HomeMy WebLinkAboutPermit D16-0140 - TUKWILA VILLAGE / BUILDING D - SHORING WALLTUK`'VILA VI GE
SHORING v� S
14400 TUK��ILA
Il�TTEI�►NATIONAL BLVD
D16-0140
� Citv of Tukwila
' Department of Community Development
• 6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
''' Phone:206-431-3670
Inspection Request Line: 206-438-9350
Web site: http://www.TukwilaWA.�ov
DEVELOPMENT PERMIT
Parcel No: 0040000s8o Permit Number: D16-0140
Address: 14404 TUKWILA INTERNATIONAL Issue Date: 7/14/2016
BLVD Permit Expires On: 1/10/2017
Project Name: TUKWILA VILLAGE - SHORING WALLS
Owner:
Name:
Address:
Contact Person:
Name:
Address:
Contractor:
Name:
Address:
License No:
Lender:
TUKWILA CITY OF
6200 SOUTHCENTER BLVD , TUKWILA,
WA, 98188
DIANA KEYS
15200 52 AVE S, STE 300 , TUKWILA,
WA, 98188
INTER-CITY CONTRACTORS INC
17425 68TH AVE NE, KENMORE, WA,
98028
INTERC1977PZ
Phone: (206) 766-8300
Phone: (425) 806-8560
Expiration Date: 10/12/2017
Name: US BANK
Address: 201 27 AVE SE BLDG A SUUITE 300 ,
PUYALLUP, WA, 98374
DESCRIPTION OF WORK:
SHORING WALL FOR EXCAVATION/SITE GRADING FOR NEW CONSTRUCTION OF BUILDING D.
Project Valuation: $158,750.00 Fees Collected: $3,884.76
Type of Fire Protection: Sprinklers: NO
Fire Alarm: NO
Type of Construction: VB Occupancy per IBC: U
Electrical Service Provided by: TUKWILA Water District: 125
Sewer District: VALLEY VIEW
Current Codes adopted by the City of Tukwila:
International Building Code Edition:
International Residential Code Edition:
International Mechanical Code Edition:
Uniform Plumbing Code Edition:
Internationai Fuel Gas Code:
Public Works Activities:
2015 National Electricai Code:
2015 WA Cities Electrical Code:
2015 WAC 296-466:
2015 WA State Energy Code:
2015
2014
2014
2014
2015
Channelization/Striping:
Curb Cut/Access/Sidewalk:
Fire Loop Hydrant:
Flood Control Zone:
Hauling/Oversize Load:
Land Altering: Volumes: Cut: 0 Fill: 0
Landscape Irrigation:
Sanitary Side Sewer: Number: 0
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter: No
4 � Permit Center Authorized Signature: � w� Date: �` �
I hearby certify that I have read and examined this permit and know the same to be true and correct. All
provisions of law and ordinances governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other
state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this
development permit and gree to the conditions attached to this permit.
Si nature: � ��"�— Date: ����b
C
Print Name: lr is y�� /�j �G►i�
This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if
the work is suspended or abandoned for a period of 180 days from the last inspection.
PERMIT CONDITIONS:
1: ***BUILDING PERMIT CONDITIONS***
2: Work shall be installed in accordance with the approved construction documents, and any changes made
during construction that are not in accordance with the approved construction documents shall be
resubmitted for approval.
3: All permits, inspection record card and approved construction documents shall be kept at the site of work
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17,
Table 1705.3.
5: When special inspection is required, either the owner or the registered design professional in responsible
charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to
the first building inspection. The special inspector shali furnish inspection reports to the Building Official in
a timely manner.
6: A final report documenting required speciai inspections and correction of any discrepancies noted in the
inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the
approved special inspection agency and shall be submitted to the Building Official prior to and as a
condition of final inspection approvai.
7: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform
strictly with the recommendations given in the soils report. Special inspection is required.
8: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to
any requirements for special inspection.
10: All wood to remain in placed concrete shall be treated wood.
11: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is
placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice
shall be removed from spaces to be occupied by concrete.
12: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an
approval of, any violation of any of the provisions of the building code or of any other ordinances of the City
of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other
ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction
documents and other data shall not prevent the Building Official from requiring the correction of errors in
the construction documents and other data.
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
1700 BUILDING FINAL**
0201 FOOTING
4000 SI-CONCRETE CONST
4035 SI-SOILS
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1908.
CITY OF TUKti� 4
Community Developmen't Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://www.TukwilaWA. ov
Building Pei �.t No. � �" � � �-�'�
Project No. '
Date Application Accepted: ��'�
Date Application Expires: I( �7i� '� �(
�
(For o�ce use onlv)
CONSTRUCTION PERMIT APPLICATION
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
**Please Print**
SITE LOCATION
King Co Assessor's Tax No.: TBDBLA in progress
Site Address: 14400 Tukwila International Blvd.
Suite Number: Floor:
Tenant Name: SHORING WALLS ONLY New Tenant: ❑.....Yes ❑..No
PROPERTY OWNER
Name: Tukwila Village Development Assoc., LLC
Address: 201- 27th Ave. SE, Bldg. A, Suite 300
C'�'' Puyallup State: WA Z'►'� 98374
CONTACT PERSON — person receiving all project
communication
Name: Diana Keys @ Johnson Braund, Inc.
Address: 15200 52nd Ave. South, Suite 300
City: Seattle State: wA zip: 98188
Phone: �206) 766-8300 Fax:
Email: dianak@johnsonbraund.com
GENERAL CONTRACTOR INFORMATION
Company Name: Inter-City ContraCtOrS, Inc.
Address: 17425 68th Ave. NE
�'�'� Kenmore State: WA Zip: 98028
Phone: �425) 806-8560 Fax: �425) 806-8566
Contr Reg No.: CCINTERCI977PZ Exp Date: 10/09/2015
Tukwila Business License No.: BUS-0995459
ARCHITECT OF RECORD
Company Name: Johnson Braund, Inc.
Architect Name: Greg L. Allwine
Address: 15200 52nd Ave. South, Suite 300
C'ty� Seattle State: wA zip: 981 gg
Phone: �206) 766-8300 Fax:
Email: grega@johnsonbraund.com
ENGINEER OF RECORD
Company Name: Davido Consulting Group, Inc.
Engineer Name: Matt SChmitter
Address: 15029 Bothell Way NE, Suite 600
Ciry: Lake Forest Park State: WA Z'p� 98155
Phone: �206) 523-0024 Fax:
Email: matt@dcgengr.com
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BUILDING PERMIT INFORMATIC • 206-431-3670
Valuation of Project (contractor's bid price): $ 158,750 Existing Building Valuation: $
Describe the scope of work (please provide detailed information):
' Shoring wall for excavation / site grading for new construction of Building D(under separate permit D 14-0326).
Note Shoring walls were previously included in building permit application D 14-0326. Shoring walls were reviewed and approved
under this application.
Will there be new rack storage? ❑.....Yes ❑.. No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
Addition to Type of Type of
Existing Construction per Occupancy per
Existin Interior Remodel Structure New IBC IBC
151 Floor
2" FlOor
3` FloOr
Floors thru
Basement �
Accessory Structure*
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
I Number of Parking Stalls Provided: Standard: Compact: Handicap:
� Will there be a change in use? ❑....... Yes ❑....... No If "yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
❑ ....... Sprinklers ❑ ....... Automatic Fire Alarm ❑ .......None ❑ .......Other (specify) smoke eontrol
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑....... Yes ❑.......No
/f yes', attach list of materials and storage locations on a separate 8-1/2" x I/" paper including quantities and Material Safery Data Sheets.
SEPT[C SYSTEM
❑.......On-site Septic System — Por on-site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
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PUBLIC WORKS PERNIIT INFO -`ATION — 206-433-0179
Scope of Work (please provide detailed information):
Tukwila Village Phase 2 Public Works Permit - submitted / approved under separate cover.
REFERENCE Project Number: PW 14-0141
Call before you Dig: 811
Please refer to Public Works Bulletin #1 for fees and estimate sheet.
Water District
❑ ...Tukwila ❑ ... Water District # 125 ❑ .. Highline
❑ ...Water Availability Provided
Sewer District
❑...Tukwila ❑...Valley View ❑ .. Renton
❑ ...Sewer Use Certificate ❑...Sewer Availability Provided
❑ .. Renton
❑ .. Seattle
Septic Svstem•
❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department.
Submitted with Aaalication (mark boxes which aaalvl:
❑...Civil Plans (Maximum Paper Size — 22" x 34")
❑...Technical Information Report (Storm Drainage) ❑.. Geotechnical Report ❑...Traffic Impact Analysis
❑ ...Bond ❑ .. insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ... Hold Harmless — (SAO)
❑ ... Hold Harmless — (ROW)
Proposed Activities (mark boxes that aaalvl:
❑...Right-of-way Use - Nonprofit for less than 72 hours ❑.. Right-of-way Use - Profit for less than 72 hours
❑...Right-of-way Use - No Disturbance ❑.. Right-of-way Use — Potential Disturbance
❑ ...Construction/Excavation/Fill - Right-of-way ❑
Non Right-of-way ❑
❑ ...Total Cut cubic yards
❑ ...Total Fill cubic yards
❑ ...Sanitary Side Sewer
❑ ...Cap or Remove Utilities
❑ ...Frontage Improvements
❑ ...Traffic Control
❑ ...Backflow Prevention - Fire Protection
Irrigation
Domestic Water
❑ .. Work in Ffood Zone
❑ .. Storm Drainage
❑ .. Abandon Septic Tank
❑ .. Curb Cut
❑ .. Pavement Cut
❑ .. Looped Fire Line
�
m
❑ ...Permanent Water Meter Size... " WO #
❑ ...Temporary Water Meter Size .. " WO #
❑ ...Water Only Meter Size............ " WO #
❑ ...Sewer Main Extension ............. Public ❑ Private ❑
❑...WaterMainExtension .............Public ❑ Private ❑
❑ .. Grease Interceptor
❑ .. Channelization
❑ .. Trench Excavation
❑ .. Utility Undergrounding
❑...DeductWaterMeterSize "
FINANCE INFORMATION
Fire Line Size at Property Line Number of Public Fire Hydrant(s)
❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment
Monthly Service Billing to:
Name:
Mailing Address:
Water Meter RefundBilfine:
Name:
Mailing
H:Wpplications\Forms-Apptiwtions On Line�201 I Applications�Pcrmit Application Reviscd - 8-9-I I.docx
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Day Telephone:
C�ty
Day Telephone:
City
State Zip
State Zip
Page 3 of 4
PERMIT APPLICATION NOTES — �
_. _�
Value of Construction —[n all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
requested in writing and justifiable cause demonstrated. Section 1053.2 International Building Code (current edition).
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED TH1S APPLiCATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORI7ED TO APPLY FOR THIS PERMIT.
BUILDING OWNER
Signature:
Date: OS/24/2016
Print Name: Bryan Park Day Telephone: (253� 231-5001
Mailing Address: 201- 27th Ave. SE, Bldg. A, Suite 300 Puyallup WA 98374
City State Zip
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Date Paid: Thursday, July 14, 2016
Paid By: ONYX HOUSING
Pay Method: CHECK 1409
Printed: Thursday, July 14, 2016 12:05 PM 1 of 1 "'�` `�� `�`'� y,,.,�,,;
Date Paid: Friday, May 27, 2016
Paid By: ONYX HOUSING CORPORATION
Pay Method: CHECK 1399
Printed: Friday, May 27, 2016 8:27 AM 1 of 1 /�J�
L1 L3 �SYSTEMS
INSPECTION RECORD �
/ �� -o ��rr�
Retain a copy with permit
INSPECTION N0. PERMIT N0.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
�Approved per applicable codes. � Corrections required prio� to approval.
COMMENTS:
� f �
Inspector: Date: � ��
� REtNSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
�
.:a.�:
�:'�� .�
June 28, 2016
Mr. Jerry Hight
City ofTukwila, Department of Community Development
6300 Southcenter Boulevard, Suite 100
Tukwila, WA98188
Re: Building Permit Plan Review—First Submittal
Tukwila Village - Shoring Walls
( D 16-0140)
Dear Jerry,
REVlEWED FOR
CODE COMPLIAiVCE
APP�OiI�D
JUL 1 � ZQ16
�iif t7� ��IiCVJi��
�U9�U1�� C�IVi�lC'iV
The following is in response to the structural aspects of the Building Permit Plan Review for the above noted
project:
1.
2.
3.
4.
5.
Calculations and drawings have been updated and are coordinated.
See geotechnical response included with calculations. Recommendation of 80 psf surcharge where
adjacent 1:1 slope has been incorporated into design.
Figure 17/SH4 has been updated to reflect slope cut surcharge.
The referenced lean concrete callout is referring to the soldier piles. The area between the piles will
consist of bare lagging. This lagging will not be water tight and will not allow the buildup of hydrostatic
forces.
Due to changes in the layout of the shoring detail no longer exists in project and has been removed from
d rawi ngs.
In addition to comments above due to contractor request we have made changes to shoring layout. Grading has
been removed from west side of structure (shoring has been extended to existing grade) and the slope cut along
the south side of the build has been extended to the western face. This has eliminated a significant amount of
shoring on this face.
Sincerely,
Davido Consulting Group, Inc.
Digitally signed
C. Schmitter, P
Date: 2016.06.;
-o��oo�
Matthew C. Schmitter, PE, SE
Vice President/Principal
Mount Vernon Office
2124 Riverside Drive, Suite 211
Mount Vernon, WA 98273
Tel 360.899.1110
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S��NAL EN�
Lake Forest Park Office
15029 Bothell Way NE, Suite 600
Lake Forest Park, WA 98155
Tel 206.523.0024
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REID MIDDLETON, INC.
Whidbey Island Office
PO Box 1132
Freeland, WA 98249
Tel 360331.4131
J
aReid iddleton
June 16, 2016
File No. 262016.005/00201
Mr. Jerry Hight, Building Official
City of Tukwila, Department of Community Development
6300 Southcenter Boulevard, Suite 100
Tukwila, WA 98188
Subject: Building Permit Plan Review — First Submittal
Tukwila Village — Shoring Walls {D16-0140)
Deaz Mr. Hight:
We reviewed the proposed project for compliance with the structural provisions of the
2012 International Building Code {IBC) as amended and adopted by the state of
Washington and the city of Tukwila. The design team should address the comments
below.
Responses to the review comments below should be made in an itemized letter form.
We recommend that the permit applicant have the structural engineer respond and
resubmit two full-sized sets of the revised structural drawings and one copy of the
supplemental calculations for additional review, as applicable. All information should
be submitted directly to Reid Middleton, Inc.
Geotechnical
1. Geotechnical special inspections. Special inspections by the geotechnical
engineer should be provided as recommended in the geotechnical report by
Associated Earth Sciences, Inc., daied September 15, 2014. See IBC
Sections 1705.6 and 1803. The following is a summary:
a. Verification of subsurface soil conditions.
b. Installation of shoring system.
c. Monitoring of movements of ground surface.
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Mr. Jerry Hight, Building Official
City of Tukwila
June 16, 2016
File No. 262016.005/0020]
Page 2
2. The geotechnical recommendations for the active pressure are based on a
horizontal grade behind the shoring wall per page 2 and Figure I of the
geotechnical report dated September 15, 2014. However, the wall includes a 1:1
sloped grade up to 4 feet tall that will develop additional soil pressures.
Supplemental recommendations for the design of the shoring wall, including but
not limited to increased active pressures, should be provided by the geotechnical
engineer. See also Structural Comment 2 below. See IBC Section 1803.
Structural
1. The Soldier Pile schedule on Sheet SH3 specifies a length of 15.5 feet for pile
P l. The calculations page for Pile 1-2 notes a total pile length of 21 feet. The
pile length in the schedule should be revised as required per the calculations.
See IBC Section 1603.1.
2. The design of the piling and lagging in the structural calculations has been
performed using a 40-psf active pressure for a horizontal grade behind the
shoring wall. However, the wall includes a 1:1 sloped grade up to 4 feet tall that
will develop additional soil pressures. Documentation substantiating the design
of the shoring for increased active pressures should be submitted for review.
The structural design may need to be revised. See IBC Section 1604.2 and
Structural Comment #4.
3. Continuing with the previous comment, Figure 17/SH4 should be revised to
include increase active pressures for the sloped grade behind the shoring wali.
See IBC Section 1603.1. See also Structural Comment #4.
4. Note 4 on Figure 1 of the geotechnical report, dated September 15, 2014, states
that hydrostatic pressures are not included because the wall is assumed to be
drained. However, Section 19/SH4 indicates that the void between the lagging
and soil will be filled with lean concrete and drainage behind the wall is not
provided. Based on the subsurface exploration logs in the geotechnical report
dated March 18, 2013, ground water is experienced at S feet below the ground
surface. A supplemental letter may be provided by the geotechnical engineer
verifying that the design will not develop hydrostatic pressures. Alternatively,
Reid iddleton
!
' Mr. Jerry Hight, Building Official
City of Tukwila
June 16, 2016
File No. 262016.005/00201
Page 3
the design of the shoring should be revised by adding drainage behind the wall
or designing the wall for additional hydrostatic pressures. See IBC
Sections 1803 and 1604.2.
5. Documentation should be provided substantiating the design of the L6 and lag
connection in Detail 20/SH4 to resist the retained soil pressures. See IBC
Section 1604.2.
Corrections and comments made during the review process do not relieve the permit
applicant or the designers from compliance with code requirements, conditions of
approval, and permit requirements; nor are the designers reiieved of responsibility for a
complete design in accordance with the laws of the state of Washington. This review is
for general compliance with the International Building Code as it relates to the project.
If you have any questions or need additional clarification, please contact us.
Sincerely,
Reid Middleton, Inc.
�.�--- ,;�,�,�r��
Katherine R Brawner, P.E. Bradley A. Maatt�n, P.�., S.C.
Project Engineer Project �ngineer
cc: Diana Keys, Johnson Braund, Inc. {by e-mail)
Greg L. Allwine, Johnson Braund, Inc. (by e-mail)
Kurt D. Merriman, Associated Earth Sciences, Inc. (by e-mail)
Matt Schmitter, Davido Consulting Group, Inc. (by e-mail)
Jerry Hight, City of Tukwila (by e-mail)
Brenda Holt, City of Tukwila (by e-mail)
Bill Rambo, City of Tukwila {by e-mail)
Rachelle Ripley, City of Tukwila (by e-mail)
A1 Johannessen, City of Tukwila (by e-mail)
Kevin Ellis, City of Tukwila (by e-mail)
ehw\o:\doc�26\planrevw\tukwila\16\t002r1.doc�krb
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STRUCTURAL CALCULATIONS
BLDG. D TEMPORARY SHORING
^ R�VI�WED FOF�
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gUILDIP�G �1V��l��
Mount Vernon Office
2124 Riverside Drive, Suite 211
Mount Vernon, WA 98273
Tel 360.899.1110
TUKWILA VILLAGE
TUKWILA, WA
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Lake Forest Park Office
15029 Bothell Way NE, Suite 600
Lake Forest Park, WA 98155
Tel 206.523.0024
ied by Matthew
, PE, SE
)6.28 14:19:26
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n � JUN 30 2016 : ,
REID MIDDLETON, INC.
Whidbey Island Office
PO Box 1132
Freeland, WA 98249
Tel 360.331.4131
Date: 6/23/2016
, �� Made By: DPM
Soils:
Design Crderia
Code:
Project: Tukwila Village - Bldg D Shoring
;ription: Shorine Desien Criteria
2012 International8uilding Code
Per geotechnical memo by AES, lnc. dated Sept 15, 2014.
Active Soil Pressure = 40 pcf
Surcharge Soil Pressure = 75 psf (west side due fo roads)
Lagging Pressure = 50% piles
Passive Soil Pressure = 300 pcf (applied over 2 pile diameters)
* Ignore uppermost 2ft
Maximum Temporary Slope Cut = 1 H:1 V(West and North sides)
Maximum Temporary Slope Cut = 2H:1 V(South side)
June 21, 2016
Project No. KE110238D
a s s a c i a t e d
�arth sci�nces
Pacific Northern Construction
201 27th Avenue SE, Building A, Suite 300
Puyallup, Washington 98374
Attention: Mr. Bryan Park
Subject: Shoring Plan Review Geotechnical Response
Tukwila Village
Tukwila, Washington
References: Building Permit Plan Review— First Submittal
Tukwila Village —Shoring Walls (D16-0140)
June 16, 2016
File No. 262016.005/00201
Reid Middleton, Inc.
Soldier Pile Wall Design Criteria
Proposed Tukwila Village
Tukwila International Boulevard and South 144th Street
Tukwila, Washington
September 15, 2014
Project No. KE110238A
Associated Earth Sciences, Inc.
Dear Mr. Park:
As requested, this letter presents our geotechnical engineering responses to shoring review
comments referenced above. We are familiar with the project through our participation in
geotechnical engineering aspects of design and construction of portions of the project completed
to date.
Shoring Plan Review Geotechnical Engineering Responses
The referenced review letter outlines geotechnical special inspection requirements including:
Kirkland Office � 911 Fifth Avenue � Kirkland, WA 98033 P � 425.827.7701 F � 425.827.5424
Everett Office � 2911'/= Hewitt Avenue, Suite 2 � Everett, WA 98201 P � 425.259.0522 F � 425. 827.5424
Tacoma Office � 1552 Commerce Street, Suite 102 � Tacoma, WA 98402 P � 253.722.2992 F � 253.722.2993
www.aesgeo.com
a. Verification of subsurface soil conditions.
b. Installation of shoring system.
c. Monitoring of movements of ground surface.
Associated Earth Sciences, Inc. (AESI) has been retained to provide geotechnical special inspection
of the items noted.
The referenced review notes that in some areas slopes are proposed above shoring walls. The
proposed slopes are up to 4 feet tall and will be inclined at 1H:1V (horizontal : vertical). Where
this situation exists, we recommend that lateral earth pressures acting on the shoring walls include
a surcharge. The surcharge should be equal to the load that would be imposed by 2 additional feet
of soil (truncated triangular pressure distribution). The referenced geotechnical letter provides
detailed recommendations for soldier pile shoring and one should review that letter for detailed
recommendations. In summary, the referenced letter recommends designing shoring with level
backfill to resist an "active" lateral earth pressure represented by an equivalent fluid density of
40(H+D) pounds per square foot (psf), where H is the height of the exposed face of the wall, and
D is the depth of embedment from the bottom of excavation in feet. For fully restrained, level
backfill, "at-rest" earth pressure conditions where shoring is structurally restrained from yielding,
we recommend using an equivalent fluid density of 60(H+D) psf. Slope surcharges as
recommended above should be applied to these values.
Closure
We appreciate the opportunity to be of continued service. If you have any questions, please do
not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
Bruce . Guenzler, L.E.G.
Senior Project Geologist
Kurt D. Merriman, P.E.
Senior Principal Engineer
BWG/pc — KE110238D4 — Projec[s\20110238\KE\W P
2
SE
AF
PE
5H
10'
GROUND SURFACE
40 (H+D) PSF (FOR UNRESTRAINED CONDITIONS WITH NO
ADJACENT STRUCTURES)
60 (H+D) PSF (FOR FULLY RESTRAINED CONDITIONS TO BE USED
ADJACENT TO EXISTING STRUCTURES)
ACTIVE AND AT-REST PRESSURES ACT OVER
SOLDIER PILE SPACING ABOVE EXCAVATION LEVEL
AND ONE PILE DIAMETER BELOW THE EXCAVATION
LEVEL
NOTES:
1. SOLDIER PILE EMBEDMENT DEPTH "D" SHOULD CONSIDER NECESSARY VERTICAL
CAPACITY, KICK-OUT, AND OVERTURNING RESISTANCE.
2. PASSIVE PRESSURES INCLUDEAFACTOR SAFETY OF 2.
3. ALLOWABLE END BEARING = 20KSF.
4. DIAGRAM DOES NOT INCLUDE HYDROSTATIC PRESSURESAN�ASSUMES WALLSARE
SUITABLY DRAINED TO PREVENT BUILDUP OF HYDROSTATIC PRESSURE.
5. DIAGRAM IS ILLUSTRATIVE AND NOT REFERENCED TO A PARTICUTAR LOCATION.
6. LAGGING MAY BE DESIGNED USING 50 PERCENT OF THE ACTIVE/AT-REST EARTH
PRESSURE.
BASE OF
EXCAVATION
300 (D-2) PSF PASSIVE PRESSURE
ACTS OVER TINICE PILE
DISMETER
a s s o c i a t e d SOLDIER PILE WALL DESIGN CRITERIA FIGURE 1
� e a r t h s c i e n c e s TUKVVILA VILLAGE DATE 9/14
i n c o r p c r a t e d TUK1NlLA, WASHINGTON PROJ. NO. KE110238A
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W
Project:
Description:
r,
Hs�� ,
Date: 6/27/2016
Made By: DPM
Tukwila Village Bldg D
Cantilevered Soldier Pile Design - Pile 1-2
PS��
Soil Density =
Shored Height, H =
Add. Surcharge Height, HS�� _
Vertical Sucharge, PS„� _
Depth Factor of Safety =
INPUT
110 pcf
3.00 ft
2.0 ft
0 psf
1.2
OUTPUT
FS„�= 6.11 kips
FA= 1.44 kips
FP_A= 22.33 kips
FQ = 14.77 kips
Minimum Depth of Pile =
Maximum Moment on Pile = 12.67 K-ft
Pile Fy = 50 Ksi
Minimum Size = #N/A
Use: W12X26
Mr = 91.85 K-ft
I = 204.0 in4
Flange Width = 122 in
Estimated Deflection of Pile = 0.03 in =
Active Soil Pressure =
Passive Soil Pressure =
Pile Spacing =
Pile Diameter =
Pile Influence Factor =
Z=
Unfactored Depth, D =
Depth of Mmax, X =
8 ft
FQ
40 pcf
300 pcf
8.00 ft
24 i n
2
1.76 ft
6.55 ft
3.23 ft
at 6.23 ft from T.O.P.
Mr = #N/A K-ft
L/ 1273
i
I:I
Project
Date: 6/27/2016
Made By: DPM
Tukwila Village Bldg D
Cantilevered Soldier Pile Design - Pile 3-5
Ps��
Soil Density =
Shored Height, H =
Add. Surcharge Height, HS�� _
Vertical Sucharge, PS�� _
Depth Factor of Safety =
INPUT
110 pcf
9.00 ft
2.0 ft
0 psf
1.2
OUTPUT
FS��= 13.90 kips
FA = 12.96 kips
FP_A = 105.20 kips
FQ = 78.34 kips
Minimum Depth of Pile =
Maximum Moment on Pile = 141.89 K-ft
Pile Fy = 50 Ksi
Minimum Size = W14X38
Use: W14X53
Mr = 213.95 K-ft
I = 541.0 ��4
Flange Width = 13.9 in
Estimated Deflection of Pile = 0.65 in =
Active Soil Pressure =
Passive Soil Pressure =
Pile Spacing =
Pile Diameter =
Pile Influence Factor =
Z=
Unfactored Depth, D =
Depth of Mmax, X =
15 ft
FQ
40 pcf
300 pcf
8.00 ft
30 in
2
3.50 ft
12.72 ft
5.88 ft
at 14.88 ft from T.O.P.
Mr = 150.2 K-ft
L/ 165
Project:
Description:
r,
HS�� ,
Date: 6/27/2016
Made By: DPM
Tukwila Village Bldg D
Cantilevered Soldier Pile Design - Pile 6-34
PS��
Soil Density =
Shored Height, H =
Add. Surcharge Height, HS�� _
Vertical Sucharge, PS�� _
Depth Factor of Safety =
INPUT
110 pcf
14.50 ft
1.9 ft
0 psf
1.2
OUTPUT
FS��= 13.87 kips
FA = 25.23 kips
FP_A = 173.39 kips
FQ = 134.29 kips
Minimum Depth of Pile =
Maximum Moment on Pile = 328.77 K-ft
Pile Fy = 50 Ksi
Minimum Size = W14X82
Use: W18X97
Mr = 517 K-ft
I = 1750.0 ��4
Flange Width = 18.6 in
Estimated Deflection of Pile = 0.98 in =
Active Soil Pressure =
Passive Soil Pressure =
Pile Spacing =
Pile Diameter =
Pile Influence Factor =
Z=
Unfactored Depth, D =
Depth of Mmax, X =
20 ft
FQ
40 pcf
300 pcf
6.00 ft
30 in
2
4.38 ft
16.33 ft
7.34 ft
at 21.84 ft from T.O.P.
