF DRIVEN PILE COMPONENTS SHALL COMPLY WITH ESR-4121.
5. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES ACCEPTANCE CRITERIA FOR
CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING POLYMER (EAA) COATINGS (AC228).
6. ALL PILE COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE REINFORCING STEEL, BUILDING
STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING COMPONENTS.
7. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS.
8. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED.
9. DRIVEN PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE OF INCLINATION
OF 1 DEGREE FROM VERTICAL PER SECTION 5.7 OF ESR-4121.
10. DRIVEN PILES SHALL BE INSTALLED TO THE MINIMUM FORCE REQUIRED TO PROVIDE THE MINIMUM REQUIRED LOAD
CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2). THE MAXIMUM
INSTALLATION FORCE SHALL NOT EXCEED THE ALLOWABLE CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE
ASSEMBLY.
11. ALL BRACKETS AND PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY TO ACHIEVE THE MINIMUM
REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2).
12. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED WITHOUT WRITTEN
APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION.
13. SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION 1705.7 IS REQUIRED FOR INSTALLATION OF THE STABIL-
LOC FOUNDATION PIERING SYSTEM. A GEOTECHNICAL SPECIAL INSPECTOR MUST VERIFY AND RECORD THE
FOLLOWING:
A. VERIFICATION OF MANUFACTURER PRODUCT MODEL NUMBERS
B. TYPES, CONFIGURATIONS, AND IDENTIFICATIONS OF HYDRAULICALLY DRIVEN STEEL PIER SEGMENT
AND ADJUSTABLE HEAD ASSEMBLY AS SPECIFIED IN ESR-4121 AND THE CONSTRUCTION DOCUMENTS.
C. INSTALLATION PROCEDURES, ANTICIPATED AND ACTUAL PILING DEPTH
D. TIP ELEVATIONS, THE INSTALLATION PRESSURE AND FINAL DEPTH OF THE DRIVEN FOUNDATION
SYSTEM
E. INCLINATION AND POSITION/LOCATION OF HYDRAULICALLY DRIVEN PIER SEGMENTS
F. COMPLIANCE OF THE INSTALLATION WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THIS
EVALUATION REPORT.
14. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO MEET OTHER
SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE. ABANDON REJECTED PILES AND INSTALL
ADDITIONAL PILES AS REQUIRED.
DRIVEN PILE PROOF TESTING
THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE (3) PERCENT OF
PILES UP TO FIVE (5) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE PROCEDURE OUTLINED IN ASTM
D1143 AND/OR THE 2015 SEATTLE BUILDING CODE (SBC). THE MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200)
PERCENT OF THE SPECIFIED DESIGN LOAD.
4 of 27
GENERAL NOTES CONT'D
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 2O15 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.
5of27
Friday, February 7, 2020
SCOPE OF WORK
FOUNDATION 1 I SPECIALIST
Crew will install Concentric Piers and lift house to maximum practical recovery. Crew will drive Piers to a maximum depth of 25',
after there will be a $20 per foot charge per pile. Homeowner is responsible for permit.
Survey and details provided by R&R per 2120120 email.
LEVEL SURVEY
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L120 is in agreement with the Level Survey by R&R
with pile spacing requirements as indicated on plan.
Note:
It is acceptable o install piles at the spacing shown
ance to allow for unexpected
obstructions en ountered during pile installation
provided that n two adjacent spans exceed the
maximum on-CE nter spacing requirement.
-L 120
Approximate foundation wall
opening per photographs.
Contractor to verify.
-L120
Concentric/Stabil-loc
L', piers per R&R
-L120
= 3 in. Pile
3.5'
N
i
Foundation of adjacent unit
assumed to match that of the
proposed work area. Contractor
to verify. If layout varies, this has
implications for the load values
-L120
# = pile designation
6of27
Friday, February 7, 2020
JOB PHOTOS
Interior West wall, Piers 1 & 2 will be installed here
cI
FOUNDATION I I SPECIALIST
Interior East wall, Piers 3 & 4 will be installed here.
Crew will adjust post bases with beams here during Interior wall.
lift.
7 of 27
ESR-4121 I Most Widely Accepted and Trusted Page 6 of 6
[EXCERPT FROM ESR-4121]
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FIGURE 1—STABIL-LOC° FOUNDATION PIERING SYSTEM
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FIGURE 2—STABIL-L000 FOUNDATION PIERING SYSTEM ADJUSTABLE HEAD ASSEMBLY
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
8of27
PROJECT NO. NO.
S200220-1 SSK-001 m
PROJECT 8519 242nd St SW
SUBJECT Installation Detail - Stabil-Loc Concentric Pile
BY TAK
(E) WOOD FRAMED
FLOOR SYSTEM,
FIELD VERIFY
12" MIN THICKNESS,
CONTRACTOR TO VERI
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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. EXPOSED STEEL COMPONENTS TO HAVE
CORROSION PROTECTION PER ASTM All 23/A153.
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DATE 3/19/2020
T/STEM WALL =
FIELD VERIFY
(E) CONC STEM WALL
T/FIN GRADE
IIII=IIII=IIII=IIII VARIES
T/CONC FTG =
° -I IIII=IIII FIELD VERIFY
d "III II II II II II II WEDGE ANCHORS
PER STABIL-LOC
=IIII —1 REQUIREMENTS
- IIII_1111=iii
STABIL-LOC CONCENTRIC PIER
ASSEMBLY PER R&R FOUNDATION
SPECIALIST TO CONFORM TO ESR-4121
L120 ENGINEERING & DESIGN
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
GENERAL NOTES - PILE INSTALLATION
1. VERIFY ALL DIMENSIONS ON SITE.
PROJECT NO. SHEET NO.
