HomeMy WebLinkAboutPermit L96-0023 - CITY OF TUKWILA - SHORELINE SUBSTANTIAL DEVELOPMENTL96 -0023
CITY OF
TUKWILA
PIPE @ 122 ST. & 42 AV S
SHORELINE
Memorandum
TO: Jack Pace
(D.\(
FROM: Nora Gierloff
RE: Shoreline Management Shoreline Substantial Development Permit - Pacific Highway Bridge Replacement
DATE: July 1, 1996
Project File No. L96 -0023
1. PROJECT DESCRIPTION: The City of Tukwila plans construction of a stormwater pump
station in the intersection of 122nd and 42nd Avenue South. It will be used to pump stormwater
into the Green River through an existing outfall during periods of heavy rainfall when the River is
unusually high.
The project also includes providing new sanitary sewer facilities as well as replacing existing water
lines within portions of the Allentown neighborhood. The sanitary system will consist of nearly
8,000 lineal feet of eight inch gravity mains together with associated side sewer stubs, manholes,
and connections in City owned street right -of -ways. The water system includes construction of
approximately 7,000 linear feet of ten inch and eight inch ductile iron water mains and related
auxiliary items, to include fire hydrants; valves, services, ect. in City owned right -of -way.
2. POLICIES OF THE SMAJSMP:
The site is within the jurisdiction of the King County SMP and is consistent with the goals and
policies of that SMP. It will allow for improved public safety through a reduction in flood damage.
3. SHORELINE REGULATIONS:
Following are the relevant review criteria as contained in the King County Shoreline Regulations as
applied by the City of Tukwila:
25.16.030 General Requirements:
A. Nonwater related development...shall not be permitted waterward of the OHWM.
Response: The project is water dependent because it involves pumping stormwater out into the
river when heavy rainfalls cause the river to rise and water to flow back through the drain pipes.
C. All development shall be required to provide adequate surface water retention and sedimentation
facilities during the construction period.
Response: Normal erosion control practices will be followed.
c„;.,;:, ru- i . scx• m.. ra *: r • rarsa r -. c 'n: c .+r cra z?s!rncx x... .. -- -----
F. Collection Facilities to control and separate contaminants shall be required where stormwater
runoff from impervious surfaces would degrade or add to the pollution of recipient waters or
adjacent properties.
Response: The source of the stormwater will not be altered. It currently flows through ditches
which act as bioswales before it is released into the river.
25.16.160 Utilities:
C. The construction and maintenance of utility facilities shall be done in such a way as to :
1. Maximize the preservation of natural beauty and the conservation of resources;
2. Minimize scarring of the landscape;
3. Minimize siltation and erosion;
4. Protect trees, shrubs, grasses, natural features and topsoil from drainage;
5. Avoid disruption of critical aquatic and wildlife stages.
Response: The majority of the disturbance will occur within previously paved street right -of -way
so damage to the natural environment will be minimized. The project will control flood damage to
the shoreline and neighborhood.
4. COMMENTS
No comments were received.
5. SEPA:
A determination of non - significance was issued on June 10,1996. The comment period expired
without receipt of any comments.
6. RECOMMENDATION:
Approve the shoreline substantial development permit.
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1; g I -VIP M L — tJ hereby declare that:
ONotice of Public Hearing
O Notice of Public Meeting
O Board of
Packet
O Board of
Packet
O Planning
Packet
Adjustment Agenda
Appeals Agenda
Commission Agenda
O Short Subdivision Agenda
Packet
Determination of Non -
significance
O Mitigated Determination of
Nons ignif icalwe
ODetermination of Significance
and Scoping Notice
O Notice of Action
O Official Notice
O Other,
O Notice of Application for O Other
Shoreline Management Permit
gShoreline Management Permit
was mailed to each of the following addresses on -1--3 -940
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Public Hearing.
Public Meeting
JJ Board of Adjustment Agenda
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O Board of Appeals Agenda
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0 Planning Commission Agenda
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0 Short Subdivision Agenda
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O Notice of Application for
Shoreline Management Permit
Shoreline Management Permit
LI Determination of Non -
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0 Mitigated Determination of
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0 Determination of Significance
and Scoping Notice
fl Notice of Action
Official Notice
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Shoreline Management Act of 1971
PERMIT FOR SHORELINE MANAGEMENT SUBSTANTIAL DEVELOPMENT
File Number:
Status:
Applied:
Approved:
Expiration:
L96 -0023
ISSUED
05/09/1996
07/01/1996
07/01/1998
Pursuant to RCW 90.58, a permit is hereby granted to: CITY OF TUKWILA, PUBL
to undertake the following development:
CONSTRUCT NEW STORM DRAIN PUMP
upon the following property:
Address:
Parcel No:
Sec /Twn /Rnge: 10/23/04
THE PROPOSED PROJECT WILL BE WITHIN THE AREA OF THE GREEN RIVER
AND ITS ASSOCIATED WETLANDS, WHICH IS A SHORELINE OF STATEWIDE
SIGNIFICANCE AND IS DESIGNATED AS AN URBAN ENVIRONMENT.
The following master program provisions are applicable to this development:
Development pursuant to this permit shall be undertaken pursuant to the
attached terms and conditions.
This permit is granted pursuant to the Shoreline Management Act of 1971 an
nothing in this permit shall excuse the applicant from compliance with any
other Federal, State or local statutes, ordinances or regulations
applicable to this project, but not inconsistent with the Shoreline
Management Act (Chapter 90.58 RCW).
This permit may be rescinded ,pursuant to RCW 90.58.140(8) in the event the
permittee fails to comply with the terms or conditions hereof.
CONSTRUCTION PURSUANT TO THIS PERMIT WILL NOT BEGIN OR IS NOT AUTHORIZED
UNTIL TWENTY -ONE (21) DAYS FROM THE DATE OF FILING WITH THE DEPARTMENT OF
ECOLOGY AS DEFINED IN RCW 90.58.140(6) AND WAC 173 -14 -090, OR UNTIL ALL
REVIEW PROCEEDINGS INITIATED WITHIN TWENTY -ONE (21) DAYS FROM THE DATE OF
SUCH FILING HAVE TERMINATED; EXCEPT AS PROVIDED IN RCW 90.58.140(5)(a)(b)
C` Po c �c fin n PAkee o r> Steve Lancaster
Date : � (p
Director, Planning Department
Construction or substantial progress toward construction must begin within
two years from date of issuance, per WAC 173 -14 -060.
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CITY OF. TUKWILA
Department of Community Development .,.
6300 Southcenter Boulevard, Tukwila, WA 98188
Telephone: (206) 431 -3670
NOTICE OF APPLICATION
The City of Tukwila Public Works Department has filed applications for installation of new
sanitary sewer facilities, replacement of existing water lines, and construction of a
stormwater pump station all to be located in the City owned right -of -way of South 116th, South
124th and South 122nd Streets and 43rd, 44th, 45th, 46th, 47th and 48th Avenues South in the
Allentown neighborhood of Tukwila. Work will also include surface restoration.
Permits applied for include:
Shoreline Substantial Development Permit (City of Tukwila)
Other known required approvals include:
Approval of Construction Plans by the City of Tukwila Public Works Dept.
Approval of Construction Plans by METRO
An environmental checklist has been submitted with the studies identifed above.
The project files are available at the City of Tukwila. To view the files, you may request them at the
permit counter of the Department of Community Development (DCD), located at 6300 Southcenter
Boulevard #100.
Project Files include: E96 -0014
L96 -0023
Your written comments on the project are requested. They must be delivered to DCD at the
address above or postmarked no later than 5:00 p.m., June 17, 1996.
You may request a copy of any decision, information on hearings, and your appeal rights by calling
DCD at 431 -3670.
The environmental review decision is appealable to the City Council.
The shoreline permit decision is appealable to the Shoreline Hearings Board.
For further information on this proposal, contact Nora Gierloff at 431 -3670 or visit our offices at
6300 Southcenter Boulevard, Suite #100, Monday through Friday, 8:30 a.m. to 5:00 p.m.
Application Filed: May 13, 1996
Notice of Application Issued: May 15, 1996
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A F F I D A V I T
O F D I S T R I B U T I O N
I , 6‘/L-VIA AA LC..L LiI\; hereby declare that:
0 Notice of Public Hearing
O Notice of Public Meeting
❑ Board of
Packet
fl Board of
Packet
flPlanning Commission Agenda
Packet
0 Short Subdivision Agenda
Packet
Notice of Application for
Shoreline Management Permit
0 Shoreline Management Permit
Adjustment Agenda
Appeals Agenda
0 Determination of Non -
significance
Mitigated Determination of
Nonsignificance
0 Determination of Significance
and Scoping Notice
0 Notice of Action
0 Official Notice
0 Other
0 Other
was mailed to each of the following addresses on 6 16 - 9(o
(Sca 1 �» RIcAG -IE� S�IE� t'>
Name of Project ePI IIA1-»3ILA Signature
File Number
t--0 o — Ooz KA6UC
CITY OF T1KW!LJ
DETERMINATION OF NONSIGNIFICANCE (DNS)
DESCRIPTION OF PROPOSAL:
THE CITY OF TUKWILA PLANS TO PROVIDE NEW SANITARY
SEWER LINES, REPLACE EXISTING WATER LINES, AND
CONSTRUCT A STORMWATER PUMP STATION IN THE
ALLENTOWN NEIGHBORHOOD. .
PROPONENT:
LOCATION ''r PP&iPflAL INCLUDINGSTREET, ADDRESS, IF-ANY,,,
PARCEL
SEC/TWN/RNG:,,' 10/23/64 .
,. '...',.
LEAD AGENCY:: CITY OF TUKWILA: FILE NO':.-::,,E960014
The CitY.has determined that the -proposal does not have..a.' Probable
signifioant:adVerse impaOt on the envtronment. An environMental,,
impactstatement tEIS) iS'not-reOuired,Un„der RCW 43.21c.030(2)(0.
This deolsion-Was made-'after review ofa-tamp.leted enOronnehtaT,
checklst and:other,information on f.f.le,with the lead agency... This
information iS: aVailable'to, the pUbT4.6. on'request. .. . .. -
,t,,,-;. • _ .
.• ;.:.-7,i,
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.
• . ".
DNS,, is is'Sued underA97-11-340(2)': :.:7O.OMMents must '-'be'. submitted by
E. 514 The 'lead -agency Will' not act on
• - ,
this prOposal (,for '15 days from the 'date
_ .•., ..•
Steve Lancaster- Responsible Official!
City of Tukwija, 2(206) 43173680
6300 Southoenter BOulevard ; •
lukwila, WA .98138 •
•
-JUNE
Date
Copies of the procedure .for SEPA appeals are avai
Department of Community:.beVelopment.
. • .
iisi•34•WiVtlte•46.144A41,,,k•at.
•
fable with the
CITY OF. TUKWILA
Department "of Community Development
6300 Southcenter Boulevard, Tukwila, WA 98188
Telephone: (206) 431 -3670
NOTICE OF APPLICATION
The City of Tukwila Public Works Department has filed applications for installation of new
sanitary sewer facilities, replacement of existing water lines, and construction of a
stormwater pump station all to be located in the City owned right -of -way of South 116th, South
124th and South 122nd Streets and 43rd, 44th, 45th, 46th, 47th and 48th Avenues South in the
Allentown neighborhood of Tukwila. Work will also include surface restoration.
Permits applied for include:
Shoreline Substantial Development Permit (City of Tukwila)
Other known required approvals include:
Approval of Construction Plans by the City of Tukwila Public Works Dept.
Approval of Construction Plans by METRO
An environmental checklist has been submitted with the studies identifed above.
The project files are available at the City of Tukwila. To view the files, you may request them at the
permit counter of the Department of Community Development (DCD), located at 6300 Southcenter
Boulevard #100.
Project Files include: E96 -0014
L96 -0023
Your written comments on the project are requested. They must be delivered to DCD at the
address above or postmarked no later than 5:00 p.m., June 17, 1996.
You may request a copy of any decision, information on hearings, and your appeal rights by calling
DCD at 431 -3670.
The environmental review decision is appealable to the City Council.
The shoreline permit decision is appealable to the Shoreline Hearings Board.
For further information on this proposal, contact Nora Gierloff at 431 -3670 or visit our offices at
6300 Southcenter Boulevard, Suite #100, Monday through Friday, 8:30 a.m. to 5:00 p.m.
Application Filed: May 13, 1996
Notice of Application Issued: May 15, 1996
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A F F I D A V I T
O F D I S T R I B U T I O N
I, 9/LV$A /we'M(kLliN hereby declare that:
Notice of Public Hearing
J Notice of Public Meeting
0 Board of Adjustment Agenda
Packet
O Board of Appeals Agenda
Packet
fl Planning Commission Agenda
Packet
0 Short Subdivision Agenda
Packet
Notice of Application for
Shoreline Management Permit
0 Shoreline Management Permit
0 Determination of Non -
significance
0 Mitigated Determination of
Nonsignificance
Determination of Significance
and Scoping Notice
fl Notice of Action
O Official Notice
0 Other,
0 Other
was mailed to each of the following addresses on 15- 110
(Sa i �-�� ���i�� SAFE)
Name of Project C, N O I l l.tb i I t.44 Signature
File Number �D - 0023
11A-61,1C G
��
axsn,�:;:t.�Y:�w:J�ec,'ra:
STATE OF WASHINGTON
DEPARTMENT OF ECOLOGY
Northwest Regional Office, 3190 - 160th Ave S.E. • Bellevue, Washington 98008 -5452 • (206) 649 -7000
July 8, 1996
Tukwila Public Works Dept.