Mr = 338.3 K-ft
L/ 177
0
T
�
0
Project:
Description:
r,
Hsur , ,
Date: 6/27/2016
Made By: DPM
Tukwila Village Bldg D
Cantilevered Soldier Pile Design - Pites P36-P38
Ps��
Soil Density =
Shored Height, H =
Add. Surcharge Height, HS�� _
Vertical Sucharge, PSUf =
Depth Factor of Safety =
INPUT
110 pcf
5.25 ft
2.0 ft
0 psf
1.2
OUTPUT
FS�r= 9.42 kips
FA = 4.41 kips
FP_A= 46.70 kips
FQ = 32.86 kips
Minimum Depth of Pile =
Maximum Moment on Pile = 42.19 K-ft
Pile Fy = 50 Ksi
Minimum Size = W12X16
Use: W12X26
Mr = 91.85 K-ft
I = 204.0 i�a
Flange Width = 122 in
Estimated Deflection of Pile = 0.23 in =
Active Soil Pressure =
Passive Soil Pressure =
Pile Spacing =
Pile Diameter =
Pile Influence Factor =
Z=
Unfactored Depth, D =
Depth of Mmax, X =
11 ft
at
Mr=
L/ 276
FQ
40 pcf
300 pcf
8.00 ft
24 in
2
2.61 ft
9.48 ft
4.53 ft
9.78 ft from T.O.P.
47.0 K-ft
n
C
Project:
Descriqtion:
Active Soil Pressure = 40.0 pcf
Surcharge Pressure = 75.0 psf
Design Percentage of Timber Lagging = 50.0 %
Wood Lagging Member Species: DF #2
Fb (2x, 4x) = 900 psi
Fb (6x, 8x) = 875 psi
Lagging Spacing = 7.0 ft o.c.
Lagging Schedule
Section Maximum De th
2x 1.0 ft
4x 15.0 ft
6x 40.0 ft
8x 75.0 ft
M F' •S Where:
b y
Therefore:
F' •S
D b y
nrax p , L 2
Q -12
8
Date: 6/23/2016
Made By: DPM
Tukwila Village Bldg D
P •D •LZ
M a '",ax
8
F' 1.15•F
b b
S 12 b2
� 6
Active Soil Pressure =
Surcharge Pressure =
Design Percentage of Timber Lagging =
Wood Lagging Member Species:
Fb (2x, 4x) _
Fb (6x, 8x) _
Lagging Spacing =
Project:
40.0 pcf
75.0 psf
50.0 %
DF #2
900 psi
875 psi
8.0 ft o.c.
Lagging Schedule
Section Maximum De th
2x 1.0 ft
4x 11.0 ft
6x 30.0 ft
8x 57.0 ft
M F'h •S v Where
Therefore:
F' •S
D � y
MAX P . L 2
Q •12
8
Date:
Made By:
7ukwila Village Bldg D
P •D •LZ
M "''ix
8
F' 1.15 • F
b h
S IZ b2
- 6
6/23/2016
DPM
Davido Consulting Group
civil � structural � land use
z #�EVlEWED F�f� ;
�O�E ��MPLI�4N�E
;����� �4�P�RaVE�� ;
�� JUL 12 1fl16 ;
'3
w
� ��i�� O�f° �'�%Pii�+
��If:fl1NG �71�1Sf�t�
Mount Vernon Office
2124 Riverside Drive, Suite 211
Mount Vernon, WA 98273
Tel 360.899.1110
STRUCTURAL CALCULATIONS
��7 �
TUKWILA VILLAGE
BLDG D
TEMPORARY SHORING
TUKWILA, WA
September 26, 2014
C. Sc
� � �OF WASy�j,%
,� �ta o ed by
ev6� .
itte
� �y
. 2Q 4. 9.26
A�� �'PG�, V / 3��i, ����
F�. T�/RAL E G�
SS�ONAL EN � �j
���� �
� �
Lake Forest Park Office
15029 Bothell Way NE, Suite 600
Lake Forest Park, WA 98155
Tel 206.523.0024
TV Bldg D Shoring Calc Cover
�'`"'�'I
CITY O� TUKWILA
MAY 27 2016
PERMIT CENTER
��r'�� r
J
Whidbey Island Office
PO Box 1132
Freeland, WA 98249
Tel 360.331.4131
Soils:
Design Criteria
Code:
Davido Consulting Group
civil � structural � land use
Project:
Date: 9/26/2014
Made By: MS
Tukwila Village - Bldg D Shoring
Shorin� Desi�n Criteria
2012 International8uilding Code
Per geotechnical memo by AES, Inc. dated Sept. 15, 2014.
Active Soil Pressure = 40 pcf
Surcharge Soil Pressure = 75 psf (west side due to roads)
Lagging Pressure = 50% piles
Passive Soil Pressure = 300 pcf (applied over 2 pile diameters)
* Ignore uppermost 2ft
Maximum Temporary S/ope Cut = 1 H:1 V(West and North sides)
Maximum Temporary S/ope Cut = 2H:1 V(South side)
v
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, Davido Consulting Group Date:
civil � structural � land use Made By
� _ _ � . � � Project: Tukwila Village Bldg D
Description: Cantilevered Sotdier Pile Desi n
'Design based on simplified method of loading
H
�
F6
INPUT
9/22/2014
MS
1-2
Y (zero shear; max moment)
Height of Retained Soil, H= 5.41 ft Active Soil Pressure = 40 pcf
Pile Spacing = 8.00 ft Top Passive Soil Pressure = 0 pcf
Pile Diameter = 2.00 ft Depth of Top Passive Pressure = 2 ft
ifluence Factor on Pile Diameter = 2(Passive Only) Btm Passive Soil Pressure = 300 pcf
Surcharge Pressure = 75 psf Depth Factor of Safety = 1.1
F1 =
F2 =
F3 =
F4 =
7.94 kips
6.64 kips
5.18 kips
0.00 kips
OUTPUT
F5 =
F6 =
Y=
�simplified —
D=
0.00 kips
52.78 kips
6.57 ft
11.38 ft
13.66 ft
MINUMUM DEPTH OF PILE = 16 ft
TOTAL LENGTH OF PILE = 21 ft
MAXIMUM MOMENT ON PILE = 63.48 K-ft @
Pile Fy = 50.00 Ksi
Minimum Size: W10x26 Mr =
Use: W12X26
Mr = 92 K-ft
I = 204 in4
Flange Width = 6.49 in
Est. Deflection Due to Pile Flexure = 0.02 in
(simplified Method)
(20°/a increase to
compensate for
simplified method)
11.98 ft from T.O.P.
77 K-ft
, Davido Consulting Group
civil ( structurai � land use
� _ _ � _ � � Project:
Descriqtion: C
*Design based on simplified method of loading
�l
7
Date:
Made By
Tukwila Village Bldg D
�d Soldier Pile Desi¢n
INPUT
9/22/2014
MS
Pile 3-29
Y (zero shear; max moment)
Height of Retained Soil, H= 10.83 ft Active Soil Pressure = 40 pcf
Pile Spacing = 8.00 ft Top Passive Soil Pressure = 0 pcf
Pile Diameter = 2.50 ft Depth of Top Passive Pressure = 2 ft
ifluence Factor on Pile Diameter = 2(Passive Only) Btm Passive Soil Pressure = 300 pcf
Surcharge Pressure = 75 psf Depth Factor of Safety = 1.1
F1 =
F2 =
F3 =
F4 =
2526 kips
21.03 kips
13.70 kips
0.00 kips
OUTPUT
F5 =
F6 =
Y=
�simplified —
D=
0.00 kips
158.90 kips
927 ft
16.56 ft
19.87 ft
MINUMUM DEPTH OF PILE = 22 ft
TOTAL LENGTH OF PILE = 33 ft
MAXIMUM MOMENT ON PILE = 300.88 K-ft @
Pile Fy = 50.00 Ksi
Minimum Size: W21X55 Mr =
Use: W14X74
Mr = 308 K-ft
I = 795 in4
Flange Width = 10.10 in
Est. Deflection Due to Pile Flexure = 0.12 in
(simplified Method)
(20% increase to
compensate for
simplified method)
20.10 ft from T.O.P.
KZik�';
, Davido Consulting Group Date: 9/22/2014
civii � structural � land use Made By: MS
�__�_ � Project: Tukwila Village Bldg D
Description: Cantilevered Soldier Pile Desien Pile 30-34
"Design based on simplified method of loading
H
�
INPUT
Y (zero shear; max moment)
Height of Retained Soil, H= 8.83 ft Active Soil Pressure = 40 pcf
Pile Spacing = 8.00 ft Top Passive Soil Pressure = 0 pcf
Pile Diameter = 2.50 ft Depth of Top Passive Pressure = 2 ft
�luence Factor on Pile Diameter = 2(Passive Only) Btm Passive Soil Pressure = 300 pcf
Surcharge Pressure = 0 psf Depth Factor of Safety = 1.1
F1 = 12.48 kips
F2 = 11.12 kips
F3 = 7.93 kips
F4 = 0.00 kips
OUTPUT
F5 =
F6 =
Y=
�simplified —
D=
0.00 kips
84.14 kips
7.38 ft
12.59 ft
15.11 ft
MINUMUM DEPTH OF PILE = 17 ft
TOTAL LENGTH OF PILE = 26 ft
MAXIMUM MOMENT ON PILE = 120.60 K-ft @
Pile Fy = 50.00 Ksi
Minimum Size: W12X35 Mr =
Use: W12X35
Mr = 125 K-ft
1 = 285 in'
Flange Width = 6.56 in
Est. Deflection Due to Pile Flexure = 0.09 in
(simplified Method)
(20% increase to
compensate for
simplified method)
16.21 ft from T.O.P.
125 K-ft
, Davido Consulting �roup Date:
civil � structural � land use Made By:
�__� � Project: Tukwila Village Bldg D
Description: Cantilevered Soldier Pile Desien
*Design based on simplified method of loading
H
0
INPUT
9/22/2014
MS
Pile
Y (zero shear; max moment)
Height of Retained Soil, H= 4.83 ft Active Soil Pressure = 40 pcf
Pile Spacing = 8.00 ft Top Passive Soil Pressure = 0 pcf
Pile Diameter = 2.00 ft Depth of Top Passive Pressure = 2 ft
ifluence Factor on Pile Diameter = 2(Passive Only) Btm Passive Soil Pressure = 300 pcf
Surcharge Pressure = 0 psf Depth Factor of Safety = 1.1
F1 =
F2 =
F3 =
F4 =
3.73 kips
3.40 kips
3.10 kips
0.00 kips
OUTPUT
F5 =
F6 =
Y=
�simplified —
D=
0.00 kips
27.75 kips
5.41 ft
8.80 ft
10.56 ft
MINUMUM DEPTH OF PILE = 12 ft
TOTAL LENGTH OF PILE = 17 ft
MAXIMUM MOMENT ON PILE = 26.04 K-ft @
Pile Fy = 50.00 Ksi
Minimum Size: WSx18 Mr =
Use: W12X26
Mr = 92 K-ft
I = 204 in4
Flange Width = 6.49 in
Est: Deflection Due to Pile Flexure = 0.01 in
(simplified Method)
(20% increase to
compensate for
simplified method)
10.24 ft from T.O.P.
42 K-ft
, Davido Consulting Group Date:
civil � structural I land use Made By:
�.. .� � Project: Tukwila Village Bldg D
Description: Cantilevered Soldier Pile Desi n
*Design based on simplified method of loading
H
�
■�:
INPUT
9/22/2014
MS
40-41
Y (zero shear; max moment)
Height of Retained Soil, H= 4.89 ft Active Soil Pressure = 40 pcf
Pile Spacing = 8.00 ft Top Passive Soil Pressure = 0 pcf
Pile Diameter = 2.00 ft Depth of Top Passive Pressure = 2 ft
ifluence Factor on Pile Diameter = 2(Passive Only) Btm Passive Soil Pressure = 300 pcf
Surcharge Pressure = 0 psf Depth Factor of Safety = 1.1
F1 =
F2 =
F3 =
F4 =
3.83 kips
3.47 kips
3.15 kips
0.00 kips
OUTPUT
F5 =
F6 =
Y=
, �simplifed —
D=
0.00 kips
28.33 kips
5.45 ft
8.87 ft
10.65 ft
MINUMUM DEPTH OF PILE = 12 ft
TOTAL LENGTH OF PILE = 17 ft
MAXIMUM MOMENT ON PILE = 26.84 K-ft @
Pile Fy = 50.00 Ksi
Minimum Size: W8x18 Mr =
Use: W12X26
M r = 92 K-ft
I = 204 in°
Flange Width = 6.49 in
Est. Deflection Due to Pile Flexure = 0.01 in
(simplified Method) �
(20% increase to
compensate for
simplified method)
10.34 ft from T.O.P.
42 K-ft
Davido Consuiting Group Date: 9/22/2014
civil � structural � land use Made By: MS
#„_�„ � i Project: Tukwila Village Bldg D
Description: Cantilevered Soldier Pile Desien Pile 42-43
"Design based on simplified method of loading
H
�
�:
INPUT
Y (zero shear; max moment)
Height of Retained Soil, H= 3.89 ft Active Soil Pressure = 40 pcf
Pile Spacing = 8.00 ft Top Passive Soil Pressure = 0 pcf
Pile Diameter = 2.00 ft Depth of Top Passive Pressure = 2 ft
`luence Factor on Pile Diameter = 2(Passive Only) Btm Passive Soil Pressure = 300 pcf
Surcharge Pressure = 0 psf Depth Factor of Safety = 1.1
F1 =
F2 =
F3 =
F4 =
2.42 kips
2.40 kips
2.37 kips
0.00 kips
OUTPUT
F5 =
F6 =
Y=
�simplifietl —
D=
0.00 kips
19.53 kips
4.85 ft
7.70 ft
9.25 ft
MINUMUM DEPTH OF PILE = 11 ft
TOTAL LENGTH OF PILE = 15 ft
MAXIMUM MOMENT ON PILE = 15.43 K-ft @
Pile Fy = 50.00 Ksi
Minimum Size: W8x18 Mr =
Use: W12X26
M r = 92 K-ft
I = 204 in4
Flange Width = 6.49 in
Est. Deflection Due to Pile Flexure = 0.00 in
(simplified Method)
(20% increase to
compensate for
simplified method)
8.74 ft from T.O.P.
42 K-ft
Davido Consulting Group Date: 9/22/2014
� civil � structural � land use Made By: MS
P roj ect:
Active Soii Pressure = 40.0 pcf
Surcharge Pressure = 75.0 psf
Design Percentage of Timber Lagging = 50.0 %
Wood Lagging Member Species: HF #2
Fb (2x, 4x) = 850 psi
Fb (6x, 8x) = 675 psi
Lagging Spacing = 8.0 ft o.c.
Lagging Schedule
Section Maximum De th
2x 0.0 ft
4x 11.0 ft
6x 23.0 ft
8x 44.0 ft
M = F�b•Sy
Therefore:
Tukwila Village Bldg D
Timber Lagging Design Pile 3-29
Where: M= P D'"`� L
z
8
F' =1.15•F
b h
F' •S
D = h ''
n�Ax p , L 2
° •12
8
S _r2•b2
" 6
C���8
RQtaining Wall Calcuiatlon Mett�ads
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A.._ -. *I�
September 15, 2014
Project No. KE110238A
Pacific Northern Construction
20127th Avenue, Building A, Suite 300
Puyallup, Washington 98374
Attention: Mr. Bryan Park
a s s o c i a t e d
earth sci�nces
i n c o r p c� r� t e d
Subject: Soldier Pile Wall Design Criteria
Proposed Tukwila Village
Tukwila International Boulevard and South 144th Street
Tukwila, Washington
Dear Mr. Park:
As requested, this letter presents ourgeotechnical design recommendations for soldier pile walls
to the north, west, and south of the proposed Building D. Our work has been completed for the
exclusive use of Pacific Northern Construction, and its agents, for specific application to this
project, in accordance with generally accepted geotechnical engineering practice. No other
warranty, express or implied, is made.
Our recommendations were based off our report titled "Updated Subsurface Exploration,
Geological Hazards, and Geotechnical Engineering Report," dated March 18, 2013. Also referenced
was the "Grading Plan" prepared by Barghausen Consulting Engineers, Inc., dated November 8,
2013.
Geotechnical Design Parameters for Soldier Pile Walls
The following recommendations are provided for design of the proposed soldier pile walls for
Building D of the Tukwila Village project located in Tukwila, Washington. We anticipate the shoring
walls will have a 12-foot-high maximum exposed face. We do not anticipate tiebacks would be
needed for this project. Recommendations presented in this letter will change if tiebacks are
required.
We recommend that the soldier pile walls be designed to resist lateral soil pressures based on
either "active" or "at-rest" earth pressure conditions. The active earth pressure conditions will
allow a small amount of movement of the retained soils and wall in order to develop the shear
strength within the retained soils, and lessen the shoring design lo.ads. Under these conditions,
the amount of lateral movement of the wall will be equal to approximately 0.1 percent of the wall ��" �'"
�����VED
Kirkland Office � 911 Fifth Avenue � Kirkland, WA 98033 P � 425.827.7701 F � 425.827.5424 C�Yy OF TU ��VIL�
Everett Office � 2911 %2 Hewitt Avenue, Suite 2 � Everett, WA 98201 P � 425.259-0522 F � 425.252.3408
Tacoma Office � 1552 Commerce Street, Suite 102 � Tacoma, WA 98402 P � 253.722.2992 F � 253.722.2993[�/�
www.aesgeo.com ''+^� �"r 2��6
` �
� PERMI
� 1'
CL�iER
height; If settlement behind the wall does occur, we estimate that it will occur within a distance
behind the wall equal to the height of the wall. At-rest lateral earth pressure conditions should be
used in areas where the excavation is located near settlement-sensitive structures or surfaces.
At-rest earth pressure conditions will allow construction of the excavation shoring with less
potential for movement of the retained soil. For a shoring design based on either at-rest or active
earth pressure conditions, the shoring must be designed to withstand the lateral loads exerted by
the retained soils, and any additional horizontal surcharge pressures exerted by the proposed
sidewalk, construction equipment, soil stockpiles, or other features.
For the proposed shoring system, the applied lateral pressures can be presented by a triangular
distribution termed as an equivalentfluid density. We have provided equivalentfluid densitiesfor
shoring design based on � horizontal backslope; and a typical traffic surcharge behind the soldier
pile wall. The equivalent fluid density presented subsequently does not account for other
surcharge loads within the influence zone behind the top of the wall.. Based on these
considerations, we recommend design of the soldier pile walls with an active earth pressure
condition using an equivalent fluid density of 40(H+D) pounds per square foot (psf), where H is the
height of the exposed face of the wall, and D is the depth of embedment from the bottom of
excavation in feet. For fully restrained at-rest earth pressure conditions, we recommend using an
equivalent fluid density of 60(H+D) psf. A lateral earth pressure diagram is presented on Figure 1
of this report.
Surcharge pressures due to adjacent roads should be modeled as an additional 75 psf equivalent
fluid density modeled as a rectangular distribution for the top 10 feet. Various other surcharge
pressure diagrams are presented on Figure 2. Lagging between soldier piles should be designed to
resist one-half of the total computed lateral earth pressure as a result of arching effects. Below
the excavation level, the combined pressures may be considered to act over only the diameter of
the grouted soldier pile section.
The soldier piles also need to be located a sufficient depth below the surface to provide adequate
lateral or "kick-out" resistance to horizontal loads below the lowest brace or tieback level. In this
regard, the lateral resistance may be computed on the basis of passive pressure in the form of an
"apparent" earth pressure equivalent to 300(D-2) psf. Resistance from the uppermost 2 feet of
soil below excavation level should be ignored due to potential ground disturbance. This pressure
may be considered to be acting against twice the diameter of the grouted soldier pile section.
For design purposes, the vertical load capacity should be determined based on an allowable end
bearing of 20 kips per square foot (ksf). These allowable end-bearing conditions assume a
minimum embedment of at least 10 feet below the base of the excavation.
The contractor should be experienced with the installation of soldier piles. We anticipate that the
pile borings can be drilled open hole. If caving conditions or significant seepage is encountered,
' , the contractor should be prepared to case the holes. Although our borings did not encounter
o`A °`` boulders or obstructions, they are possible. If the obstruction cannot be removed or drilled
through, the pile may need to be moved. Relocated piles may require additional piles to
compensate for the relocation.
2 � rr .��- t� '�
�;'
. _ ,� .
_ f .:,i
�
Soldier pile wall construction should begin with installation of all the beams. When all beams have
been installed and the concrete is cured, excavation may commence in 4-foot increments. Treated
timber lagging should be installed as the excavation progresses. Voids between lagging and the
cut face should be minimized by cutting only as much as necessary to install lagging. Void spaces
between the lagging and cut face should be backfilled with controlled density fill (CDF) with a
minimum compressive strength of 200 pounds per square inch (psi), with washed pea gravel, or
with an alternate material approved by the wall designer and geotechnical engineer. No
excavation should remain unlagged at the end of the day.
For soldier piles designed to carry permanent loads, the piles should be provided with corrosion
protection, as recommended by the structural engineer. Permanent walls should also incorporate
a seismic surcharge equal to 5H psf for active and 10H psf for at rest conditions, where H is the
wall height in feet.
We recommend that AESI be allowed to observe the installation of the soldier pile wall to:
• Verify that subsurface conditions encountered during construction are consistent with
those observed in our borings.
• Verify that materials and procedures used are consistent with approved plans.
Closure
We appreciate the opportunity to submit this letter and hope that it meets your needs. If you
have any questions, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
,� p. ti�F_Rqi
Je' �� wasy, '��9
�- ,�� �--.,, '�`�,� 2
�
�.� ��:,� o
�. � -�
SSF��sT�P����
�y.'C�n+n,_ F�
Kurt D. Merriman, P.E.
Senior Principal Engineer
Attachments: Figure 1: Soldier Pile Retaining Wall Design Criteria
Figure 2: Surcharge Pressures on Adjacent Walls
KDM/Id — KE110238A10 — Projects\Z0110238\KE\W P
3
n
�
m
U
�
m
m
0
m
a
m
P
0
�
m
m
N
O
m
m
�
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3
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0
SE
AF
PE
5F
10
GROUND SURFACE
0
BASE OF
EXCAVATION
40 (H+D) PSF (FOR UNRESTRAINED CONDITIONS WITH NO
ADJACENT STRUCTURES)
60 (H+D) PSF (FOR FULLY RESTRAINED CONDITIONS T� BE USED
ADJACENT TO EXISTING STRUCTURES)
ACTIVE AND AT-REST PRESSURES ACT OVER
SOLDIER PILE SPACING ABOVE EXCAVATION LEVEL
AND ONE PILE DIAMETER BELOW THE EXCAVATION
LEVEL
NOTES:
1. SOLDIER PILE EMBEDMENT DEPTH "D" SHOULD CONSIDER NECESSARY VERTICAL
CAPACITY, KICK-OUT, AND OVERTURNING RESISTANCE.
2. PASSIVE PRESSURES INCLUDE A FACTOR SAFETY OF 2.
3. ALLOWABLE END BEARING = 20KSF.
4. DIAGRAM DOES NOT INCIUDE HYDROSTATIC PRESSURES AND ASSUMES WALLS ARE
SUITABLY DRAINED TO PREVENT BUILDUP OF HYDROSTATIC PRESSURE.
5. DIAGRAM IS IILUSTRATiVE AND NOT REFERENCED TO A PARTICULAR LOCATION.
6. LAGGING MAY BE DESIGNED USING 50 PERCENT OF THE ACTIVFJAT-REST EARTH
PRESSURE.
_
0
300 (D-2) PSF PASSIVE PRESSURE
ACTS OVER TWICE PILE
DISMETER
.�° ``�.� a s s o c i a t e d SOLDIER PILE WALL DESIGN CRITERIA F�cuRE ,
F j �' a(i :^ ��"t a P'i u t.' S TUKWILA VILLAGE oATE 9i�4
�� �`' � � i P ': r �_ � _ `' TUKWILA, WASHINGTON
� ;�` PROJ. NO. KE110238A
GROUND SURFACE
GROUND SURFACE
�!��?l�� ����� �!
q X=mD
LINE LOAD '--
PRESSURE
Q
BASE OF EXCAVATION
ISOLA►TED FOOTING
�h = 0.64q (�'- SIN�'COS2�)
CONTINUOUS FOOTING
PARALLEL TO EXCAVATION
� (FOR m>0.4)
N 6= 1.28q m2 n
o h p �m2 + nz�z
�'�. ��� ..�'�. ��r .
BASE OF EXCAVATION
DEFINITIONS AND UNITS
D EXCAVATION DEPTH BELOW FOOTING IN FEET
6h LATERAL SOIL PRESSURE IN PSF
q UNIT LOADING PRESSURE IN PSF
� RADIANS
(FOR ro<0.4)
Qh _ � 0.2 n
� (0.16 + nZ)�
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Associated E�rth Sciences, Inc.
Serving the �acific �(o�tGc�west Since 1g81
Updated Subsurface Exploration, Geologic Hazards,
and Geotechnica� Engineering Report
PROPOSED
TUKWILA VILLAGE
Tukwila, Washington
Prepared for
Pacific Northern Construction
Project No. KE110238A
March 18, 2013
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Pr•epared for:
Pacific Northern Construction
201 27`'' Avenue, Building A, Suite 300
Puyallup, Washington 98374
Prepar•ed by:
Associated Eartl� Sciences, Inc.
911 5"' Avenue, Suite 100
Kirkland, Washington 98033
425-827-7701
Fax: 425-827-5424
March 18, 2013
Project No. KE110238A
� Upcfnted S��bstufnce E,�ploratio�a, Geologic NaZc��'ds, mtd
Proposed Tul��vrin Vidlage Geotech�iical Eriguiee��ing Repa-t
T��kivila, Wasl�ington Project a��d Site Conditions
I. PROJF,CT ANID 5I'�E CONI�IT'IONS
1.0 INTRODUCTION
This report presents the results of our subsurface exploration, geologic hazards, and
geotechnical engiiieering studies for the proposed Tukwila Village praject. The site location is
shown on the "Vicinity Map," Figure 1, and approxinzate locatiorls of the exploration borings
completed for this study are shown on dle "Site and Exploration Plan," Figure 2. Logs of the
subsurface expiorations completed for this study and copies of laboratory testing results are
included in tlie Appendix.
Associated Earth Sciences, Inc. (AESI) completed Phase I and Pllase II Environmental Site
Assessments (ESA) for the project. The Phase I and Phase II ESA are presented under
separate cover.
l.l Purpose and Scope
The purpose of this study was to provide geotechnical engineering design recommendations to
be utilized in the preIiminary design of the project. This study included a review of selected
available geologic literattzre, advancing 20 exploration .borings, installing six ground water
observation wells, comp(eting 16 exploration pits, and performing geologic studies to assess
the type, thickness, distribution, and physical properties of the subsurface sediments and
shallow ground water. Graii� size analysis, moisture coptent, and organic content tests were
completed on selected soil samples recovered from our exploration borings, and copies of
laboratory test results are included in the Appendix. Geotechnical engineering studies were
completed to establish preliminary recommendations for the type of suitable foundations and
t7oors, allowable foundation soil bearing pressure, anticipated foundation and floor settlement,
pavement recommendations, and drainage consiclerations. This report summarizes our
fieldworlc and offers recommendations based on our present understanding of the pro.ject. We
recommend that we be allowed to review the recommendations presented in this report and
revise them, if needed, wheri building and project designs have been finalized.