11 1
PROJECT 8519 242nd St SW
SUBJECT General Notes - Pile Installation
2. MINIMUM PILE DIAMETER SHALL BE 2-7/8".
TAK
DATE 3/17/2020
3. ALL EXISTING CONCRETE STEM WALLS AT AND BETWEEN PILE ATTACHMENT LOCATIONS SHALL BEAT LEAST 12" THICK AND 3'.0"
TALL. ALL EXISTING CONCRETE FOOTINGS AT AND BETWEEN PILE ATTACHMENT LOCATIONS SHALL BE AT LEAST 12" DEEP AND 2'-0"
WIDE. TOTAL CONCRETE HEIGHT (INCLUDING FOOTING AND STEM WALL) MEASURED FROM BOTTOM OF FOOTING TO TOP OF
CONCRETE STEM WALL SHALL BE AT LEAST 4'-0" AND AT MOST 6'-0". FIELD VERIFY. ENGINEER TO BE NOTIFIED PRIOR TO
INSTALLATION IF MINIMUMS AS LISTED ARE NOT MET.
4. 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 MAXIMUM
ON -CENTER INDICATED ON PLAN UNLESS NOTED OTHERWISE.
5. WHERE OCCURS, ALL SUPPLEMENTAL CHANNELS SHALL SPAN FROM PILE -TO -PILE AND EXTEND 6" MINIMUM PAST SUPPORTING
PILE EACH END. CHANNEL TO BE INSTALLED PRIOR TO STABILIZATION AND ATTEMPTED LIFT.
6. WHERE OCCURS, ALL SUPPLEMENTAL CHANNELS SHALL BE ANCHORED TO THE FOUNDATION WITH 5/8" DIA. x 6" SIMPSON
STRONG -TIE TITEN HD SCREW ANCHORS (OR APPROVED EQUIVALENT) AT A MAXIMUM SPACING 18"OC WITH 4" MINIMUM EMBEDMENT
INTO CONCRETE. ANCHORS SHALL BE INSTALLED ALONG THE CENTER LINE OF THE CHANNEL AT A DISTANCE NO GREATER THAN 6"
ABOVE THE TOP OF FOOTING.
7. PILES ARE TO PENETRATE INTO RELATIVELY DENSE NATIVE SOIL A MINIMUM OF 5-0" BEFORE APPLYING THE REFUSAL CRITERIA.
8. INTERIOR DRIVEN PILES SHALL BE INSTALLED SUCH THAT THERE IS NO ECCENTRICITY IMPOSED ON THE EXISTING FOUNDATION
WALL ABOVE. THE CENTERLINE OF THE PILE SHALL ALIGN WITH THE CENTERLINE OF THE FOUNDATION WALL ABOVE.
9. CONTRACTOR TO PROVIDE MEASURES TO PREVENT FUTURE CORROSION FOR ANY EXISTING CONCRETE REINFORCEMENT
EXPOSED AS A RESULT OF THE PILE INSTALLATION WORK.
10. CONTRACTOR TO MAINTAIN EXISTING VAPOR BARRIER. ANY DAMAGE AS A RESULT OF THE WORK INVOLVED IN THE SCOPE OF THIS
PROJECT SHOULD BE SUFFICIENTLY REPAIRED TO ITS ORIGINAL STATE OR BETTER.
L120 ENGINEERING & DESIGN
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
ROOF
+�-'
D FLOOR
�'r
2ND FLOOR
++6'---6'r
1ST FLOOR
"I
PROJECT NO. SHEET NO.
11 1
PROJECT 8519 242nd St SW
SUBJECT Foundation Stabilization - Key Plan
TAK
Ilk 50' MAX
+0'-01, 1 J.
LEVEL KEY
*Elevations approximated by
Google Earth.
DATE 3 / 19 / 2020
10' MAX � 5' MAX 15' M ff �L 10' MAX
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1 3 �
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8519 242nd St SW
Edmonds, WA
* Concrete segments and piles shown as referenced in the following calculations
L120 ENGINEERING & DESIGN
LONGITUDE
ONE TWENTY
ENGINEERING & DESIGN
Gravity Loads
*Per IBC 2015
Dead Loads
PROJECT NO. SHEET NO.
11 1
PROJECT 8519 242nd St SW
SUBJECT Foundation Stabilization - Loading Analysis
m
TAK
DATE 3 / 19 / 2020
*Note: All framing assumptions are based on photographs of as -built conditions and conventional construction practices.