9300 Southcenter Blvd.
Tukwila, WA 98188
.,._::Attu: Patrick A. Brodin
Dear Mr. Brodin:
Re:
City of Tukwila Permit:n 4496`= .0023��''°
Tukwila Public Works Dept. - Applicant
Shoreline Substantial Development Permit # 1996 -NW -20083
The subject Shoreline Management Substantial Development permit has been .
filed with this office by The City of Tukwila on July 5, 1996.
The development authorized by the subject permit may NOT begin until the
end of the appeal period July 26, 1996. You will be notified in writing
if this permit. is appealed. Other federal, state, and local permits may
be required in addition to the subject permit.
If this permit is NOT appealed, this letter constitutes the Department
of Ecology's final notification of action on this permit.
erely,
m Gavin
nvironmentalist
Shorelands and Coastal Zone
Management Program
JG:jg
CC:
City of Tukwila
.'itilF.Y3llTiSS4tf'.�':.Na1ri r::;,rrv+m.=vw .,,. :+.
0 9 1996
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Short i ine. Management Act of 1971
PERMIT FOR SHORELINE MANAGEMENT SUBSTANTIAL DEVELOPMENT
File Number: L96 -0023
Status: IS'SLIED
Applied: 05/09/1996
Approved: 07/01/1996
Expiration: 07/01/1998
Pursuant to RCW 90.53, a permit is hereby granted to: CITY OF TUKWILA, PUBLIC Wl
to under ~take the following development:
CONSTRUCT NEW STORM DRAIN PUMP
upon the following property:
Address:
Parcel No:
Sec. /Twn /Rnge : 10/93/04
THE PROPOSED PROJECT WILL BE WITHIN THE AREA OF THE GREEN RIVER
AND IT'S ASSOCIATED WETLANDS. WHICH IS A SHORELINE OF STATEWIDE
SIGNIFICANCE AND I'S DESIGNATED AS AN URBAN ENVIRONMENT.
The following ;master program provisions are applicable to this. development:
Development pursuant to this permit shall be undertaken pursuant to the
attached . terms and conditions
This permit is granted pursuant to the Shoreline Management Act of 1971 an
nothing in this, permit shall excuse the .applicant from compliance .. with any
other, Federal. 'State or local statutes, ordinances or regulations
applicable to this project, but not inconsistent with the Shoreline
Management Act (Chapter 90.58; RCW) .
This permit may be rescinded pursuant to RCW 90.58.140(8) in the •event the
perm i ttee fails to comply with the terms or conditions hereof.
CONSTRUCTION PURSUANT TO THI'S PERMIT WILL NOT BEGIN OR I'S NOT AUTHORIZED
UNTIL TWENTY -ONE (21) DAYS FROM THE DATE OF FILING WITH THE DEPARTMENT OF
ECOLOGY AS DEFINED IN RCW 90.58.140(6) AND WAC 17.3 -14 -090. OR UNTIL ALL
REVIEW PROCEEDINGS INITIATED WITHIN TWENTY -ONE (21) DAYS FROM THE DATE OF
SUCH FILING HAVE TERMINATED: EX(EPT AS PROVIDED IN RCW 90.58. 140(5) (a) (b) (c.) .
Date : —
4k 4a
Steve Lancaster
Director, Planning Department
Construction or substantial progress toward construction must begin within
two years from date of issuance, per WAC 173 -14 -060.
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Memorandum
TO: Jack Pace
U\(
FROM: Nora Gierloff
RE: Shoreline Permit - Pacific Highway Bridge Replacement
DATE: July 1, 1996
Project File No. L96 -0023
1. PROJECT DESCRIPTION: The City of Tukwila plans construction of a stormwater pump
station in the intersection of 122nd and 42nd Avenue South. It will be used to pump stormwater
into the Green River through an existing outfall during periods of heavy rainfall when the River is
unusually high.
The project also includes providing new sanitary sewer facilities as well as replacing existing water
lines within portions of the Allentown neighborhood. The sanitary system will consist of nearly
8,000 lineal feet of eight inch gravity mains together with associated side sewer stubs, manholes,
and connections in City owned street right -of -ways. The water system includes construction of
approximately 7,000 linear feet of ten inch and eight inch ductile iron water mains and related
auxiliary items, to include fire hydrants, valves, services, ect. in City owned right -of -way.
2. POLICIES OF THE SMA/SMP:
The site is within the jurisdiction of the King County SMP and is consistent with the goals and
policies of that SMP. It will allow for improved public safety through a reduction in flood damage.
3. SHORELINE REGULATIONS:
Following are the relevant review criteria as contained in the King County Shoreline Regulations as
applied by the City of Tukwila:
25.16.030 General Requirements:
A. Nonwater related development...shall not be permitted waterward of the OHWM.
Response: The project is water dependent because it involves pumping stormwater out into the
river when heavy rainfalls cause the river to rise and water to flow back through the drain pipes.
C. All development shall be required to provide adequate surface water retention and sedimentation
facilities during the construction period.
Response: Normal erosion control practices will be followed.
nvirnfOlsierl
F. Collection Facilities to control and separate contaminants shall be required where stormwater
runoff from impervious surfaces would degrade or add to the pollution of recipient waters or
adjacent properties.
Response: The source of the stormwater will not be altered. It currently flows through ditches
which act as bioswales before it is released into the river.
25,16.160 Utilities:
C. The construction and maintenance of utility facilities shall be done in such a way as to :
1. Maximize the preservation of natural beauty and the conservation of resources;
2. Minimize scarring of the landscape;
3. Minimize siltation and erosion;
4. Protect trees, shrubs, grasses, natural features and topsoil from drainage;
5. Avoid disruption of critical aquatic and wildlife stages.
Response: The majority of the disturbance will occur within previously paved street right -of -way
so damage to the natural environment will be minimized. The project will control flood damage to
the shoreline and neighborhood.
4. COMMENTS
No comments were received.
5. SEPA:
A determination of non - significance was issued on June 10,1996. The comment period expired
without receipt of any comments.
6. RECOMMENDATION:
Approve the shoreline substantial development permit.
SHORELINE SUBSTANTIAL DEVELOPMENT
APPLICATION
• CITY OF TUKWILA
DEPARTMENT OF COMMUNITY DEVELOPMENT
1
6300 Southcenter Boulevard, Tukwila, WA 98188
Telephone: (206) 431 -3680
1. BRIEFLY DESCRIBE YOUR PROPOSAL:
Construct new storm drain pump
on existing outfall pipe at 122nd St. /42nd Ave. in Allentown.
2. PROJECT LOCATION: (Give street address or, if vacant, indicate lot(s), block, and sub-
division; or tax lot number, access street, and nearest intersection)
South 122 Street just east of 42 Avenue South (Within R -•O -W)
Quarter: SE Section: 10 , Township: 23 Range: 4
(This information may be found on your tax statement)
3. APPLICANT:* Name: TUKWILA PUELIC WORKS DEPARTMENT
Address' 6300 Southcenter Elvd., Tukwila, WA 98188
CGF� hone:
(206) 433 -0179
Signature: Date: May 9 1996
* The applicant is the person whom the staff will contact regarding the application, and
to whom all notices and reports shall be sent, unless otherwise stipulated by applicant.
AFFIDAVIT OF OWNERSHIP
4. PROPERTY Name: City of Tukwila
OWNER
6300 Southcenter blvd.
Address:
Phone:
(206) 433 -0179
I /WE,[signature(s)1
swear that I /we are the owner(s) or contract purchaser(s) of the property involved
in this application and that the foregoing statements and answers contained in this
application are true and correct to the = V ';
Lea- 1 , . �, t ..> ,.,,
best of my /our knowledge and belief. Date: y %
q: A V
9 {996
OP WE N
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SHORELINE SUBSTANTIAL nEVELOPMENT APPLICATION - Page 2
5. Present use of property: South 122 Street is a residential right -of -way
serving the Allentown residents. The street has existing utilities.
6. Total construction cost and fair market value of proposed project (include additional future
developments contemplated but not included in this application): $150,000
7. List the master program policies (use program sections or page numbers) which are applicable
to this development:
Ring County Code - Title 25 - Shoreline Management_ The following
sections apply: Section 23.16.030 - General Requirements
Section 25.16.160 - Utilities
8. List any other permits for this project from state, federal or local governmental agencies for which
you have applied or will apply, including the name of the issuing agency, whether the permit has
been applied for (and if so, the date of the application), whether the application was approved or
denied and the date of same, and the number of the application or permit:
None.
9. Nature of the existing shoreline. Describe type of shoreline, such as stream, lake, marsh, flood
plain, floodway, delta; type of beach, such as erosion, high bank, low bank, or dike; material such
as sand, gravel, mud, day, rock, riprap; and extent and type of bulkheading, if any (to be completed
by local official):
Riverbank - Contains 100 -year flood.
Improvements proposed are outside the floodplain.
10. In the event that any of the proposed builidngs or structures will exceed a height of thirty -five feet
above the average grade level, indicate the approximate location of and number of residential
units existing and potential, that will have an obstructed view (to be completed by local official):
Does not apply_
o
MAY 9 1996
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SHORELINE SUBSTANTIAL- "`EVELOPMENT APPLICATION Page 3
11. If the application involves a Conditional Use or Variance, set forth in full that portion of the Master
Program which provides that the proposed use may be a Conditional Use or, in the case of a
Variance, from which the variance is being sought (to be completed by local official):
None are involved in this application.
12. Give a brief narrative description of the general nature of the improvements and land use within
one thousand (1,000) feet in all directions from the development site:
Proposed improvements are being made within public right -of -way
to alleviate flooding problems associated with the adjacent
residential neighborhood of Allentown. Improvements would include
an underground manhole or vault with a sealed slide gate to keep
river water from backing up into the existing storm system and a
pump to keep rainwater from flooding the nearby ditches.
Other than residential, a small business at 42 Ave. at 124 Street
exists near the site of the new Community Center.
I �. E C NED
WAY 0 9 1996
COMMUNITY
DEVELOPMENT
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CITY OF TUKWILA
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SHORELINE SUESTAI f1AL DEVELOPMENT
APPLICATION CHECKLIST
CITY OF TUKWILA
DEPARTMENT OF COMMUNITY DEVELOPMENT
6300 Southcenter Boulevard, Tukwila, WA 98188
Telephone: (206) 431 -3680
The following materials must be submitted with your application. This checklist is to
assist you in submitting a complete application. Please do not turn in your application
until all items which apply to your proposal are attached to your application. If you
have any questions, contact the Department of Community Development at 431 -3680.
TURN: THIS =CHECKL IS I
GENERAL
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Application Form
Shoreline Permit Fee — $550.00 See- ge+1- '149-542' - sa /. 35-7. W..2 .
Environmental Checklist
Environmental Checklist Fee — $325.00 - sA��
Board of Architectural Review (BAR) Application
(if proposal meets Zoning Code definition of "development")
Board of Architectural Review (BAR) Application Fee — $900.00
MAY 0 9 1996
COMMUNITY
DEVELOPMENT
PLANS
17 Seven (7) copies of the site /landscape plan, elevations, and shoreline profiles. The
scale shall not exceed 1 " =30' maximum, with the north arrow, graphic, scale and date
all identified on the plan. Each set of plans shall have the license stamps of the architect
and landscape architect.
The following information should be contained within the set:
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Vicinity map showing location of site and surrounding prominent landmarks.
Property survey showing property dimensions and names of adjacent rights -of-
way.
C. Existing top of bank (all uses and structures must be set back 30 feet from existing
top of bank), floodway limit (no fill may occur within the floodway), utility lines,
structures, rockeries, and other relevant man-made or natural features.
D. Location, dimensions and nature of any proposed easements or dedications,
including Dike Maintenance and Trail easements.
E. Limits of the 40 -foot river and the 60 -foot low impact environments.
F. All existing trees over 6" in diameter by species and an indication of which will
be saved.
Proposed landscaping: size, species, location and distance apart.
Existing and finished grades a 2' contours with the precise slope of any area in
excess of 15 %.
G.
H.
SHORELINE SUBSTANTIAL ""EVELOPMENT APPLICATION CH" ^KLIST Page 2
❑ I. Location and dimensions of proposed structure(s), accessory structures with ap-
propriate setbacks and parking areas (include the degree of angle for parking stall
design), and driveways.
❑y J. Location and size of proposed utility lines and a description of by whom and how
water and sewer is available.
❑ K. Gross floor area by use and parking calculations.
❑ L. Dimensioned building elevations, induding height and exterior materials, drawn
at 1/8" equals 1' or a comparable scale.
❑ M. Location and screening of dumpsters and HVAC units.
❑ N• . Locations and elevations of parking area and building.
❑ O. Conceptual storm drainage plans with detention for 10 -year storm event, or on-
site retention for 100 -year event.