1.2 Authorization
Authorization to proceed with diis study was granted by Pacific Northern Construction. Our
work was completed in general accordance with our scope of work and cost proposal, dated
June 23, 2011. This report has been prepared for the exclusive use of Pacific Northern
Construction and its agents for specific application to this project. Within the limitations of
scope, schedule, and budget, our services have been performed in accordance with generally
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Proposed Tid��vi[a Village Geoteclinical Engi�Teeri�7; Report
Ti�kivila, Washin,Qton Project and Site Conditions
accepted geotechnical engineering and engineering geology practices in effect in this area at the
time our report was prepared. No other warranty, e�press or implied, is made.
2.0 PROJECT AND SITE DESCRIPTION
At the time this report was prepared, an overall project layout was approaching final form.
Detailed plans for individual buildings were under development. The current project plan calls
ior a total of six buildings. On die north part of die site, two buildings will have multifamily
r�sidPntial space, commercial space, and office space, with parking primarily below the living
space. A library building will be located near dle west-central part of the site. A convnons
building will be located east of d�e library. On the soud�west part of the site, a planned
building will include commercial and possibly residential space. A new building on the
southeast part of the site will include residential space with parking near ground level. Other
plamled improvements include aCcess streets, parking areas, open spaces, and buried utilities.
Preliininary site grading plans had been fonnulated at the time this report was written. We
anticipate that most construction will be completed close to existing grades with cuts and fills
of less than about 5 feet to reach final grades. Deeper �lis may be needed in localized areas
on the south-central and north-central parts of the site. Substantial basement walls may be
needed for tlle commercial building at the southwest site corner and for below grade parking at
the northwest site corner.
The site slopes generally down to the south and east, with overall vertical relief of
approximately 15 feet. The site incIudes areas of asphalt paving, gravel surfacing, Portland
cement concrete slabs, concrete rubble, and areas dlat are covered with scattered trees and
grass. Four buildings are also present, including a vacant restaurant buildirig, a small retail
builcling, and two garage/shop buildings. A portion of the south part of the site is surrounded
by a metal fence. King County parcel maps and aerial photographs indicate that additional
buildings previously existed on-site, and demolition of the previously existing buildings is
evident by dl� areas of Portland cement slabs which likely represent floor slabs of partially
demolished buildings. During our study we were provided with copies of envirorunental
studies completed by other consultants that detailed some of the previous development on the
site. The enviromnental studies by others and their relevance to the current project are
discussed in further detail in the Phase I ESA.
AESI prepared a Phase I ESA for the project. The Phase I ESA for the pr�ject identified
potential sources of contamination on the project. AESI completed a Limited Phase II ESA
tl�at included sampling ground water from existing wells, and sampling soil and ground water
from direct-push (Geoprobe) explorations. The results of the Limited Phase II ESA are
published separately. In general, the Phase II ESA did not identify extensive soil or ground
water contamination. One exploration encountered soil contamination with detectable oil-range
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Tulc�vila, WasltinQta7 Project aizd Site Co�iditiorts
hydrocarbons at concentrations below applicable cleanup levels. Lead was encountered in soil
samples but was interpreted to be within expected background levels. One should refer to the
Limited Phase II ESA report for additional information.
The site does not appear to contain slopes that will be treated as critical areas. The subsurface
materials proposed for foundation support as recommended in this report do not appear to be
susceptible to liquefaction during a design level seismic event.
3.0 SUBSURFACE EXPLORATION
Our subsurface exploratiorl completed for this project included advancing 20 exploration
borings, installing six ground water observation wells, and completing lb exploration pits.
The conclusions and recommendations presented in this report are based on the explorations
completed for diis study. The locatioi�s and depths of the explorations were completed within
site and budget constraints.
It should be noted that AESI also completed Geoprobe explorations for d1e Limited Phase II
ESA, and explorations associated with infiltration rate testing. Those data sources were of
limited value to our geotechnical study and are not included here.
3.1 Exploration Borings
The exploration borings were completed by advancing 1lollow-stem auger tools with a trailer-
mounted drill rig. During the drilling process, samples were obtained at generally 2.5- to
5-foot-depth intervals. The exploration borings were continuously observed and logged by a
representative from our firm. The exploration logs presented in the Appendix are based on the
field logs, drilling action, and inspection of the samples secured.
Disturbed but representative samples were obtained by using the Standard Penetration Test
(SPT) procedure in accordance with American Sociery for Testing and Materials
(ASTM):D 1586. This test and sampling method consists of driving a standard 2-inch,
outside-diameter, split-barrel sampler a distance of T8 inches into the soil with a 140-pound
hammer free-falling a distance of 30 inches. The number of blows for each 6-inch interval is
recorded, and tlle number of blows required to drive the sampler the final 12 inclles is known
as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within
one 6-inch interval, the blow count is recorded as the number of blows for the corresponding
number of inches of penetration. The resistance, or N-value, provides a measure of the
relative density of granular soils or the relative consistency of cohesive soils; these values are
plotted on the attached exploration boring logs.
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Ttr��viln, Wnshiregto�i Project aird Site Co�tditioras
The samples obtained from the split-barrel samplPr were classified in the field and
representative portians placed in watertight containers. The samples were then transported to
our laboratory for further visual classification and laboratory testing, as necessary.
3.2 Exploration Pits
The exploration pits were excavated using a rubber-tired backhoe. The pits permitted direct,
visual observation of subsurface conditians. Materials encountered in the exploration pits were
shzdied and classified in the field by geologists from our fiim. All exploration pits were
backfilled after examination and logging. SPlected samples were then transported to our
laboratory for furtl�er visual classification and testing, as necessary.
4.0 SUBSURFACE CONDITIONS
Subsurface conditions at the project site were inferred from the field explorations accomplished
for this study, visual recomlaissance of the site, and review of selected applicable geologic
literature. Because of the nature of exploratory work below ground, extrapolation of
subsurface conditions between field explorations is necessai-y. It should be noted that differing
subsurface conditions may sometimes be present due to the random nature of deposition and
the alteration of topography by past grading and/or filling. The nature and extent of any
variations between the field explorations may not become fully evident until construction.
4.1 Stratigraphy
Fill
Existing fill was encountered in all but two of our explorations. At the exploration locations
where fill was observed, dle depth of existing fill ranged from approxirnately 3 to 13 feet. The
observed thickness of existing fill at each exploration location is noted on Figure 2 of this
report. Existing till was observed to consist of loose to medium dense granular sediments,
with varying content of organic materials, litter, demolition materials, cobbles, and boulders.
We completed organic content tests on several samples of the existing fill that visually
appeared to have among the higlier organic content of the observed materials. Laboratory
t�sting indicates that the organic content of the tested materials was approximately 2.6 to 15.6
percent. L,aboratory test results are included in the Appendix. Existing fill is not suitable for
structural support. Existing fill should be removed from below plamled building areas, or an
alternate foundation system should be selected that derives structural support from competent
materials below the existing �11. Existing fill should be re-worked under paving. Excavated
existing �11 material is not expected to be suitable for reuse i�, structural fill applications due to
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Tl�ktivila, Wasliiiagto�2 Project a�ad Site Ca�ditio��s
high moisture content, organic content, and possible construction waste comt�nt. Existing fill
is discussed in greater detail in the "Site Preparation" sectiori of this report.
Vc�shoiz Ice Ca�atact Secii�ne�ats
Below the existing �11, or below the sur�cial topsoil where no existing fill was erlcountered,
our explorations encountered medium dense sand and silt with gravel interpreted to represent
Vashon ice contact sediments. Ice contact sedim�nts were originally deposited within or on a
glacial ice mass, and were deposited at their current location when the ice melted. At diis site,
these materials tend to have widely varying density and textural cliaracteristics. The ice
contact sediments are expected to be silty and highly moisture-sensitive. Ice contact s�diments
will likely need to be moisture-conditioned during dry site and weather conditions to achieve
moisture contents that allow compaction to a firm and unyielding condition and to tlie specified
degree for struGtural fill use. Reuse of excavated ice contact sediments is acceptable from a
geotechnical engineering standpoint contingent on proper moisture conditioning, and only if
such reuse is specifically allowed by project plans and specifications.
UashofZ Loclgeiner2t Till
All but two of the exploration borings encountered dense to very dense sand with silt and
gravel inteipreted as lodgement till sediments below the ice contact sediments. L,odgement till
was deposited at the base of an active continental glacier and was subsequently compacted by
the weight of the overlying glacial ice. Lodgement till typically possesses high-strength and
low-compressibility attributes that are favorable for support of foundations, floor slabs, and
paving, with proper preparation. Lodgement till is silty and moisture-sensitive. In the
presence of moisture contents above the optimum moisture content for corr�paction purposes,
lodgement till can be easily disturbed by vehicles and earthwork equipment. Due to the depth
below existing grade where lodgement till was observed, it appears unlikely dlat lodgement till
will be excavated in substantial quantities for this project. If lodgement till is encountered in
substantial quantities, careful management of moisture-sensitive soils will be needed to reduce
the potential for disturbance of wet lodgement till soils and costs associated with repairing
disturbed soils.
Pccblislzed Geologic M�p
We reviewed a published geologic map of the area (Geologic Map of King Coccnry,
Washington, by Derek B. Booth, Kathy A. Troost, and Aaron P. Wisher, 2006}. The
referenced map indicates that the site is underlain by lodgement till sediments.
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Tc�ktivila, Wasliingto�t Projecr a�td Site Cor:ditioris
4.2 Hydrology
Ground water was encountered in all but two of our exploration borings, and in 10 of our
exploration pits. We installed ground water observation wells in six of our exploration
borings. We developed the wells and measured equilibrium water levels on August 26, 2011
approximately 4 to 11 feet below tlle ground surface, with typical depths to water of around
5 feet. Following our geotechnical exploration program, ground water levels in existing wells
have been measured periodically. A graphical presentation of ground water measurement data
is included in the Appendix. Graund water levels observed at t11e time of exploration are
depicted on the exploration logs attached with this report. The observed ground water appears
to be contained in existing fill, and within d1e ice contact sediments. Ground water conditions
should be expected to vary in response to changes in weather, season, on- and off-site land
usage, and otherfactors.
4.3 Storm Water Infiltration
During the design development stage of the project, consideration was given to using storm
water infiltration below permeable pavers and/or pavement in 14 areas across the site. The
receptor at the planned infiltraCion depths in ti�ese areas was existing fill. The City of Tukwila
indicated that they would allow infiltration as proposed provided the infiltration performance in
the proposed in�ltration areas was demonstrated to be consistent with the design. AESI was
authorized to complete infiltration testing at eight of d1e proposed infiltration areas. After
completion of five infiltration rate tests, AESI and the owner elected to discontinue testing. Of
the five tests three measured infiltration rates approaching zero. Two tests measured
infiltration rates less than 1 inch per hour but also resulted in emergent ground water
immediately adjacent to the tests and were therefore failed tests. In our apiniori, we were
unable to demonstrate significant storm water in�ltration potential. The current storm water
design does not rely on infiltration.
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Taticlvila, Wnsliiia,qton Geolo,�ic Hnzards aircl Mi�i�crzio�Ts
�I. G�OI,OGIC HAZA1tI)S ANI) l�I�'fl'IGAT'IONS
The following discussion of potential geologic hazards is based on the geologic, slope, and
ground and surface water conditions, as observed and discussed herein. The discussion will be
limited to slope stability, seismic, and erosion issues. The site does not contain subsurface and
slope conditions that are likely to trigger City of Tukwila steep slope critical areas regulations.
The City does not designate erosion hazard areas; however, later sections of this report discuss
erosion control to satisfy State requirements for construction site management. The native
sediinents on-site are not expected to have significant liquefaction potential, and a quantitative
liquefaction analysis was not warranted or completed. It is possible that some of tlle existing
fill on-site would be susceptible to liquefaction during a seismic event; llowever, this report
recommends that existing fill not be used for structural support.
5.0 SLOPE HAZARDS AND MITIGATIONS
The site does not appear to contain slopes that constitute a slope stability hazard, in our
opinion, and does not contain slopes that meet the definition for landslide hazard areas as
contained in Tulcrvila Municipal Code Section 18.45.120. No quantitative slope stabiliry
analysis was completed for this study, and none is warranted for the currently proposed
project, in our opinion.
6.0 SEISMIC HAZARDS AND MITIGATIONS
The following discussion is a general assessment of seismic hazards that is intended to be
useful to the owner in terms of understauding seismic issues, and to the structural engineer for
preliminary structural design.
Earthquakes occur regularly in the Puget L,owland. The majoriry of these events are small and
are t�sually not felt by people. However, large earthquakes do occur, as evidenced by the
1949, 7.2-magnitude event; the 2001, 6.8-magnitude event; and the 1965, 6.5-magnitude
event. Tl�e 1949 earthquake appears to have been the largest in this region during recorded
history and was centered in the Olympia area. Evahiation of earthquake return rates indicates
that an eardiquake of the magnitude between 5.5 and 6.0 is likely within a given
20-year period.
Generally, there are four types of potential geologic hazards associated with large seismic
events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and
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Tir/ctivilcr, Waslzi�i�ton GeoloAic Haza.rds niid Mrti�atio�is
4) ground motion. The potential for each of these hazards to adversely impact die proposed
project is discussed below.
6.1 Surficial Ground Rupture
Generally, the largest �arthquakes that have occurred in dle Puget Sound area are sub-cilistal
events with epicenters ranging from 50 to 70 kilometers in ciepth. Earthquakes that are
generated at such depths usually do not result in fault rupture at the ground surface. HowevPr,
current research indicates that suriicial ground rupture is possible in the Seattle and Tacoma
Fault Zones. The Seattle and Tacoma Fault Z.ones are areas of active research. Our current
understanding of these fault zones is poor, and actively evolving. The site is located south of
the currently mapped limits of the Seattle Fault Zone, and north of the rnapped limits of the
Tacoma Fault Z,one. Due to the fact that the site lies outside of the currently understoad limits
of these known fault zones, the risk of damage to the project as a result of surficial ground
rupture is low, in our opinion.
6.2 Seismically Induced Landslides
The site does not contain steep slopes, and does not appear to have significant risk of
seismically induced landslides, 111 our opinion. We did not complete a quantitative slope
stability analysis as part of this study, and none is warranted for the currently proposed
project, in our opinion.
6.3 Liquefaction
L.iquefaction is a process through which unconsolidated soil loses strength as a result of
vibrations, such as those which occur during a seismic event. During normal conditions, the
weight of the soil is supported by bath grain-to-grain contacts and by tl�e fluid pressure within
the pore spaces of the soil below the water table. Extreme vibratory shaking can ciisrupt the
grain-to-grain contact, increase the pore pressure, and result in a temporary decrease in soil
shear strength. The soil is said to be liquefied when nearly all of d1e weight of the soil is
supported by pore pressure alone. Liquefaction can result in deformation of the sediment and
settlement of overlying structures. Areas most susceptible to liquefaction include diose areas
underlain by non-cohesive silt and sand with low relative densities, accompanied by a shallow
water table.
The site contains some shallow existing �11 soils that are relatively loose, and saturated in some
intervals. Due to the presence of weak existing fill soils, this report recommends use af a deep
foundation system. Deep foundation systems are one of the most common measures used to
mitigate liquefaction risks. Because the project will use a deep foundation system, any
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Tcr/ctivila, Was/zin�ton Geologic Hazm-ds and Mitigations
liquefaction risks woutd be mitigated and therefore a detailed liquefaction analysis was not
completed for this study.
6.4 Ground Motion
Structural design of buildings should follow 2012 Interriatio�ial Bccildirzg Cocie (IBC) standards
using Site Class "E" .
7.0 EROSION HAZARDS AND MTTIGATIONS
The Ciry of Tuktivilc� Municipal Code Section 18.45.120 does not include erosion hazard areas
in its d�finitions of Areas of Potential Geologic Instability. The following discussion addresses
Washington State Departrnent of Ecology (Ecology) erosion control regtzlations that will be
applicable to the project. In our opinion, implementation of dle following recommendations
should be adequate to address City of Tukwila requirements.
As of October 1, 2008, the Ecology Construction Storm Water General Permit (also known as
the National Pollutant Discl�arge Elilnination System [NPDES] permit) recluires weekly
Temporary Erosion and Sedimentation Control (TESC) inspections and turbidity monitoring
for all sites 1 or more acres in size that discharge storm water to surface waters of the state.
Because we anticipate that the proposed project will require disturbance of more than 1 acre,
we anticipate that these inspection and reporting requireinents will be triggered. The following
recommendations are related to general erosion potential and mitigation.
The erosion potential of die site soils is significant when the soils are exposed. The most
effective erosion control measure is the maintenance of adequate ground cover. Maintaining
cover measures atop disturbed ground provides the greatest reduction to the potential
generation of turbid runoff and sediment transport. During the local wet season (October 151
through MarGh 3151), exposed soil should not remain uncovered for more than 2 days unless it
is actively being worked. Ground-cover measures can include erosion control matting, plastic
sheeting, straw mulch, crushed rock or recycled concrete, or mature hydroseed.
Some iine-grained surface soils are the result of natural weatl�ering processes that have broken
down pareut materials into their mineral components. These mineral components can have an
irilierent electrical charge. Electrically charged mineral iines will attract oppositely charged
particles and can combine (flocculate) to form larger particles that will settle out of suspension.
The sediments produced during the recent glaciation of Puget Sound are, however, most
conunonly the suspended soils that are carried by site storm water. The fine-grained fraction
of the glacially derived soil is referred to as "rock flour," whicll is primarily a silt-sized
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Tr���vilcr, Wnsliingto�r Geologic Hazc�rds and Mitigatio��s
particle widl no electrical charge. These particles, once suspended in water, may have settling
times in periods of months, not hours.
Therefore, the flow length within a temporary sediment control trap or pond has virtually no
effect on the water quality of the discharge, since silt will not settle out of suspension in tlie
time it takes to flow from one end of the pond to the other. Reduction of turbidity fi-om a
construction site is almost entirely a function of cover measures and flow control. Temporary
sediment traps and ponds are necessary to control the release rate of the runoff and to provide
a catchment for sand-sized and larger soil particles, but are very ineffective at reducing the
turbidity of dle runoff.
To mitigate the erosion liazards and potential for off-site sediment transport, we recommend
the following:
l. The winter performance of a site is dependent on a well-conceived plan for control of
site erosion and storm water runoff. It is easier to keep the soil on the ground than to
remove it from storm water. The owner and the design team should include adequate
ground-cover measures, access roads, and staging areas in the project bid to give the
selected contractor a workable site. The selected contractor needs to be prepared to
implement and maintain the required measures to reduce tl�e amount of exposed
ground. A site maintenance plan should be in place in the event storm water turbidity
measurements are greater dlan the Ecology standards.
2. All TESC measures for a given area to be graded or odlerwise worked should be
installed prior to any activity within that area. The recommended sequence of
construction within a given area would be to install sediment traps and/or ponds and
establish perimeter flow control prior to starting mass grading.
3. During the wetter months of the year, or when large stonn events are predicted during
the summer months, each work area should be stabilized so that if showers occur, the
work area can receive the rainfall without excessive erosion or sediment transport. The
rec�uired rneasures for an area to be "buttoned-up" will depend on the time of year and
the duration the area will be left unworked. During the winter mondis, areas diat are to
be left unworked for more than 2 days should be mulched or covered with plastic.
During the summer months, stabilization will usually consist of seal-rolling the
subgrade. Such measures will aid in the contractor's ability to get back into a work
area after a storm event. The stabilization process also includes establishing temporary
storm water conveyance charuiels through work areas to route runoff to the approved
treatment facilities.
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4. All disturbed areas should be revegetated as soon as possible. If it is outside of the
growing season, the disturbed areas should be covered widl mulch, as recommended in
the erosion control plan. Straw mulch provides the most cost-effectivP cover measure
and can be made wind-resistant with the application of a tackifier after it is placed.
5. Surfac� runoff and discharge should be controlled during and following development.
Uncontrolled discharge may promote erosion and sediment transport. Under
no circumstances should concentrated discharges be allowed to flow over significant
slopes.
b. Soils that are to be reused around the site should be stored in such a mamier as to
reduce erosion from the stockpile. Protective measures may include, but are not
limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the
use of straw bales/silt fences around pile perimeters. During the period between
October 151 and March 315`, these measures are required.
7. On-site erosion control inspections and turbidity moi�itoring should be performed in
accordance with Ecology requirements. Weekly and rnonthly reporting to Ecology
should be performed on a regutarly scheduled basis. TESC monitoring should be part
of the weekly construction team meetings. Temporary and permanent erosion control
and drainage measures should be adjusted and maintained, as necessary, at the time of
construction.
It is our opinion that with the proper implementation of the TESC plans and by field-adjusting
appropriate mitigation elements (best management practices [BMPs]) during construction, as
recommended by the erosion control inspector, the potential adverse impacts from erosion
hazards on the project may be mitigated.
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�
U�dateci Subsruface E,�ploratior2, Geologic Hazards, czrzd
Proposecf Tirhivila Villcrge Geotechrricat E�tgineeri�rg Repar�
Tcr��viln, Wnshir2gto�r. Prelirrti�rmy Desig�z Reco��unerttlations
III. P1�I,�IVIINARI' DESIGN RECOIVIIV�ENY�ATiCDNS
8.0 INTRODUCTION
Most of the site is underlain by a layer of surficial existing fill that is loose and variable.
Existing fill is not suitable for support of new foundations, and warrants remedial preparation
where it occurs below paving and similar lightly loaded structures. The surficial fill is
l.inderlain at depth by relatively dense native soils that are suitable for fotzndation support. Tlle
depth to suitable support soils ranges from approximately 1 to 13 feet below existing grade.
The weak existing fill soils extend below the ground water level across a substantial portion of
the site. Because of the shallow ground water levels, we anlicipate that it is not feasible to
remove the weak soils to allow the use of conventional shallow foundations. The preferred
foundation alternative is stone columns. Stone columns could be advanced to varying depths
that accommodate variations in subsurface conditions across die site. The resulting building
pad will consist of existing soils improved by installation of stone columns. A conventional
shallow foundation systeni is then constructed above the fnished building pad. Stone columns
offer direct foundation support, as well as ground improvement effects for weaker soils that
remain between stone columns. At this site, a stone columu construction method that does not
generate drill cuttings is required.
Another possible foundation support alternative would be driven piles. Driven piles can be
driven to varying deptlis to accommodate a variable depth to suitable bearing materials.
Driven piles have some constraints dlat would be significant on this site. Driven piles typically
have a minimum depth of installation dlat can be difficult to achieve if suitable bearing soils
are present at shallow depth under a portion of the building footprint. Constructing the
building with a hybrid foundation system that uses both foundation piles and shallow
foundations can also be challenging, with the potential for differential foundation performance
between different portions of the building witll different foundation types.
Pile driving and stone column construction have the potential to generate vibrations and
vibration-related complaints. Though these tasks have the potential to generate damaging
vibrations, more typically vibration-related complaints reflect the perception ot risk by
neighbors, and not valid engineering problems. Addressing vibratioii-related complaints can
carry significant costs, even if the complaints are without technieal merit.
This report provides preliminary recommendations for foundation support using stone columns.
We should be allowed to offer situation-speci�c recommendations if a different foundation
system is selected.
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Upclnted Sul�s+.uface E.rploratroiT, Geologic Haza.rds, a�2�1
Proposed Titl.tivil� Villase Geotec/znrcnl Engineering Repor-1
Ti��.���ila, Was/iin�ton Pretiminai�� Desi,�r� ReconTnaei��lntio�Ts
9.0 SITE PREPARATION
Existing buildings, foundations, buried utilities, vegetation, topsoil, and any other deleterious
materials should be removed where tlley are located below plamled construction areas. We
installed six ground water observation wells for dlis study. Where existing wells are not
compatible with future site development plans, they should be decommissioned in accordance
with Washi�zgtof2 Ac��ninistrative Code Section 173-160 by a Washington State licensed well
driller. All disturbed soils resulting from demolition activities should be removed to expose
underlying undisturbed native sediments and replaced with structural fill, as neecied. All
excavations below final grade made for demolition activities should be backiilled, as needed,
with structural fill. Erosion and surface water control should be established around the
clearing limits to satisfy local requirements.
Once demolition has been completed, existing fill should be addressed. The observed fill
depth in our exploration borings was up to approximately 13 feet below existing grade.
Existing fill could be removed and replaced as described here, or a stone column foundation
system could be used that will reduce or eliminate the need to remove existing fill. Where fill
does not extend below the ground water table and is to be removed, existing till could be
removed fi•om below areas of plamled foundations to expose underlying, undisturved native
sediments, followed by restoration of the planned foundation grade with structural fill.
Removal of existing fill should extend laterally beyond the building footprint by a distance
equal to the depdi of overexcavation. For example, if existing fill is removed to a depth of
2 feet below a plaruied footing area, the excavation should also extend laterally 2 feet beyond
the building footprint in that area. Where existing fill is removed and replaced with structural
fill, conventionaI shallow foundations may be used for building support. Where stone columns
will be used, we recommend that existing �11 be excavated, as needed, to construct a building
pad working surface for stone column installation. Subgrade protection is discussed in Section
9.2 of this report.
Below areas of planned flexible paving in parking lots and driveways, it would be possible to
leave existing fill in place with some remedial preparation. These recommendations may
warrant review by the City of Tukwila before diey are applied to public streets. We
recommend that parking lot and driveway paving areas be stripped of existing topsoil,
excavated to a level at least 2 feet below planned paving subgrade, and proof-rolled and
compacted as described later in this report for preparation of paving subgrades. If the resulting
surface is �rrn and unyielding and compacted to 95 percent or more of the modified Proctor
maximum dry density, planned subgrade elevation could then be restored by placing structural
fill. If die subgrade is wet or yielding or contains excessive organic material, we recommend
that additional existing fill be removed and replaced widl non-organic material that is capable
of being cornpacted under tield conditions that are present at the time the work is completed.
During wet site or weather CO11Cili1011S, select fill may be needed for this application. A
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Updated Scrbscuface Exploratio�l., Geologic Hnzards, an�l
Pl•oposed Ti���vila Village Geotechizical E�agir7eeri�zg Report
Tulttivila, Waslzington Pr•elimi�laiy Desig�i Recommettdatio�ts
geotextile separation fabric may be rec�uired between d�e prepai•ed subgrade and new
compacted structural fill. It should be noted that leaving existing fill in place below planned
paving carries some risks of future settlement. Such risks are offset by a substantial saving in
initial construction costs. We are available to answer questions regarding cost savings and
risks associated with leaving die existing fill in place below planned paving.
9.1 Site Drainage and Surface Water Control
The site should be graded to prevent water from ponding in construction areas and/or flowing
into excavations. Exposed grades should be crowned, sloped, and smooth drum-rolled at the
end of each day to facilitate drainage. Accunlulated water must be removed frorn subarades
and work areas immediately prior to performing furdler work in the area. Equipment access
may be linlited, and the amount of soil rendered unfit for use as structural till may be greatly
increased, if drainage efforts are not accomplished in a timely sequence. If an effective
drainage syst�m is not utilized, pro.ject delays and increased costs could be incurred due to the
greater quantities of wet and unsuitable fill, or poor access and unstable conditions.
We anticipate that ground water could be encountered in excavations completed during
construction. It would likely be possible to design the project in such a way that extensive
construction dewatering is not needed. We should be allowed to offer situation-specific
recommendations if deeper excavations with dewatering systems are considered.
Final exterior grades should promote free and positive drainage away from the buildings at all
times. Water must not be allowed to pond, or to collect adjacent to foundations or within the
immediate building areas. We recommend that a gradient of at least 3 percent for a minimum
distance of 10 feet from the building perimeter be provided, except in paved locations. In
paved locations, a minimum gradient of 1 percent should be provided, unless provisions are
included for collection and disposal of surface water adjacent to the structure.