(A) Wood framed Roof =15psf
(B) Wood framed Interior Wall =12psf
(C) Wood framed Floor =15psf
Live Loads
(A) Snow = 25psf
(C) Residential -Single Family = 40psf
Tributary Area . Interior Wall
(A) Roof Trib = 0.5*48.5' = 24.5'
(B) 3rd Floor to Roof Wall Ht = 10'
(C) 3rd Floor Trib = 0.5*15' + 0.5*15' =15'
(B) 2nd Floor to 3rd Floor Wall Ht =10'
(C) 2nd Floor Trib = 0.5*15' + 0.5*15' =15'
(B) 1 st Floor to 2nd Floor Wall Ht = 10'
(C) 1st Floor Trib = 0.5*15' + 0.5*15' =15'
Loading Summary
@ continuous foundation
DL=1410plf
LL=1800pif
SL = 625plf
Foundation self -weight,
DL = 750/1200plf (min/max
ROOF
+30 00
3RD FLOOR
+20
2ND FLOOR
+101-011
1 ST FLOOR
+0'-0"
LEVEL KEY
L120 ENGINEERING & DESIGN
LONGITUDE
ONE TWENTY
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
11 1
PROJECT 8519 242nd St SW
SUBJECT Foundation Stabilization - Calculation Summa
m
TAK
DATE 3/16/2020
nterior 3-sto
Maximum loading on grade beam determined
based on building geometry, and through
conservative assumptions regarding span
lengths and support walls/foundation. Basically,
Case 1: Point Load
all concrete walls assumed full tributary span of
floor members and roof members.
8'-0" Span:
Design code: IBC 2015
DL = 11.3k » Use 12.Ok
VRoof LL (snow ground): 25 psf
LL=14.4k»Use 15k----
--------------------------------------- - - - - -- Floor ILL 40psf
+ SL = 5.Ok
Floor/Roof DL: 15psf
TL = 32.Ok
L/2 L/2 Wall DL: 12psf
Refer to attached calculations for
Roof Trib = 0.5'50' max span = 25'
analysis.
1st Floor Trib = 0.5*30' max span = 15'
Estim. Typ Flr Ht = 10'
Estim. Crawl Space Ht = 6'
Case 2: Uniform Load
8'-0" Span:
DL = 1410plf » Use 1500 plf
ILL = 1800plf
+ SL = 625DIf >> Use 700 Dlf
TL = 4,000 plf
Refer to attached calculations for
analysis.
Conclusion:
4'-0" total height
= 12" (min) dp ftg
36" (min) tall stem wall
Based on the loading and geometry of the structure, L120 concludes that the foundation may be stabilized through the use of piles
and connections per R&R. These are to be attached to the foundation footing and stem -wall (grade -beam) at an on -center (o.c.)
spacing no greater than 8'-0" to the existing foundation (connections per R&R), spanning pile -to -pile.
Per jurisdictional records, the existing structure was built in 1979. Concrete beam strengths are based on minimal reinforcement
at a 40ksi yield stress. This assumption is based on conventional construction practice without scanning for reinforcement or other
exploratory techniques of this particular existing condition. Consequently, the existing foundation has been checked including (3)
#5 bars (Fy=40ksi) in the ftg and #4 bars @ 16"OC (Fy=40ksi) minimum distributed in the stem wall.
If cracking is experienced due to the stabilization and lift, engineer of record should be notified prior to continuing the installation.
Measures to reinforce the existing foundation may be recommended, including, but not limited to, installation of an supplemental
steel member anchored to the concrete.
L120 ENGINEERING & DESIGN
13of27
Case 1. Point Load
8'-0"OC spacing
Concrete Beam
Interior 3-story
DESCRIPTIO 8519 242nd St SW - 8ft Concrete Beam - Pt Load (3-story Loading)
CODE REFERENCES
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
f'c =
2.50 ksi
fr = fc2 7.50
= 375.0 psi
yr Density
= 145.0 pcf
LtWt Facto
= 1.0
Elastic Modulu=
3,122.0 ksi
Phi Values
Flexure: 0.90
Shear: 0.750
R
= 0.850
Fy - Stirrups
40.0 ksi
E St'
= 29 000 0 k ;
fy - Main Reba= 40.0 ksi - irrups , . si
E - Main Reba= 29,000.0 ksi Stirrup Bar Size # 3
Number of Resisting Legs Per Stirrup = 2
D(12) L(15) S(5)
III=IIII=IIII=IIII=IIII=IIII=IIII�8'-0„
PIE
Cross Section & Reinforcing Details
�� M
0 12
24"� N
II-IIII-IIII-IIII-IIII-IIII-IIII
PILE
Inverted Tee Section, Stem Width = 12.0 in, Total Height = 48.0 in, Top Flange Width = 24.0 in, Flange Thickness = 12.0 it
Span #1 Reinforcing....
345 at 3.0 in from Bottom, from 0.0 to 8.0 ft in this span 144 at 14.0 in from Bottom, from 0.0 to 8.0 ft in this sp,
144 at 18.0 in from Top, from 0.0 to 8.0 ft in this span 144 at 3.0 in from Top, from 0.0 to 8.0 ft in this span
Beam self weight calculated and added to loads
Point Load : D = 12.0, L = 15.0, S = 5.0 k @ 4.0 ft, (Loading from above (3-story) - Pt load)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.580 : 1
Maximum Deflection
Section used for this span Typical Section
Max Downward Transient Deflection
0.000 in Ratio =
0 <360.
Mu : Applied
88.611 k-ft
Max Upward Transient Deflection
0.000 in Ratio =
0 <360.
MnPhi : Allowable
152.768 k-ft
Max Downward Total Deflection
0.001 in Ratio =
79485>=241
Max Upward Total Deflection
0.000 in Ratio =
0 <240.