❑ P• . For multiple residential, location and dimensions of common open space recrea-
tion requirements.
❑ Q. Shoreline profiles with cross- sections at minimum 75 -foot intervals along site's
shoreline, showing:
• shoreline environments
• existing ground elevations
• proposed ground elevations
• height of existing and proposed structures
❑ R. Location of "Shoreline Profile" cross- section points on site plan.
❑ S. Identify source, composition and volume of fill materials.
❑ T• . Identify composition and volume of any extracted materials, and identify pro-
posed disposal area.
❑ U. One (1) Photomaterial Transfer (PMT) of each drawing reduced to 8.5" by 11" (most
printing companies can make PMT's).
PUBLIC NOTICE
❑' A mailing list with address labels for property owners and residents within 300 feet of
your property. (See attached "Address Label Requirements ")
2- A King County Assessor's Map which identifies the location of each property owner-
ship and residence listed. The maps may be ordered from the King County Public
Works Map Counter at 296 -6548.
OPTIONAL
❑ Perspective drawings, photographs, color renderings or other graphics which may be
needed to adequately evaluate your application. = FCEIVFD
❑ Other required information:
0 9 1996
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ALLENTOWN SEWER IMPROVEMENT SERVICE AREA BOUNDARY
- - -� EXISTING 4$ METRO-TRUNKLINE
- - - -II EXISTING V TUKWILA GRAVITY COLLECTOR
-�► PROPOSED CONSTRUCTION
--M- FUTURE CONSTRUCTION
PROPOSED CONSTRUCTION
9 FUTURE CONSTRUCTION
FUTURE "REGIONAL` PUMP
STATION (PROPOSED LOCATION)
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T�ti�INfi�i!6MR`:l'Y:! ` IMItWR' r%/ �M' Mli��h�' �NCMYtrR!+ MfJOV .@�b}T'G�lY1MMlY.'1M�1GE�'N
Memorandum
TO: Jack Pace
FROM: Nora Gierloff 01
RE: SEPA - Allentown Sewer/Water/Pumpstation Improvements Project
DATE: June 7, 1996
(DY-
Project File No. E96 -0014
Project Description:
The City of Tukwila plans to provide new sanitary sewer facilities as well as replace existing water
lines within portions of the Allentown neighborhood. The sanitary system will consist of nearly
8,000 lineal feet of eight inch gravity mains together with associated side sewer stubs, manholes,
and connections in City owned street right -of -ways. The water system includes construction of
approximately 7,000 linear feet of ten inch and eight inch ductile iron water mains and related
auxiliary items, to include fire hydrants, valves, services, ect. in City owned right -of -way.
The project also includes the construction of a stormwater pump station in the intersection of 122nd
and 42nd Avenue South. It will be used to pump stormwater into the Green River through an
existing outfall during periods of heavy rainfall when the River is unusually high.
Agencies With Jurisdiction:
Approval of construction plans by METRO
Comments to SEPA Checklist:
None
Summary of Primary Impacts:
1. Earth - Soil will be disturbed during the process of trenching, laying pipe and refilling. Erosion
control and revegetation measures will be used to minimize the effects of this disturbance.
Construction will be within street right -of -way and pavement will be repaired to previous
condition.
2. Air - There will be exhaust emissions from construction equipment during the project. Dust
control measures in compliance with the Puget Sound Air Pollution Control Authority will be used
as needed. The project will have no air emissions when complete.
3. Water - The stormwater pump will be used to control backflow during periods of heavy rainfall
but no increase in the amount of water released into the River is expected. Groundwater will likely
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need to be pumped out of the sewer and water pipe trenches but the contractor will be required to
use desiltation measures before releasing it into the drainage ditches.
4. Plants - Disturbed grassy areas will be replanted. No street trees will be removed.
5. Animals - No endangered or candidate species are known to be on site.
6. Energy and Natural Resources - The project will require energy for construction equipment and
for vehicles coming to the site.
7. Environmental Health - No environmental health hazards are anticipated. Construction
equipment operation will need to comply with Tukwila's noise ordinance.
8. Land and Shoreline Use - The proposed use will not adversely affect the existing use of the site
as street right -of -way.
9. Housing - The proposal will not result in a change to the housing supply.
10. Aesthetics - The project is not subject to BAR requirements.
11. Light and Glare - The proposal will not generate light or glare.
12. Recreation - The proposal will not affect recreational facilities.
13. Historical and Cultural Preservation - The site is not known to have any historical or cultural
significance.
14. Transportation - Construction phasing and flaggers will be used to minimize traffic delays and
inconvenience to neighborhood residents.
15. Public Services - The project is likely to increase demand on other public services only to the
extent that the installation of sewers may encourage infill development in the neighborhood..
16. Utilities - The project will replace aging water lines with new pipes sized to meet future
demand. New sewer lines will be installed and the area will gradually discontinue use of septic
systems. This will increase demand at the METRO wastewater treatment plant.
Recommended Threshold Determination:
Determination of non - significance.
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STATE ENVIRONMENTAL POLICY ACT
• ENVIRONMENTAL CHECKLIST
1
Purpose of Checklist:
The State Environmental Policy Act (SEPA), chapter 43.21C RCW, requires all
governmental agencies to consider the environmental impacts of a proposal before making
decisions. An environmental impact statement (EIS) must be prepared for all proposals
with probable significant adverse impacts on the quality of the environment. The purpose
of this checklist is to provide information to help you and the agency identify impacts from
your proposal (and to reduce or avoid impacts from the proposal, if it can be done) and to
help the agency decide whether an EIS is required.
Instructions to Applicants:
This environmental checklist asks you to describe some basic information about your
proposal. Governmental agencies use this checklist to determine whether the
environmental impacts of your proposal are significant, requiring preparation of an EIS.
Answer the questions briefly, with the most precise information known, or give the best
description you can.
You must answer each question accurately and carefully, to the best of your knowledge.
In most cases, you should be able to answer the questions from your own observations or
project plans without the need to hire experts. If you really do not know the answer, or if
a question does not apply to your proposal, write "do not know" or "does not apply."
• Complete answers to the questions now may avoid unnecessary delays later.
Some questions ask about governmental regulations, such as zoning, shoreline, and
landmark designations. Answer these questions if you can. If you have problems, the
governmental agencies can assist you.
The checklist questions apply to all parts of your proposal, even if you plan to do them
over a period of time or on difference parcels of land. Attach any additional information
that will help describe your proposal or its environmental effects. The agency to which you
submit this checklist may ask you to explain your answers or provide additional
information reasonably related to determining if there may be significant adverse impact.
A. BACKGROUND
1. Name of proposed project, if applicable:
Allentown Water and Sewer Improvement Project
2. Name of applicant: City of Tukwila
M AY 1 3 1996
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3. Address and phone number of applicant and contact person:
Applicant Engineer
City of Tukwila Gray & Osborne, Inc.
6300 Southcenter Blvd., #100 701 Dexter Ave. N., #200 • Tukwila, WA 98188 - Seattle, WA 98109 Q
1 Pat Brodin, P.E. Tim Osborne, P.E. z
Water /Sewer Engineer Project /Sewer En
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(206) 433 -0179 (206) 284 -0860 6 v
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4. Date checklist prepared: 5/1/1996 co 0:
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5. Agency requesting checklist: City of Tukwila, Washington cn u.
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6. Proposed timing or schedule (including phasing, if applicable): 71
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Construction to take place beginning in approximately July, 1996.
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7. Do you have any plans for future additions, expansion, or further activity related to z
or connected with this proposal? If yes, explain. I- szY
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No. While future extensions and /or replacement of the system(s) are .'D o'
anticipated, it is unknown, at this time, when this will occur. :v cn`
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8. List any environmental information you know about that has been prepared, or will = w.
be prepared, directly related to this proposal. 1- �!
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• As a part of the design phase, several random soil and /or drillings will be fu N`
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conducted to ascertain sub - surface conditions in and along the proposed F- z
pipeline route.. z
9. Do you know whether applications are pending for governmental approvals of
other proposals directly affecting the property covered by your proposal? If yes,
explain.
No.
10. List any government approvals or permits that will be needed for your proposal, if
known.
Shoreline permit - City of Tukwila Department of Community Development.
Approval of Construction Plans - City of Tukwila Public Works
Approval of Construction Plans - "METRO"
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11. Give brief, complete description of your proposal, including the proposed uses and
the size of the project and site. There are several questions later in this checklist
that ask you to describe certain aspects of your proposal. You do not need to
repeat those answers on this page. (Lead agencies may modify this form to include
additional specific information on project description.)
The City of Tukwila plans to provide new sanitary sewer facilities, as well as,
replace existing water lines within portions of the "Allentown" area of the
City. The project includes construction of approximately 7,000 LF of ten -
inch (10 ") and (8 ") ductile iron water mains and related auxiliary items, to
include fire hydrants, valves, services, etc. in the City-owned right -of -way,
commonly known as S. 116th St., S. 124th St., S. 122nd St. and 43rd, 44th,
45th, 46th, 47th and 48th Ave. S. The sanitary system will consist of nearly
8,000 lineal feet of eight -inch (8 ") gravity mains together with associated side
sewer stubs, manholes and connections also located in the above noted street
right -of -ways. Work will also include surface restoration (in kind). See
attached Exhibit.
The project is also to include the construction of a stormwater pump station.
The station is to be located within the intersection of 122nd and 42nd Avenue
South and shall be designed to convey stormwater runoff out of the
Allentown Drainage System during heavy rainfall periods.
12. Location of the proposal. Give sufficient information for a person to understand
the precise location of your proposed project, including a street address, if any,
and section, township, and range, if known. If a proposal would occur over a
range of area, provide the range or boundaries of the site (s). Provide a legal
description, site plan, vicinity map, and topographic map, if reasonably available.
While you should submit any plans required by the agency, you are not required to
duplicate maps or detailed plans submitted with any permit applications related to
this checklist.
The project is located in its entirety in the corporate limits of the City of
Tukwila, King County, Washington within Section 10, Township 23N, Range
4E. More specifically, in the area of City commonly known as "Allentown".
This area is located west of I-5/Burlington Northern Railroad right -of -way,
east of 42nd Avenue South and the Duwamish River and north of 124th
Street and the Duwamish River. Please see enclosed Exhibit.
B. ENVIRONMENTAL ELEMENTS
1. Earth
a. General description of the site (circle one): Flat, rolling, hilly, mountainous, other
. Description noted in bold print.
What is the steepest slope on the site (approximate percent slope)?
Approximately 4% to 5% slope in steepest areas (enbankments). Generally
1 %to3 %.
3
c. What general types of soils are found on the site (for example, clay, sand, gravel,'
peat, muck)? If you know the classification of agricultural soils, specify them and
note any prime farmland.
Sand, clay, organic matter and glacial till.
d. Are there surface indications or history of unstable soils in the immediate vicinity? a
If so, describe. z
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While previous construction in adjacent areas have indicated that clays and 6 D
organic materials may be exposed during pipe installations, there is no U 0
surface evidence of "unstable soils" in the immediate vicinity. co w
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e. Describe the purpose, type, and approximate quantities of any filling or grading LL`
proposed. Indicate source of fill. w 0
Import material will likely be required in trench and roadway g
repair /reconstruction. No net increase in fill will be provided. Unsuitable co D
trench spoils will be loaded and hauled to waste per the City approved = W
construction contract documents. Minimal roadway grading will be required z F
for roadway repair. F- O
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f. Could erosion occur as a result of clearing, construction, or use? If so, generally 2 D
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describe. o co
An increase in wind and water erosion of stockpiled materials adjacent to at w'
pipe trenching areas can be expected during the construction phase. The 1 v:
potential conveyance of eroded materials shall be mitigated for until ., ~O:
construction is complete and vegetation is established. z.
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g. About what percent of the site will be covered with impervious surfaces after o 1
project construction (for example, asphalt or buildings)? z
The project will be primarily aligned within paved streets. Approximately
35% of the existing project site (City rights -of -ways) are presently covered by
impervious surfaces. After construction, the project site will be covered by
approximately the same percentage of impervious surfaces (i.e., pavement
surfaces will be repaired in kind).
h. Proposed measures to reduce or control erosion, or other impacts to the earth, if
any:
The contractor will be contractually required to incorporate provisions for
erosion control such as the use of straw bales, siltation basins, silt fencing
during construction, etc. per the City approved construction contract
documents.
2. Air
a. What types of emissions to the air would result from the proposal (i.e. dust,
automobile, odors, industrial wood smoke) during construction and when the
4
project is completed? If any, generally describe and give approximate quantities, if
known.
Temporary Exhaust emissions from equipment, both diesel and gas operated,
will take place during construction. Dust may be emitted during
construction phase (pipe installation, backfill, and roadway
repair /reconstruction).
b. Are there any off -site sources of emissions or odor that may affect your proposal?
If so, generally describe.
No.
c. Proposed measures to reduce or control emissions or other impacts to air, if any:
The City approved construction contract will include provisions for dust and
emission control during construction. Street cleaning/sweeping and
compliance with the Puget Sound Air Pollution Control Authority shall be
required by Contract.
3. Water
a. Surface:
1) Is there any surface water body on or in the immediate vicinity of the site
(including year -round and seasonal streams, saltwater, lakes, ponds,
wetlands)? If yes, describe type and provide names. If appropriate, state
what stream or river it flows into.