9.2 Subgrade Protection
To thP extent that it is possible, the existing paving should be used for construction staging. If
building construction will proceed during the winter, we recommend the use of a working
surface of sand and gravel, crushed rock, or quarry spalls to protect the building pad and any
other exposed soils, particularly in areas supporting concentrated equipment traffic. In winter
construction staging areas and areas that will be subjected to repeated heavy loads, such as
those that occur during construction of masonry walls, a rninimum thickness of 12 inches of
quarry spalls or 18 inches of pit run sand and gravel is recommended. If subgrade conditions
are soft and silty, a geotextile separation fabric, such as Mirafi SOOx or approved equivalent,
should be used between the subgrade and the new �11. For building pads where floor slabs and
foundation construction will be completed in the winter, a similar working surface should be
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Updated Srrbsiuface Exploration, Geologic Hnznrrls, anrl
P��oposed T�i��vilcr Village Geoteclu�icczl E�lguteer�irrg Report
Tidctivila, Wasltil2gton Preliminaiy Desigrz Recommenctatio�is
used, composed of at least 6 inches of pit run sand and gravel or crushed rock. Construction
of working surfaces from advancing t111 pads could be used to avoid directly exposing tiie
subgrade soils to vehicular traffic.
Foundation subgrades may require protection from foot and equiprnent traffic and ponding of
runoff during wet weather conditions. Typically, compacted crushed rock or a lean-mix
concrete mat placed over a properly prepared subgrade provides adeqizate subgrade protection.
Foundation concret� should be placed and excavations backfilled as soon as possible to protect
the bearing surface.
9.3 Proof-Rolling and Subgrade Compaction
Following the reconunended demolition, site stripping, and planned excavation, the stripped
subgrade within the building areas should be proof-rolled with heavy, rubber-tired construction
equipment, such as a fully loaded, tandem-axle dump truck. Proof-rolling should be
performed prior to structural fill placement or foundation excavation. The proof-roll should be
monitored by the geotechnical engineer so that any soft or yielding subgrade soils can be
identitied. Any soft/loose, yielding soils should be removed to a stable subgrade. The
subgrade should then be scarified, adjusted in moisture content, and recompacted to the
required density. Proof-rolling should only be attempted if soil moisture contents are at or
near optimuin moisture content. Proof-rolling of wet subgrades could result in further
degradation. Low areas and excavations may then be raised to the planned finislled grade with
compacted structural fill. Subgrade preparation and selection, placement, and compaction of
structural fill should be performed under engineering-controlled conditions in accordance with
the project specifications.
9.4 Overexcavation/Stabilization
Construction during extended wet weather periods could create the need to overexcavate
exposed soils if they become disturbed and cannot be recompacted due to elevated moisture
content and/or weather conditions. Even during dry weather periods, soft/�vet soils, which
may need to be overexcavated, may be encountered in some portions of the site. If
overexcavation is necessary, it should be confirmed through continuous observation and testing
by AESI. Soils that have become unstable may require remedial measures in the form of one
or more of the following:
1. Drying and recompaction. Seleetive drying may be accomplished by scarifying or
windrowing surficial material dliring extended periods of dry and warm weatlier.
2. Removal of affected soils to expose a suitable bearing subgrade and replacement with
compacted structural fill.
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Updated Subsruface Exploration, Gealogic Hn�ards, a�id
Proposed Ti�lavi[n Village Geoteclznical Engineering Report
Tit/crvrla, Washin�,gton � Preliminnry Desi �i Recom»aenda�ions
3. Mechanical stabilization witl� a coarse crushed aggregate compacted into the subgrade,
possibly in conjunction with a geotextile.
4. Soil/cement admixture stabilization.
9.5 Wet Weather Conditions
If construction proceeds during an extended wet weather consti�uction period and the rnoisture-
sensitive site soils become wet, they will become unstable. Therefore, the bids for site gracling
operations should be based upon the time of year dlat construction will proceed. It is expected
that in wet conditions, additional soils may need to be removed and/or odler stabilization
mediods used, such as a coarse crushed rock working mat to develop a stable condition if silty
subgrade soils are disturbed in the presence of excess moisture. The sev�riry of Goustruction
disturbance will be dependent, in part, OIl C�le P1eC3UC1011S that are taken by dle contcactor to
protect the moisture- and disturbance-sensitive site soils. If overexcavation is necessary, it
should be confirmed dirough continuous observation and testing by a representative of our firm.
9.6 Temporary and Permanent Cut Slopes
In our opinion, stable construction slopes should be the responsibility of the contractor and
should be determined during construction. For estimating purposes, ]lowever, we anticipate
that temporary, unsupported cut slopes in unsaturated existing fill and unsaturated shallow
native sediments can be made at a rnaximum slope of 1.SH:1V (Horizontal:Vertical) or flatter.
Temporary slopes in native soils described in exploration logs as dense to very dense may be
plaiuled at 1H:1V. Unshored excavations below the ground water level should not be
attempted. As is typical with earthwork operations, some sloughing and raveling may occur,
and cut slopes may have to be adjusted in the field. If ground water seepage is encountered in
cut slopes, or if surface water is not routed away from temporary cut slope faces, flatter slopes
will be required. In addition, WISHA/OSHA regulations should be followed at all times.
Permanent cut and structtzral fill slopes tl�at are not intended to be exposed to surface water
should be designed at inclinations of 2H:1V or flatter. All permanent cut or fill slopes should
be compacted to at least 95 percent of the modified Proctor maximum dry density, as
determined by ASTM:D 1557, and the slopes should be protected from erosion by sheet plastic
until vegetation cover can be established during favorable weather.
9.7 Frozen Subgrades
If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to
thaw and then be recompacted prior to placing subsequent lifts of structural fill or fouiidation
components. Alternatively, the frozen material could be stripped from the subgrade to reveal
unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen
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Updnted Subsu�face E,iploratinn, Geolo,S�ic Hu�nrds, and
Proposed Tirti�vila Village Geotedtnicc�l En�ineering Report
Tcch-�vila, Washingtora Pr-eli»7.rncrry Design Recornmendations
soil should not be reused as structural fill until allowed to thaw and adjusted to the proper
moisture content, which may not be possible during winter months.
10.0 STRUCTURAL FILL
All references to structural fill in this report refer to subgrade preparation, till type and
placement, and compaction of materials, as discussed in this section. If a perc�ntage of
compaction is specified under another section of this report, the value given in that section
should be used.
After stripping, plaruied excavation, and any required overexcavation have been perfonned to
the satisfaction of the geotechnical engineer, the upper 12 inches of exposed ground in areas to
receive fill should be recompacted to 90 percent of d1e modified Proctor maximum density
using ASTNI:D 1557 as the standard. If the subgrade contains silty soils and too much
moisture, adequate recompaction may be difficult or impossible to obtain, and should probably
not be attempted. In lieu of recompaction, the� area to receive fili should be blanlceted with
washed rock or quarry spalls to act as a capillary break between the new fill and the wPt
subgrade. Where the exposed ground remains soft and further overexcavation is impractical,
placement of an engineering stabilization fabric may be necessary to prevent contamination of
the free-draining layer by silt migration from below.
After recompaction of the exposed ground is tested and approved, or a free-draining rock
course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as
non-organic soil, acceptable to the geotechnical engineer, placed in maximurn S-inch loose
lifts, with each lift being compacted to 95 percent of the modified Proctor maximum density
using ASTM:D 1557 as the standard. For fill pIaced below foundation elements designed with
an allowable foundation soil bearing pressure higher than 3,000 pounds per square foot (ps�,
only compacted crusheci rock or controlled density fill (CDF) may be used to raise grades. In
the case of roadway and utility trench filling, the backfill should be placed and compacted in
accordance with current City of Tukwila codes and standards. The top of the compacted fill
should extend horizontally outward a minimum distance of 3 feet beyond the locations of the
roadway edges before sloping down at an angle of 2H:1V.
The contractor should note that any proposed fill soils must be evaluated by AESI prior to their
use in fills. This would require that we have a sample of the material 72 hours in advance to
perform a Proctor test and determine its field compaction standard. Soils in which the arnount
of fine-grained material (smaller than the No. 200 sieve) is greater than approximately
5 percent (measured on the minus No. 4 sieve size) should be considered moisture-sensitive.
Use of moisture-sensitive soil in structural fills should be limited to favorable dry weather
conditions. The native and existing fill soils present on-site contained significant amounts of
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Uprlated Subsu�fnce E,tp[orntio�r, Geologic Hnznrds, nnr!
P�-oposed Tc�/��vila Village Geotedinical Engi��eering Repa�t
Tuktivila, Washirz,qton Preliminnry Desi�n Recomnterrdatio��s
organic material and otlier deleterious materials in some areas, and significant amounts of silt
and are considered highly moisture-sensitive. Non—organic on-site soils free of demolition
waste and other deleterious materials may be reused in structural fill applications if specifically
allowed by project plans and specifications, and if moisture conditions can be achieved that
allow compaction to a firm and unyielding condition ancl to the specified minimiun densiCy for
the application where they are used. If iill is placed during wet weather or if proper
compaction cannot be obtained, a select import material consisting of a clean, free-draining
gravel andlor sand should be used. Free-draining fill consists of non-organic soil with the
anlount of fine-grained material limited to 5 percent by weight when measured on d1e minus
No. 4 sieve fraction with at least 25 percent retained on the No. 4 sieve.
A representative from our firm should inspect tl�e stripped subgrade and be present during
placement of structural fill lo observe the work and perform a representative number of
in-place density tests. In this way, the adequacy of the earthwork may be eval«ated as filling
progresses, and any problem areas may be corrected at that time. it is ilnportant to understand
that taking random compaction tests on a part-time basis will not assure uniformity or
acceptable performance of a fill. As such, we are available to aid the owner in developing a
suiCable monitoring and testing program.
11.0 FOUNDATIONS
The si�bsurface explorations completed for this study encountered highly variable subsurface
conditions, most of which are not capable of supparting conventional shallow foundations. We
recoulmend that the site use a conventional shallow foundation system above building pads
improved with stone columns. Other foundation support alternatives are possible, including
the use of driven piles. We should be allowed to offer situation-specific recommendations if a
foundation support system other than stone columns is i�sed.
11.1 Shallow Foundations
Spread footings may be used for building support when founded directly on a building pad that
is prepared by installation of stone columns. We recommend that the design of the stone
columns target a design foundation soil bearing pressure of 5,000 psf. Higher foundation soil
bearing pressures are possible with stone coliamns, but are not expected to be needed for this
project. We should be allowed to offer additional recommendations if foundation soil bearing
pressures higher than 5,000 psf are needed. For those portions of the site underlain by suitable
native sediments, stone columns may not be needed. In this case, any fill placed to raise
grades below foundations designed with an allowable foundation soil bearing pressure of
5,000 psf n�ust consist of crushed rock or CDF. If one or more of the building pads will be
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Updnted Sirbsitrfc�ce Ea-/�lorntiori, Geologir. Hazar�ls, nnct
Proposed Tir��viln Village Geotechrzical Engi��ee1-i�7g Repor�t
Tukivila, Washingto�a Prefimi�zary Design Recornmenclntions
supported entirely by conventional structural fill, an allowable foundation soil bearing pressure
of 3,000 psf should be used for design.
Perimeter footings should be buried at least 18 inches into the sizrrounding soil for frost
protection. However, all footings must penetrate to the prescribed bearing stratum, and no
footing should be founded in or above organic or loose soils. All footings should have a
minimum width of 1$ inches.
It should be noted that the area bound by lines extending downward at 1H:1 V frorn any footing
rnust not intersect another footing or intersect a filled area that has not been Gompacted to at
least 95 percent of ASTM:D 1557. In addition, a 1.5H:1V line extending down from any
footing must not daylight because sloughing or raveling may eventually undermine the footing.
Thus, footings should not be placed near the edge of steps or cuts in the bearing soils.
Anticipated settlement of f�otings founded as described above should be on the order of 3/� inch
or less. However, disturbed soil not removed from footing excavations priar to footing
placement could result in increased settlements. All footing areas should be inspected by AESI
prior to placing concrete to verify that the design bearing capacity of the soils has been attained
and that construction conforms to the recommendations contained in this report. Such
inspections may be required by the governing municipality. Perimeter footing drains should be
provided as discussed �znder the "Drainage Considerations" section of this report.
11.2 Stone Columns
Our reconunended approach to foundation design is to install stone columns. Stone columns
consist of columns of coi7ipacted crushed rock below the building pad. Installation of stone
columns results in signi�icant densification of the surrounding soils, as well as a network of
compacted stone columns that transmit loads directly to more competent soils at deptl�. There
is little consistency between different contractors who install stone columns with respect to
their installation equipment and methods. The diameters, depth capability, coinpactive energy,
and odler critical factors of eacll contractor's equipment must be considered when designing a
stone column foundation system, and therefore such systems are typically designed by the
contractor who installs them. Once stone columns are instailed, the building is constructed
with a conventional shallow foundation system above a subgrade tllat has been improved
through installation of stone columns. At this site, a stone column system that does not
generate drill cizttings is required.
The stone columns should be installed after die site is excavated and the building pad fill is
placed and compacted. The purpose of stone columns is to both improve existing loose soils
and to transmit loads to more competent bearing materials at depth. Stone columns are formed
by advancing a hollow mandrel to a pre-d�termined depth. Crushed rock is then compacted
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Updated Sc{bsvlfnce Ezplor•ntioii, C,eologrc Hnzat•ds, and
Proposed Tul��viln Villc�ge Geotedviicn! Fnginee�•ing Report
Tirkrvila, Was/iingto�z Prelrnzi��n�y Desi�qn Recon�mendations
through the hollow mandrel in thin lifts. The result is a column of compacted aggregate and
compaction of soils surrounding the stone columns. Stone columns are proprietary systems
and are designed by the contractor who instails them. The contractor will determine the depth
and diameter of the stone columns holes and the appropriate spacing. Conventional sl�allow
foundations are then constructed above the subgrade after stone columns have been installed.
The stone columns contractor should review exploration logs contained in this report carefully.
Oui• exploi•ations encountered existing fill. Existing fill was observed to contain organic
materials and scattered demolition waste. The existing fill and the existing native sediments
were observed to contain cobbles and boulders as noted on the exploration logs. Where
drilling obstacles are encountered, the contractor should be prepared to relocate stone columns,
or r�move obstacles, as needed. The contractor sl�ould expect ground water as noted on
exploration logs in the Appendix. The contractor should not assume that the suite is suitable
for use of uncased open holes. In our opinion, using a system of stone columns, it would be
possible to achieve an allowable foundation soil bearing pressure of 5,000 psf. For this
project, compressed air or water will not be allowed to be used to jet the mandrel into the
ground, to lift cuttings, or for any other purpose during stone column construction.
11.3 Baseline Survey
Installation of stone columns will cause vibration that could trigger complaints from adjacent
property owners. We recommend completion of a detailed photographic survey of acljacent
buildings, sidewalks, and paving prior to constructing stone columns. Particular attention
should be paid to documenting any existing cracks prior to stone column construction. The
owner and construction team should consider placing crack gauges or other monitoring devices
on signi�cant pre-existing cracks. If the owner or construction team feels that vibration-related
complaints are likely, additional measures, such as survey monitoring and vibration
rnonitoring, should be considered. Surveying and vibration monitoring are of gr�ater value if
baselines are established prior to the start of substantial earthwork and foundation construction.
11.4 Drainage Considerations
Foundations should be provided with foundation drains. Drains should consist of rigid,
perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The drains
sl�ould be constructed with sufficient gradient to allow gravity discliarge away from the
proposed buildings. Roof and surface runoff should not discharge into the footing drain
system, but should be handled by a separate, rigid, tightline drain. In planning, exterior
grades adjacent to walls should be sloped downward away from the proposed structure to
achieve surface drainage. Depending on the locations and final grades that are selected for the
buildings, subfloor drains may be appropriate. As a general guide, buildings with finished
interior space dlat is 5 feet or less above observed ground water locations would warrant
subfloor drains. In our experience, subfloor drains are a relatively low cost measure that
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Updated Subsrs�face Ex�lorntion, Geologic Hazarcts, and
Proposect Ti�/��vila Village Geotechnicc�l Ei�giiieering Report
Tirkrvila, Wasllington Prelinuna�v Desi�n Recommentlntioras
reduces the potential for expensive, long-term moisture problems. In general, subfloor drains
consist of a thickened layer of capillary break material or drainage material of similar
gradation that freely communicates with perforated drain lines that are typically on the order of
20 feet on—center.
12.0 FLOOR SUPPORT
Floor slabs can be supported on suitable native sediments, on structural fill placed above
suitable native sediments, or on a subgrade improved by stone columns. Floor slabs should be
cast atop a minimum of 6 inches of clean, washed, crushed rock or pea gravel to act as a
capillary break. Areas of subgrade that are disturbed (loosened) during construction should be
compacted to a non-yielding condition prior to placeinent of capillary break material. Flooi•
slabs should also be protected from dampness by an impervious moisture barrier at least
10 mils thick. The moisture barrier should be placed between die capillary break material and
the concrete slab.
13.0 FOUNDATION WALLS
The followir�g recommendations are applicable to conventional foundation walls less than about
8 feet tall. If shoring walis, taller walls, or walls with substantial surcharges are plamzed, we
should be allowed to offer situation-specific recommendations.
All backfill behind foundation walls or around foundation units should be placed as per our
recommendations for structural fill and as described in this section of the report. Horizontally
backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be
designed using an equivalent fluid equal to 35 pounds per cubic foot (pcfl. Fully restrained,
horizontally backfilled, rigid walls that camiot yield sllould be designed for an equivalent fluid
of 50 pcf. Walls with sloping backfill up to a maximum gradient of 2H:1 V should be designed
using an equivalent fluid of 55 pcf for yielding conditions or 75 pcf for fully restrained
conditions. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil
should be added to the wall height in determining lateral design forces.
As required by the 2012 IBC, retaining wall design should include a seismic surcharge
pressure in addition to the equivalent fluid pressures presented above. Considering the site
soils and the recommended wall backfill materials, we recommend a seismic surcharge
pressure of SH and 1OH psf, where H is the wall height in feet for tl�e "active" and "at-rest"
loading conditions, respectively. The seismic surcharge should be modeled as a rectangular
distribution with the resultant applied at the midpoint of t11e walls.
14�arch 18, 2013 ASSOC/ATED EARTH SCIENCES, INC.
lIWGlpc - KE/10238A5 - Pi�ojects120!102381KEIlVP Page 21
Updated S�rbsirrface E,eplor-atio�t, Geologic Hazards, n�ad
Proposed Ti�/civila Villc�ge Geotedu�ical Engineering Report
Tu��>>ila, Washiir�toiz Preti�iti��niy Desiq�� Reconzmerrdntions
The lateral pressures presented above are based on the conditions of a uniform back�ll
consisting of excavated on-site soils, or imported structural fill compacted to 90 percent of
ASTiVI: D 1557. A higher degree of compaction is not recomrnended, as this will increase the
pressure acting on the walls. A lower compaction may result in settlement of the slab-on-grade
or other structures supported above the walls. Thus, the compaction level is critical and must
be tested by our finn during placement. Surcharges from adjacent footings or heavy
construction equipment must be added to the above values. Perimeter footing drains should be
provided for all retaining walis, as discussed under the "Drainage Considerations" section of
this report.
Tt is imperative that proper drainage be provided so that hydrostatic pressures do not develop
against the walls. This would involve installation of a minimum 1-foot-wide blanlcet drain to
within 1 foot of finish grade for the full wall height using imported, washed gravel against
the walls.
13.1 Passive Resistance and Friction Factors
Lateral loads can be resisted by friction between the foundation and the natural soils or
supporting structural fill soils, and by passive earth pressure acting on the buried portions of
the foundations. The foundations must be backfilled with structural fill and compacted to at
least 95 percent of the maximum dry density to achieve the passive resistance provided below.
VJe recommend the following allowable design parameters:
0 Passive equivalent fluid = 250 pcf
� Coefficient of friction = 0.30
14.0 PAVEMENT RECOMMENDATIONS
Pavement areas shouId be prepared in accordance with the "Site Preparation" section of tllis
report. The pavement sections included in this report section are for driveway and parking
areas on-site, and are not applicable to right-of-way improvements. At this time, this report
does not adclress right-of-way improvements. The presence of existing fill below the site is a
topic that should be discussed with the City before designing the pavement section for ptzblic
streets. The City of Tukwila does not publish prescriptive pavement thickness sections for
public streets, and specifies that a situation-specific pavement thickness analysis is needed.
We are available to provide such an analysis> if necessary.
Paving areas should be prepared in accordance with the "Site Preparation" section of this
report. If required, stiuctural fill may then be placed to achieve desired subbase grades. Upon
completion of the recompaction and structural fill, a pavement section consisting of 2'/z inches
Mc�rch 18, 2013 ASSOCIATED EARTH SCIENCES, lNC.
liWG/pc - KL•110234A5 - Projecrs�201 /02331KEI4VP Page 22
Up�latecl S«bsw�'ace E,�plo��ntion, Geotogic Ka<.ards, and
Proposed Ti�lcivila Vilinge Geotechrzicnl Engineering Report
Tu����ila, Wnshit�gtoi7 Prelinainaiy Desigra Recommerl�latiorzs
of aspIlaltic concrete pavement (ACP) underlain by 4 inches of 1'/a-inch crushed surfacing base
course is the recommended nlinimum in areas of plamled passenger car driving and parking.
In heavy traffic areas, a minimum pavement section consisting of 3 inches of ACP underlain
by 2 inches of 5/s-inch crushed surfacing top course and 4 inches of 1'/a -inch crushed surfacing
base course is recommended. The crushed rock courses must be compacted to 95 percent of
the maximum density, as determined by ASTM:D 1557. Ail paving materials shoiild meet
gradation criteria contained in the current Washington Stat� Department of Transportation
(WSDOT) Standard Specifications.
Depending on construction staging and desired performance, the crushed base course material
may be substituted with asphalt treated base (ATB) beneath the final asphalt surfacing. The
substinition of ATB should be as follows: 4 inches of crushed rock can be substituted with
3 inches of ATB, and 6 inches of crushed rock may be substituted wid14 inches of ATB. ATB
should be placed over a native or structural fill subgrade compacted to a minimum of
95 percent relative density, and a 1�/z- to 2-inch thickness of crushed rock to act as a working
surface. If ATB is used for COI1StTUCC10I] access and staging areas, some rutting and
distizrbance of the ATB surface should be expected. The contractor should remove affected
areas and replace them with properly compacted ATB prior to final surfacing.
14.1 Permeable Paving
The current project design calls for an area of permeable paving and/or pavers on the north
part of the site. Because infiltration rate testing indicated that infiltration is not feasible,
permeable paving areas will be provided with underdrains. Permeable paving should be
cleaned on an established sclledule using equipment and methods speci�cally intended for use
on permeable paving.
Following subgrade preparation, we recommend a passenger car pavement section for on-site
driveways and parking areas consisting of a 4-incll compacted permeable ACP above a 3-inch
thickness of "choker course" consisting of I/a by 5/s-inch washed, crushed rock or approved
equivalent. Below the choker course, a 12- to 18-inch-thick storage layer consisting of 2-inch
washed railroad ballast conforming to the WSDOT specification for Permeable Ballast
9-03.9 (2) should be placed above the soil subgrade. The storage layer shouId be sized for an
appropriate amount of storm water storage assuming a porosity of 0.30. We understand that
permeable paving at this site wili be limited to areas that will be used for passenger car parking
and driveways. We should be allowed to offer additional recommendations if permeable
paving is to be constructed in areas of heavy traffic such as busses, garbage trucks, food
service trucks, or delivery trucks.
MarclT 18, 2013 ASSOCIATED EARTH SCIENCES, /NC.
DWG/pc - KElIOZ38A5 - Projens1201 J02381KEIti�P P1ge 23
Upc�ated Subsu�face E.�ploration, Geologic Hazards, a�Td
Proposed Tcd��vila Village Geolecluiical Engirceerin.g Report
Ti�k�vil�, Washirtgto�a Prelinairiar•y Desig�i Reconzi�Teridat�oizs
15.0 PROJECT DESIGN AND CONSTRUCTION MONITORING
Our report is preliminary since detailed project and building plans were still being developed at
the time this report was prepared. We recommend that AESI perform a geotechnicaI review of
the plans prior to final desigii completion.
We are also available to provide geotechnical engineering and monitoring services during
construction. The integrity of the foundation system depends on proper site preparation and
construction procedures. In addition, engineering decisions may have to be made in the field
in the event that variations in subsurface conditions become apparent. Construction monitoring
services are not part of our currently approved scope of work.
We have enjoyed working with you on this study and are confident that these recommendations
will aid in the successful completion of your project. If you should have any questions or
require further assistance, please do not hesitate to call.
Sincerely,
ASSOCIATE� EARTI3 SCIENCES, IIl�C.
I�irlcland, Washington
i
�!�',�,��' � �
Bruce W. Guenzler, L.E.G.
Project Geologist
Attachments: Figure 1: Vicinity Map
Figure 2: Site and Exploratiarl Plan
Appendix: Exploration Logs
L,aboratory Testiilg Results
Ground Water Measurenlent Data
v��` �. �n��hj�
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Ss,/� T F i� �C?9
�r,�n ��1 A 1_ � ; �
Kurt D. Merriman, P.E.
Senior Priiicipal Engineer
Mnrdz 18, 2013 ASSOCIATED EARTH SCIENCES, lNC.
IJWG/pc - KEI/O133A5 - Projectsll01101381KE1WP Page 24
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REFERGIJGE: USGS TOPO!
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� ° °o � Well-graded gravel and �e�Eass �5es�a�uH�aua¢� �e6a�.uve �esvs6aj/ a�ae� �o�asos"�en��
� " o° �° �� gravel with sand, little to Densi SPT�z�blows/foot
�, �' o� no fines Very Loose Q to 4
�, � t� o o COcf58- L0052 �l to 10
� v- w o 0 0� p Poorl raded ravel Grained 5oiis T e s t S y m b 0 l s
> o�� o000o y-9 � N'iedium Dense 1� io 30
� e o and gravel with sand, Dense 30 to 50
o �� o °o°o° Ilttle to no tines Very Dense >50 G= Grain 5ize
o a o
M = Moisture Conlent
0 o c ��p �p Consistency_ SPT�Z�blows/foot A= Atterberg Limits
z "' � Silty gravel and silry •
� c��, Very SoFt 0 to 2 C= Chemical
o L � N°� V� gravel with sand Fin�- So� 2 to 4 [�D = Dry Densiry
� �, ��= 0=� G2ined Soils ��edium Stifi 4 to 8 K= Permeability
"m z� e 5liff 8 to l5
� � �" Clayey gravel and Very Stiff 15 to 30
- e N� G� clayey gravel �Nith sand Hard >3�
� � _ ��ava�a�e�en� �efemi$ioras
� � �'�'�-�'�•� Nlell-graded sand and Descriplive Term 5ize Ranqe and 5ieve Number
L ° �:-:�:�:�: 5� sand with gravel, little Bouiders Larger than 12"
`� 19 "����� ��� to no fines Cobbles 3° to �2"
o � m .•
g c .•:•:v:�
�; �- ��'�� ��' Gravel 3" lo No, 4(475 mm}
N ,� ��"; - Ponrly-graded sand Coarse Gravel 3" to 3/4"
� � j� �� •� SP and sand wi(h gravel, Fne Gravel 3I4° to Na 4(4.75 mm)
� o� littfe to no fines 5and Na.. 4(4.75 mm) to IJo. 20D (0.075 mm)
? Z z Coarse 5and IJo. 4(4.75 mm) lo No. 10 (2.00 mm)
N 5ilty sand and Medium 5and No. 10 (2.00 mm) to No_ 40 (0.425 mm)
c� � -
� o y'" ��� silty sand with Fne Sand No. 40 (0.425 mm) to No. 20� �0-075 mm)
�� e a c� gravel Silt and Clay 5maller than IJo. 2�0 (0.075 mm)
o �.