Location of maximum on span
3.993 ft
Span # where maximum occurs
Span # 1
Cross Section Strength & Inertia
Top & Bottom references
are for tension side of sect
Phi'Mn ( k-ft )
Moment of Inertia
( in14 )
Cross Section Bar Layout Description
Bottom Top I gross Icr - Bottom Icr - Top
Section 1 3- #5 @ d=45",1- #4 @ d=34",1- #4 @ d=18",1- #4 @ d=: 152.77 59.02 149644.80 15,357.15 5,053.68
Vertical Reactions Support notation : Far left is #1
Load Combination
Support 1
Support 2
Overall MAXimum
16.400
16.400
Overall MINimum
2.500
2.500
+D+H
8.900
8.900
+D+L+H
16.400
16.400
+D+Lr+H
8.900
8.900
+D+S+H
11.400
11.400
+D+0.750Lr+0.750L+H
14.525
14.525
+D+0.750L+0.750S+H
16.400
16.400
14of27
Concrete Beam
Lic. #: KW-06011993 L120 Engineering and Desigr
DESCRIPTIO 8519 242nd St SW - 8ft Concrete Beam - Pt Load (3-story Loading)
Vertical Reactions Support notation : Far left is #1
Load Combination
Support 1
Support 2
+D+0.60W+H
8.900
8.900
+D+0.70E+H
8.900
8.900
+D+0.750Lr+0.750L+0.450W+H
14.525
14.525
+D+0.750L+0.750S+0.450W+H
16.400
16.400
+D+0.750L+0.750S+0.5250E+H
16.400
16.400
+0.60D+0.60W+0.60H
5.340
5.340
+0.60D+0.70E+0.60H
5.340
5.340
D Only
8.900
8.900
Lr Only
L Only
7.500
7.500
S Only
2.500
2.500
W Only
E Only
H Only
Maximum Forces & Stresses for Load Combinations
Load Combination
Segment
MAXimum BENDING Envelope
Span # 1
+1.40D+1.60H
Span # 1
+ 1.2 0 D +0.50 L r+ 1.60 L+ 1.60 H
Span # 1
+ 1. 2 0 D + 1. 60 L+0. 50 S + 1. 60 H
Span # 1
+ 1.2 0 D+ 1.60 L r+0.50 L+ 1.60 H
Span # 1
+1.20D+1.60Lr+0.50W+1.60H
Span # 1
+ 1.2 0 D +0.50 L+ 1.60 S + 1.60 H
Span # 1
+1.20D+1.60S+0.50W+1.60H
Span # 1
+ 1.20 D+0.50 L r+0.50 L+W + 1.60 H
Span # 1
+ 1.20 D+0.50 L+0.50 S+W + 1.60 H
Span # 1
+ 1.20 D+0.50 L+0.20 S+E+ 1.60 H
Span # 1
+0.90D+W+0.90H
Span # 1
+0.90D+E+0.90H
Span # 1
Location (ft)
Span # alona Beam
Bending Stress Results ( k-ft )
Mu: Max Phi'Mnx Stress Ratio
1 8.000
88.61
152.77
0.58
1 8.000
41.66
152.77
0.27
1 8.000
83.62
152.77
0.55
1 8.000
88.61
152.77
0.58
1 8.000
50.68
152.77
0.33
1 8.000
35.71
152.77
0.23
1 8.000
66.65
152.77
0.44
1 8.000
51.68
152.77
0.34
1 8.000
50.68
152.77
0.33
1 8.000
55.67
152.77
0.36
1 8.000
52.68
152.77
0.34
1 8.000
26.78
152.77
0.18
1 8.000
26.78
152.77
0.18
15 of 27
■
Concrete
Lic. # : KW-06011993 L120 Engineering and Design
DESCRIPTIO 8519 242nd St SW - 8ft Concrete Beam - Pt Load (3-story Loading)
MEMBER
L
C
0
0179 1.59 2139 3.19 3199 4.79 5160 6,40 7120 8100
Distance (R)
1 +1.4DD+ EH 1 +1,2DD+D,SD1i+1,6D1+1,6DH 1 +1,2DD+1.6D1+D,SD9+1,6DH 1 +1,2D6+1,6D1 +D, D1+1,6DH 1 +1.2DD+1,6D1i+D,SDW+1,6DH 1 +1,2DD+D,SD1+1,6D9+1,6DH
1 +1.2DD+I,6D9+D.SDW+1.6DH 1 +1,2DD+D,SD1l+D,SD1+W+I,6DH 1 +1,2DD+D,SD1+D,SD9+W+I,6DH 1 +1,2DD+D.SD1+D,2D9+E+I,6DH 1 +D,9DD+W+D.9DH 1 +D.9DD+E+D.9DH
1 pa;Me
MEMBER
L
Z
N
•24 1 1 1 1 1 1 1 1 1 1 1 1 1
0179 1.59 239 3.19 3199 4.79 8160 6,40 7120 8100
Distance (R)
1 +1ADD+11 H 1 1 +1,2DD+1.6D1+D,SD9+I,6DH 1 +1,2DD+I,6D1l+D,SD1+I,6DH 1 +1.2DD+I,6D1,+D,SDW+I,6DH 1 +1,2DD+D,SD1+I,6D9+I,6DH
1 +1.2DD+i,6D9+D.5DW+1.6DH 1 +1,2DD+D.SDil+D.SD[+W+i,6DH 1 +1,2DD+D,SD1+D.SD9+W+1,6DH 1 +1,2DD+D.5D1+D,2D9+E+1,6DH 1 +D,9DD+W+D.9DH 1 +D.9DD+E+D.9DH
16 of 27
Concrete
Lic. # : KW-06011993 L120 Engineering and Design
DESCRIPTIO 8519 242nd St SW - 8ft Concrete Beam - Pt Load (3-story Loading)
MEMBER
•0,0003
� •0000b
ti
m
a
•00009
•00012
009
1 +D+H 1 +D+I+H
1 +D+D,6DW+H 1 +D+D,TDE+H
1 +D,6DD+D.7DE+D,6DH 1 D4nly
1 EOnly 1 Holy
Distance (R)
1 +D+li+H 1 +D+S+H 1 +D+D.7Sl3b+D.7SDl.+H 1 +D+D.TSDI+D.TSDS+H