The Duwamish River is located (borders) along both the southerly
and westerly boundaries of the Allentown area of the city.
Will the project require any work over, in, or adjacent to (within 200 feet)
the described waters? If yes, please describe and attach available plans.
Some work will be completed, within existing City/roadway right -of-
way limits, in areas which are adjacent to the Duwamish River.
Please see attached exhibit. Work will not be over or in the "waters ".
Estimate the amount of fill and dredge material that would be placed in or
removed from surface water or wetlands and indicate the area of the site
that would be affected. Indicate the source of fill material.
None.
4) Will the proposal require surface water withdrawals or diversions? Give
general description, purpose, and approximate quantities, if known.
Trench dewatering with conventional trench sump pumps (trash
pumps) are anticipated due to expected groundwater seepage into the
trench section (pipe construction).
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5) Does the proposal lie within a 100 -year floodplain? If so, note location on
the site plan.
No.
6) Does the proposal involve any discharges of waste materials to surface
waters? If so, describe the type of waste and anticipated volume of
discharge.
No.
b. Ground:
c.
1) Will ground water be withdrawn, or will water be discharged to ground
water? Give general description, purpose, and approximate quantities, if
known.
Some dewatering is anticipated to occur due to the seepage of
groundwater into the trench excavation area, during pipe line
installation.
Describe waste material that will be discharged into the ground from septic
tanks or other sources, if any (for example: Domestic sewage; industrial,
containing the following chemicals...; agricultural; etc.). Describe the
general size of the system, the number of such systems, the number of
houses to be served (if applicable), or the.number of animals or humans the
system(s) are expected to serve.
None anticipated. The completion of this project should result in the
reduction of environmental damage currently caused by the
utilization of "failed" private septic drain fields in the area which will
be abandoned, over time, as the result of connections to the
permanent public sewer system being installed as a part of this
project.
Water Runoff (including storm water):
1) Describe the source of runoff (including storm water) and method of
collection and disposal, if any (include quantities, if know). Where will this
water flow? Will this water flow into other waters? If so, describe.
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N /A.
Could waste materials enter ground or surface waters? If so, generally
describe.
No.
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d. Proposed measures to reduce or control surface, ground, and runoff water
impacts, if any:
Methods to minimize and mitigate construction related erosion will be
provided in design and within the City approved construction contract
documents. Methods include the use of silt fence, siltation ponds and straw
bales to entrap migrating silt on site and the placing of filter fabric over catch
basins to restrict silt from entering the existing storm system. Grassed areas
disturbed by the construction of this project shall be re- seeded. Any
significant dewatering will be routed to existing suitable roadside ditches, as
may be pre - approved by the City, and /or the existing METRO sewer system,
as may be pre - approved by METRO.
4. Plants
a. Check or circle types of vegetation found on the site:
X deciduous tree: alder, maple, aspen, other
evergreen tree: fir, cedar, pine, other
shrubs
X grass
pasture
crop or grain
wet soil plants: cattail, buttercup, bullrush, skunk cabbage, other
water plants: water lily, eelgrass, milfoil, other
other types of vegetation
b. What kind and amount of vegetation will be removed or altered?
The project will be primarily aligned within exiting City -owned paved
streets, and graveled shoulders, all as located in City -owned rights -of -way.
The installation of pipe however will likely disturb some existing roadside
grassed areas. These areas will be "replanted" with new seed, as applicable.
List threatened or endangered species known to be on or near the site.
None.
d. Proposed landscaping, use of native plants, or other measures to preserve or
enhance vegetation on the site, if any:
Grassed areas disturbed by the construction of this project shall be reseeded.
Animals
a. Circle any birds and animals which have been observed on or near the site or are
known to be on or near the site:
birds: hawk, heron, eagle, songbirds, other:
7
mammals: deer, bear, elk, beaver, other: None.
fish: bass, salmon, trout, herring, shellfish, other:
b. List any threatened or endangered species known to be on or near the site.
None.
c. Is the site part of a migration route? If so, explain. w
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No.
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d. Proposed measures to preserve or enhance wildlife, if any:
6. Energy and Natural Resources
a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to
meet the completed project's energy needs? Describe whether it will be used for
heating, manufacturing, etc.
Oil, gasoline, and diesel fuel will be consumed by machinery during
construction.
b. Would your project affect the potential use of solar energy by adjacent properties?
If so, generally describe:
c. What kinds of energy conservation features are included in the plans of this
proposal? List other proposed measures to reduce or control energy impacts, if
any:
N /A.
7. Environmental Health
a. Are there any environmental health hazards, including exposure to toxic chemicals,
risk of fire and explosion, spill, or hazardous waste, that could occur as a result of
this proposal? If so, describe.
No.
1) Describe special emergency services that might be required.
N /A.
Proposed measures to reduce or control environmental health hazards, if
any:
N /A.
8
b. Noise
1) • What types of noise exist in the area which may affect your project (for
example: traffic, equipment, operation, other)?
The project may experience noise from vehicular traffic and the
nearby BNRR facilities. , 1- z
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2) What types and levels of noise would be created by or associated with the 6 M
project on a short-term or a long -term basis (for example: traffic, 0 o
construction, operation, other)? Indicate what hours noise would come co W
from the site. w =i
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Short term noise from machinery during City approved (contracted) w 0
working hours will occur during the course of construction. No long 2 ,
term noise.
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3). Proposed measures to reduce or control noise impacts, if any: i w
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Working hours will be established by contract limiting working hours - o
to City recognized work days (Monday through Friday) from 7:00 w
a.m. to 6 :00 p.m., to comply with the guideline established by the City 2 D:
of Tukwila Municipal Code, (Title 8.22.160) and the City's noise v C
ordinance number 1363. o —:
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8. Land and Shoreline Use = U
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a. What is the current use of the site and adjacent properties? iii Z
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The construction site is currently used as City owned roadway and utility p �'
right -of -way. Land uses adjacent to the project site are primarily residential ?.. {
with limited commercial/industrial.
b. Has the site been used for agriculture? Is so, describe.
No. Unaware of any previous agricultural uses.
c. Describe any structures on the site.
Utility poles, power poles, fire hydrants and utility boxes exist within the
project site (City right -of -way). Underground structures consist of water,
storm drains and catch basins, manholes, telephone and electrical lines and
gas lines.
d. Will any structures be demolished? If so, what?
Portions of existing City-owned utilities (mostly all located underground) will
be removed and wastehauled to allow for the installation of new sanitary and
water facilities. Most of the existing facilities, however, will be abandoned
below ground in place.
9
e. What is the current zoning classification of the site?
The project site is within the existing City of Tukwila owned street rights -of-
way. The "neighborhood" is currently zoned Low Density Residential
(LDR).
g.
What is the current comprehensive plan designation of the site?
While the project is located within the existing City -owned street right -of-
way, the neighborhood is currently zoned Low Density Residential (LDR).
If applicable, what is the current shoreline master program designation of the site?
N /A.
h. Has any part of the site been classified as an "environmentally sensitive" area? If
so, specify.
No. (Not within project construction site).
i. Approximately how many people would reside or work in the completed project?
N /A.
1. Approximately how many people would the completed project displace?
None.
Proposed measures to avoid or reduce displacement impacts, if any:
N /A.
Proposed measures to ensure the proposal is compatible with existing and
projected land uses and plans, if any:
N /A.
9. Housing
a. Approximately how many units would be provided, if any? Indicate whether high,
middle, or low- income housing.
None.
b. Approximately how many units, if any, would be eliminated? Indicate whether
high, middle, or low - income housing.
None.
10
c. Proposed measures to reduce or control housing impacts, if any:
N /A.
10. Aesthetics
a. What is the tallest height of any proposed structure(s), not including antennas;
what is the principal exterior building material(s) proposed?
Fire hydrants (30" to 36" high). All other improvements will be at or below
existing grade.
b. What views in the immediate vicinity would be altered or obstructed?
None.
c. Proposed measures to reduce or control aesthetic impacts, if any:
N /A.
11. Light and Glare
a. What type of light or glare will the proposal produce? What time of day would it
mainly occur?
None.
b. Could light or glare from the finished project be a safety hazard or interfere with
views?
No.
c. What existing off -site sources of light or glare may affect your proposal?
None.
Proposed measures to reduce or control light and glare impacts, if any:
N /A.
12. Recreation
What designated and informal recreational opportunities are in the immediate
vicinity?
None.
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b. Would the proposed project displace any existing recreational uses? If so,
describe.
No.
c. Proposed measures to reduce or control impacts on recreation, including Q
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recreation opportunities to be provided by the project or applicant, if any: ; E- w ,
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N /A.
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13. Historic and Cultural Preservation . cow:
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a. Are there any places or objects listed on, or proposed for, national, state, or local co LL,
preservation registers known to be on or next to the site? If so, generally describe. w O;
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b. Generally describe any landmarks or evidence of historic, archaeological, scientific, I Ui .
or cultural importance known to be on or next to the site. ? �;
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An archeological site is located near the most northwesterly corner of w w
"Allentown", but not within this project site. 2 o CY
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c. Proposed measures to reduce or control impacts, if any: +o 1-
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a. Identify public streets and highways serving the site, and describe proposed access
to the existing street system. Show on site plans, if any.
The major roads which provide access to the project are Interurban Avenue
South, 42nd Avenue South and South 129th Street. The project is to be
constructed within the right -of -way corridors previously noted. The
construction contract will require the contractor to submit and acquire City
approval of a traffic control plan
b. Is site currently served by public transit? If not, what is the approximate distance
to the nearest transit stop?
14. Transportation
Several transit stops are located in and adjacent to the project.
c. How many parking spaces would the completed project have? How many would
the project eliminate?
N /A.
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d. Will the proposal require any new roads or streets, or improvements to existing
roads or streets, not including driveways? If so, generally describe (indicate
whether public or private).
Yes. Streets will be restored to a like or superior condition.
e. Will the project use (or occur in the immediate vicinity of) water, rail, or air
transportation? If so, generally describe.
No.
f. How many vehicular trips per day would be generated by the completed project?
If known, indicate when peak volumes would occur.
g.
No additional traffic generation is anticipated.
Proposed measures to reduce or control transportation impacts, if any:
Construction will take place in a timely manner to minimize disturbances to
traffic flow through the various street corridor(s). City approved traffic
control through the construction area will be required by contract.
15. Public Services
a. Would the project result in an increase need for public services (for example, fire
protection, police protection, health care, schools, other)? If so, generally
describe.
Yes. Additional wastewater treatment is anticipated at the METRO facilities
as dwellings are anticipated to connect to the new proposed facilities.
b. Proposed measures to reduce or control direct impacts on public services, if any.
The contract documents will include provisions for maintaining existing
utility service to residents and businesses. The contractor shall be required
to locate all existing utilities and coordinate all construction activities with all
affected utility companies during the construction phase.
16. Utilities
a. Underline utilities currently available at the site: electricity, natural gas, water,
refuse service, telephone, sanitary sewer, television cable, septic system, other.
(As underlined above)
b. Describe the utilities that are proposed for the project, the utility providing the
service, and the general construction activities on the site or in the immediate
vicinity which might be needed.
Utilities proposed for the project include the installation of new water mains
and sanitary sewer lines to be owned and operated by the City.
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C. •SIGNATURE
The above answers are true and complete to the best of my knowledge. I
understand that the lead agency is j eIyi g on them to make its decision.
Signature: (2ZI
Date Submitted:
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TO BE COMPLETED BY APPLICANT
E. SUPPLEMENTAL SHEET FOR ALL PROJECT AND NON PROJECT PROPOSALS
The objectives and the alternative means of reaching the objectives for a proposal will be helpful
in reviewing the aforegoing items of the Environmental Checklist. This information provides a
general overall perspective of the proposed action in the context of the environmental
information provided and the submitted plans, documents, supportive information, studies, etc.
1. What are the objective(s) of the proposal?
The objectives of this proposal were provided in the Utilities Element of the City's Land Use Policy.
Plan, namely:
The elimination of any point or non -point pollution sources associated with sewage disposal
systems. In areas such as Allentown of continuous septic and drain field failures, the installation
of sanitary sewer facilities should be accomplished, and
• the replacement of old and deteriorated water lines to meet infrastructure standards that are
appropriately scaled for use specified in the City's Land Use Policy Plan.
2. What are the altemative means of accomplishing these objectives?
Septic and drain fields would need to be rebuilt or maintained in order to reduce the point or non-
point pollution. No alternatives for the deficiencies in the water system.
3. Please compare the altemative means and indicate the preferred course of action:
It is unfeasible to eliminate point or non -point pollution without building new sewers therefore
construction of sanitary sewer facilities is the preferred course of action.
4. Does the proposal conflict with policies of the Tukwila Comprehensive Land Use Policy Plan?
If so what policies of the Plan?
No.
Proposed measures to avoid or reduce the conflict(s) are:
None.