�n
,;, �� Clayey sand and �3� �s$a�aY��l Pec-�ea��a�e iUio�s��a�e ��sate�u�
� N� S� clayey sand wilh gravel Perceniape b� Dry - Absence of moisture,
� Component �eiqhF dusty, dry to the touch
Siighfly Moist - Perceptibie
Silt, sandy silt, graveily silt, FeWe 5�o �o moisture
� ,� M� silt with sand ar gravel Little 15 to 25 Moist - Damp but no visible
� y m With - Non-primary coarse water
o ;'� consfituenis: > 15 % Ver,� P�oist - Waf2r visible bul
o �� Clay oT low lo medium -
a J pld5liCi�, Slliy, sandy, of • F�nes content between not Gee draining
° c ��- 5°o and 15% Wei - Vsible iree waler, usual►y
z �= gravelly ciay, lean clay
� y E from below waler fable
� ua -o --
'� Organi� clay or silt of lov✓ Sycaa9�o9s
a —
m � -- �fl.. plast'iciry Blov✓s/6"or
� _- 5ampler portion ot 6" Cemenl groul
_- TyPe \ surfzce seal
� Elaslic silt, clayey silt, sift � 5ampler Ty�e
2.0" OD - � genlonile
o wilh micaceous or '° Description ea� . seal
f�nFG 5plit-Spoon / �
� o dialamaceous fin� sand or 5ampier 3.0" OD Split-Spoon Sampler - :� Fl�erpackwiih
�, � z sili — (SP� 3.25" OD 5plik-5poen Ring 5ampier �q ; := blank casing
� `4 ° Clay of high plasticity, = sec�ion
Bulic samp{e
� �� C�,� sandy or gravelly clay, fat 3.0" OD Thin-Wall Tube 5ampler �= S�reened casing
5 � E clay with sand or gravel �(including 5helby tube) :' or Hydrolip
� y._ ": wilhflierpack
-' Grab 5ample
•• End ca
C7 N � �, �� p
� ���� �% Organic clay or silt of o Portion not recovered
" J%%%� o� medium lo high �i� � ca)
�ii�ii Percentage by dry weight Depth of ground water
'�i%i� plasllCity �z� SP Standard Penetration Tesl
ii,i ; �� � ATD = At time oS drilling
(ASTM D-15B6) Q 5tatic waler leve( (date)
� Peat, muck and other �3� In General Acr.ordan�2 with
o, a, o PT highly organic soils 5tandard Practice for Desr,ription �5� Combined U5C5 symbols used ior
= O� and IdentiEication oi 5oils (A57M D-2488) lines between 5 �o and 15 %
� .
� Classifications oF soils in this report are based on visual field and/or (a6oratory observations, whfch mclutle tlenstry�consis�ancy, motsture conamon, gram s�ce, anv
-' plasticily estimates and shouid not be construed to impiy feld orlaboratory lesting unless presenled herein. Vs�a1-manuat andlorlaboretory classficaiion
� i�=tl-�ods oF ASTM D-2487 and �-2�'BB v.�ere used as an identiiicafion guide for �he Un�ied Soit Classification Syslem.
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; Associated Earth Sciences, Inc.
� EXPLOR�TION LO� iSE�i� FIGURE A1
o� � ';�, �..,,. .•� i �
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LOG OF EXP��RAT80�9 PB�' ��. EP�1
This log is part of lhe report prepared by Assocfated carth Sciences, inc. (AESI) for lhe named �roject and should be
read together �vith thai report for complete interpretation. This summary applies only to the lacation of ihis Irencn at the
time of excavation 5ubsurface conditions may change at lhis location with the passage of time. The data presen(ed are
a simplfication oF actual conditions encountered,
DESGRIPTION
mate Elev. 296 feet
1 Loose, moist, brown, fine SAND, little to with silt, few fine gravei, trace brick, pipe, washed rock, wire,
cobbles (SM).
2
3
4
5
6
I
8
9
10
11
12
13
14
15
16
17
18
19
Medium dense, moist, brown, fine SAND, little silt, few fine gravel, trace boulders; no stratification
(SP-SM}.
Ice Contact Sediments
Dense, wet, mottled brown to gray, fine to coarse SAND, little siit, little fine gravel (SW).
Botlom of exploralion pil at depth 10 feet
Weale ground water seepage below 8 feet Slight caving 0 l0 3 feet.
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v
�, �ukwila, UV�►
a
� Associated Earth Scienc�s, lnc. Project No. KE110238A
o Logged by: BWG
^ Approved by: � � � '� ��-{ 8/16/11
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�OG O� E)CPLORAT'109V P6T hVO. E�-2
This log is part of the report prepared by Associated Earth Sciences, Inc. (AESf) for ehe named �rojecl and shouid be
read together wilh that report (or complete interpretation This summary applies only to the localion of this trench al lhe
time of excavaUon. Subsurface conditions may change at lhis localion wilh the passage of Ume. The data presented are
a simplfication of acival conditions encountered
alt paving.
DESCRIPTtON
Elev. 291 feet I
Fill
� Medium dense, moist, brown, fine SAND, little silt, trace fine gravel (SP-SM).
Loose to medium dense, very moist, gray, fine to coarse SAND, with silt and fine to cnarse gravel,
2 trace cobbles (SM); no stratification.
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
�sunea i opsv��
Loose, very moist, dark brown, fine SAND, with silt, few organics (SM}; organic odor.
�ce t;ontact Sed�ments
Very stiff, very moist, gray, SILT, with fine to coarse sand, frace fine gravel (ML); fine, closed,
multi-directional fractures with some oxidation along fracfures.
Medium dense, very moist, mottled hrown and gray, fine to coarse SAND, wifh silt (SM); gradational
strafification.
Bottom of exploration pit al depth 11 feet
No ground water seepage No caving.
�� ,
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E iukwila Vallage
� 1"ukwila, VVA
a'
s Associated L•,rth Sciences, lnc. project hlo. KE110238A
o Logged by: BWG
^ Approved by: � � � `� :� �F 8116111
a
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1
2
3
4
5
6
7
8
9
t0
11
12
13
14
15
16
17
18
19
LO� OF EXPLORl�T906� P�T i�90. �P-3
Tnis log is part of the report prepared by Associaled Earth Sciences, Inc. (AESI) For the named �roject and should be
read together with ihal report for complete interpretafion. This summary applies only io the location of this trench at the
time of excavation. Subsurface conditions may change at ihis location w�th the passage of time The dala presented are
a simpifcalion of actual condilions encountered
DESCRIPTION
ncrete
mate Elev. 292 feet
---- Fill
Loose t� medium dense, very moist, mixed brown and gray, fine to coarse SAND, with silt and little
fine gravel, trar,e boulders (SM).
r�unea i opsou
Sc�ft, very moist, black, SILT, little organic (OL); trace lumber, wire.
Ice Contact Sediments
Medium dense, very moist to wet, gray, fine to coarse SAND, with silt, little fine gravei; color mottling
and gradational stratific.ation (SM).
Bottom of exploraGon pit at depth 15 feet
Weak ground water seepage zones below 11 Feet No caving.
Logged by: BWG
Approved by:
Tukwi9a Village
Tukv�rila, WA
i\ssucizt�d L�rth Sciencc:s, li�c.
�aa �o ����
Project iVo. KE110238A
8f16/11
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1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
ic
��
1A
19
LOC OF EXPLORATI�i� B�IT i�0. E6�-4
This log is parl of the repori prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be
read together with that report for complete interpretation. This summary applies oniy to the location of this trench at lhe
time of excavation. Subsurface conditions may change al this location wilh lhe passage of time The dala presen!ed are
a simpification of aclual conditions encountered.
DESCRIPTIOPJ
Loose, moist, darl< brown, fine SAND, with silt, few organic and roots (SM)
Elev. 288 feet I
Ice Contact Sediments
Medium dense grading to dense, very moist, mott{ed gray and brown, fine to coarse SAND, with silt,
littie fine to coarse gravel, trace cobbles and boulders (SM}; no stratification_
L.odgement t i11
Dense to very dense, wet, brownish gray, fine to coarse SAND, with fine ta coarse gravel, few to little
silt, trace cobbles (SW); no stratification.
8ottom of exploration pit at deplh 13 feel
Weak to moderate ground water seepage zones beelnw 7 Feet. No caving.
Logged by: BWG
Approved by:
�'ukvvila VolBage
�l.liCWll�, ��
i\ssociited Garth Sciences, Inc.
I�J � � � '�
Project No. KE110238A
8l16/11
a ' �
LO� OF EXPLORATI0�4 PIl' �lO. EP-5
� This log is part of tlie report prepared by Associated Earth Sciences, Inc. (AESI) ior the named �roject and shou�d be
L read togelher with that report (or complete interpretation. This summary appiies only to the locafion of this trench at lhe
� time of excavation_ Subsurface conditions may change at this location wilh the passage of time The dala presented are
o a simplfication of actual conditions encountered.
1
?_
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
DESCRIPTION
mate Elev. 290 feet �
Fill
Medium dense, moist, mixed brown and black, fine to coarse SAND, with silt, roots, organir.s,
crushed ror,k, washed r�ck (SM).
Ice Gontact Secuments
Medium dense grading to very dense, moist, mottled brown and gray, fine to coarse SAND, with silt,
few fine gravel (SM); no stratificafian.
Lodgement I UI
Very dense, wet, mottied brown, fine to coarse SAND, with little fine gravel and silt (SM).
Bottom of exploration pit at depth 11 fee[
Weal< ground water seepage zones helow 7 feet. No caving.
_...
E 1"a�kwAla ilillage
,� 1"�ak�vila, VI/A
a
m Assc�ci�f�d L•irth Sciences, Inc. Project No. KE110238A
o Logged bY: BWG � � � � �
Approved by: �: +.:' `jY'' .-�" 8/16l11
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L�G OE �XPLORAT9�i� �B1' 6�l�. E���
This Iog �s part of the report prepared by Associated Earth Sciences, Inr.. (AESI) for the named project and should be
read togelher wilh lhat report tor complete interpretation. This summary applies only to the location of lhis trench at the
lime of excavation. Subsurface conditions may change at this location with fhe passage of time The data presented are
a simpification of aclual conditions encounlered.
DESCRIPTtON
Elev. 289 feet I
� Loose, very moist, brown and dark brown, fine SAND, with silt, few fine gravel, few organic, trace
cobbles and boulders (SM).
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
Ice ConEact Sediments
Dense, very moist, light brown, fine SAND, with siit and little fine gravel (SM); no stratification.
�oagemeni i w
Dense, wet, gray, fine to coarse SAND, little silt, little fine gravel (SM}; no stratification.
Botlom of exploration pit at depth 10 feel
Weal< ground water seepage zones hefow 6 feet No caving
Logged by: BWG
Approved by:
1'ukwila �/i9lage
Tukwila, UV�►
r'�ssocilt�d L'•arth Sciences, Inc.
I.�J I�J LJ � I - � ..i
Project No. KE110238A
8/16/11
� _ .
, , ,
1
�
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
LOi� OF EXPLO��►TIOR! PI�' B�O. EP-7
This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be
read together with that report for complete inlerpretation. This summary applies only to the location of this trench at the
time of excavaiion. Subsurface conditions may change at this location with the passage of time The data presenled are
a simplficalion of actual conditions encountered
DESCRIPTION
Etev. 290 feet
Fill
Loose, moist to wet, dark brown to black, fine SAND, with silt, little fine gravel, little debris, wood,
hose, stic{<s, concrete rubble, plastic, trace organics (SM}.
Ice Contact Sediments
Medium dense grading to dense, moist to wet, reddish brown, fine SAND, with silt, trace fine gravel
(SM).
8ottom of exploration pit at depth t4 feet
Weak ground water seepage zones below 6 fee1. Moderate caving 5 to 12 feet
�.
E Tukvvi9a 1fi91age
� iukwila, VV,4
'a
m ��ssociit�d L•art17 Sciencc:s, Inc. Project No. KE110238A
o Logged by: BWG
" Approved by: � � � � i.•-� '� 8/16/11
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LOG �F EXP�..ORA�'!O� �IT R�O. EP-8
� This Iog is part of the report prepared by Associated Earth Scienr,es, Inc. (AESI) for the named projecl and should be
� read together with Ihat report for complete interpretation- This summary applies oniy to the location of this trench at the
� time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are
o a simplfication of actual conditions encountered.
DESCRIPTION
Approximate Elev. 288 feet
Fill
� Loose, very moist, dark brown, fine SAND, with sili, trace organic, plastic, washed rock (SM)
2
3
4 Ice Contact Sediments
Medium dense to dense, very moist, brown, fine to medium SAND, with silt, little fine gravel, trace
5 � cobbles and boulders (SM).
6
7
8
9
10
11
Bo[tom of exploration pit at depth 11 feet
12 Weak ground wafer seepage zones below 7 feet No caving.
13
14
15
16
17
18
19
Logged by: BWG
Approved by:
�1,6�CWl�� �/I�O�gE;
1'ukv�rila, WA
AtiSI)C1JF1'C{ L':il'EIl SC.II'I1Ct'S, Inc.
� � � � ;:=i�r
Project No. KE110238A
8116111
. '
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1
2
3
4
5
6
7
8
9
10
11
12
13
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15
16
17
18
19
LOfa OF EXPLOR/�T60�9 P9T 6�0. EP-9
This log is part of the repori prepared by Associaled Earth Sr,ienr.es, Ina (AESI) for the named �roject and should be
read logethec with Ihat report for complele iNerprztalion, This summary applies only to the localion of this french al the
time oF excavation. Subsurface conditions may change at this localion with the passage of time The dala presentec� are
a simpliication of actual conditions encountered
DESCRtPTION
Elev. 292 feet
ropsoi� with aspna�t and concrete rudnie.
Ice Contact Sediments
Medium stiff grading to stiff, very moist, brown, SILT, with fine sand stringers and trar,e fine gravel
(ML); silt has fine, closed, multi-directional fractures.
Becomes heavily mottled, with little fine to coarse gravei. Gradational stratification.
Bottom of expioration pit at depth 10 112 (eet
No ground water seepage No caving.
Logged by: BWG
Approved by:
��9kWs'� �BBI���
Tl,li(W1��, ��
�issociated Larth Sciences, Inc.
1—_J � � `�'J*, ::�``'�
Project No. KE110238A
8/16/11
L.OG OF �X9�LO�A1'90�! P1�' �lO. EP-'@ 0
� �
i This log is part of the report prepared by Associaled Earth Sciences, Inc. (AESI) for the named �roject and should 6e
L read together with thal report for compiele interprelation. This summary applies oniy to the location of this trench at the
� time oE excavalion. Subsurface conditions may change at ihis location with the passage of time. The data presented are
' p a simpificalion of actuai condifions enc:ountered.
DESCRIPT(ON
Approximate Elev. 289 feet
Topsoil with tiles, concrete ruhble.
E
�
a
C�
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N
a
a
�
U
Y
� Ice Contact Sediments
Medium stiff, very moist, mottled light brown, SILT, little fine sand, fine sand stringers (ML with SP).
2
3
4 -1
5 -
6
7
Medium dense, very moist to wet, reddish brawn, fine to coarse SAND, few silf, little fine gravel
8 (SW).
9
10
11
Botiom of exploration pil at depth 11 teet
12 ' Weak ground water seepage zones below 8(eet. No caving.
13 -
14
15
16
17
18
19 �
Logged by, BWG
Approved hy:
1'ukw�ta i/e09age
�l.Bi(WI��, �/�e
Associ�ted L•arth Sciences, Inc.
�oao :..o
Project N�. KE110238A
8/16/11
, �
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�O� �� E)tPL�R�+T80i\9 P6T �l�. E8�-1 �
� This log is part of the report prepared by Ass�ciated Earth Sciences, in�. (AESI) for the named �roject and should be
: read logether with that report for complele i�terpretation. This summary applies only to the Iocation of this lrench at Ihe
a time of excavahon Subsurface conditions may change at this iocation wilh the passage of time ThE data presented are
o a simplfication of actual condilions encounlered.
DESCRIPTION Approximate Elev. 289 feet
Topsoil with gravel and a
� rin
Loose, very moist, dark brown to black, fine to medium SAND, with siit, few organics, trace wire,
2 plastic, fabric (SM).
3 Ice Contact Sediments
4 Medium stiff to stiff, very moist, gray and brown motfled, SILT, few fine sand, with fine sand stringers.
Bedding features near horizontal. Multi-directional fractures (ML).
5
6
7
8
9
10
11
6oftom of exploration pit at depth 11 feet
12 No ground water seepage. No r,aving. Decaying organic odor.
13
14
15
16
17
18
19
Logged by: BWG
Appraved by:
��akwi9a Vallage
1"ukwi�a, UV�►
nssociit�d Garth Sciences, lnc.
I ' - • .I l=1 �'�`+' j�` : ;.-t ':.
Project No. KE110238A
8l16/11
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�.2�G OF EXP9..ORATBOf� �0�' i�0. E��12
This log is part of the reporf prepared by Associated Earth Sciences, Inc. (AESI) for the named project and 5hould be
read together with that report for camplete interpretation. This summary applies only lo the location of this lrench at the
time of excavation Subsurface conditions may change at this localion with the passage of time. The data presented are
a simplfication oF actual conditions encouMered.
1�
DESCRIPTION
Elev. 292 feet
� I Fill
1 Loose, very moist, dark brown, fine SAND, with silt, organics, sticics, asphait rubble, metal, lumber,
2 flooring, wire, cobbles.
3 -
4
5 -
6
7
8
Ice Contact Sediments
9 Medium dense, wet, gray, fine to coarse SANCJ, wifh fine gravel, little siit (SW-SM); gradational
stratification.
10
11
12 -
Boitom o( exploration pit at depth 12 feel
13 No ground water seepage. No caving.
14
15
16
17
18
19 -�
Logged by: BWG
Approved by:
Tukwila Village
1'uk�nriBa, WA
nssociated L•arth Sciences, Il1C.
�aoo:�-�
Projer.t PJo. KE110238A
8l16/11
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�Ot� OF EXPLOR,4i606� 9�{T' N�. EP-i3
This log is part of the report prepared hy Associated Earth Sciences, Inc. (AESI) For the named project and should be
read together with that report (or compiete interpretation. This summary applies only to the loca(ion of this trench al the
time of excavation. Subsurface candilions may change at this iocation with the passage of time. The dala presented are
a simplfcafion of actual conditions encountered
e.
DESCRIPTION
Elev. 295 feet
1 - Fill
Loose, very moist, brown, reddish brown and black, fine SAND, with silt, plaster, concrete rubble,
2 organics (SM).
3 -
4
5
Ice Contact Sediments
6 Medium dense, moist, brown, fine SAND, few silt (SP); gradationaf stratification with siltier zanes.
7
8
9
10 Grades with little fine gravel.
11
Bottom of exploration pit al depth 1 1 feet
12 No ground waier seepage No caving_
13
14
15
16
17
18
19
Logged by: BWG
Approved by:
Tukv�ri9a Village
iukvvila, WA
Assuciated Earth Sciences, Inc.
� �-❑ � � ' �� /�
Project No. KE110238A
8116111
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1
2
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7
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11
12
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17
18
19
L�G O� EXPLORAI'60N �ET 6�0. EP-1�
This log is part of Ihe repori prepared by Associaled Earth 5ciences, Inc. (AESI) for the named projecl and should be
read together with that report for complete interpretalion This summary applies only to the localion of this Irench at Ihe
time of excavahon. Subsur(ace conditions may change at this location with the passage of time The data presenled are
a simplfication of aclual conditions encountered.
DESCRIPTION
Approximate Elev. 295 feet
Loose, very moist, reddish brown, fine to medium SAND, with si(t, little fine gravel. Wire at 1.5 feet
(SM).
Medium dense, very moist, brown, fine to medium SAND, with silt, little fine to caarse gravel, trace
cohbles and boulders
Bottqm of expioralion pit af depth 10 112 feet
No ground water seepage No caving
�ogged by: BWG
Approved by:
1'ukvvila Val(age
Tukwila, 1lVA
Associated Garth Sciences, Inc. Project No. KE110238A
.����..�._.. a ��.-�..�...�.. d-:;'_ '�f ` 8116111
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2
3
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7
B
9
10
11
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LOG O�' EXPLORA�BO� PBT �O. �P-15
This log is part of Ihe report prepared 6y Associated EaRh Sciences, Inr,. (AESI) for the named �roject and shouid be
read together �vith thal report for com�lete interpretalion This summary applies only to the localion of this trench at the
fime of excavation. Subsurface condiuons may change at this location with the passage of time. The data presented are
a simpification o( ar,tuai conditions encounlered
DESCRIPTION
293 feet
Loose, very moist, dark brown, fine SAND, with silt, organir,s, concrete rubble, asphalt rubble, wire
(SM).
�ce �ontact �eaiments
Medium stiff to stiff, moist, gray with reddish brown mottiing, SILT, little fine sand, horizontal bedding
features with fine sand laminae (ML).
Botlom of exploralion pit at depUi 11 feet
Weak ground waler seepage below 9 feet. No caving..
'i � .
E i'ukvvila Vofiage
�, iukrn�ila, VVA
a
m r\ssociated L"•arth Sciences, Inc. Project No. KE110238A
a Lo99ed by: BWG
M ApproveA by: �� a `� .�-�`'� 8/16111
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LOG OF EX�LOR,41'90�9 PIT 6�0. EP-1�
� This log is part of the reporl prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be
� read together with that report for complete interpretalion This summary applies only to the location of this trench at the
� time of excavation. Subsurface conditions may change at this location witt� the passage of lime. The data presented are
o a simplfir,ation of actual condilions encounlered
DESCRIPTInN
Elev. 287 feet {
� Fill
Loose, very moist, brown, fine SAND, with organics, concrete rubble, asphalt rubble (SM).
2
3 '
Ice Contact Sediments
4 Medium stiff, very moist, brown and gray mixed, trace to little fine sand, horizontal bedding features
with fine sand partings (ML).
5
6
7
8
9 Medium dense, very moist to wet, brown, fine to medium SAND, little gravel and silt (SW).
10
�� Botlom of exploration pit al depth 10 112 feet
Weak ground water seepage belov� 7 feet. No caving.
12
13
14
15
16
17 -
18
19
Logged by: BWG
Approved by:
1'ukwila iiillage
Tukvvila, VV�►
Associated L•irth Sciences, I�Zc.
aa�o���-:
Pr�ject No. KE110238A
8116/11
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;�,ti,>��.,���� �:.,�-��, s�t�„<<��, �„�. �xplos-a�ion Log
�,—� i—= i i� `. ", i;—� Projec! Number Exploralion Number Sheet
. � y� KE110238A EB-1 1 of t
Project Name Tukwila Village Ground Surface Elevaiion (ft) 287 feel
Location Tukwila WA Datum Barqhausen Aita Surve�
Driller/Equipment Geoloqic Driil/Trailer Mounted H5A Date Start/Finish �/17l1 1 R/17�11
Hammer WeighVDrop 140# /�30�� Hole Qiameter (in) 7 in�hgg
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,� N U Q O �� Vi
"' � � — � � N Blows/Foot �
Q s E `��° E. � a� o a�
� T� C�cn o� m t
DESCRIPTION �� �o zo 3o ao °
Fill
Medium dense, very moist, gray to olive-brawn, fine lo medium SAND,
brown, silty fine sand inclusions, Few silt.
S-1 3 �1
12
5 Medium dense, wet, olive-brawn, fine to coarse SAND, with fine gravel, 6
S-2 trace to few silt, trace charcoal � t0 �Za
14
Ice Contact Sediments
I
i
�� Very dense, wet, moliled brown and gray, fine to coarse SAND, with siit, ig
S-3 IitUe fine lo medium gravel. 1g 50
31
. . _ .. __ .._ .. - - .. -
l.odgement Tiil
� 5 S_q Very dense, very moist, gray, fine to medium SAND, few silt, few fne to 22
medium gravel �1 " 50l "
20 Very dense, wet, gray, fine lo medium SAND, wilh sili, liltle gravel. p� •�
S-5 50/ "
Botlom of exploration boring a� 20 i/2 feel
Ground v�aler seepage at 6 feel. �
25
30
0
35
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m Sampler Type (ST):
m 2" OD Split Spoon Sampler (SPT) � No Recovery M- Moisture Logged by: BWG
o � 3" OD Split Spoon Sampler (D & M) � Ring Sample � Water Level O Approved by:
`� v Grab 5ample � Shelby Tube Sample $ Water Level at time of drilling (ATD)
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:1,snci,il�:J f_,irth Scirnirs, In�. �X�3109'��IOC➢ L..O
—� � fy f._ Project Number Exploration Number Sheel
�:�l �!_•�I I� •� KE110238A EB-2 1 of 1
Project Name Tul<Wila Village Ground Surface Elevation (ft) 290 feEt
Location Tul<wila. WA Datum Barqhausen Alta Surv�
Dril�er/Equipmenl GeoloQic DrilUTrailer Mounted HSA Dafe StaNFinish R/17/1 1 R/17/1 1
Hammer WeightlDrop 140# / 30'� Hole Diameter (in) 1 inr, pS
.'�... N u 0 � ? � y
� a aD �, � °� � Blows/Foot �
� S� �° T � E� o d
� T� C� �n o� m L
DESCRIPTION "� to 20 30 40 °
Fiu
Dense, moist, oxidized lighl brow�, silty fine lo medium SAND, with gravel-
S-1 �
15 30
15
5 ice Contact Sediments �3
S'z Medium dense, moi;t, brown, silly fine lo medium SAND, with gravel i t 2i
10
�� Dense, moist to very moist, oxidized brown, siity Fine to medium SAND, g
S-3 with gravel. 15 39
24 I.
�
Lodgement Till j
15 s �
S� Dense, wet, oxidized gray, siity fine to medium SAND, with gravei �Z A
21 4
24
20 Very dense, very moist, light gray, Fine SAND, with sill, tew fine gravei p i
S•5 3� soi ii ��
_ . . . _.... . ... . _ .. p�
I12
Bollom of exploralion boring al 21 1/2 feet
Slighl ground water seepage a� IS (eel
�
25
30
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35
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a Sampler Type (ST):
� m 2" OD Split Spoon Sampler (SPT) � No Recovery M- Moisture Logged by: BWG
o � 3" OD Split Spaon Sampier (D & M) � Ring Sampie � Water Level () Approved by:
w � Grab Sampie � Shelby Tube Sample � Water Levei at time of drilling (ATQ)
2
:���„��.,<<a r,,��i, s���„�:��, i�,4 Ex lo�'�tio� Lo
L;'_� I; ,-. P�oject Number Exploralion Number Sheet
__'�`� I� � I�l I''�! KE110238A EB-3 1 of 1
Project Name Tukwila Village Ground Su�ace Elevation (ft) 290 feet
Location Tukwila WA Datum Ba�hausen Aita Surve�
Dri(IerfEquipment Geologic Drill(Trailer Mounted HSA Date StarUFinish �$117/11 R/17/11
Hammer WeighUDrop 140# / 30° Hale Diameter (in) Zjnrhas
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`" ' w .� �n BIOWS/FOOt f—
a S E �6 E. 'S n' � o `m
�' TI `� �� DESCRIPTION "� m to 2o so 40 °
Fill
Loose, moist, oxidized light gray and brown, fine to medium SAND to gray, g
S-� silty fine SAND 3 � �
4
5 Ice Contact Sediments n
S'2 Medium dense, moist, iight gray, fine sandy SILT/silly fine SAND, trace fine 7 � 18
gravel 11
10 Y
Medium dense, wet, gray-brown , silty fine lo medium SANL7, few gravel_ g
S-3 g ��4
16
Lodgement Till
15 Dense, wet, gray, fine fo medium SAND, wiih sill. Zg
S-4 16 �3
20
I
20 S_5 Very dense, wet, gray, fine to medium SAND, Few silt 2B
at �� sa .,
Bollom of exploration boring at 21 feel
Ground waier seepage al 10 feet
i
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25
�
�
30
35
0
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� - -
m SampierType (ST):
m 2" OD Split Spoon Sampler (SPT) � No Recovery M- Nioisture Logged by: BWG
o � 3" OD Split Spoon Sampler (D & M) � Ring Sample Q Water Level (} Approved by:
W � Grab Sample Q Shelby Tube Sample � Water Level at time of drilling (ATD)
a..,�
f �
:\ssntialuil Larth Scicnrrs, Inc, �X fOP'��101� �O �..�_—.