1 +�+D7SD��+D,TSDl+D,4SDW+H 1 +D+D.TSD�+D,TSD�+D,4SDW+H 1 +D+D,TSDI+D,TSD�+D,S2SDE+H 1 +D.6DD+D,6DW+D.6DH
1 Uonly [only 1 Sonly IWonly
17of27
Case 2. Uniform Load
8'-0"OC spacing
Concrete Beam
Interior 3-story
DESCRIPTIO 8519 242nd St SW - 8ft Concrete Beam - Uniform Load (3-story Loading)
CODE REFERENCES
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
f'c =
2.50 ksi
fr = fc2 7.50
= 375.0 psi
yr Density
= 145.0 pcf
LtWt Facto
= 1.0
Elastic Modulu=
3,122.0 ksi
Phi Values
Flexure: 0.90
Shear: 0.750
R
= 0.850
Fy - Stirrups
40.0 ksi
E St'
= 29 000 0 k ;
fy - Main Reba= 40.0 ksi - irrups , . si
E - Main Reba= 29,000.0 ksi Stirrup Bar Size # 3
Number of Resisting Legs Per Stirrup = 2
�� M
0 12
24"� N
-
IIII-IIII-IIII-IIII-IIII-IIII-III�8,_0„-IIII-IIII-IIII-IIII-IIII-1111:
PIE PILE
Cross Section & Reinforcing Details
Inverted Tee Section, Stem Width = 12.0 in, Total Height = 48.0 in, Top Flange Width = 24.0 in, Flange Thickness = 12.0 it
Span #1 Reinforcing....
345 at 3.0 in from Bottom, from 0.0 to 8.0 ft in this span 144 at 14.0 in from Bottom, from 0.0 to 8.0 ft in this sp,
144 at 18.0 in from Top, from 0.0 to 8.0 ft in this span 144 at 2.0 in from Top, from 0.0 to 8.0 ft in this span
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D = 1.50, L = 1.80, S = 0.70 k/ft, Tributary Width = 1.0 ft, (Loading from above (3-story) - Uniform load)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn * Phi : Allowable
Location of maximum on span
Span # where maximum occurs
0.309 : 1
Typical Section
47.20 k-ft
152.595 k-ft
3.993 ft
Span # 1
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.000 in Ratio = 0 <360.
0.000 in Ratio = 0 <360.
0.000 in Ratio = 0 <240.
0.000 in Ratio = 0 <240.
Cross Section Strength & Inertia Top & Bottom references are for tension side of sect
Phi*Mn ( k-ft ) Moment of Inertia ( inA4 )
Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top
Section 1 3- #5 @ d=45",1- #4 @ d=34",1- #4 @ d=18",1- #4 @ d=: 152.59 59.62 149644.80 15,375.19 5,209.89
Vertical Reactions Support notation : Far left is #1
Load Combination
Support 1
Support 2
Overall MAXimum
16.400
16.400
Overall MINimum
2.800
2.800
+D+H
8.900
8.900
+D+L+H
16.100
16.100
+D+Lr+H
8.900
8.900
+D+S+H
11.700
11.700
18of27
Concrete Beam
Lic. #: KW-06011993 L120 Engineering and Desigr
DESCRIPTIO 8519 242nd St SW - 8ft Concrete Beam - Uniform Load (3-story Loading)
Vertical Reactions Support notation : Far left is #1
Load Combination
Support 1
Support 2
+D+0.750Lr+0.750L+H
14.300
14.300
+D+0.750L+0.750S+H
16.400
16.400
+D+0.60W+H
8.900
8.900
+D+0.70E+H
8.900
8.900
+D+0.750Lr+0.750L+0.450W+H
14.300
14.300
+D+0.750L+0.750S+0.450W+H
16.400
16.400
+D+0.750L+0.750S+0.5250E+H
16.400
16.400
+0.60D+0.60W+0.60H
5.340
5.340
+0.60D+0.70E+0.60H
5.340
5.340
D Only
8.900
8.900
Lr Only
L Only
7.200
7.200
S Only
2.800
2.800
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
47.20
152.59
0.31
+1.40D+1.60H
Span # 1
1
8.000
24.92
152.59
0.16
+ 1.2 0 D +0.50 L r+ 1.60 L+ 1.60 H
Span # 1
1
8.000
44.40
152.59
0.29
+ 1. 2 0 D + 1. 60 L+0. 50 S + 1. 60 H
Span # 1
1
8.000
47.20
152.59
0.31
+ 1.2 0 D+ 1.60 L r+0.50 L+ 1.60 H
Span # 1
1
8.000
28.56
152.59
0.19
+1.20D+1.60Lr+0.50W+1.60H
Span # 1
1
8.000
21.36
152.59
0.14
+ 1.2 0 D +0.50 L+ 1.60 S + 1.60 H
Span # 1
1
8.000
37.52
152.59
0.25
+1.20D+1.60S+0.50W+1.60H
Span # 1
1
8.000
30.32
152.59
0.20
+ 1.20 D+0.50 L r+0.50 L+W + 1.60 H
Span # 1
1
8.000
28.56
152.59
0.19
+ 1.20 D+0.50 L+0.50 S+W + 1.60 H
Span # 1
1
8.000