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A F F I D A V I T
O F D I S T R I B U T I O N
9JLV IA A40Mt c..L 1A 1\ hereby declare that:
0 Notice of Public
fJ Notice of Public
fl Board of
Packet
O Board of
Packet
Hearing
Meeting
Adjustment Agenda
Appeals Agenda
O Planning Commission Agenda
Packet
fl Short Subdivision Agenda
Packet
VNotice of Application for
Shoreline Management Permit
0 Shoreline. Management Permit
fl Determination of Non -
significance
0 Mitigated Determination of
Nonsignificance
O Determination of Significance
and Scoping Notice
fl Notice of Action
Official Notice
Other
Other
was mailed to each of the following addresses on 6- 110 -9(o
C r )
Name of Project LI N 0 `Tuuki I LA Signature
File Number Ak.0 00Z3 i UG
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CITY OF'UKWILA
Department of Community Development
6300 Southcenter Boulevard, Tukwila, WA 98188
Telephone: (206) 431 -3670
NOTICE OF APPLICATION
The City of Tukwila Public Works Department has filed applications for installation of new
sanitary sewer facilities, replacement of existing water lines, and construction of a
stormwater pump station all to be located in the City owned right -of -way of South 116th, South
124th and South 122nd Streets and 43rd, 44th, 45th, 46th, 47th and 48th Avenues South in the
Allentown neighborhood of Tukwila. Work will also include surface restoration.
Permits applied for include:
Shoreline Substantial Development Permit (City of Tukwila)
Other known required approvals include:
Approval of Construction Plans by the City of Tukwila Public Works Dept.
Approval of Construction Plans by METRO
An environmental checklist has been submitted with the studies identifed above.
The project files are available at the City of Tukwila. To view the files, you may request them at the
permit counter of the Department of Community Development (DCD), located at 6300 Southcenter
Boulevard #100.
Project Files include: E96 -0014
L96 -0023
Your written comments on the project are requested. They must be delivered to DCD at the
address above or postmarked no later than 5:00 p.m., June 17, 1996.
You may request a copy of any decision, information on hearings, and your appeal rights by calling
DCD at 431 -3670.
The environmental review decision is appealable to the City Council.
The shoreline permit decision is appealable to the Shoreline Hearings Board.
For further information on this proposal, contact Nora Gierloff at 431 -3670 or visit our offices at
6300 Southcenter Boulevard, Suite #100, Monday through Friday, 8:30 a.m. to 5:00 p.m.
Application Filed: May 13, 1996
Notice of Application Issued: May 15, 1996
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City of Tukwila
Department of Community Development
6300 Southcenter Boulevard
Tukwila, WA 98188 -2599
Department of Ecology
Shoreline Permit Review Section
3190 160th Avenue SE
Bellevue, WA 98008 -5452
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City of Tukwila
Department of Community Development
6300 Southcenter Boulevard
Tukwila, WA 98188 -2599
Metro
Environmental Planning Division
821 2nd Avenue MS -92
Seattle, WA 98104
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City of Tukwila
Department of Community Development
6300 Southcenter Boulevard
Tukwila, WA 98188 -2599
King County Department of Development
Environmental Division - SEPA Information Center
3600 136th Place SE
Bellevue WA 98006 -1400
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City of Tukwila
Department of Community Development
6300 Southcenter Boulevard
Tukwila, WA 98188 -2599
Muckelshoot Indian Tribe
Fisheries Department
39015 172nd Avenue SE
Aurburn, WA 98002
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard
Tukwila, WA 98188 -2599
Duwamish Indian Tribe .
140 Rainier Avenue South - Suite 7
Renton, WA 98055 -2000
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City of Tukwila
Department of Community Development
6300 Southcenter Boulevard
Tukwila, WA 98188 -2599
Department of
Environmental
PO Box 47703
1
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Ecology
Review Section
9, ,5.D 7,7.03
01 79 0000 05
JACOBSON JAMES
12202 42ND AVE S
TUKWILA WA 98168 -2525
01 79 0000 25
OCCUPANT
12214 42ND AVE S
TUKWILA WA 98168
01 79 0000 40
MATERO ROCCO FRANK
12222 42ND AVE S
TUKWILA WA 98168
01 79 0000 70 & 80
KOLSTAD BEN
12238 42ND AVE S
TUKWILA WA 98168 -2525
01 79 0000 90
KWON JONG -MYUN
1512 SW 327TH ST
FEDERAL WAY WA 98023
01 79 0001 05
WALKER FREDERICK F
4208 S 124TH ST
TUKWILA WA 98168
01 79 0001 60 & 161
LYLE MARK S
645 SOUTHCENTER MALL #369
TUKWILA WA 98188
01 79 0001 61
ROBAR KEITH & TANI
3767 S 194TH ST
SEATAC WA 98188
01 79 0002 20
WAGERS LARRY & KIM
12203 43RD AVE S
TUKWILA WA 98178
01 79 0002 65
BRAUCHER ANNE A
12226 43RD AVE S
TUKWILA WA 98178 -3402
01 79 0000 20
CASTILLO ELIZABETH
12210 42ND AVE S
TUKWILA WA 98168
01 79 0000 30
VALENTINE BRETT
17344 34TH AVE S
SEATAC WA 98188
01 79 0000 60
MEAD LEONARD
12232 42ND AVE S
TUKWILA WA 98168 -2525 •
01 79 0000 80
OCCUPANT
12244 42ND AVE S
TUKWILA WA 98168 -2525
01 79 0001 00
HOWE LARRY & EVELYN
14548 SE 51ST ST
BELLEVUE WA 98006
01 79 0001 40
SWEENEY LONA M
12253 43RD AVE S
TUKWILA WA 98178 -3402
01 79 0001 60
OCCUPANT
12241 43RD AVE S
TUKWILA WA 98168
01 79 0002 00
SMITHAM DENNIS
12223 43RD AVE S
TUKWILA WA 98178 -3402
01 79 0002 30
MATSON JIM D
12204 43RD AVE S
TUKWILA WA 98168
01 79 0002 70
CITY OF TUKWILA
PETERSON HALL
6200 SOUTHCENTER BLVD
TUKWILA WA 98188 -2599
e—
MAY 1 1996
01 79 0000 25
DEROSIER WAYNE =P" ! i C2-A Tai'
210 NW 107TH
SEATTLE WA 98177
01 79 0000 30
OCCUPANT
12218 42ND AVE S
TUKWILA WA 98168
01 79 0000 65
TURPIN RONALD PERRY
12229 43RD AVE S
TUKWILA WA 98178
01 79 0000 90
RICHARDSON MARK
12250 42ND AVE S
TUKWILA WA 98168 -2525
01 79 0001 00
ALLEN BRIDGET
12258 42ND AVE S
TUKWILA WA 98168 -2525
01 79 0001 40
BARRY JESSIE
12247 43RD AVE S
TUKWILA WA 98178 -3402
01 79 0001 61
OCCUPANT
12235 43RD AVE S
TUKWILA WA 98168
01 79 0002 10
OBRIEN MYRTLE I
12211 43RD AVE S
TUKWILA WA 98178 -3402
01 79 0002 40
KIRKPATRICK KIM
12212 43RD AVE S
TUKWILA WA 98178 -3401
01 79 0002 90
CARLSON JACK JAY
2024 S 304TH ST
FEDERAL WAWA 98003 -4845
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01 79 0002 90
BUSBE WENDY J
12248 43RD AVE S
TUKWILA WA 98178
01 79 0003 15
GEARHART PHILLIP
219 S 107TH ST
SEATTLE WA 98168
01 79 0003 30
EXTINE CASSANDRA
4306 S 124TH ST
TUKWILA WA 98178
01 79 0003 60
NISTOR IOAN
12253 44TH AVE S
TUKWILA WA 98178
01 79 0003 90
JACOBSEN CHRIS •
12235 44TH AVE S
TUKWILA WA 98178
01 79 0004 10
KLISE HAROLD & JUNE
12221 44TH AVE S
TUKWILA WA 98178
01 79 0004 29
OCCUPANT
12205 44TH AVE S
TUKWILA WA 98168
33 47 4003 35
MIYAO WILLIAM S
12054 42ND AVE S
TUKWILA WA 98168
33 47 4003 55
TYE MARGUERITE H
4202 S 122ND ST
TUKWILA WA 98168
33 47 4003 70
BLAKE SALLY H
12108 203RD AVE SE
MONROE WA 98272
01 79 0003 00
DELEZA SANDRA
12240 43RD AVE S
TUKWILA WA 98178
01 79 0003 15
OCCUPANT
12254 43RD AVE S
TUKWILA WA 98178
01 79 0003 40
GREENWAY JEFFREY
4316 S 124TH ST
TUKWILA WA 98178 -3445
01 79 0003 65
WEIKUM LAURENCE
12249 44TH AVE S
TUKWILA WA 98178
01 79 0004 00
BAILEY EDWARD
5713 S NORFOLK ST
SEATTLE WA 98118
01 79 0004 20
CUNNINGHAM CHARLES
12207 44TH AVE S
TUKWILA WA 98168
01 79 0004 40
WALKLEY EUGENE W
12201 44TH AVE S
TUKWILA WA 98178 -3410
33 47 4003 40
GREGORY CHARLES M
12058 42ND AVE S
TUKWILA WA 98168 -2524
33 47 4003 60
RAMEY REGGIE R
4206 S 122ND ST
TUKWILA WA 98168
33 47 4003 70
ELLIS ANTHONY
4214 S 122ND ST
TUKWILA WA 98168
401 79 0003 10 MAY 1 1996
SHUMWAY TODD E II
PO BOX 69373
RIVERTON HEIGHTS STA
SEATTLE WA 98168
01 79 0003 20
ANDERSON KIM M
4304 S 124TH ST
TUKWILA WA 98178 -3445
01 79 0003 50
GARRISON LORI W
4318 S 124TH ST
TUKWILA WA 98178
01 79 0003 80
JACOBSEN GAYLE M
12245 44TH AVE S
TUKWILA WA 98178
01 79 0004 00
OCCUPANT
12227 44TH AVE S
TUKWILA WA 98178
01 79 0004 29
MOLTANE GARY
C/0 COLDWELL BANKER BAIN
17650 140TH AVE SE
RENTON WA 98058 -6814
33 47 4003 25
WIEMAN DAN
12048 42ND AVE S
TUKWILA WA 98168 -2524
33 47 4003 45
BIGELOW GLADYS L
12062 42ND AVE S
TUKWILA WA 98168
33 47 4003 65
BEEMAN BETH
4210 S 122ND ST
TUKWILA WA 98168
33 47 4003 80
GALLOWAY DAVID
GROVE NANCY
25325 237TH PL SE
MAPLE VALLEY WA 98038
33 47 4003 80
OCCUPANT
4220 S 122ND ST
TUKWILA WA 98168
33 47 4004 10
JACOBSEN SAMUAL F
12065 44TH AVE S
TUKWILA WA 98178
33 47 4003 90 & 395
MCGUIRE CHARLES T JR
MCGUIRE MICKEY R
525 MORRIS AVE S
RENTON WA 98055
33 47 4004 20
JENNE RAYMOND W
12055 44TH AVE S
TUKWILA WA 98178 -3408
33 47 4004 00
ADAIR RONALD L
4310 S 122ND ST
TUKWILA WA 98178
33 47 4004 30
ELLIS EVERETT
12049 44TH AVE S
TUKWILA WA 98178
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0 Short Subdivision Agenda
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O F D I S T R I B U T I O N
hereby declare that:
Notice of Application for
Shoreline Management Permit
0 Shoreline Management Permit
fl Determination of Non -
significance
0 Mitigated Determination of
Nonsignificance
0 Determination of Significance
and Scoping Notice
O Notice of Action
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wasimiled to each of the following addresses on _ \5 _q
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Name of Pro jectOJ 1 1 O F'1 ULW 1 LA Signature S
File Number L°1 L - 0 02.-b 1,130C V D
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CITY OF,TUKWILA r�
Departmer,. J Community Development
6300 Southcenter Boulevard, Tukwila, WA 98188
Telephone: (206) 431 -3670
NOTICE OF APPLICATION
Tire City of Tukwila Public Works Department has filed applications for installation of new
sanitary sewer facilities, replacement of existing water lines, and construction of a
stormwater pump station all to be located in the City owned right -of -way of South 116th, South
124th and South 122nd Streets and 43rd, 44th, 45th, 46th, 47th and 48th Avenues South in the
Allentown neighborhood of Tukwila. Work will also include surface restoration.
Permits applied for include:
Shoreline Substantial Development Permit (City of Tukwila)
Other known required approvals include:
Approval of Construction Plans by the City of Tukwila Public Works Dept.
Approval of Construction Plans by METRO
An environmental checklist has been submitted with the studies identifed above.
The project files are available at the City of Tukwila. To view the files, you may request them at the
permit counter of the Department of Community Development (DCD), located at 6300 Southcenter
Boulevard #100.
Project Files include: E96 -0014
L96 -0023
Your written comments on the project are requested. They must be delivered to DCD at the
address above or postmarked no later than 5:00 p.m., June 17, 1996.
You may request a copy of any decision, information on . hearings, and your appeal rights by calling
DCD at 431 -3670.
The environmental review decision is appealable to the City Council.
The shoreline permit decision is appealable to the Shoreline Hearings Board.