� (� ��, Project Number Exploration Number Sheet
�_�_:� !� !_�_I I� i_�'� ,I KE110238A EB-4 1 of 1
Project Name Tukwila Village Ground Surface Elevation (ft) 287 feet
�or,at�on Tukwila. WA oacum B2�hausen Alta 5urv�
DrillerlEquipment Geologic DrilllTrailer Mounted HSA Date StarVFinish R/17/1 1 R/17/11
I-lammer WeighUDrop 140# / 30" Hole Diameter (in) 7 inr.hPG
v N U O �>_ �
N
o. 5 E f0 � u, Q-� 3 BIOwSIFOOt �
a� m � E � o a�
C� � � m t
� T� DESCRIPTION "� to 20 3o ao °
Fi�►
Medium dense, dry, oxidized brown, fine SAND, with silt 5
S'1 8 � 13
5
5 S 2 , Medium dense, moisl, gray-brown, silty fine SANO, with gravel. g �
s ia
e
IO Medium dense, wet, brown-gray, fine to medium SAND, with siit, few g
S-3 gravel, brown silt inclusions. 12 A2
13
_ ... . ._ .._ _ ..._ _. ... _. . . _ . _.. .._ _
Lodgement Tilt
15 Very dense, very moisl, gray, fine 10 medium SAND, trace to few sill, few �6
S�`� gravel. y 25 Sa
29
20 5-5 _ ... _. _. . _._ ... . ..... _ . 0/ ,�
Sol. "
Botlom o( exploretion boring at 20 feet
Ground waler seepage al 16 feet
I
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30
35
0
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a Sampler Type (ST):
� 2" OD Split Spoon Sampler (SPT) � No Re�overy M- Moisture Logged by: BWG
o � 3" OD Split Spoon Sampler (D & M} � Ring Sample Q Water Level () Approved by:
W � Grab Sample Q Shelby Tube Sample � Water Level at time of drilling (A7D)
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:����„-�,,���,,:.,�t�, s���,,,<«, ��,��. Geo[o ic � Moniforin Vi�ell Construction Lo
r--, ��� �, Project Number Well Number Sheet
�_�__� I_-.� 1r.1 I�;�1 �"� �L KEi 10238A EB-5 t of 1
Project Name Tukwila Villaae ._______ �ocacion Tukwila WA
Elevation (Top of Well Casing) Surface Elevalion (ft) 285 feet
Water Levei Elevation , Date SIarUFinish g/17/1 1 A/17/11
DrillinglEquipment Geologic Drill/Trailer Mounted HSA Hole Diameler (in) 7 inches _
Hammer WeighUDrop 140# / 30"
j U Q .
L N N .G p
a^ � 3: a
N ` p (p (0 T
� v� WEI.L CONSTRUCTION T m �� DESCRIPTION
Concrete F���
Solid pipe
� Medium dense, moist, oxidized brown and light gray, silty fine to
8entonite 7 medium SAND, few gravei.
9
5 � 5 Medium dense, very moist to wet, oxidized light gray, silty fine to
Sand 5 medium SAN�, few gravel-
8
�
�� 12 Ice Contact Sediments
Zp Very dense, very moist to wet, brown, fine io medium SAND, with
30 silt, few gravei
Lodgement Tiil
15 Screen �2 Very dense, wet, gray, siity fine to medium SAND, few fine to coarse
35 gravel.
50/fi"
� 2Q Cap sors" Very dense, wet, gray, (ine to medium SAND, with silt, few gravel
_..
Boring terminated at 20 1/2 feet on 8/17/11
Ground water seepage at 5 feet.
25
-30
35
m
0
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O
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� Sampler Type (ST):
� � 2" OD Splil Spoon Sampier (SPT) � No Recovery M- Moisture Logged by: BWG I
w m 3" OD Split Spoon Sampler (D & M) � Ring Sample � VJater Level (8/26/1 1) Approved by:
� � Grab Sample � Sheiby Tube Sample � Water Level at time of drilling (ATD)
:1s�;oci,il��d f_,�rlh Sricnces, In�. �QO00 IC �t �OB71�07'9il �lUel9 Coa�str�c�ion Lo
i��--� � r---� � Project Number Well Number Sheet
� � � ��?'� � KE110238A EB-6 t of 1
Project Name Tukwila Village �ocation Tukwila. WA
Elevalion (Top of Weil Casing) Surface Elevation (ft) 289 feet
WalerLevelElevation DateStaNFiNsh g/1flN'I,R/1R/11
DrillinglEquipmenl Geologic DrilllTrailer Mounted HSA Hole Diameter (in) 7 inches
Hammer WeighUDrop 140# ! 30"
L � ' U O
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aai : � E
o m o iD m T
� WELL CONSTRUCTION T m ��' DESCRIPTION
Cancrete Fill
Solid pipe
3 Medium dense, very moist, gray, fine sandy SILT lo silty fine to
Bentonite 5 medium SAND, wilh fine gravel.
r s
� 5 �.
- 5 Ice Contact Sediments
Sand �� Medium dense, moist, oxidized olive, very fine SANO, with sill to
�3 SILT with fine sand.
�� g Dense, moist, lighf gray with horizontal oxidalion staining, silty fine
te SAND to fine sandy SILT lo gray, fine to medium SAND, trace siit,
12 with fine gravel.
� � Lodgement Till
� 5 Screen Z� Very dense, moisi, gray, fine to medium SAND, with silt, fine gravel
� 34
SOfG'
�
20 Cap — �Z Very dense, wel, gray, fine to coarse SAND, few tine gravel
SO/6„
_._... -----------.._..... . ._ ..
Boring terminated at 21 feet on 8/18/11
Ground water seepage at 16 feet.
25
30
� 35
m
0
l7
2
�
O
m
a
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a Sampler Type (ST):
� � 2" OD Split Spoon Sampier (SPT) � No Recovery M- Moislure Logged by: BWG
J � 3" OD Split Spoon Sampler (D & M) � Ring Sample � Water Level (B126l11) Approved by:
Z � Grab Sampie � Shelby Tube Sample � Water Level at time of driiling (ATD)
:1;snri,�t���l t:arlh 5ci�ncrs, In�. ('ye0I0 IC �c �0916�OV"16'1 ��II �iOG1S��'IEC�lO�'1 �.O
�— (� � Project Number Well Number Sheet
`_� �_ � I'-1 I�l �� r KE 110238A EB-7 1 of 1
Project Name Tukwifa Village Location Tukwila. WA _._ __
Elevalion (Top of Well Casing) Surface Elevation (ft) 292 feet
Water Level Elevation Date Start/Finish g/ift/11 Rl1R/11
Drilling/Equipm2nt Geologic DrilUTrailer Mounted HSA Hoie �iameter (in) 7 inches
Hammer VVeighUDrop 140# / 30"
> U O
..L+ N N L �
a�'i� � 3- aE
o � '° >,
� � WELL CONSTRUCTION T m �� DESCRfPTION
Concrete Fiil
Loose, moist, gray, fine ta medium SANp, few silt.
Solid pipe
1
Benlonile 3
3
5 - 4 Loose, moist, dark brnwn, fine sandy SILT, with gray, fine sand, few
Sand 3 organics.
3
_- - _... _.....__.... __.....__ . _.. ._ .
Ice Contact Sediments
r
�� 5 Medium dense, moist, oxidized brown, silty fine SAND, few fine
� `. 8 i gravei.
- Ii
15 5creen g Medium dense, wet, gray-brown, fine to medium SAND, trace silt,
e with fine to medium gravel.
� to
_.. . -- ------ --._
Lodgement Tifl
20 Cap �g Very dense, wet, gray, fine to medium SAND, with silt, with fine to
35 medium gravel.
50/6" I --------------_._...,..------_ _ ----- -.__
Boring termi�ated al 21 1!2 feet on 8118111
Ground waler seepage at 17 feet.
25
3Q
, - 35
m
0
�
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0
m
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m Sampler Type (ST):
m 2" OD Split Spoon Sampler (SPT) � No Recovery M- Moisture Logged by: 8WG
W � 3" OD Split Spoon Sampler (D 8 M) � Ring Sample � Water Level (8/2611 1) Approved by:
� � Grab Sample � Shelby Tube Sample � Water Level at time of drilling (ATD)
z
1 y
:�,snriatr�] I:.ir�h Scicn�rs, (nr, (�'80f0 iC �c �O@�➢�OF'161 �llel( Construcfion Lo
(� ;� �� �, � � Project Number Well Number Sheet
_.:_ � I.� :_ _� !_J L'�__I � KE 11 Q238A EB-8 1 of 1
Project Naine TukWila VillBge �__ _ Lacalion Tukwila, WA
Elevation (Top of Weil Casing) Surface Elevation {fl) 294 feet
Water Levei Elevation Date Start/Finish $/iR/11 R/1ft/11
DrillinglEquipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 inches
Hammer WeightlDrop 140# / 30"
�
L � V p
v N L ,p
a� J
Q� � p(D N T
� WELL CONSTRUCTION T m ��' DESCRIPTION
Concrete Fi I I
Solid pipe
Benfonile � Loose, very moist, oxidized gray and brovm, fine lo medium silly
1 SAND, lrace fine gravel.
a
5 _ � ._
3 Ice Contact Sediments
Sand 4 Medium dense, very moist to wet, brown, fine to medium SAND, with
e siit, trece gravel
Q . -
10
7 Medium dense, very moist to wet, gray, fine to medium SAND, wilh
7 silt, liltle fine lo medium gravel
8
� Lodgement Tiil
15 Screen 17 Very dense, very moist lo wel, gray, silly fine to medium SAND, little
44 gravel, gravel oxidized..
50/2"
� .
�
20 Cap 50/6" Very dense, very moist, gray, silty fine to medium SAND, Few graveL
. . ..... .........
Boring terminated at 20 1/2 (eet on 8/18111
Ground water seepage at 14 feet.
25
30
� 35
0
�
�
s
0
m
a'
co -
� Sampler Type (ST):
� � 2" OD Splil Spoon Sampler (SPT) 0 No Rec:overy M- Moisture Logged by: BWG
-' � 3" OD Sptit Spoon Sampler (p & M) � Ring Sample � Water Level (8/26l11) Approved by:
� � Grab Sample � Shelby Tube Sampfe � Water Level at time of drilling (ATD)
z
�„„���,<<��� r.,���, s����,<«, �„� �x Ioration L.o
°� � Project Number Exploretion Number Sheet
:-1 � �� ��'�l KE110238A EB-9 1 of 1
Project Name TUkWlla Village Ground Surface Elevation (ft) 296 feet
Location Tukwila WA oatum BarJc hausen Alta Survey
Driller/Equipment Geoloqic Drill/Trailer Mounted HSA Date Start/Finisli Rl1R/11 ft/1R111
Hammer WeighUDrop 140# / 30�� Hole Diameter (in) 7 inrhas
c m
�
v � U O > �n
L � � �
— � J N Blows/Foot �
a s E m E. �°" � o a�
o T in C7� � m m L
DESCRIPTION "� io zo 3o ao °
Fill
Dense, moisf, brown and light brown, silly fine to medium SAND, with fine �5
S-1 gravel, lrace organics. i5 �3
20
5 S 2 Medium dense, very moisl, olive, silty fine to medium SAND, few gravel 5 A
8 1e
_ ._. _... . _
10
Ice Contact Sediments
�� Very dense, moist, oxidized brown-gray to gray, sifty fine SAND, with Zp
S3 gravel, gray fine sand with silt in tip or sample 27 7�
44
�
_ -- - -__ . _ ..__. .. ...
Lodgement Till �
15 g_q 0/ ..
Very dense, moist, gray, silty fine to medium SANO, trace gravel. 50/ "
I
�
�
20 S-5 �f i ' S0/ „
Bottom o( exploralion boring al 20 112 (eel
Grour.d water seepage at 12 112 feet
I
25 �
30
0
35
E
N
a
�
� Sampler Type (ST):
� m 2" OD Splil Spoon Sampler (SPT) � No Recovery M- Moisture Logged by: BWG
o m 3" OD Spiit Spoon Sampler (D & M) � Ring Sample � Water Leve! O Approved by:
m
W � Grab Sample � Shelby Tube Sample � Water Level at time of drilling (ATD)
a
� k
,\ss��riatr�l I:ailh Siieni�s, Inc. ~ � � �X IO�'a$BOiI �..0
('� � �' Project Number Exploration Number Sheet
�....::_�"� �� !_J L'�.I i_`� KE110238A EB-10 1 of 1
Project Name TUkwlle Vili2g2 ___ Ground Surface Elevation (ft) 293 feet
Location Tukwila WA �atum Barghausen Alta Survev
Driller/Equipment Geologic Drili/Trailer Mounted HSA Date SIarUFinish R/9R/1j,R/1R/11 �
Hammer WeighUDrop 140# / 30" Hole Diameter (in) 7 inr.hPS
C N N
� � U p � � � �
L a a.� � N-� N BIOWSIFOOf I-�
a°'i S m(7 �n � E�� L
� T�' DESCRIPTION "� m io 2o so ao °
Fill
Medium dense, very moisl, gray, fine SAND, wiih silt, lo red-brown, silty 3
S-i fine SAND. 5 � �
12
5 tce Contact Sediments g
S'2 Medium dense, very moist, red-brown, silty fine to medium SAND, with fine t2 29
lo medium gravel. 17
�� Dense, very moist, oxidized gray, silry fine to medium SAND, with graveL �p
S•3 13 �. �
24
Lodgement Till �
-� 5 Very dense, very mois(, gray, fine to medium SAND, with gravel, trace silt ps
S-4 qq Sol "
0l "
Very moist, gray, siity fine to medium SAND, with gravel.
- 20 �� .,
5 5 _ -- _.. - --___._.... . _....__ .._..........._ 50/ ,.
Bollom of exploration boring at 20 feet
Ground water seepage al i6 1/2 feet
- 25
30
35
E
w
a
�
4 Sampier Type (Si):
� m 2" OD Split Spoon Sampler (SPT) a No Recovery M- Moisture Logged by: BWG
o m 3" (�D Split Spoon Sampler (D & M) � Ring Sample Q Water Level () Approved by:
w � Grab Sample Q Shelby Tube Sample � Water Levei al time of driliing {ATD)
av_ --•-
:���„��.;<<<< ►_„ u, s, ���,�:��, ►„�. �_�.—. Ex loration �o __....
�—� (� f J �'-�t Pr�ject Number Exploration Number Sheet
,_:-� �-.� I_'•:_1 �'�� KE11Q238A EB-11 1 of 1
Project Name TUkwila Village Ground Surface Elevation (ft) 291 feet
Location Tukwila WA Datum Barahausen Alta 5urvev
�riller/Equipment GeologicDrilllTrailerMountedHSA DateSlarUFinish RIiRl11, l�iR/11
Naminer WeighUDrop 140# / 30'� Hole Diameter (in) 7 inrhPc
c a�
�
v�n u — o > ' u�
L Q QD �,�� Q1 � Blows/Faot r�
a s E 1D E. � a� o a�
v � c� tn E m c
� T N DESCRIPTION "� m to 2o ao ao °
Fill
S � Loose, moist, gray, fine lo medium SAND, with silt. g �
4
3
' S Z Loose, moist, gray, fine lo medium SAND, wilh silt 3 A
3 6
3
�� Stiff, very moist, oxidized gray, fine sandy SILT to medium dense, silly flne q
S-3 SAND. 5 I i
__ . ... ....
6
Ice Contact Sediments
�� Very dense, very moist to wet, browm, flne to coarse SAND, with silt and 16
S-� gravel. 26 I 70
I $ 4,�
Lodgement Till
Zp S 5 Very dense, wet, green-gray, 6ne to medium SAND, v✓ith silt and gravei. ol " 50/ "
Bollom of exploration boring al 2Q 1/2 feef
Ground water seepage al t7 feet
25
I
— 30
35
0
u I
N
'a
�
a Sampler Type (ST): �
� m 2" OD Solit Spoon Sampler (SPT) � No Rec.overy M- Moisture logged by: BWG
o � 3" OD 5plit Spoon Sampler (D & M) � Ring Sample � Water Level () Approved by:
w � Grab Sample Q Shelby Tube Sample � Water Level at time of drilling (ATD)
a
\ssuri,itcil i_,ir(h Scicn�:es, tnc. � �)C loration Lo �
� � (� � "-'� Pro'ect Number Ex loration Number Sheet
'__:! (.__ �!'.;_I I� i�_�� KE110238A p EB-i2 1 of 1
Proiect Name Tukwila Viliage Ground Surface Elevaiion (ft) 293 feet
�ocation Tul<wila WA natum Ba[flhausen Alta SurveX
Driller/Equipment Geologic Drill/Trailer Mounted HSA Date StarUFinish A/1R/11r$/1RI11
Hammer Weight/Drop 140# / 30�� Hole Diameter (in) 7 inr.haS
c m �
� � U � O > � N
r a a� �, �" N BlowslFo�t �
� S �'0 T � E � o d
Q T N�� DESCRIPTION �� m �0 20 3a ao °
Fili
S � Very loose, moist, brown and gray, silty fine fo medium SAND. Z e
1 3
2
5 Very loose, very moist, dark brown, fine silty SAND and gray, silty fine to 2
S�Z medium SAND, few organics ��2
1
ice Contact Sediments
�� Medium dense, moisl, oxidized light green-gray, siiry fine to medium �p
S-3 SAND, with gravel 9 �1
7
I
�� Very dense, wet, gray, fine to medium SAND, few sill. g
S-4 ?2 50
g 28 �
- -. _ .. . > �
Lodgement Till
20 Very dense, very moist, gray, silty fine to medium SAND, with greveL 22
S-5 28 50/ „
. _ .. . . . .. 01 "
Bollom oF exploration horing al 21 1/2 feet
Ground waler seepage al 17 feet
25
30
0
35
0
E
a
�
a
l�
a Sampler Type (ST):
� m 2" OD Split Spoon Sampler (SPT) Q No Recovery M- Moislure Logged by: BWG
o m 3" OD Split Spoon Sampler (D & M) ❑ Ring Sample �Z Water Level (} Approved by:
w Q Grab Sample Q Sheiby Tube Sample � Water L.evel at time of drilling (ATD}
a—
1 ��« Y
__ . �._.�.���....._�..�.�....�.�-....
:�1ti1)Cl�l�l'l� �:�ll��l 5lll'1)l.l`ti� �Ill. �i� ��1�{.��AG 6�� -•.•.-•
r,-� j-1 Project Number Exploration Number Sheet
�^� �� !� r�d '"L� KE110238A EB-13 1 of t
Project Name Tukwila Viliaqe Ground Surfaee Elevation (ft) 290 feet
Location Tukwila WA Datum Barghausen Alta Survev
Driller/Equipment Geologic Drill/Trailer Mounted HSA DateSiarUFinish IR 1Al1�,$[iR/11 T
Hammer WeighUDrop 140# / 30" Hole Diameter (in) 7 inr,�jas
c a� I N
,y ui U p .O � � u)
`" " L — � � � Blows/Foot �
a
o. S E t6 � � n� o `m
� T� C� cn o m p� t
DESCRIPTION " � �o zo ao ao °
F�n
Loose, v�et, oxidized yeltow-brown, silty fine to medium SAND to brown, 2
S-� silty fine lo medium SAND, few gravel and few organics. 3 �s
3
5 Ice Contact Sediments �g
S-2 Dense, moist, oxidized gray, fine SAND, wilh siit 22 �4 �
24
�� Dense, moist, gray-brown, silty fine to coarse SAND, with gravel. �p
S-3 22 �q •
24
_ . .. -- - — -- -.. ... _ . ... ._ ...
Lodgement Ti(I
15 S 4 Dense, wet, gray, silty SAND, with gravel. y�Z ' 39
- 22
17
ZQ Becomes very dense o! "
S-5 � 50� "
Bollom of exploration boring at 20 tl2 (eet
Ground waler seepage at 16 teel
25
30
( •
0
35
0
E
0
�n
'a
�
m Sampler Type (ST):
� m Z" OD Split Spoon Sampler (SPT) � No Recavery M- Moisture Logged by: BWG
o m 3" OD Split Spoon Sampler (D & M) � Ring Sampie � Water Level () Approved by:
W 0 Grab Sample � Shelhy Tube Sample � Water Level at time of driliing (ATD}
a
:�;�„��.,<<<� r.,���, .5����,�:�,, �„�. �x �o¢'afion Lo
;� ('� �;� �--1 Projer,t Number Exploration Number Sheet
'_-_� I_�.I !_J f:�;:: l r'� KE110238A EB-14 1 of 1
Project Name Tukwila Villaqe Ground SurEace Elevation (ft) 302 feet
Location Tukwila. WA Datum Bar--Jc hausen Alta Survey
DrilledEquipment Geologic Drill/Trailer Mounted HSA Date StarUFinish R/1R/91,R/1$/11_,�._
Hammer WeighUDrop 140# / 30�� Hole Diameter (in) 7 inrhas
c a� �
� �U — O > - N
t � � �
— � � � Blov✓s/Foot �
a s E `��° E. �°� o `m
p T� C� cn o m m L
DESC;RIPTION " � �o zo 3o ao °
F�u � I
Very Ioose, moisl, light brown, silty tine SAND 3
S-'1 1 �3
2
5 Loose, moist, oxidized light brown, silty fine SAND q
S-2 � 06
3
Ice Contact Sediments
10 �
S-3 Stift, wet, brown, SILT, with sand and trace gravei � �'�
7
15 Dense, moist, oxidized brown and gray, fine to medium SAND, with silt, �p
S-4 few gravei t6 �3
19
..._ _ .._ ...... ._ . . . ._ _ _
Lodgement Till
01 "
- 20 S-5 Gravellylcobbly drilling conditions. 50l "
Very dense, moist, gray, fine to coarse SAND, with silt, few gravei.
Z5 S-G Very dense, moist, gray, fine to medium SAND, with silt, little gravel. �� 50/ ��
30 Very dense, moist, gray, fine to medium SAND, with siit, (ew graveL pi ••
5-7 50/ '.
Bollom of exploralion boring al 3� 1/2 feet
Ground water seepage al 10 feet
35
�;
�
E
�
�
a
c�
a Sampier Type (ST):
� m 2" OD Spiit Spoon Sampler (SPT) Q No Recovery M- Moisture Logged by: BWG
o m 3" OD Split Spoon Sampler (D & M) � Ring Sample � Waler Level (} Approved by: '
w � Grab Sample Q 5helby iube Sample � Water Level at time of drilling (ATD)
a
�,��,�:�,,�„�t �..,�ti, s���„�:��,, ��,�. �x loa'atlon Lo
; I (�,� � �� . Praject Number Exploration Number Sheei
'...::-� �___ f_'.:J I� I''�I KE110238A EB-15 1 of 1
Project Name Tukwila VillBge Ground Surface Elevation (ft) 292 feet
Location Tukwila WA �atum Ba�hausen Alta Survev
DrillerlEquipment GeologicDrill/TrailerMountedHSA DateStart/Finish R/1R/11,$/1A/11
Hammer WeighUDrop 140# / 30�� H�le Diameter (in) 7 inr.hPs
c a�
�
� N U � O�� in
� a aA v�—� N BlOws/FOOt �
a S E �0 a � a� o a�
� T�' �� DESCRIPTION "� m to 20 3o ao �
Fill
Asphalt on surface
Loose, moist, dark brown and orange-brown, silty fine to medium SAND,
S � with gravef. _ _ _ 7
ice Contact Sediments a �6
2
5 Medium dense, very moist, light brown, fine to medium SAND, wifh silt and g
S Z gravei to si(ry fine to medium SAND. 9 ��
7
I
�� Very dense, moist, oxidized, gray, (ine lo medium silty SAND, with gravel �g
S-3 qp 80
- , . . . .. . . .......: .. .... . 40
Bottom o/ exploration boring af 11 1!2 teel
No ground water seepage.
15 �
— 20
— 25
t
30 �
i
S
35 .
�
E
N
a
�
m Sampler Type (5T):
m 2" (7D Split Spoon Sampler {SPTj Q No Recovery M- Moisture Logged 6y: BWG
o m 3" OD Split Spoon Sampler (D & M) � Ring Sample SL Water Levei () Approved by:
W � Grab Sample Q Sheiby Tube Sample g Water Level at time of drilling (ATD)
a
r �� z
�,�,���,,�<<� �_.,���, s���:�,�-�,, <<,�. __...�._. Ex ioratior� Lo _.
�� �,.. 1 �,� Project Number Exploration Number Sheet
_ �_� �_�.. �� I� I=�1 KE 110238A EB-16 1 of 1
Project Name TUkwila Villa�e Ground Surface Elevation (ft) 290 feet
�oca�ion Tukwila WA Datum Barghausen Alta Survex
DrillerlEquipment Geologic Drill/Trailer Mounted HSA Date Start/Finish RI1$/> 1 R/ 1 R/� 1
Hammer WeighUDrop 140# / 30�� Hole Diameter (in) 7 inrhaG
C N �?
,� �U — O > � �V1
� � °' � Blows/Foot �
— N J jq
a S E `0 E. � a� o m
o T� c7 �n o m m L
DESCRIPTION "� �o zo 3o ao °
F�u
Medium dense, moist, light brown and gray, silly fine lo medium SAND, 7
S' � wilh si�l, orange oxidation staining 7 A 1
9
5 Medium dense, very moist, brown and gray, siity fine to medium SAND, �3
S'z wilh gravel, trace organics 7 A�
8
Ice Contact Sediments
�
10 Y
Medium dense, wel, brown-gray, silty fine to medium SAND, few gravel. g
S3 y3 m 7
14
Lodgement Till
� 5 S•4 Ve dense, wet, ra silt fine to medium SAND, lrace ravel_ 32
�' 9 Y� Y 9 or��� sa ��
ZQ S-5 Very dense, wet, gray, silty fine to medium SAND, irace gravel. Z�
o/ " sol ^
6otfom of exploralion boring al 21 feet
Ground water seepage at 10 feet �
25
�
30
- 35
a
E
in
'a
t9
a Sampler Type (ST):
� m 2" OD Splil Spoon Sampler (SPT) a No Recovery . M- Moislure Logged by: BWG
o m 3" OD Splil Spoon Sampler (D & M) � Ring Sample � Water Levei O Approved by:
m
`� � Grab Sampie Q Shelby Tube Sample � Water Level at time of driliing (ATD)
a _
3 �' }
��titil)l.l.l�l'i� �:.71��1 Slll'll�l`ti, �tll.. '"--�� �Q�'�t'�� �� "'----
�:`__� i� � i� �`^� Projer,t Number Exploration Number Sheet
_.._ .��� Lt� KE110238A EB-17 1 of 1
Project Name TukWila Vi112C� Ground Surface Elevation (ft) 286 feet
Location Tukwlla WA Datum Bar.ghausen Alta Surve�
DriilerlEquipment Geologic Drill/Trailer Mounted HSA Date StarUFinish �/i R/i i,fi/1 ft/1 1
Hammer WeighUDrop 140# / 30" Hole Diameter (in) 7 inrha�
� N U � O�� N
°' L � —'v � � Blows/Foot �
� S � t9 E• � E � o a�
C� v� m .�
� T�' DESCRIPTiON "� m io zo ao �o °
F�u
2 inches asphall paving on surface.