31.36
152.59
0.21
+ 1.20 D+0.50 L+0.20 S+E+ 1.60 H
Span # 1
1
8.000
29.68
152.59
0.19
+0.90D+W+0.90H
Span # 1
1
8.000
16.02
152.59
0.10
+0.90D+E+0.90H
Span # 1
1
8.000
16.02
152.59
0.10
19of27
■
Concrete
Lic. # : KW-06011993 L120 Engineering and Design
DESCRIPTIO 8519 242nd St SW - 8ft Concrete Beam - Uniform Load (3-story Loading)
MEMBER
L
C
0
0179 1.59 2139 3.19 3199 4.79 5160 6,40 7120 8100
Distance (R)
1 +1.4DD+ EH 1 +1,2DD+D,SD1i+1,6D1+1,6DH 1 +1,2DD+1.6D1+D,SD9+1,6DH 1 +1,2D6+1,6D1 +D, D1+1,6DH 1 +1.2DD+1,6D1i+D,SDW+1,6DH 1 +1,2DD+D,SD1+1,6D9+1,6DH
1 +1.2DD+I,6D9+D.SDW+1.6DH 1 +1,2DD+D,SD1l+D,SD1+W+I,6DH 1 +1,2DD+D,SD1+D,SD9+W+I,6DH 1 +1,2DD+D.SD1+D,2D9+E+I,6DH 1 +D,9DD+W+D.9DH 1 +D.9DD+E+D.9DH
1 pa;Me
MEMBER
L
Z
N
•24 1 1 1 1 1 1 1 1 1 1 1 1 1 1 —1
0179 1.59 239 3.19 3199 4.79 8160 6,40 7120 8100
Distance (R)
1 +1.6+1,6DH +1,2DD+1.6D1+D,SD9+I,6DH 1 +1,2DD+I,6D1l+D,SD1+I,6DH 1 +1.2DD+I,6D1 +D,�DW+I,6DN 1 +1,2DD+D,�D1+I,6D9+I,6DN
1 +1.2DD+i,6D9+D.5DW+1.6DH 1 +1,2DD+D.SDil+D.SD[+W+i,6DH 1 +1,2DD+D,SD1+D.SD9+W+1,6DH 1 +1,2DD+D.5D1+D,2D9+E+1,6DH 1 +D,9DD+W+D.9DH 1 +D.9DD+E+D.9DH
20 of 27
i
Concrete
Lic. # : KW-06011993 L120 Engineering and Design
DESCRIPTIO 8519 242nd St SW - 8ft Concrete Beam - Uniform Load (3-story Loading)
MEMBER
•0100021 7
•0,00041
ti
m
a
•0000fi2
•0,00082
089
1 +D+H 1 +D+I+H
1 +D+D,6DW+H 1 +D+D,TDE+H
1 +D,6DD+D.7DE+D,6DH 1 DOnly
1 EOnly 1 H4nly
Distance (R)
1 +D+li+H 1 +D+S+H 1 +D+D.7SDb+D.7SDI+H 1 +D+D.TSDI+D.7SDS+H
1 +D+D7SD1i+D,7SDl.+DASDW+H 1 +D+D.7SDI+D,7SDS+D,4SDW+H 1 +D+D,7SDl.+D,TSDS+D,SZSDE+H 1 +D.6DD+D,6DW+D.6DH
1 U4nly [Only 1 S4nly IWonly
21 of 27
Appendix
Parcel Details
& Photographs
2/24/2020
22 of 27
Snohomish Onlins Government Information & Services
County 1�1 1
Washington
UNIT 701C SELECTED FOR
REPRESENTATIVE PURPOSES,
SIM. AT 702C, 801C, 802C, 901C, 902C
Property Account Summary
2/24/2020
Parcel Number
100669500370100
jProperty Address
18515 242ND ST SW UNIT 701C , EDMONDS, WA 98026-9077
General Information
Property Description
GALLEON, A CONDOMINIUM BLK 003 D-00 APT 701 BLDG C TGW AN UND
2.69% INT IN COM AREAS & FACS DESC IN ART 3 OF DECL REC AFN
7804240368 & AMEND PER AFN'S 7806060289, 7808100175, 7901050207,
7901090287,7902210310, 7903120268, 8304130130, 8608130297, 200611210732,
200701090125
Property Category
Land and Improvements
Status Active, Locally Assessed
Tax Code Area 00227
Property Characteristics
Use Code
Unit of Measure
Size (gross)
143 Single Family Residence Condominium Multiple
Acre(s)
0.00
Related Properties
No Related Properties Found
Parties
Role
Percent
Name
Address
URGA REBECCA & 8515 242ND ST SW UNIT 701C, EDMONDS, WA
Taxpayer 100 ANTHONY J 98026-9077 United States
URGA REBECCA & 8515 242ND ST SW UNIT 701C, EDMONDS, WA
Owner 100 ANTHONY J 98026-9077 United States
FProperty Values
Value Type
Tax Year
2020
Tax Year
2019
Tax Year
2018
Tax Year
2017
Tax Year
2016
Taxable Value Regular
$217,000
$217,000
$182,500
$152,000
$139,500
Exemption Amount Regular
Market Total
$217,000
$217,000
$182,500
$152,000
$139,500
Assessed Value
$217,000
$217,000
$182,500
$152,000
$139,500
Market Land
$90,000
$127,000
$87,000
$130,000
$63,500
$119,000
$58,500
$93,500
$58,500
$81,000
Market Improvement
Personal Property
Active Exemptions
No Exemptions Found
Events
Effective
Date
Entry Date -Time
Type
Remarks
02/09/2017 03/23/2017
12:16:00
Owner
Terminated
Property Transfer Filing No.: 1126118 02/09/2017 by sasamp
1/4
2/24/2020
23 of 27
02/09/2017
03/23/2017
Owner Added