For further information on this proposal, contact Nora Gierloff at 431 -3670 or visit our offices at
6300 Southcenter Boulevard, Suite #100, Monday through Friday, 8:30 a.m. to 5:00 p.m.
Application Filed: May 13, 1996
Notice of Application Issued: May 15, 1996
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GEOTECHNICAL ENGINEERING STUDIES
ALLENTOWN WATER AND SEWER
IMPROVEMENT PROJECT
TUKWILA, WASHINGTON
HWA Project No. 96023
March 8, 1996
Revised April 29, 1996
Prepared for:.
Gray & Osborne, Inca
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March 8, 1996
Revised April 29, 1996
HWA Project No. 96023
Gray & Osborne, Inc.
701 Dexter Avenue North, Suite 200
Seattle, Washington 98109
Attention: Mr. Timothy Osborne, P.E.
Subject: GEOTECHNICAL ENGINEERING STUDIES
Allentown Water and Sewer Improvement Project
Tukwila, Washington
Dear Tim:
Geotechnical Engineering
Hydrogeology
Geoenvironmental Services
Testing & Inspection
In accordance with your request, Hong West & Associates, Inc. has performed
geotechnical engineering studies for the proposed Allentown Water and Sewer
Improvement project in Tukwila, Washington. The results of our studies are presented in
the accompanying report. This revised report incorporates the project team's comments
that were transmitted to us in your letter dated April 11, 1996, and completely replaces
the previous draft report dated March 8, 1996.
We appreciate the opportunity to provide geotechnical services on this project. Should
you have any questions or comments, or if we may be of further service, please call.
Sincerely,
HONG WEST & ASSOCIATES, INC.
Sg„ Ortx,
Steven R. Wright, P.E.
Ralph N. Boirum, P.E.
Geotechnical Engineer Vice President
SRW:RNB:srw
19730 -64th Avenue West
Lynnwood, WA 98036 -5904
Tel. 206 - 774 -0106
Fax. 206 - 775 -7506
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TABLE OF CONTENTS
Page
1.0 INTRODUCTION 1
1.1 GENERAL 1
1.2 PROJECT DESCRIPTION 1
1.3 AUTHORIZATION AND SCOPE OF WORK 2
2.0 FIELD AND LABORATORY INVESTIGATIONS 2
2.1 FIELD EXPLORATION 2
2.2 LABORATORY TESTING 2
3.0 SITE CONDITIONS 2
3.1 SURFACE CONDITIONS 2
3.2 GENERAL GEOLOGIC CONDITIONS 3
3.3 SUBSURFACE CONDITIONS 3
3.3.1 Soils 3
3.3.2 Groundwater 4
4.0 CONCLUSIONS AND RECOMMENDATIONS 4
4.1 GENERAL 4
4.2 EXCAVATION AND TEMPORARY SHORING 5
4.3 DEWATERING 6
4.4 PIPE SUPPORT 7
4.5 TRENCH BACKFILL 8
4.6 PIPE SETTLEMENT 9
4.7 BUOYANCY AND UPLIFT 9
4.8 PAVEMENTS 10
4.9 WET WEATHER EARTHWORK 11
5.0 UNCERTAINTY AND LIMITATIONS 12
REFERENCES 14
LIST OF TABLES
Table 1. Alternative Flexible Pavement Sections 10
LIST OF FIGURES (FOLLOWING TEXT)
Figure 1. Vicinity Map
Figure 2. Site Plan
Figure 3. Earth Pressures for Temporary Cantilever Shoring
Figure 4. Earth Pressures for Temporary Braced Shoring
Figure 5. Parameters for Calculating Uplift
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Table of Contents (Continued)
APPENDICES
Appendix A: Field Investigation
Figure A-1. Legend of Terms and Symbols Used on Exploration Logs
Figures A -2 - A -11. Boring Logs BH -1 through BH -8
Appendix B: Laboratory Testing
Figure B -1. Plasticity Chart
Figures B -2 - B-4. Grain Size Distribution Curves
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96023RF.DOC
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GEOTECHNICAL ENGINEERING STUDIES
ALLENTOWN WATER AND SEWER IMPROVEMENT PROJECT
TUKWILA, WASHINGTON
1.0 INTRODUCTION
1.1 GENERAL
This report presents the results of subsurface explorations and geotechnical engineering
studies for the proposed Allentown Water and Sewer Improvement project in Tukwila,
Washington. The location of the site and the approximate limits of the project area are
shown on the Vicinity Map and the Site Plan, Figures 1 and 2, respectively. The purpose
of the geotechnical engineering studies was to evaluate the soil and groundwater
conditions along the project alignment, and provide recommendations for the geotechnical
aspects of the proposed improvements.
1.2 PROJECT DESCRIPTION
Our understanding of the project is based on discussions with and design information
provided by Messrs. Timothy Osborne and Jon Hinton with Gray & Osborne, Inc. We
understand that the City of Tukwila plans to install new sanitary sewer and water lines for
the area commonly referred to as "Allentown." The alignment of the new pipes will
follow portions of existing surface streets located within the limits of the project area. The
proposed sanitary sewer system improvements include installing several new 8 -inch
diameter PVC pipes. The inverts of the new sanitary sewers will range from about 5 to 16
feet below the existing ground surface. The new sewers will be connected to Metro's
existing Allentown trunk line at five separate locations.
The proposed water system will consist of 8 -, 10 -, and 12 -inch diameter ductile iron pipes
that will be installed within the construction corridors proposed for the new sanitary
sewers. We anticipate that the proposed water mains will be installed about 3 to 4 feet
below the existing ground surface. Other improvements associated with the project
include installation of new manholes, and construction of a lift station near the intersection
of 50th Avenue South and South 122nd Street. We understand the bottom of the
proposed lift station will be about 15 feet below existing grade.
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Revised April 29, 1996
HWA Project No. 96023
1.3 AUTHORIZATION AND SCOPE OF WORK
The work was performed in general accordance with our revised scope of work dated
February 8, 1996. Written authorization for the work was subsequently given by Mr. Tim
Osborne on February 8, 1996.
2.0 FIELD AND LABORATORY INVESTIGATIONS
2.1 FIELD EXPLORATION
On February 19 and 20, 1996, HWA personnel conducted a site reconnaissance and
directed the drilling and sampling of eight exploratory borings, designated BH -1 through
BH -8. They were drilled to depths ranging from 111/2 to 44 feet below the existing ground
surface using a continuous flight hollow stem auger, under subcontract to HWA. The
borings were located in the field by taping and/or pacing distances from existing site
features. The approximate locations of the explorations are shown on Figure 2.
The borings were monitored and logged by a geotechnical engineer from HWA. Soil
samples were obtained at selected intervals and taken to our laboratory for further
examination and testing. Field exploration methods are described, and logs of the borings
are presented in Appendix A.
2.2 LABORATORY TESTING
Laboratory tests were conducted on selected soil samples to characterize certain
engineering and index properties of the on -site soils along the project alignment.
Laboratory testing included determination of natural moisture contents, plasticity
characteristics (Atterberg Limits), and grain size distribution. Testing was conducted in
general accordance with appropriate American Society for Testing and Materials (ASTM)
standards, as discussed in Appendix B. The test results are presented in Appendix B, or
displayed on the boring logs in Appendix A, as appropriate.
3.0 SITE CONDITIONS
3.1 SURFACE CONDITIONS
The alignment for the proposed water and sewer system is located in the north - central
portion of Tukwila, Washington, as shown on Figure 2. Topographically, the project area
slopes slightly downward from west to east. Maximum relief across the project area is
about 10 feet, with existing elevations, measured from the NGS Datum, ranging from
96023RF.DOC
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HWA Project No. 96023
about 20 feet (120 feet; Metro Datum) near the intersection of South 124th Street and
42nd Avenue South to about Elevation 10 feet (110 feet; Metro Datum) near the
intersection of South 112th Street and 51st Place South.
Development along the project alignment is generally limited to single family housing;
although several light industrial and commercial developments occupy portions of the
neighborhood. Vegetation along the project alignment generally consists of cultivated
lawns, trees, and shrubs associated with the surrounding residences. The larger
undeveloped parcels along the alignment are typically covered with coniferous and
deciduous trees with a moderate undergrowth of brush.
3.2 GENERAL GEOLOGIC CONDITIONS
.r._.. Geologic information for the project site was obtained from the map titled Preliminary
Geologic Map of Seattle and Vicinity, Washington (Waldron, et al., 1962), published by
the U.S. Geological Survey. According to Waldron, the project area is located in the
Duwamish River flood plain where surficial soils consist primarily of geologically recent
alluvium deposited by the Duwamish River. Alluvial deposits typically consist of stratified
deposits of silt, sand, and some gravel. Alluvial deposits are typically soft/loose and
moderately compressible. Waldron indicates that in areas, the alluvium may contain
interbeds of peat and organic silt.
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3.3 SUBSURFACE CONDITIONS
3.3.1 Soils
Based on the subsurface conditions observed in our exploratory borings, the project
alignment appears to be underlain by alluvial deposits. In areas, a thin layer of fill was
observed above the alluvium. Each of these units are discussed separately below in the
order of deposition, beginning with the most recently deposited. The generalized depth
ranges given are for descriptive purposes only and may not represent actual subsurface
conditions at a given location. The attached summary logs (Figures A -2 through A -11)
provide more detail relative to soil conditions observed at specific locations and depths.
• Fill - Fill was encountered at the ground surface in borings BH -1, BH -2, BH -4,
and BH -5. The fill observed in these explorations extended to depths ranging
from about 2 to 6 inches below the existing ground surface. Where
encountered, the fill was observed directly over alluvial deposits. In general,
the fill consisted of either medium dense, silty gravel or loose, 5/8 -inch minus
crushed rock. It appeared to be pavement subbase material.
96023RF.DOC
3 HONG WEST & ASSOCIATES, INC.
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March 8, 1996
Revised April 29, 1996
HWA Project No. 96023
• Alluvium - Alluvium was encountered at the ground surface in borings BH -3,
BH -7, and BH -8; directly below the fill in borings BH -1, BH -2, BH -4, and
BH -5; and directly below the pavement section in boring BH -6. The alluvium
generally consisted of very loose to medium dense sand and silty sand with
layers of very soft to medium stiff sandy silt and silt. A layer of very soft
organic silt was observed in boring BH -3, between about 9'/2 and 12 feet below
the existing ground surface. The alluvial deposits were not fully penetrated
and extended to the full depth of our explorations.
3.3.2 Groundwater
Groundwater was observed in all of the borings completed for this study, at depths
ranging from about 21/2 to 9 feet below the existing ground surface. It should be noted
that observations of groundwater levels during drilling can be misleading, as the actual
groundwater level is often somewhat higher than appears in the boring. Consequently, the
localized water table may actually be several feet higher than indicated during the
exploration program.
The groundwater conditions reported on the boring logs are for the specific dates and
locations indicated, and therefore may not necessarily be indicative of other times and/or
locations. Furthermore, it is anticipated that groundwater conditions will vary depending
on the weather, local subsurface conditions, the level of the nearby Duwamish River, and
other factors.
4.0 CONCLUSIONS AND RECOMMENDATIONS
4.1 GENERAL
The results of our explorations indicate that the proposed pipelines and lift station will be
installed within recent alluvial soils. The alluvium generally consists of loose to medium
dense sands and sandy silts. In our opinion, these soils will provide suitable foundation
support for the proposed pipelines, manholes and lift station. In some areas, peat or very
soft clayey silts could be encountered at pipe grade. Where present these unsuitable
materials should be overexcavated (to a maximum depth of about 3 feet), and replaced
with 1 -1/4- inch -minus crushed rock, (WSS 9- 03.3(9).
In general, pipe installation should be in accordance with appropriate sections of the 1994
WSDOT Standard Specifications for Road, Bridge, and Municipal Construction
(WSDOT Standard Specifications).
96023RF.DOC
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The inverts of the proposed water and sewer mains are anticipated to vary from about 3 to
16 feet below the existing ground surface. The regional groundwater table within the
alluvial soils was observed between about 21/2 and 9 feet below the ground and may be
higher depending on the weather and other factors. Thus a significant portion of the
required excavations may extend below the regional groundwater table, and dewatering
will be required. Where excavation is required more than 2 or 3 feet below the
groundwater level, dewatering from within the excavation may not be sufficient and wells
or well points may be required. In general the soil conditions are favorable for dewatering
by conventional construction -type dewatering wells; however, in some areas, a layer of silt
between elevations 110 and 105 may be continuous enough to restrict the effectiveness of
wells. Where this occurs, more closely spaced wells or well points could be required. The
areal extent and depth of dewatering must be controlled to prevent settlement of existing
nearby structures.
Trench boxes should be suitable for support of trench excavations for most of the
proposed pipelines. Shoring may be required near settlement sensitive areas and where
the excavations may be open for an extended period of time, such as at the proposed lift
station. Recommendations addressing these issues are presented below, in addition to
recommendations regarding pipe bedding, trench backfill, pipe settlement, buoyancy and
uplift, pavements, and wet weather earthwork.
4.2 EXCAVATION AND TEMPORARY SHORING
Based on the soil conditions observed in our explorations, we anticipate that the on -site
soils can be excavated with conventional excavating equipment, such as backhoes and
trackhoes.