Very loose, wet, black and brown, SILT, with fine sand. �
S-1 t �2
Ice Contact Sediments �
� Medium dense, very moist, light gray, silly fine SAND, with gravel, orange 5
S-Z oxidation staining. 8 Ata
6
I
10 S 3 Very stiff, very moist, gray, SILT, wi(h fine sand laminations 5 Q
8 �
9
�
Gravelly/cobbly drilling.
— 15 Very dense, wet, gray, fine to coarse SAND, Irace sift, with fine gravel. Zp
S-4 Z3 55
32
Lodgement Tili '
20 S 5 Very dense, wel, gray, silty fine to medium SAND, with gravel. p� ^
50l "
Bottom o( exploration boring at 20 71Z feel
Ground waler seepage at 13 feel
25
30
i
35
0
n
E
�
'a
c9
� Sampler Type (ST):
� m 2" OD Split Spoon Sampler (SPT) � No Recovery M- Moisture Logged by: BWG
o m 3" OD Splil Spoon Sampler (D & M) � Ring Sample SZ WaEer Level () Approved by:
W 0 Grab Sample � Shelby Tube Sample � Water Level al time of drilling (ATO)
a
� � �
�ssuei,i�c�.! [arth Sci��n�rs, [nc. (�@Of0 IC �t �OCY9�0�'lll VIlell Constructuon Lo
� I Project Number Well Number Sheet
i.-. �1 � � �=^: ;-t', KE110238A EB-18 1 of 1
Project Name Tui<wila Village Localion Tukwila. WA
Elevation (Top of Weil Casing) Surface Elevalion (ft) 288 feet
Water Level Elevation Date StaNFinish g/� q� � � J�Q�,1 q/'�i
�rillinglEquipment Geologic Driil/Trailer Mounted HSA Hole Diameter (in) 7 inches
Hammer WeightlDrop 140# I 30"
L � V O
� N L ,p
aai '� �' °' E
Q N O c0 N T
� WELL CONSTRUCTION T Q7 �`� DESCRIPTION
Concrele Fill
i i!2 inches aspha(t paving on surface (alligato� cracking)
Solid pipe
� Bentonite 4 Loose, wet, greenish brown-gray, fine to medium SAND, lrace siit,
a with fine to medium gravel, brown in tip of sampler
2
5 �
3 Loose, wet, black and green, fine to medium SAND, with gravel.
S2nd ig Ice Contaci Sediments
SZ Medium dense, wet, yellow-brown, fine to medium SAND, with silt.
. ' . . - -- -- - _. _ ... _. ._ .. _.
� Lodgement Tiil �
�� � Medium dense, molst, slightly oxidized gray, silly fine to medium
22 SAND, with gravel.
� 39
15 Screen 5��6� Very dense, moist, light gray, flne to medium SAND, trace silt
2� Cap 50/6" Very dense, moist, gray, silry fine SANQ fo fine to medium SAND,
with silt, with gravei. _ _
Boring terminated at 20 V2 feel on 8/1911 t
Ground water seepage at 5 feet.
25
3�
� 35
�
0
c�
�
a
0
m
a
�7 '-
¢ Sampler Type (ST):
o m 2" OD S lit S oon Sam ler SPT Q No Recove M- Moisture Lo ed b BWG
P P P � ) �Y 99 Y�
w3 m 3" OD Split Spoon Samp(er (D 8 M) � Ring Sarnple � Water Levei (8/26lt I) Approved by:
Z 0 Grab Sample � Shelby Tube Sample � Water Level at lime of drilling (ATD)
;\ssnci,i<<��i i:,irth 5cirn�:es, ln�. �Q�IO IC �c �OBll�09'IC8 �LII �i3B1S�B'C.BCtIOiI LO
�� (�;('� Projer,l Number Well Number Sheet
�_..�__'f I_! !� �� (�_� KE110238A EB-19 1 of 1
Project Name Tukwila Village �ocaiion Tukwila. WA _ _
Eievation (Top of Well Casing) Surface Elevation (ft) 284 feet
Water Levei Elevation Date Start/Finish g/1 q/11 �g/t g/1 �
DrillinglEquipment Geologic Drili/Trailer Mounted HSA Hole Diameter (in) 7 inches
Hammer WeighUDrop 140# / 30"
� U —
>
aai = � 3° n E
�� � pc0 � T
� WELL CONSTRUCTION T m ��' DESCRIPTION
Concrete Fil!
2 inches asphalt con�rete on surface
Solid pipe
p Loose, moist to very moist, dark brown and gray, SILT, wilh fine
� Bentonite 4 sand, few organics.
5 . _ _ _.. .- - - - _ _ _
3 Ice Contact Sediments
Sand 6 Stiff, moist, dark brown, SILT, trace organics.
8
- Stiff, moist, oxidized gray, SILT, with fine sand, oxidation staining.
Lodgement Till
-10 � I �
g Hard, wet, gray, SILT, with fine sand, lilfie gravel.
26
A3
Gravellylcobbiy drill action
� 5 � Screen 34 Very dense, wet, gray, silty fine lo medium SAND, few gravei.
35
i 36
20 � Cap 50/6" Very dense, wet, gray, silty fine SAND, few gravel.
- - - __. ___ ._
Boring terminated at 20 1!2 feet on 8l19/11
Ground water seepage at 10 feet
25
30
� 35
�
�
�
z
�
0
m
a'
�
a Sampler Type (ST):
� 2" OD Sp�il Spoon Sampler (SPT) � No Recovery M- Moisture Logged hy: BWG
� � 3" OD Split Spoon Sampler (D 8, M) � Ring Sample � Water Level (8/26/1 1) Approved by:
� � Grab Sample � Shelby Tube Sample � Water Level at time of driiling (ATD)
f � 4
\ssi�ii,itcil f_,itlh Sricnics, Inr, . �.�� �X IOi'a�IOV� LO
�;� �' Projec� Number Exploralion Number Sheet
�__:I l- ,1 I�—J �'� KE110238A EB-20 1 of 1
Project Name Tukwila Village Ground Surfar,e Elevation (ft) 288 feet
�oca�ion Tukwila WA Datum BarQhausen Aita Surv�
DrillerlCquipment GeoloQic Drill/Trailer Mounted H5A Date Starl/Finish R/1 A/1 1�$[19/1 1
Hammer WeighUDrop 14�# / 30" Hole Diameter (in) 1 inr.has
z w uo o>� �n
�
L n a E v� � N B(OWS/FOQt �
a S E�� �yE v o m
°' m m c
� T� DESCRIPTION "� m �0 2o ao ao °
Fil I
Grass surface.
_ S � Medium dense, moist, light brown, silly fine SAND, few fine gravel 3 e
6 lB
12
5 Ice Contact Sediments
S-2 B
Dense, moist, light gray, silly SAND, with fine to medium gravel 1g 39
21
�� Very dense, moist, lighf gray-brown, silty fine to medium SANO, with fine to P3
S-3 medium grave{ 33 55
22
Gravelly/cobbly drili action
- 15 S_4 a! ��
Very dense, moist, gray, silly tine lo medium SAN�, feev gravei 50/ "
Boliom of exploration boring al 17 1/2 feet
No ground water seepage
2D
25
i
30
35
�
E
m
a
�
a Sampler Type (ST}:
� m 2" OD Split Spoon Sampler (SPT) a No Recovery M- Moislure Logged by: BWG
o m 3" OD Split Spoon Sampler (D & M) ❑ Ring Sample 4 Water Level () Approved by:
W y P� Water Level at time of driliing (ATD)
0 Grab Sample Q Shelh Tube Sam le -
a _,
) � �
A s s o c i a t e d �� �� t h S c i e n c e s, I n C. Moisture, Ash, and Organic Matfer of Peat
��--- �` �� � � and Oiher Orqanic Soils - ASTM 2974
�I �;,,J1 % -
�
Date Sampied Project Pr�ject No. � 5oil Description
8/17/201 t Tul<wila Viilage KE110238A
Tested By Location EBIEP No. Depih � Various
MS Onsite
Maisture Content
Sample ID
Wet Weighf + Pan
Dry Weight + Pan
Weight of Pan
Weight of Moisture
Dry Weight of Soil
% Moisture
Orqanic Matter and Ash Content
Dry Soil Befor Burn + Pan
Dry Soil After Burn + Pan
Weight of Pan
Wt. Loss Due to Ignition
Actual Wt. Of Soil After Burr
% Qrganics
EP-2 6'
372.76
289.07
99.19
83.69
189.88
44.08
529.34
513.33
339.45
16.01
173.88
8.43
EP-3 8'
326.54
247.16
97.6T
79.38
149.49
53.1 Q
498.Q0
474.59
348.42
23.41
126.17
15:65
EP-4 2'
415.26
338.47
99.87
76.79
238.60
32.18
486.09
466.95
247.51
19.14
219.44
8.02
EP-7 5'
551.61
489.91
100.75
61.70
389.16
15.85
485.44
476.37
940.33
9.0'T
336.04
2.63
EP-11 3'
463.83
4Q0.31
98.44
63.52
301.87
21.04
431.65
�.15.26
136.36
16.39
278.90
5.55
����K������ ��dT�E'� ����Y'���a�y �tll�aa
91 1 Sth Ave , Suile i00 Kirkland, WA 98033 425•827-7701 FAX 425-827-5424
Associated
__� {. �---
Eai-th
�
Scienc�s, Inc.
��'`J". L,-�„r11
� �: �
Moisture Conteni
ASTM D 2216
� �f e
Daie 5ampled ��� Project Pr�ject No. Soil Description
9!8/2011 Tukwilla Village K�110238A
Tested By Location _ EBIEP No. � Depth — —
JC
Sample ID
Wet Weight + Pan
Dry Weight + Pan
Weight of Pan
Weight of Moisture
Dry Weight of Soil
% Moisture
Sample ID
Wet Weight + Pan
Dry Weight + Pan
Weight of Pan
Weight of Moisture
Dry Weight of Soil
% Moisture
EB-6 - 5'
470.7
4Q4.G
100.9
66.1
303.7
21.8
EB-6 - 20'
346.1
322,1
99.9
24.0
222.2
10.8
EB-6 - 1 Q'
41 1.4
376.4
100 8
34.9
275.G
12.7
������� ��� �H��� ��a�����y ���o
91 1 51h Ave , Suite 100 f<irkland, �NA 98033 425-827-7701 FAX 425-827-5424
EB-6 - 15'
449.8
420 2
100 l
29 6
319 4
9.3
Associated
C� ��
Sciences, Inc.
�'`ti�, r�;,
r 7 --f
Mois�ture Cor�tent
ASTM D 2216
Date Sampied Projeci Project N�. Soil Description
9/8/201 1 Tulcwilla Village �`�! KE1 10238A
Tested By Location EBlEP No. Depth
JC
Sample ID
Wet Weight + Pan
Dry Weight + Pan
Weight of Pan
Weighf of Moisture
Dry Weight of Soil
% Moisture
Sampie ID
Wet Weight + Pan
Dry Weight + Pan
Weight of Pan
Weight of Moisture
Dry Weight of Soil
% Moisture
EB-19 - 20'
352.9
333 4
97 7�
19 .5
235.7
8.3
EB-19 - 5'
539.2
474 1
1Q1 9
65.1
372.2
17.5
EB-19 - 15'
47G.3
437 3
98.3
38.9
339.0
11.5
������� tl �� ����� ��H�����y ����a
97 1 51h Ave . Suile 100 I<irkland. WA 98033 425-827-7701 FAX 425-827-5424
EB-19 - 10'
356 9
3Q3 G
100.0
53.3
203.6
26.2
�l.�Y�ltl H�Ytl �Ilf�� Y UYe�Ib��Y� � YOtl�tl%�4 V'liW��N/U U�
Date � Project Projecf No � Soil Desr,ription
9/8/2011 Tukwila Village I<E t 10238A
Tested By Location � EB/EP No D�ptl��
JC EB-1 10'
Wt. of moisture wet sample + Tai � 328.71 Total Sam�le Tare 519.02
Wt. of moisture dry Sample + Tare 303.81 Totai Sample wt + tare 1083.66
Wt. of Tare �_ 97.82 � Total Sample Wt 564.6
Wt. of moisture D Sam le 205.99 Total Sample Dry Wt 503.7
Moisture % 12%
S�ecification Recuiremenfs
Sieve No. Diam. mm Wt. Retained c % Retained °I� Passin Minimum Maximum
3.5 90 - 100.00
• 3 76.1 - 100.00
2.5__. -- �4 ----------- _ ___�100.00 _
2 50.8 - 100.00
1.5 38.1 � � - 100.00
1 25.4 - 100.00 �
3l4 19 21.92 4.35 95.65
3l8 9.51 �60.26 t 1.96 88.04
#4 4.76 93.19 18.50 81.50
#8 2.38 121.54 24.13 75.87 __
#10 2 128.75 25.56 74.44
#20 __ 0.85 156.22 3 i.O 1 68.99
#40 0.42 194.13 38.54 61.4G
#60 0.25 247.97 49.23 50.77
#100 0.149 307.12 60.97 39.03
#200 ! 0.074 339.8 � 67.45 32.55
3" 3l4"
ioo ��
ao
0
100
US STANDARD SIEVE NOS
Nn `� IVO IG NO 40
10
1
Grain Size, mm
NO 200
01
�����ll�'d U l�� �fW/!`C 9 tl11 ��d�tl�'l���y DUF7�<
911 Slh Ave Suile i00 I<iridand. VVA 98033 425-827-77�t FAX 425-827-Sd24
001
���0� ���(� ��������� � 6����������
Date Project Project No. Soil Description
9/812011 Tukwila Viliage KE110238A
Tested By l.ocation EB/EP No Depth
JC EB-8 10'
Wt. of moisture wet sample + Tai 271 17 Total Sam�le Tare 519 9
Wt. of moisture dr Sam le + Tare 249.35 Total Sample wt +(are 870.37
Wt. of Tare 100.57 Total Sarnpie Wt 350 5
Wt. of moisture D Sam le 148.78� Total 5ample Dry Wt 305.6
Moisture % 15%
� S ecification Re uirements
Sieve No. Diam. mm Wt. Retained % Retained % Passin Minimum iVlaximum
3.5 90 - � 100.00
� � 3 76.1 - 100.00 �^
2.5 64 - 100.00
2 50.8 - 100.00
t .5 38. t - 100.00
1 ! 25.4 � - 100.00
3l4 ^ 19 8.62 2.82 97.18 --
318 9.5 i Y T47.56 15.56 84.44
� #4 4.76 76.64 25.07 � 74.93
#8 2.38 91.12 29.81 70.19
#10 2 94.69 �� 30.98 69.02
#20 0.85 108.08 35.36 64.64
#40 � 0.42 127.1 41.58 58.42
#60 � 0.25 150.92 49.38 50.62
#100 0.149 � 181.85' 59.50 40.50
#200 0.074 199.24 65.19 34.81
US STANDARD SIEVE NOS.
3" 3/4" IVO 4 IVO iG IVO JO NO 200
100
80 ....
�
� 6� .:
ii
c
d
� 40
�
a
2Q
0
100 10 i 0 1 0 Oi
Grain Size, mm
��������°�� ����P� S(�dl�����, �d��o
91 1 5th Ave . Suile 100 I<irl<land, WA 96033 425-827-7701 FAX 425-827-5d24
���8�9 ���� �f��i���8� � ���8���9��;��
Date Projeci Projer,t No.� Soil Desr,ri�tion
9/812011 Tukwila Village KE110238A
Tested By Location EB/EP No Depfl�
JC EB-8 15'
Wt. of moisture wef sample + Tai 320,57 Total Sample Tare 298.23
Wt. of moistui°e dr Sam le i- Tare 299.82 Totai Sample wt + tare 654.55
Wt. of Tare ` 101.42 Total Sample Wt 356.3
Wt. of moisture D Sam le 198.4 Total 5ample Dry Wi 322.6
Moisture % 10% �
� S ecification Rec uirements
Sieve No. Diam. mm Wt. Retained % Retained % Passin Minimum Maximum
3.5 90 - 100.00
3 76.1 ------•-- -�� _ 100.00
2.5 G4 - 100.00
2 50.8 � � ` - 100.00
� 1.5 38.1 ^ - 100.00
1 25.4 � - 100.00
3/4 19 19.74 6.I2 93.88
3/S 9.51 __ 52.44 1 G.2G _ 83.74
#4 4.76 75.77 23.49 76.51
#8 2.38 94.9G 29.44 70.56
#10 2 99.38 30.81 69.19
#20 0.65 117.6 36.46 63.54
#40 0.42 143.55 44.50 55.50
#60 0.25 154.91 � 48,02 51.98
#100 0.149 209.24 64.86 35.14
#200 0.074 227.18 70.43 29.57
3
100
80 :.
-. �
a�
� 6�
LL
C
v
� 40 � �
a
20 :
� .
100
US STANDARD SIEVE NOS.
3/�t" NO a NO iG I�O a0
10 1
Grain 5ize, mm
NO 2Q0
01
������d"51�L4m� ����� ��66/�U�9���y Ud��e
�Jt V Slh Ave , Sui�e 100 V<irkland WA 98033 425-827-770� FAX 425-E27-5424
� �' f
�����9 ���f� �a�9�(����� � 6�Vf��P��f�B���
Date Project Project No Soil Description
9/8/2011 Tukwila Village KE110238A
Tested By Location EB/EP No Depth
JC EB-1 20'
Wt. of moisture wet sample + Tai 214.83 Total Samnle Tare 313.34
Wt. of moisture dry Sample + Tare 199.15 Total Sample wt + tare 539.87
Wt. of Tare ^ 97.67 Total Sample Wt 226.5
Wi. of moisture Dry Sample 101.48 � Totai Sample Dry Wt 9.2
Moisture % 15%
�� S �ecification Rec uirements
Sieve No. Diam. mm Wt. Retained % Retained °io Passinc Nlinimum Maximum
3.5 90 - 100.00
� 3 76.1 - 100.00
2.5 64 - ^ 100.00 �A
2 50.8 - 100.00
1.5 38.1 - 100.�0
� 1 25.4 ..��..mmT.. �_� - 100.00
3/4 19 21.93 11.18 88.82
3/8 9.51 ^ 26.78 13.65 86.35
� #,4 4.76 � 44.31 22.58 77.42
#8 2.38 56.82� 28.96 71.04
#10 2 60.53 30.85 69.15
#20 0.85 7Q.91 36.14 63.86
#40 0.42 � � 83.05 42.33 57.67
#60 0.25 95.11 48.47 51.53 �
#100 0.149 117.18 -- 59.72 40.28
#200 0.074 130.77 66.G5 33.35
US STANDARD 5(EVE NOS.
3" 3!4" IVO 4 NO IG fd0 40
100 �
80
c gp
�
� i ,
`m 4� '
a
20 : . .
0
100
10 1
Grain Size, mm
NO 200
�
6'�����Q� 9 �� ���tl 9 R ������ff.�o�d7y �tlFl�sa
911 5th P.va . Suile �00 I<i�ldand WA 98033 d25-B27-7701 FAX 425-8275-i24
601
����� ���� �������� � ����������
Date Projecf Project No Soil Descri�lion
9/8/2011 Tukwila Viliage I<E1 10238A
Tesfed By Location �^ EB/EP No Depth
JC EB-8 5'
Wt. of moisture wet sample + Tai 341.43 Total Sample Tare 391 55
Wt. of moisture dr Sam fe + Tare 308.05 Total Sample wt + tare 741.43
Wt. of Tare 101.7 Total Sample Wt 349 9
Wt. of moisture Dry Sam le 206.35 � Total Sample Dry Wt 3012
Moisture % 16%
S ecification Re uirements
Sieve No � Diam. mm Wt. Retained % Retained °/a Passin Minimum Maxirnuin
3.5 90 - 100.00
3 76.1 ^_�_.� --�- - 100.00
2.5 64 - 100.00
2 50.8 �� - 100.00
1.5 38.1 � � - 100.00
1 25.4 -- --•--! - 100.00
3/4 19 0 - 100.00
3/8 9.51 -�-- 8.34 2.77 97.23
#4 4.76 }� 16.24 5.39 94.6 i
#8 2.38�-� --•-�22.51 -�-- -�--- 7.47 92.53
#'10 2 24.56 8.1 G 91.84
#20 � 0.85 34.43 1 i.43 88.57
#40 0.42 56.91 18.90 81.10
#60 0.25 � 92.44 30.69 69.31
#100 0.149 143.45 47.63 52.37
#200 0.074 174.83 58.05 41.95
US STANDARD SIEVE NOS
3" 3/4" NO 4 IJO iG NO a0 Nl� 200
100
80 .
�
c gp i.i
LL . .. . . . . . .
C �
�
� 40 . : ; . . . . _ . . . .
a
20
0
100 10 1 0 1 0 01
Grain 5ize, mm
�41����g�f6�1�l�� �i dUD�O U e����ll�l�ll��y �YV�e
911 5th Ave . Suite �00 I<irldantl. WA 98033 425•927-7701 FAX d25-827-5424
���"f�!�� Sf %[-_ fTE �z�!_`";iS - �f-�� ��t\ '�1,=�1�a�
Date Project
9/812011 Tukwila Vitlag
Tested By L.�cation
JC
Wt. of moisture wet sample + T
Wt. of moisture dry Sample + Tare
Wt. of Tare
Wt. of moisture D� Sample
nn„��r��ro oi
230.92
217.19
� 101.34
1 15.85
12°/
Project No.
KE110238A
EB/EP No Depth
EB-8 20'
Total Sample Tare
Total Sam�le wt + tar
Total Sampie Wt
Total Sample Dry Wt
Soil Description
519.58
S �ecification Re uirements
Sieve No. Diam. mm Wt. Ret�ined c '% Retained °/o Passin Minimum Maximum
3.5 90 - 100.00
3 76.1 - 100.00
2.5' 64 - 1 Q0.00 � �
2 50.8 T - 100.00
1.5 38.1 - 100.00
1 25.4 - 100.00
3/4 19 0 - 100.00
3/8 9.51 t 3,95 7. i 2 92.88
#4 4.76 27.12 13.8�+ 8G.16
#8 2.38 ---•39.35 20.09 79.91
#10 2 42.25 21.57 78.43
#2Q 0.85 54.75 27.95 72.05
#40 0.42 � 76.3 38.95 61.05
#60 0.25 96.33 49.18 50.82
#100 0.149 � 116.56 ` 59.50 40.50
#200 0.074 126.92 G4.79 35.21
US STAN�ARD SIEVE NOS.
3" 3la" N04 NO1G N040
100 -. �
80
a�
5 B�
�
c,.. , . �
�
� qp
a
20 . . .
0
100
10 1
Grain Size. mm
NO 200
0-1
� �� � �6� ��� �� � �� � �������y ��'W �,
911 511� Ave , Suite 100 I<irldand, WA 98033 425•827-7701 FAX 425-327-5424
001
c���6� �8�� ��9�(���9� � ���6���► 0���
Date Project Project No. Soil Descripiion
9/812Q11 Tukwila Village KE 1 10238A
Tested By Location EB/EP No Depth
JC EP- 9 6'
Wt of moisture wet sample + Tai 301 14 Total Sample Tare ^ 326.33
Wt. of moisture � Sample + Tare 284.33 Total Sample wi + tare 628_53
Wt. of Tare 101,7 Totai Sample Wt 302.2
Wt. of moisture Dry Sample 182.63 Total Sample Dry Wt 276 7
Moisture °/a 9%
S ecification Re uirements
Sieve No. Diam. mm Wt. Retained % Retained % Passinc Minimum Maximuin
3.5� 90 - 100.00
3 76.1 � - 100.00
2.5 64 - 100.00
2 50.8 - 100.00
1.5 � 38.1 � - i 40.00
1 25.4 - 100.00
3/4 7 9 0 - 100.00
3/8 9.51 3.54 ` 1,28 98.72
#4 4.76 8.57 3.10 96.90
#8 2.38 11.92 4.31 95.69
#10 2 12.98 4.69 95.31
#20 0.85 18.48 6.G8 93.32
#40 0.42 26.19 9.4G 90.54
#60 0.25 30.16 10.90 89.10
#100 � 0.149 43.24 15.63 84.37
#200 0.074 52.57 19.00 81.00
3" 31d
100 :-
80 . ; � ...
v
� 60
LL , . . . .
c
v
a� 40 : ' , '
n. �
20
US S rANDARD SIEVE NOS.
�`�� `� IVO 7G IJO 40
NO 200
�
0
10� 10 1 0 1 Q 01
Grain Size, mm
������d'"i 0 �� �/gA��� ��������y �UCl�e
97 1 Slh Ave . Suile 700 I<ir4;land WA 9E033 425-827-7701 FAX 425-827-542a
, � s
��G�1�� �0�� ��/f�Ila ll ��� � ������U�G'��
Date Project � ` T' Prnject No Soil Description
9l8/2011 Tukwila Village KE 1 10238A
Tested By L.ocation EB/EP No Depth
JC EB-14 10'
Wt. of moisture wet sample + Tai 381.77 Total Sample Tare 395.49
Wt. of moisture dr Sam le + Tare 326.12 Total Sample wt + iare 661 ^
Wt. of Tare 100.96 Total Sampie Wt 265 5�
UVt. of moisture Dry Sample 225.16 Total Sample Dry Wt __2 2.9
Moisture % 25%
� S ecification Re uirements
Sieve No. Diam. mm Wt. Retained c % Retained % Passinc Minimum Maximum
3.5 90 - 100.00
3 76.1 - 100.00
2.5 64 � - 100.00
2 50.8 � T� - 100.00
1.5 38.1 - 100.00
1 25A �--- ^�--- _ 100.00 ---�----
3/4 19 � 0 - 100.00
3/8 9.51 --- 2.27 �-- t.07 98.93
#4 4.76 ---+� 3.18 t.49 98.51
#8 � 2.38 � �.� 4.32 2.03 97.97 ^
#10 2 4.65 2.18 97.82
#20 0.85 6.62 3.11 96.89
#40 � 0.42 13.34 � 6.27 93.73
#60 0.25 32.52 15.28 84.72 `
#100 0.149 64.98 30.52 69.48
#200 0.074 8G.8 40.77 59.23
US STANDARD SIEVE NnS.
3" 314" N� 4 NO iG NO 40 NO 200
100 -
BO
�
� 60
W
C
v
N 40 � . . , . � '
a
20
0
100
10
7 D1
Grain Size, mm
� Sd� 4� � ��� N �� �d'91 � �tl U � �9 �B U ���y �0 iV �.
91 1 Sth Ave . Suile 100 Kiddand. WA �JB033 d25-827-�701 FAX 425-827-5424
001
�' �; m ! I c � , �- � �. i ip � � ! �: �� ,�( (� �_,�j ,
�1 i'� t�--, , �! L-- i_. l�. � /-1 I_ �_.1 ��.. � r I f_ �_ � i i 1�� �` i�� ,�1
Date Projecf
918/2011 Tukwi►a Viilage
Tested By Location
JC
Wt. of moisture wet sample + Tai
Wt. of moisture dry Sample + Tare
Wt. of Tare
Wt. of moisture Dry Sample
nn„��+��ro oi �
307.63
284.81
99.27
t f35.54
� 76/
Project No
KE110238A
EB/EP Na Depth
EB-14 15'
Total Sample Tare
Total Samole wt + tar
Soil Descriplion
331.94
S ecification Re uirements
Sieve No. Diam. mm Wt. Retained c % Retained % Passinc Minimum Maximum
3.5 90 - 100.00
3 76.1� �� - 100.00
2.5 � 64 - 100.00
2 50.8 - 100.00
1.5 38.1 � - 100.00
� �1 �� 25.4 100.00
3/4 19 0 - 100.00
3/8 -- -- 9.51 14.76 �-�---- �-3.39 96.G1 T-� -
_, #4 4.76 29.81 6.8�1 93.1 G
#6 2.38 47.73 10.95 89.05
#10 2 51.84 11.89 88.11 -
#20 � 0.85 76.36 17.52 82.48
� #40 0.42 143.18 32.85 67.15
#GO � � 0.25 205.87 47.24 52.76 ^
# 100 0.149 251.98 57.82 42.18
#200 0.074 277.46 63.66 36.34
3" 3/4
100 -
80
� . .