Property Transfer Filing No.: 1126118 02/09/2017 by sasamp
12:16:00
1017 14:13:0:00
14:
02/09/2017
Taxpayet
Changed
Property Transfer Filing No.: 1126118 02/09/2017 by straml
02/09/2017
02/14/2017
Excise Processed
Property Transfer Filing No.: 1126118, Statutory Warranty Deed 02/09/2017 by
14:13:00
straml
07/10/2012
08/27/2012
13:29:00
Owner
Terminated
Property Transfer Filing No.: 1003647 07/10/2012 by sasdas
07/10/2012
08/27/2012
13:29:00
Owner Added
Property Transfer Filing No.: 1003647 07/10/2012 by sasdas
07/10/2012
07/18/2012
09:18:00
Taxpayer
Changed
Property Transfer Filing No.: 1003647 07/10/2012 by strbrl
07/10/2012
07/17/2012
Excise Processed
Property Transfer Filing No.: 1003647, Statutory Warranty Deed 07/10/2012 by
14:14:00
strj ff
03/03/2012
03/29/2012
Owner
Property Transfer Filing No.: 450473 03/03/2012 by sassls
10:01:00
Terminated
03/03/2012
03/29/2012
10:01:00
Owner Added
Property Transfer Filing No.: 450473 03/03/2012 by sassls
03/03/2012
03/12/2012
15:47:00
Taxpayer
Changed
Property Transfer Filing No.: 450473 03/03/2012 by strtjg
03/03/2012
03/12/2012
15:47:00
Excise Processed
Property Transfer Filing No.: 450473, Quit Claim Deed 03/03/2012 by strtjg
08/04/2009
08/27/2009
13:26:00
Owner
Terminated
Property Transfer Filing No.: 318597 08/04/2009 by sasset
08/04/2009
08/27/2009
13:26:00
Owner Added
Property Transfer Filing No.: 318597 08/04/2009 by sasset
08/04/2009
08/13/2009
Taxpayer
Property Transfer Filing No.: 318597 08/04/2009 by strbjp
14:38:00
Changed
08/04/2009
08/13/2009
14:38:00
Excise Processed
Property Transfer Filing No.: 318597, Quit Claim Deed 08/04/2009 by strbjp
05/11/2007
05/29/2007
11:29:00
Owner
Terminated
Property Transfer Filing No.: 114578 05/11/2007 by saskng
05/11/2007
05/29/2007
11:29:00
Owner Added
Property Transfer Filing No.: 114578 05/11/2007 by saskng
05/11/2007
05/14/2007
Taxpayer
Property Transfer Filing No.: 114578 05/11/2007 by strnls
16:16:00
Changed
05/11/2007
05/14/2007
Excise Processed
Property Transfer Filing No.: 114578, Statutory Warranty Deed 05/11/2007 by
16:16:00
strnls
11/27/2006
12/28/2006
07:38:00
Owner
Terminated
Property Transfer Filing No.: 303520 11/27/2006 by sasmmt
11/27/2006
12/28/2006
07:38:00
Owner Added
Property Transfer Filing No.: 303520 11/27/2006 by sasmmt
11/27/2006
12/06/2006
13:44:00
Taxpayer
Changed
Property Transfer Filing No.: 303520 11/27/2006 by strssl
11/27/2006
12/01/2006
10:17:00
Excise Processed
Property Transfer Filing No.: 303520, Trustee Deed 11/27/2006 by strphb
09/29/2005
09/29/2005
Taxpayer
Party/Property Relationship by strpcs
15:30:00
Changed
09/23/2005
12/17/2005
Owner
Property Transfer Filing No.: 570283 09/23/2005 by sasmns
08:41:00
Terminated
09/23/2005
12/17/2005
08:41:00
Owner Added
Property Transfer Filing No.: 570283 09/23/2005 by sasmns
09/23/2005
09/28/2005
Excise Processed
Property Transfer Filing No.: 570283, Statutory Warranty Deed 09/23/2005 by
15:27:00
strrlw
07/31/2002
10/04/2002
Owner
Property Transfer Filing No.: 464589 07/31/2002 by sasmns
11:13:00
Terminated
07/31/2002
10/04/2002
11:13:00
Owner Added
Property Transfer Filing No.: 464589 07/31/2002 by sasmns
07/31/2002
08/12/2002
14:24:00
Excise Processed
Property Transfer Filing No.: 464589, Quit Claim Deed 07/31/2002 by strtab
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2/24/2020 24 of 27
07/31/2002 08/12/2002 Taxpayer Property Transfer Filing No.: 464589 07/31/2002 by strtab
14:24:00 Changed
06/07/2002 06/07/2002 Taxpayer Party/Property Relationship by strsjb