Maintenance of safe working conditions, including temporary excavation stability, should
be the responsibility of the contractor. Temporary excavations in excess of 4 feet in height
must be sloped in accordance with Part N of Washington Administrative Code (WAC)
296 -155, or be shored. The existing fill and alluvial soils classify as Type C Soil and may
be inclined no steeper than 1Y2H:1V (horizontal to vertical) according to WAC 296 -155.
Flatter slopes may be required where groundwater flow is present. Dewatering may be
required to lower the groundwater table below the base of the excavation.
Vibrations created by traffic and construction equipment may cause caving and raveling of
the trench walls. In such an event, lateral support for the trench walls should be provided
by the contractor to prevent loss of ground support and possible distress to previously
installed utilities and/or the adjacent roadway. General recommendations for design and
implementation of temporary shoring and bracing systems are presented below.
96023RF.DOC
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• Trench boxes should provide suitable support of excavations in the native
alluvial soils, provided the groundwater level is below the base of the
excavation and settlement sensitive structures or utilities are not situated
immediately adjacent to the excavation.
• Where a trench box is used to support excavations in the alluvial soils, one or
both sides of the trench is likely to cave against the box. The caving may
extend out on either side of the trench for a distance approximately equal to
the depth of the trench. Additional bracing or sheeting may be required where
the near edge of the trench will be closer than about 1.5 times the trench depth
to settlement sensitive structures or utilities.
• Excavations that will be open for an extended period of time, such as at the
proposed lift station, may require shoring. The shoring system should be
designed and constructed to support lateral loads exerted by the retained soil
mass. Recommended lateral earth pressures for design of temporary
cantilevered sheetpile and soldier pile and lagging walls are presented in Figure
3. Recommended lateral earth pressures for design of temporary braced
shoring systems are presented in Figure 4. The design pressures presented in
Figures 3 and 4 assume the excavations have been dewatered and do not
include hydrostatic pressures. In addition, any surcharge loads from
construction equipment, construction materials, excavated soils, or vehicular
traffic on adjacent roadways should be included in the shoring design.
• Precautions should be taken during removal of the temporary shoring system,
to minimize disturbance of the pipe, underlying bedding materials, and native
soils.
4.3 DEWATERING
A significant portion of the excavations for the pipelines and lift station will extend below
the groundwater level.
The alluvial deposits are relatively permeable, and substantial flow into the excavations
may occur where excavations extend more than 2 or 3 feet below the groundwater level.
Groundwater seepage will tend to destabilize excavation slopes and increase lateral loads
on shoring systems. In addition groundwater flowing into the excavation can cause
"quick" conditions. Under "quick" conditions, the relative density of the sandy alluvial
soils will be reduced, resulting in increased pipe settlement during and after construction.
Because of these impacts we recommend that dewatering be accomplished so that
96023RF.DOC
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excavation and placement of the pipe and pipe bedding and backfill materials is completed
in the dry.
In our opinion a combination of wells or well points and sumps will be required to
effectively dewater excavations which extend more than a few feet below the groundwater
level in the alluvial soils. Conventional 24 to 36 -inch diameter wells with slotted casings
and properly graded filter sand and gravel should be capable of dewatering most of the
alignment. In some areas, a layer of silt between about elevation 110 to 105 (refer to the
logs of borings BH -2, BH -3, BH -4, BH -5, and BH -7) may be continuous enough to limit
the ability of wells to dewater the soil above the silt layer. Additional sumps or well points
could be required in these areas.
Extended dewatering for the lift station and utility trench excavations could result in a
lowering of the water table over a large area which would cause settlement of the
underlying alluvial soils. The magnitude of the settlement and its lateral extent would
depend on the amount of change in the water level; the length of time the water level was
lowered; and the compressibility, thickness, and permeability of the underlying soils. If
wells are used to facilitate installation of the proposed improvements, HWA should review
the dewatering system design to evaluate potential impacts. The extent of dewatering
should be monitored during construction to minimize the potential for settlement damage.
To the extent possible considering the potential for settlement of adjacent structures,
dewatering wells should be operated continuously for as long as they are needed in a given
area. Turning the wells off at night and turning them back on the next day causes rapid
drawdown conditions in the soils and tends to increase caving and sloughing of excavation
slopes.
4.4 PIPE SUPPORT
The loose to medium dense sands and medium stiff sandy silts expected at the invert
elevations of the proposed pipelines over the majority of the alignment will generally
provide suitable support for the pipes, provided the trench excavation is properly
dewatered. If soft silt, organic soils, or otherwise unsuitable material is encountered in the
base of the excavation, we recommend that these materials be removed and replaced with
compacted 1 -1/4- inch -minus crushed rock. The over - excavation to remove the unsuitable
soils should extend to either side of the pipe a distance equal to the depth of over -
excavation beneath the pipe, to a minimum of 3 pipe diameters. Over - excavation to
remove unsuitable materials in the bottom of the trench should generally be limited to a
depth of 3 feet. It may be beneficial to use a geotextile filter fabric to separate the pipe
bedding materials from the underlying soft subgrade soils.
96023RF.DOC 7
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HWA Project No. 96023
General recommendations relative to the bedding of the proposed underground utility
pipelines include:
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requirements for Bedding Material for Flexible Pipe, Section 9 -03.16 of the w:
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iron water mains may consist of select native granular soil that is less than 2 .v o
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4.5 TRENCH BACKFILL
In paved roadways, we recommend that trench backfill consist of select granular material
meeting the specifications for Bank Run Gravel for Trench Backfill; Section 9 -03.19 of
the WSDOT 1994 Standard Specifications. The fines content of the trench backfill may
be increased somewhat during weather conditions if the soils are not too wet for proper
compaction.
The relatively clean native sands in the project area would generally be suitable for use as
backfill in the lower portion of the trench provided it is allowed to drain prior to
placement. The silty sands and silts will generally be too wet for proper compaction.
Trench backfill within 3 feet of the pavement subgrade, should consist of clean sand and
gravel. Most of the native soils will not be clean enough for use as backfill in the upper 3
feet of trench. The silt and organic portions of the native soils are not suitable for trench
backfill at any depth.
96023RF.DOC
8
HONG WEST & ASSOCIATES, INC.
asY"'K +n. ax *cr4YP 19'
E
March 8, 1996
Revised April 29, 1996
HWA Project No. 96023
Asphaltic concrete pavement may be pulverized and blended with the recommended
roadway ballast and trench backfill materials, provided the asphalt content by weight does
not exceed 10 percent, and the appropriate gradation, sand equivalent, and fracture
requirements outlined in the WSDOT Standard Specifications are met. For the purpose of
this report, asphalt content is based on the weight of asphalt particles retained on all
screens 1/4-inch and larger.
We recommend that trench backfill placed more than 3 feet below subgrade elevations be
compacted to at least 90 percent of its maximum dry density (MDD) as determined in
accordance with ASTM D 1557. The upper 3 feet of the backfill should be compacted to
at least 95 percent to provide an adequate subgrade for the overlying pavement section.
Trench backfill compacted to 95 percent can be expected to settle about 'h percent of its
thickness. Backfill compacted to 90 percent could settle about 1 percent of its thickness.
Increasing compaction requirements (to 92 or 95 percent) will reduce but not eliminate the
settlement of trench settlement. We recommend waiting as long as possible (up to a year)
to allow most of the post construction settlements to occur before repaving.
In areas where several inches of backfill settlement can be tolerated, such as landscaped
areas, backfill compaction could be reduced to 85 percent, except the upper 2 feet which
should be compacted to at least 90 percent.
4.6 PIPE SETTLEMENT
Construction of the proposed pipelines will result in little or no increase in soil bearing
stress, and as a result, little post construction pipe settlement is expected. Disturbance of
the bearing soils for the proposed pipes during construction could result in increased
settlement. If the subgrade soils are disturbed during construction, the bottom of the
trench should be over - excavated and replaced as described in Section 4.4. The
recommendations for over - excavation and replacement of unsuitable materials at pipe
grade are intended to minimize such settlements.
4.7 BUOYANCY AND UPLIFT
Buried vaults and manholes will be subjected to upward buoyancy forces when the
groundwater level around the structure is higher than the fluid level inside the structure.
Such structures should be designed to resist this upward force and to prevent possible
heave and cracking of their bottoms. The weight of the structure and friction along the
sides of the vaults will resist uplift forces as illustrated in Figure 5. The uplift resistance of
a structure can be increased by extending the base of the structure, as shown on the right
side of Figure 5.
96023RF.DOC
arrOP1strresmati`grp eta+ oT arrrmeer& ocranma Ksn rwr w,....f ..........- .,..._.....— ........
9 HONG WEST & ASSOCIATES, INC.
■
March 8, 1996
Revised April 29, 1996
HWA Project No. 96023
4.8 PAVEMENTS
New pavement will be required over portions of the backfilled trenches and in some areas,
the entire road will be resurfaced rather than repaired. We understand that the design
team is interested in using Asphalt Treated Base (ATB) as a base course for South 124th
Street, South 122nd Street, and 42nd Avenue South, to allow traffic back on the street
prior to placing Asphaltic Concrete Pavement (ACP).
Based on the results of our subsurface investigation and our experience on sites with
similar subgrade soils, it is our opinion that flexible pavements constructed at the site on a
subgrade that has been compacted to a dense and unyielding condition, or on properly
compacted structural fill, could be designed for a California Bearing Ratio of about 10
percent (Resilient Modulus of about 15,000 pounds per square inch).
Utilizing AASHTO design methodology (AASHTO, 1993) and limited traffic information
provided by Gray & Osborne, the alternative flexible pavement sections described below
in Table 1 were developed for the repaired and/or reconstructed portions of the residential
streets, South 122nd Street, South 124th Street, and 42nd Avenue South.
Table 1.
Alternative Flexible Pavement Sections
ACP, Class B 2
4
3
3
ATB N/A
CSBC 7
N/A
3
N/A
2 9 -03.8
3 9 -03.6
8
6
9
7 9 -03.9(3)
ACP = Asphalt Concrete Pavement, Class B.
ATB = Asphalt Treated Base.
CSBC = Crushed Surfacing Base Course, compacted to 95% of maximum dry density determined using
ASTM D 1557 as the standard. The upper 2 inches of Crushed Surfacing Base Course may be
replaced by' /. -inch minus Crushed Surfacing Top Course (CSTC).
WSDOT = Washington State Department of Transportation, 1994, Standard Specifications for Road, Bridge,
and Municipal Construction.
The proposed alternative pavement sections were evaluated to estimate their capacities in
total equivalent 18 -kip single axle loads (ESALs). Total capacities of about 10,000,
980,000, and 250,00 ESALs were estimated for the residential streets; South 124th Street;
and 42nd Avenue South and South 122nd Street, respectively. The estimated ESALs
assume 2 percent heavy trucks (FHWA Class 5 or greater), 3 percent annual growth, and
96023RF.DOC
10
HONG WEST & ASSOCIATES, INC.
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March 8, 1996
Revised April 29, 1996
HWA Project No. 96023
a 20 year analysis period. For the residential streets, 1/2 percent heavy trucks was
assumed. Based on this information and the results of our analyses, the proposed
alternative pavement sections appear to be adequate for the anticipated traffic conditions.
If the anticipated traffic conditions are significantly different from that described above,
HWA should be notified for review of the pavement design, and revision of such if
necessary.
The native subgrade soils are generally frost susceptible. Frost protection for pavements
normally require that a total of at least 12 inches of pavement, base course, and/or
granular sub -base be provided between the native subgrade soils and the top of the
pavement. For residential streets with relatively light traffic, a total pavement section of at
least 9 inches may be adequate; however, this 9 inch pavement section would not
necessarily provide suitable protection from frost penetration and it may be necessary to
apply heavy load restrictions for several days after an extended period of below - freezing
weather. Heavy load restrictions on residential streets may be of little consequence since
the normal traffic is relatively light. The pavement sections for residential and heavy
traffic areas recommended in Table 1 have been increased to 9 and 12 inches, respectively.
Adequate surface gradients and drainage systems should be incorporated in the final
grading design such that surface runoff is permanently directed away from paved areas and
into roadside ditches or other controlled drainage devices. If roadside ditches are used, a
slope with a maximum inclination of 2H:1V (Horizontal:Vertical) should be maintained
between the edge of the pavement structure and the bottom of the ditch. This
recommendations is based on geotechnical considerations only; safety considerations may
necessitate increasing the horizontal distance between the ditch and the edge of pavement.
4.9 WET WEATHER EARTHWORK
If earthwork is to be performed or fill is to be placed in wet weather or under wet
conditions when control of soil moisture content is not possible, the following
recommendations should apply:
• Earthwork should be accomplished in small sections to minimize exposure to
wet weather. Excavations or the removal of unsuitable soil should be followed
immediately by the placement and compaction of a suitable thickness of clean
structural fill, as described below. The size of construction equipment used
may have to be limited to prevent soil disturbance;
• Material used as trench backfill should consist of clean, granular soil, of which
not more than 5 percent by dry weight passes the U.S. Standard No. 200 sieve,
96023 RF. DOC
11
HONG WEST & ASSOCIATES, INC.