� 6� i . . . ,
LL
C
� �
� 40 � : � : . . . .
a
20 :..
0
tOD
10
US STANDARD SIEVE NOS,
�`�� `� NO 16 fJ0 40
i
Grain Si2e, mm
NO 200
01
A���C9��E� E���"� �����C��, 9G��a
971 Sth Ave . Suile 100 Itirkland- WA 98033 425-827-7707 FAX 425 827542a
001
• � .�
z � ,
�����9 ���� ��9�B�V��� � ������9����
Date Project Project No Soii Descriplion
9/812011 Tukwila Village KE 1 10238A
Tested By Location EB/EP No Depth
JC EB-14 20'
Wt. of moisture wet sampie + Tai 220.24 Total Sample Tare 296.84
Wt. of moisture dry Sample + Tare 211.92 Total Sample wt t tare 435.24
LVt. of Tare 100.43 Total Sample Wt 138.4
Wt. of moisture Dr Sam le 111.49 Total Sample Dry Wi 128.8
MoiStUre % 7%
� S �ecification Re uirements
_Sieve No. Diam. mm Wt. Retained % Retained °/o Passin Minimum Maximum
3.5 90 - 100.00
3 76.1 - 100.00
2.5 G4 � - 100.00
2 50.8 - 100.00
1.5 38.1 - 100.00
1 25.4 -------__. _.__._ _____ - 100.00
3/4 � 19 0 - 100.00 �
3/8 9.51 ... _- 11.98 9.30 90.70
#4 4.76 18.24 14.1 G 85.84 T�
#8 2.38 ---� 24.1 18.71 81.29 --
-- #t0 2 25.45 19.76 80.24
#20 0.85 32.71 25.40 7�.60
#40 0.42 39.41 3D.60 6�J.40
#GO 0.25 49.9 38.75 6 i.25
#100 0.149 53.47 41.52 58.48
#200 0.074 76.78 59.62 40.38
US STANDARD SIEVE NOS.
3" 3/4" ��� � IJO 16 IVO 40 NO 200
lOQ .
80
�
� 6� . , !
LL
C
� '. ,
� 40 ' �. ' . . " . ,
N . .�: ! " . . . '
a
20 : . . . ,
0
100 10 1 0.1 0 01
Grain Size, mm
Y. -��._,-�
��Y&d���6��1�� l��6��� e��s�L�NFY�a��p �dF9�s.
911 5Ih Ave , Suite 100 Kirkiand WA 98033 4?5-827-7701 FAX 425-627-Sa24
���0� ���� �������� � �������Q���
Date Project
9/8l20'11 _ Tukwila Villag
Tested By Location
JC
Wt. of moisture wet sample + T
Wt. of moisture dry Sample + Tare
Wt. of Tare
Wt. of moisture Dry Sam I�e _
Moisture %
268.94
254.92
98.76
156. i G
9%
Project No
KE110238A
EBIEP No Depth
EB-14 25'
Total Sampie Tare
Total Samnle wt + tar
Soil Description
296.28 -
- S ecification Re uirements
_Sieve No. Diam. mm Wt. Retained ( �% Retained % P�ssin Minimum Nlaximum
3.5 90 - 100.00
- 3 --- --.. 76.1 __ - 100.00 -
_ 2.5 64� - 100.00
- z _ 50_8 --------- - , 100.00
�__ 1.5 38.1 � - 100.00
1 _ _i 25.4 - 100.00 .. _____
3/4 19 1�I .45 4.50 95.50 �
3/8._---- -- 9.51 _ 31.02 12.20 87.80
#4 4.76 46.43 18.26 .�.._- 81.74 .�-- -
#8 2.38 _ 55.66 21.88 78.12
#10 2 58.37 22.95 77.05
_ #20 0.85 73.26 28.80 71.20
#40 _ 0.42 108.45� 42.64 � � 57.36 �--�- ------�
#60 0.25 _ 136.25 53.57 46.43 ��� � �� '
_ #�100 __ 0.149 159.84 62.85 37.15
� #200 0.074 174.19 68.49 � �31.51
US STANDARD SIEVE NOS.
3" 3l4" NO 4 NO 1G NO 40
. . .. ._...._._
�
80 � i . i
N, .... . . . . , � , .
LL 60 .
�
�
a 40 ' ;. , , . . .
20 . . . ,
i'
� , '
1U0 10 1
• Grain Size, mm
NU 200
G1
�����v��t��� ����� e����tl�'���y ���e
911 Slh Ave . Suile t0U I<irkland. WA �J9033 4?_5-827-7701 FAX 425-827-5424
001
, � �
0 0 0 0 0 0 0 0 0
�' N O 00 (p � N O QO
. O) � � 00 00 QO 00 a0 . I�
N N N N N N N N N
pa�(an�ng;oN (}}) uoi��na13 aa;eM a;¢wixoaddb
E 6/9Z/ 60
Z 6/8 6/0 6
Z6/06/LO
Z � � � ����
6 6/£Z/Z6
6 L/b 6/60
l 6/90/90
0
�
�
N
rn
�
�
�
�
co
�
�
I
May 31, 2016
City of Tukwila Jim Haggerton, Mayor
Department of Community Development Jack Pace, Director
Dave Swanson
Reid Middleton
728 - 134th Street SW, Suite 200
Everett, WA 98204
RE: Supplemental Structural Review
Development Permit D16-0140
Tukwila Village — Shoring Walls
Dear Mr. Swanson,
Please review the enclosed set of plans and documents for structural compliance with the 2012
International Building Code. As always, once all items have been reviewed and deemed correct, please
provide two approved sets of approved plans and calculations with original approval stamps back to the
Permit Center, attention Building Official.
If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670.
Sincerely,
��� �i���� —
Bill Rambo
Permit Technician
encl
File: D16-0140
W:�Per�nit Cente�iStructur�nl Review�D16-0140 Structurul Review.docx
6300 Southcenter Boulevard, Suite #100 � Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665
�ER�fT COORD CO�P�f
PLAN REVIEW/ROUTING'�SLIP
PERMIT NUMBER: D16-0140 DATE: 07/12/16
PROJECT NAME: TUKWILA VILLAGE — SHORING WALLS
SITE ADDRESS: 14400 TUKWILA INTERNATIONAL BLVD
Original Plan Submittal Revision # before Permit Issued
X Response to Carrection Letter # 1 Revision #
DEPARTMENTS:
�s �+►c, �- -���
Building Division �
Public Works ❑
PRELIMINARY REVIEW:
Not Applicable ❑
(no approval/r•eview required)
REVIEWER'S INITIALS:
Fire Prevention �
Structural ❑
after Permit Issued
Planning Division �
Permit Coordinator �
DaTE: 07/14/16
Structural Review Required ❑
DATE:
APPROVALS OR CORRECTIONS: DUE DATE: OgI11/16
Approved ❑ Approved wifh Conditions �
Corrections Required ❑ Denied ❑
(corrections entered in Reviews) (ie: Zoning Issues)
Notation:
REVIEWER'S INITIALS: DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ StaffInitials:
12/IB/2013
PER�IT COOR� COP�
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D16-0140
DATE: 05/27/16
PROJECT NAME: TUKWILA VILLAGE - SHORING WALLS
SITE ADDRESS: 14400 TUKWILA INTERNATIONAL BLVD
X Original Plan Submittal Revision # before Permit Issued
Response to Correction Letter # Revision # after Permit Issued
DEPARTMENTS:
�� cnw� �Z � �3-��P �1'� ��J /�- (� �—� �O µ� �'P � -� ��
B ildin Division Fire Pcev � ion Plannin Divi ion
u g � � g s �
Ur� � �"�� �P
Public Works �, Structural � Permit Coordinator �
PRELIMINARY REVIEW: DaTE: OS/31/16
Not Applicable ❑ Structura:l Review Required �
(no approval/f�evieiv required)
REVIEWER'S INITIALS:
DATE:
APPROVALS OR CORRECTIONS: DUE DATE: O6IZgI1C)
Approved
❑�
Corrections Requir�ed ❑
(corf�eclions er7Cered irr Reviews)
Notation:
REVIEWER'S INITIALS:
V` `
Approved with Conditions ❑
Denied ❑
(ie: Zoning Issues)
�l�c � �J � � � �
` �
. �v � .5 � r► ���o �"
DATE:
(/U
Permil Cefrler Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
12/ I S/2013
INTER-CITY CONTRACTORS IN�'
Iiume 1�spanol ('ont<�ct
5afety & Health
� Washington 5�t�'Department of
� �.abor $c I�dUS�ri�S
INTER-CITY CONTRACTORS INC
Owner or tradesperson
Principals
HERRING, GREGORY ROBERT, PRESIDENT
Doing business as
INTER-CITY CONTRACTORS INC
WA Ut31 No.
602 278 639
License
Page 1 of 3
�Search L�I � `fs�e�,���m�;
��1-% Int7ex I Iclp �Ip 1.,�;I
Claims & insurance Workplace Rights Trades & Licensing
PO BOX 82405
KENMORE, WA 98028
425-806-8560
KING County
Qusiness type
Corporation
Verify the contractor's active registration / license / certification (depending on trade) and any past violations.
Construction Contractor Active.
_.........._ ......................................
Meets current requirements.
License specialties
GENERAL
license no.
INTERCI977PZ
Effective — expiration
10/09/2003-10/12/2017
Bond
_ ..............
CBIC
Bond account no.
L69377
Receiveci by L&I
10/13/2004
Insurance
_...._............
Indian Harbor Ins Co
Policy no.
ESG3000956
Received by L&I
09/28/2015
$12,000.00
Effective date
10/08/2004
Expiration date
Until Canceled
$1,000,000.00
Effective date
10/08/2015
Expiration date
10/08/2016
Insurance history
Savings
No savings accounts during the previous 6 year period.
Lawsuits against the bond or savings
............... ......._......
No lawsuits against the bond or savings accounts during the previous 6 year period.
L8� Tax debts
No L81 tax debts are recorded for this contractor license during the previous year peno , u some e s
may be recorded by other agencies.
License Violations
_.._.............
No license violations during the previous 6 year period.
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602278639&LIC=INTERCI977PZ&�AW= 7/14/2016
INTLR-CITY CONTRACTORS INC
Workers' comp �
Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums.
L&i Account IQ Account is current.
055,703•00
_ ...........................
Doing b�asiness as
INTER-CITY CONTRACTORS INC
Estimated workers reported
Quarter 1 of Year 2016 "4 to 6 Workers"
L&I account representative
T4/ TERRI MADISON (360)902-4654 - Email: KIRT235@Ini.wa.gov
Workplace safety and health
Check for any past safety and health violations found on jobsites this business was responsible for.
InspecYion results date
01/07/2016 No violations
Ins��ection no.
317938934
Locaiion
19501 40th Ave West
Lynnwood, WA 98036
Inspection results date
07129/2015
Inspection no.
317937222
Loc��tion
5525 244th Street SW
Mountlake Terrace, WA 98043
Inspection results date.
0810712014
Inspection no.
317403483
LOCc�11Uf1
1524 South 328th St.
Federal Way, WA 98003
Inspnction results date
08116I2013
Inspection no.
316752245
Locaticn
14002 Linden Ave North
Seattle, WA 98133
Inspection results date
03/11 /2013
Inspection no.
316579903
Location
14002 Linden Ave. North
Seattie, WA 98116
No violations
No violations
No violations
No violations
_ _ _ _
inspection results drte
01l1012013 Violations
Inspection no.
316396670
Irttps://secure.lni.wa.gov/verify/Detail.aspx?UBI=602278639&LIC=INTERCI977PZ&SAW=
Page 2 of 3
7/14/2016
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PROJECT DATA
OWNER: TUKIMLA VILLAGE DEVELOPMENT ASSOCIATES, LLC.
PROJECT LOCATION:
14400 TUKIMLA INTERNATIONAL BOULEVARD, TUKWILA, WA
ASSESSOR'S PARCEL NUMBER: TO BE ASSIGNED UNDER NEW BOUNDARY
LOT LINE ADJUSTMENT, FILE NO. L13 - 021
SITE AREA: 84,310 S.F. (1.94 ACRES) - FOR BOTH BLDGS. D& E
DESCRIPTION:
That portion of Lots 12 through 15, inclusive, Block 2, Piat of Adams Home Tracts
recorded in Volume 11, and page 31, records of King Counry, Washington, being in
the Northeast quarter of the Northwest quarter of Section 15, Township 23 North,
Range 4 East, Willamette Meridian CITY OF TUKIMLA, KING COUNTY,
WASHINGTON - COMPLETE LEGAL DESCRIPTION BELOW
PARKING BUILDING D:
(29) SURFACE STALLS
(49) GARAGE STALLS
(00) LOADING STALLS
(78) TOTAL STALLS
ZONING: NEIGHBORHOOD COMMERCIAL CENTER (NCC)(TMC 18.22.080)
URBAN RENEWAL OVERLAY DISTRICT (URO)(TMC 18.43)
8� TUKIMLA INTERNATIONAL BLVD. DESIGN MANUAL
DEVELOPMENT STANDARDS:
1. BUILDING HEIGHT: UP TO 70 FT (PER DEVELOPMENT AGREEMENT).
2. EXISTING NCC SETBACK STANDARDS
FRONT: 12 FT FROM CURBLINE TUKWILA INT'L BLVD.SOUTH
SECOND FRONT: 8 FT. FROM CURBLINE ON S. 144TH ST.
SIDE: 10 FT.
REAR (W/IN 50 FT OF HDR): 1 ST FLOOR 10 FT.
2ND FLOOR & ABOVE: 20 FT.
3. T H E M A X I M U M N U M B E R O F D W E L L I N G U N I T S S H A L L B E D E T R M I N E D B Y
BUILDING ENVELOPE, RATHER THAN A NUMERIC DENSITY.
4. UNIT MIX LIMITATION THAT STUDIO UNITS AVERAGE AT LEAST 500 SF OF
INTERIOR FLOOR SPACE WITH NO UNITS SMALLER THAN 450 SF. NO MORE
THAN 40% OF DWELLING UNITS TO BE STUDIOS. NO STUDIO UNITS
PROVIDED.
THE URO DEVELOPMENT STANDARDS APPLY WHERE ALL OF THE
FOLLOWING CRITERIA ARE MET (TMC 18.43.070.B):
- AT LEAST 100 FEET OF DEVELOPMENT PARCEL FRONTS ONTO
TUKIMLA INTERNATIONAL BOULEVARD.
- AT LEAST 75% OF PARKING IS PROVIDED IN AN ENCLOSED
GARAGE AND SCREENED FROM VIEW FROM PUBLIC ROW.
- THE GROUND FLOOR ALONG T.I.B. MUST CONTAIN ACTIVE USES.
- DEVELOPMENT MUST PROVIDE AMENITIES FOR HIGH QUALITY
PEDESTRIAN EXPERIENCE.
- THE PROPERTY OWNER SHALL PREPARE A TRANSPORTATION
MANAGEMENT PLAN TO ENCOURAGE ALTERNATIVES TO
AUTOMOBILE USE.
- PROVIDE CAR SHARING PROGRAM FOR RESIDENTAL
DEVELOPMENT.
-PROVIDE BICYCLE PARKING FOR RESIDENTIAL USE (SEE A001).
VICINITY �iAP
PARCEL E
LEGAL DESCRIPTION
That portion of Lots 12 through 15, inclusive, Block 2, Plat of Adams Home Tracts recorded
in
Volume 11, and page 31, records of King County, Washington, being in the Northeast
quarter of
the Northwest quarter of Section 15, Township 23 North, Range 4 East, Willamette
Meridian, more
particularly described as follows:
BEGINNING at the intersection of the South margin of South 144th Street as conveyed to
the City
of Tukwila by King Recording No. and the East line of said Lot 15;
THENCE South 01°06'33" West, 280.19 feet along said East line to a point on a line parallel
with
and 11.50 feet North of the South line of said Lot 15;
THENCE North 87°39'54" West, 97.12 feet;
THENCE South 01 °06'S0" West, 11.50 feet to the South line of said Lot 15;
THENCE North 87°39'54" West, 97.33 feet along said South line and the South line of said
Lot 14
to a point on a line parallel with and 60.00 feet East of the West line of said Lot 14;
THENCE North 01 °07'07" East, 125.03 feet along said parailel line to a point on a line
parallel with
and 125.00 feet North of the South line of said Lot 14;
THENCE North 87°39'54" West, 198.12 feet along said parallel line to the East margin of
Tukwila
Intemational Boulevard;
THENCE North 20°06'52" East, 160.87 feet to that portion conveyed to the State of
Washington by
deed recorded under King County Recording No. 9603260430;
THENCE South 69°53'08" East, 5.00 feet along said East margin;
THENCE North 20°06'52" East, 20.00 feet along said East margin;
THENCE North 69°55'50" East, 2.71 feet along said East margin to said South margin of
$OUtII
144th Street as conveyed to the City of Tukwila by King Recording No.
THENCE South 87°35'35" East, 161.55 feet along said South margin;
THENCE South 02°24'25" West, 8.39 feet along said South margin;
THENCE South 88°52'26" East, 164.98 feet to the TRUE POINT OF BEGINNING.
��
JOHNSON BRAUND �N�.
15200 52nd Ave. South
Suite 300
Seattle, WA 98188
Phone 206.766.8300
www.johnsonbraund.co m
ARCHITECTURE
INTERIOR DESIGN
Greg L. Aliwine, AIA
Jeffrey A. Williams, AIA
3380
REGISTERED
AR T CT
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R 'G L. ALLtiVIN� I
AT OF WASHINGTON `
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PROJECT #: 1026.04
DRAWN BY: CMR
CHECKED BY: Checker
ARCHITECTURAL SITE
PLAN
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DESIGN CRI TERIA
CODE: INTERNATIONAL BUILDING CODE - 2012 EDITION
GENERAL CONDITIONS
1. THE CONTRACTOR SHALL VERIFY AND REVIEW ALL ITEMS WITHIN THE DRAWINGS
PRIOR TO PROCEEDING WITH THE WORK. NOTIFY THE ENGINEER/ARCHITECT
IMMEDIATELY WITH ANY DISCREPANCIES.
2. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE
CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK.
3. DIMENSIONS ARE NOT TO BE SCALED FROM THE PLANS, SECTIONS OR DETAILS
WITHIN THE DRAWINGS.
4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE CONSTRUCTION
MEANS, METHODS, TECHNIQUES, SEQUENCE AND PROCEDURES.
5. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE REFERENCED
BUILDING AND ALL OTHER REGULATING AGENCIES, EXERCISING AUTHORITY OVER
- ANY PORTION OF THE WORK.
6. SPECIFIC NOTES AND DETAILS IN THE DRAWINGS SHALL TAKE PRECEDENCE OVER
GENERAL NOTES AND SPECIFICATIONS.
7. NOTIFY THE ENGINEER OF ALL CHANGES MADE IN THE FIELD PRIOR TO
INSTALLATION.
8. CONSTRUCTION TOLERANCE: PLUMBNESS 1", HORIZONTAL DRIFT 1"
FOUNDA TION
1. TEMPORARY SHORING DESIGN PARAMETERS PER GEOTECHNICAL MEMO BY
ASSOCIATED EARTH SCIENCE, INC. DATED SEPTEMBER 15, 2014:
2. DESIGN PARAMETERS:
TEMPORARY SHORING:
ACTIVE PRESSURE 40 PCF
75 PSF SURCHARGE (ROADWAY)
LAGGING PRESSURE 50� PILES
PASSIVE PRESSURE 300 PCF (OVER 2 PILE DIA.�
TEMPORARY SLOPE CUT 1H:1V (WEST AND NORTH SIDES)
2H:1V (SOUTH SIDE)
3. SUBGRADE PREPARATION, DRAINAGE PROVISIONS AND OTHER RELEVANT SOIL
CONSIDERATIONS ARE TO BE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT.
4. MONITORING OF THE SHORING SYSTEM SHALL MEET THE FOLLOWING
REQUIREMENTS:
A. ESTABLISH A BASELINE READING OF MONITORING POINTS ON THE GROUND
SURFACE AND SETTLEMENT-SENSITIVE STRUCTURES BEHIND THE SHORING
WALL ALIGNMENT PRIOR TO EXCAVATION AND INSTALLATION OF THE SHORING
SYSTEMS. �
B. A LICENSED SURVEYOR (NOT THE CONTRACTOR) MUST DO THE SURVEYING AT
LEAST ONCE A WEEK.
C. SURVEY FREQUENCY CAN BE DECREASED AFTER THE SHORING SYSTEM HAS
BEEN INSTALLED AND EXCAVATION IS COMPLETE IF THE DATA INDICATES
LITTLE OR NO ADDITIONAL MOVEMENT. SURVEYING MUST CONTINUE UNTIL THE
PERMANENT STRUCTURE (INCLUDING FLOOR SLABS AS BRACES) IS COMPLETE
UP TO FINAL AND STREET GRADES. THE SURVEY FREQUENCY WILL BE
DETERMINED BY THE GEOTECHNICAL ENGINEER.
D. IMMEDIATELY AND DIRECTLY NOTIFY THE GEOTECHNICAL AND STRUCTURAL
ENGINEERS, IF 0.5 INCHES OF MOVEMENT OCCURS BETWEEN TWO CONSECUTIVE
READINGS AND WHEN TOTAL MOVEMENTS REACH 0.5 INCH. AT THAT AMOUNT
OF MOVEMENT, THE ENGINEERS AND DESIGNERS SHALL DETERMINE THE CAUSE
OF DISPLACEMENT AND DEVELOP REMEDIAL MEASURES SUFFICIENT TO LIMIT
TOTAL WALL MOVEMENTS TO 1 INCH. ALL EARTHWORK AND CONSTRUCTION
ACTIVITIES MUST BE DIRECTED TOWARDS IMMEDIATE IMPLEMENTATION OF
REMEDIAL MEASURES NECESSARY TO LIMIT TOTAL WALL MOVEMENTS TO WHAT
HAS BEEN DEFINED AS ACCEPTABLE BY THE DESIGN TEAM.
6
s
CONCRETE
1. REFERENCE STANDARDS: ACI-301 AND ACI-318.
2. MINIMUM CONCRETE STRENGTH AT 28 DAYS:
PILE (LEAN CONC) 500 PSI
3. THE MAXIMUM ,4GGREGATE SHALL BE 3/" PER ASTM C57 OR C33. PORTLAND CEMENT
SHALL CONFORM TO ASTM C-150, TYPE II.
4. COMPLY WITH ACI-301 FOR MIXING, 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 EXCESSIVE FREE SURFACE WATER.
STRUCTURAL STEEL
1. REFERENCE STANDARDS: LATEST EDITION OF THE AISC "CODE OF STANDARD
PRACTICE FOR STEEL BUILDINGS AND BRIDGES".
2. MATERIALS:
W SHAPES - ASTM A992 (Fy = 50,000 PSI)
ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI)
TIMBER LAGGING
1. MATERIAL: HEM FIR #2 OR BETTER
2. VOIDS BEHIND LAGGING SHOULD BE FILLED WITH CONTROL DENSITY FILL (CDC). THE
SAME DAY AS THE LAGGING INSTALLATION.
SPECIAL INSPECTIONS
1. SPECIAL INSPECTIONS ARE TO BE PERFORMED BY INDEPENDENI, JURISDICTIONALLY
APPROVED AGENCY IN ACCORDANCE WITH SBC SECTION 1701.2 AND PROVIDE THE
DUTIES AND RESPONSIBILITIES AS INDICATED IN SECTION 1701.3.
2. A CERTIFICATE OF SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL
INSPECTION MUST BE COMPLETED AND SUBMITTED TO THE BUILDING OFFICIAL UPON
COMPLETION OF PROJECT.
3. SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY A JURISDICTIONAL
INSPECTOR.
4. THE SPECIAL INSPECTIONS REQUIRED FOR THIS PROJECT ARE AS FOLLOWS:
SUMMARY OF SPECIAL I�ISPECTI0�1
ITEM INSPECTION REQUIRED REMARK
VERIFY MATERIAL BELOW F0011NG FOR DESIGN BEARING CAPACITY; PERIODIC
INSPECTION
REFER TO GEOTECHNICAL REPORT AND DRAWINGS
GRADING AND EXCAVATION MONITOR THE INSTALLATION UF SOLDIER PILES AND LAGGING; CONTINUOUS
INSPECTION
MONITOR MOVEMENT OF SOLCIER PILES; WEEKLY UNTIL SITE IS BACKFILLED
OR GE�)TECHNICAL APPROVAL.
VERIFY MIX DESIGN SUPPLIED MEETS APPROVED MIX DESIGN; PERIODIC REFER TO STAMPED MIX DESIGN BY DCG
INSPECTION
CONCRETE
PLACEMENT OF CONCRETE, I�'CLUDES VERIFYING SLUMP AND AIR CONTENT REFER TO DRAWINGS
TESTS; �ONTINUOUS INSPECTION
JOB SITE SAFETY
THE ENGINEER HAS NOT BEEN RETAINED OR COMPENSATED TO PRONDE DESIGN AND/OR
CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SdFETY PRECAUTIONS OR
TO MEANS, METHODS, TECHNIQUES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM
THE WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGIVEER SHALL NOT BE
CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR
PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF THE WORK BY THE CONTRACTOR,
SUB-CONTRACTOR OR ANY PERSON ON THE SITE.
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��.,�echanical
,+�=,� �•I�cfi;ical
�� °��mbing
as Piping
r.,� r,�~S��qo�Tukwila
_.._.W._ '•���a [�IV►c�nn�
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REVISIONS ' �
I�o chang�s sha!1 be m
ade to thp scopr�
; ci ���ork �^�ithc�,� p�or ��proval of
� r;'rt^r;ta �u�tdinr� Divlsian.
� f*vta E �:�: ,-�.,. r ..: „
���L+����� ��Jiil require a neU� plan submittal
j anci may in�;��d� ad�,'i�sonal ptan revie4�r fe�s
---____J
�B�'t�� .
Plnn r�E�i�4� �-�����v�,l is RuEaject to err�rs and ��i,��ion�.
6��pr�o+�+�1 �f �cangir�c�ian c1c?������fs d�a�� ��� ������,���Q
t�� ;�ioi��►�n �i ��� ��c����v�� ��d� �r �rdin�ncQ. ����ip�t
of apQr��r��` ,�l�ld �Q�;y ��d ����Yi��ts is ackno��fed��d:
�y:
Date:
Cl�j/ d'� �t1�(VYIi�
BCJtLD1i�G D!VlSit�i�
REviEuvEa �a��
;�C}�E; C4NiPLIAi��E
ti�: : � AiPP��!/EC�
s� JUL 12 20i6
Z�
�t��' Qf �llECWI��' �
BUILUIEJ ,f.� DlVISlC� �
REVIEWED
This plan was rcvic���cd for gcncral conformance with thc following,
as amended by the jurisdiction:
�13; Stnictural Provisions of the lnternational E3uilding Code
1
❑ NomStructural Provisions of thc Intcrnntional Duilding Cade
❑ Others:
Thc pruiect applicant is responsiblc for conformancc with all
applicablc codcs, conditions of �pprovat, and permit requirements
subjrct to Ihc requircmrnts and intcrprctations uf thc govcrning
authority. This rcvicw Jucs iwt rclicvo thc Architect anJ Gnginccrs
of Itccord of thc responsibility 1'or n complctc dcsign in accordance
wiU� tlic I�ntiS ol'Uic govcrni�'�; jurisdiction and �hc Statc oF Washington,
Jurisdiction d-� u�' j`��j'
BY ✓ ��5� DAte t%? fi
REID MI LETON, INC.
Code Review Consultant
SHEET INDEX:
SH1 — GENERAL NOTES
SH2 — SHORING/EXCAVATION PLAN
SH3 — WALL ELEVA TIONS
SH4 — DETAILS
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