16:05:00 Changed
Tax Balance
Installments Pa able
Tax Year
Installment
IDue Date
I Principall
Interest, Penalties and Costs
Total Due
Cumulative Due
2020
1
04/30/2020
1 $1,010.501
$0.00
$1,010.50
$1,010.50
2020
2
10/31/2020
1 $1,010.501
$0.00
$1,010.50
$2,021.00
Installments Payable/Paid for Tax Year(Enter 4-digit Year, then Click -Here). 2020
Distribution of Current Taxes
District
Rate
Amount
Voted
Amount
Non -Voted
Amount
CENTRAL PUGET SOUND REGIONAL TRANSIT AUT
0.20
$43.26
$0.00
$43.26
CITY OF EDMONDS
1.33
$288.57
$81.05
$207.52
EDMONDS SCHOOL DISTRICT NO 15
3.71
$804.81
$804.81
$0.00
PUB HOSP #2
0.06
$13.95
$0.00
$13.95
SNO-ISLE INTERCOUNTY RURAL LIBRARY
0.44
$95.72
$0.00
$95.72
SNOHOMISH COUNTY-CNT
0.67
$144.40
$0.00
$144.40
STATE
2.87
$622.29
$0.00
$622.29
SNOHOMISH CONSERVATION DISTRICT
$8.00
$0.00
$8.00
TOTAL
9.281$2,021.001
$885.86
$1,135.14
Pending Property Values
Pending Tax Market Land Marl
Year Value Improvement Val
No Pendine Pronertv Values Found
Levy Rate History
Tax Year
2019
2018
2017
Real Property Structures
Market Total Current Use
Value Land Value
Current Use Current Use Total
nprovementl Value
Total Levy Rat
9.20449
10.65591
10.17372
Description
IType
lYear Built
Imore Information
1 Story
IDwelling
11979
IView Detailed Structure Information
Receipts
Date lReceipt No. I Amount Tenderedi Amount Due
10/24/2019 00:00:00 110706978 1 $1,002.191 $1,002.19
04/18/2019 00:00:00
10409694
$1,002.18
$2,004.37
10/22/2018 00:00:00
10148560
$975.35
$975.35
04/20/2018 00:00:00
9888705
$975.35
$1,950.70
10/27/2017 00:00:00
9621058
$775.70
$775.70
02/21/2017 08:34:00
10/31/2016 00:00:00
04/29/2016 00:00:00
10/28/2015 00:00:00
04/27/2015 00:00:00
Sales History
$775.70
$1,551.40
$718.10
$718.10
$718.09
$1,436.19
$626.21
$626.21
$626.21
$1,252.42
Sale Date
Entry
Date
Recording
Date
Recording
Number
Sale
Amount
Excise
Number
Deed
Type
Transfer
Type
Grantor(Seller)
Grantee(Buyer)
other
Parcels
07/31/2002
08/12/2002
07/31/2002
$0.00
464589
QC
S
CUDDY JACKIE
CUDDY
No
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2/24/2020 www.snoco.or /a 2/ ro s s/Pro lnfoO5-StructData.as arcel=00669500370100&Irsn=1169774&Ext=R01&StClass=Dwellin &Yr=19Ff27
9 pp p p Y p p?p 9
n o h o m 1 h Onllno Government In%rmatlon & Sorvlcas
County 4*
Washington
Structure Information
Close Window
General Description
Parcel Number 0066950037010 01)
Structure Class Dwelling
Structure Type IStory UNIT 701C SELECTED FOR
Year Built 1979 REPRESENTATIVE PURPOSES,
Exterior Features
Foundation ConcorCB SIM. AT 702C, 801C, 802C, 901C, 902C
Exterior Stucco
ROOF Type: Gable Pitch Low Cover Built llp
Interior Features
Bedrooms 2
Full or 3/4 Baths 2 1/2 Baths 0
Heat Electric Baseboard
Fireplace 1 Story pre-fab fireplace
Floor Area
Floor 1 Base SF 928 Finished SF 928
Garage(s), Carport(s) and major outbuilding(s)
None
Other Features
4
>
l6
yQc.
r
www.snoco.org/app2/propsys/Propinfo05-StructData.asp?parcel=00669500370100&Irsn=1169774&Ext=R01 &StClass=Dwelling&Yr=1979&ImpI&D&I... 1/2
27 of 27
UNIT 701C SELECTED FOR REPRESENTATIVE PURPOSES,
SIM. AT 702C, 801C, 802C, 901C, 902C
A) Street view of property per jurisdictional records.
Balk (Upper)
. s.f.
B) Existing plan of unit 701C per jurisdictional records. Similar at 801C, 901C. Opposite at
702C, 802C, and 902C.
-eet views provided by Snohomish County records for Parcel #:00669500370100 for address:
15 242ND ST SW UNIT 701C, EDMONDS, WA 98026-9077
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