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March 8, 1996
Revised April 29, 1996
HWA Project No. 96023
based on wet sieving the fraction passing the 3/4 inch sieve. The fines should be
non - plastic;
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smooth drum roller to promote rapid runoff of precipitation, to prevent surface w
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person experienced in wet weather earthwork to verify that all unsuitable N
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5.0 UNCERTAINTY AND LIMITATIONS 0 �.
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We have prepared this report for the City of Tukwila and the Gray & Osborne design team LL o
for use in design of a portion of this project. This report should be provided in its entirety z
to prospective contractors for bidding and estimating purposes; however, the conclusions v
and interpretations presented herein should not be construed as a warranty of the z ~'
subsurface conditions. Experience has shown that soil and groundwater conditions can
vary significantly over small distances. Inconsistent conditions can .occur between
explorations that may not be detected by a geotechnical study. If, during future site
operations, subsurface conditions are encountered which vary appreciably from those
described herein, HWA should be notified for review of the recommendations of this
report, and revision of such if necessary. If there is a substantial lapse of time between
submission of this report and the start of construction, or if conditions change due to
construction operations along the project alignment, it is recommended that this report be
reviewed to determine the applicability of the conclusions and recommendations
considering the changed conditions and time lapse.
This report is issued with the understanding that it is the responsibility of the owner, or the
owners' representative, to ensure that the information and recommendations contained
herein are brought to the attention of the appropriate design team personnel and
incorporated into the project plans and specifications, and the necessary steps are taken to
see that the contractor and subcontractors carry out such recommendations in the field.
96023RF.DOC
12
HONG WEST & ASSOCIATES, INC.
March 8, 1996
Revised April 29, 1996
HWA Project No. 96023
HWA is available to monitor construction to evaluate soil and groundwater conditions as
they are exposed and verify that pipe bedding, backfilling and compaction are
accomplished in accordance with the specifications.
Within the limitations of scope, schedule and budget, HWA attempted to execute these
services in accordance with generally accepted professional principles and practices in the
fields of geotechnical engineering and engineering geology at the time the report was
prepared. No warranty, express or implied, is made. The scope of our work did not
include environmental assessments or evaluations regarding the presence or absence of
wetlands or hazardous or toxic substances in the soil, surface water, or groundwater at
this site.
This firm does not practice or consult in the field of safety engineering. We do not direct
the contractor's operations, and cannot be responsible for the safety of personnel other
than our own on the site. As such, the safety of others is the responsibility of the
contractor. The contractor should notify the owner if he considers any of the
recommended actions presented herein unsafe.
0.0
We appreciate this opportunity to be of service.
Sincerely,
HONG WEST & ASSOCIATES, INC.
Steven R. Wright, P.E.
Geotechnical Engineer
SRW:RNB:snv
96023RF.DOC
13
3/t/F-
Ralph N. Boirum, P.E.
Vice President
HONG WEST & ASSOCIATES, INC.
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Revised April 29, 1996
HWA Project No. 96023
REFERENCES
American Association of State Highway and Transportation Officials, 1993, AASHTO
Guide for Design of Pavement Structures.
Waldron, H.H., B.A. Liesch, D.R. Mullineaux, and D.R. Crandell, 1962, Preliminary
Geologic Map of Seattle and Vicinity, Washington, U.S. Geological Survey,
Miscellaneous Geologic Investigations, Map I -354.
Washington State Department of Transportation/American Public Works Association,
1994, Standard Specifications for Road, Bridges, and Municipal Construction.
z;.
96023RF.DOC 14 HONG WEST & ASSOCIATES, INC.
•
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MAM
+IONGWEST
&ASSOCIATE& INC.
ALLEN TOWN
WATER AND SEWER
IMPROVEMENT PROJECT
VICINITY MAP
PROJECT NO.: 96023 FIGURE: 1
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LEGEND
BH -1 BORING DESIGNATION
AND APPROXIMATE LOCATION
ALLENTOWN
WATER AND SEWER
HOiNGWEST IMPROVEMENT PROJECT
&ASSOCIATES INC.
SITE PLAN
PROJECT NO.: 96023 FIGURE: 2
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DESIGN _
GROUNDWATER
LEVEL
NOTES:
CANTILEVERED SOLDIER PILE OR
SHEETPILE WALL
BOTTOM OF EXCAVATION
[Ka1f'D
Ka1fH
KpYD
D
Ka = .33 for level backslope (o = 301
Ka = .54 for 2H:1V backslope
Kp = 3.0
if = 115pcf
3' = 53pcf
1. Recommended lateral earth pressure values assume subsurface soils
consist of loose fill and alluvial deposits.
2. It is assumed that drainage is provided so that water pressures do
not act on wall above bottom of excavation.
3. The coeffients of active and passive pressure do not include the
effects of wall friction
4.. For soldier walls, the active and passive pressure coefficients can be
assumed to act over three times the pile width below the base of
the excavation.
5. Surcharge Toads should be added to the active pressure where
appropriate.
6. A factor of safety has not been applied to the recommended
earth pressure values.
MMI
♦IONGWEST
&ASSOCIATES. INC.
ALLEN TOWN
WATER AND SEWER
IMPROVEMENT PROJECT
EARTH PRESSURES FOR
TEMPORARY CANTILEVER
SHORING
PROJECT NO.: 96023 FIGURE: 3
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AND LAGGING WALL
BOTTOM OF EXCAVATION
PH
KpYD
D
P Lateral Pressure Coefficient 25pcf
Kp = 3.0
r = 53pcf
NOTES:
1. Recommended lateral earth pressure values assume subsurface soils
consist of loose fill and alluvial deposits.
2. It is assumed that drainage is provided so that water pressures do
not act on wall above bottom of excavation.
3. For soldier piles, the passive pressure can be assumed to act over
three times the pile width.
4. Surcharge loads should be added to the active pressure where
appropriate.
5. Embedment (D) should be determined by summation of moments below
the lowest brace.
6. A factor of safety has not been applied to the recommended earth
pressure values.
HONGWEST
&ASSOCIATES, INC.
ALLEN TOWN
WATER AND SEWER
IMPROVEMENT PROJECT
EARTH PRESSURES FOR
TEMPORARY BRACED
SHORING
PROJECT NO.: 96023 FIGURE: 4
C: \ACLIVAN\STDVIRACED.DWG
PROPOSED
STRUCTURE
DESIGN GROUNDWATER
LEVEL v
Ht
H2
W
PASSIVE
SOIL WEDGE
•
•
.
•
•
•
•
1
FSs
1
FB*
* Buoyant force could result in high
bending moments in slab
SYMBOL
B = Width of extended base in feet
(2 —foot minimum required)
W = Structure weight in kips
W B = Total soil weight above base in kips
FB = Buoyant force in kips
= Unit weight of water x volume of
structure below design groundwater level
L = Perimeter around base of wall in feet
Fsw =
Fss=
Shearing resistance of soil to wall
0.011H12 + 0.023111 H2 + 0.005H22
(in kips per foot of wall)
Shearing resistance of soil
0.017H12 + 0.034H1 H2 + 0.008H22
(in kips per foot of wall)
ASSUMPTIONS
Soil Unit Weight = 120 pcf
Soil Friction Angle = 36'
Wall /Soil Friction Angle = 25'
At —rest Pressure Coefficient = 0.41
Buoyant Soil Unit Weight = 58 pcf
NOTES
Factor of Safety = W + Fsw L
Fe
(without extended base)
Factor of Safety = W + WB + Fss L
FB
(with extended base
around perimeter of structure)
Refer to text for additional clarification regarding calculating uplift resistance.
Yl�fii
HONGWEST
&ASSOCIATES` INC.
ALLENTOWN
WATER AND SEWER
IMPROVEMENT PROJECT
PARAMETERS FOR
CALCULATING UPLIFT
RESISTANCE
PROJECT NO.: 96023 FIGURE: 5
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APPENDIX A
FIELD INVESTIGATION
Subsurface conditions were explored on February 19 and 20, 1996, under the full -time
observation of a HWA engineer. The exploration work consisted of drilling and sampling
eight borings (BH -1 through BH -8) at locations selected by Gray and Osborne, Inc. The
borings were advanced to depths ranging from about 111/2 to 44 feet below the existing
ground surface. The boreholes were located approximately in the field by taping and/or
pacing distances from known site features and plotted on the Site Plan (Figure 2). A
legend to the terms and symbols used on the boring logs is presented on Figure A -1.
Summary borehole logs are presented on Figures A -2 through A -11.
Geotechnical drilling was performed by Geoboring & Development, Inc. of Puyallup,
Washington under subcontract to HWA. The borings were drilled with a truck- mounted,
Mobile B -61 drill rig advancing a 4 -inch I.D., continuous flight hollow stem auger. Upon
completion of drilling, the borings were backfilled with cuttings and bentonite chips.
Explorations located in areas of existing pavement were repaired using an asphalt patch.
At each boring location, Standard Penetration Test sampling was performed in general
accordance with ASTM D 1586, using a 2 -inch outside diameter split -spoon sampler and
a 140 -pound hammer. During the test, samples were obtained by driving the sampler 18
inches into the soil with a hammer free - falling 30 inches. The number of blows required
for each 6 inches of penetration was recorded. The Standard Penetration Resistance
( "N- value ") of the soil was calculated as the number of blows required for the final 12
inches of penetration. If a total of 50 blows was recorded within a single 6 inch interval,
the test was terminated, and the blow count was recorded as 50 blows for the number of
inches of penetration. This resistance, or N- value, provides a measure of the relative
density of granular soils and the relative consistency of cohesive soils.
Soil samples obtained from the split - barrel sampler were classified in the field and
representative portions were placed in air - tight, plastic bags. These soil samples were
taken to our Lynnwood, Washington laboratory for further examination and testing. In
addition, pertinent information including soil sample depths, stratigraphy, soil engineering
characteristics, and groundwater occurrence was recorded. The stratigraphic contacts
shown on the individual borehole logs represent the approximate boundaries between soil
types; actual transitions may be more gradual. The soil and groundwater conditions
depicted are only for the specific dates and locations reported, and therefore, are not
necessarily representative of other locations and times.
96023RF.DOC
A -1 HONG WEST & ASSOCIATES, INC.
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RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N —VALUE TEST SYMBOLS
COHESIONLESS SOILS
COHESIVE SOILS
Density
N (blows /(t)
Approximate
Relative Density(%)
Consistency
N (blows /ft)
Approximate
Undrained Shear
Strength (psf)
Very Loose
Loose
Medium Dense
Dense
Very Dense
0 to 4
4 to 10
10 to 30
30 to 50
over 50
0 — 15
15 — 35
35 — 65
65 — 85
85 — 100
Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
Hard
0 to 2
2 to 4
4 to 8
8 to 15
15 to 30
over 30
<250
250 — 500
500 — 1000
1000 — 2000
2000 — 4000
>4000
ASTM SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP DESCRIPTIONS
Coarse
Grained
Soils
More than
507 Retained
No.
200 Sieve
Size
Gravel and
Gravelly Soils
More than
50% of Coarse
Fraction Retained
on No. 4 Sieve
Clean Gravel
(little or no fines)
a °;' ac.
GW
Well— graded GRAVEL
•
,•
.
GP
Poorly— graded GRAVEL
Grovel with
Fines (appreciable
amount of fines)
+
} !
I
GM
Silty GRAVEL
rj
/
<:
GC
Clayey GRAVEL
and
Sandy Soils
507. or More
of Coarse
Fraction Passing
on No. 4 Sieve
Clean Sand
(little or no fines)
•Sand
SW
Well— graded SAND
:
SP
Poorly— graded SAND
Sand with
Fines (appreciable
amount of fines)
•on
SM
Silty SAND
/
SC
Clayey SAND
Fine
Grained
Soils
.
50% or More
Passing
No. 200 Sieve
Size
Silt
and Liquid Limit
Clay Less than 507.
ML
SILT
CL
Lean CLAY
11
OL
Organic SILT /Organic CLAY.
Silt
Liquid Limit
Cla 50% or More
y
MH
Elastic SILT.
CH
Fat CLAY
'
OH
Organic Silt /Organic Clay.
Highly Organic Soils
PT
PEAT
COMPONENT DEFINITIONS
COMPONENT
SIZE RANGE
Boulders
Larger than 12 in
Cobbles
3 in to 12 in
Gravel
3 in to No 4 (4.5mm)
Coarse gravel
3 in to 3/4 in
Fine gravel
3/4 in to No 4 (4.5mm)
Sand
No. 4 (4.5 mm) to No. 200 (0.074 mm)
Coarse sand
No. 4 (4.5 mm) to No. 10 (2.0 mm)
Medium sand
No. 10 (2.0 mm) to No. 40 (0.42 mm)
Fine sand
No. 40 (0.42 mm) to No. 200 (0.074 mm)
Silt and Clay
Smaller than No. 200 (0.074mm)
GS Grain Size Distribution
%F Percent Fines
CN Consolidation
TX Triaxial Compression
UC Unconfined Compression
DS Direct Shear
K Permeability
PP Pocket Penetrometer
Approximate Compressive Strength (tsf)
TV Torvane
Approximate Shear Strength (tsf)
CBR California Bearing Ratio'
MD Moisture /Density Relationship
PID Photoionization Device Reading
AL Atterberg Limits: PL Plastic Limit
LL Liquid Limit
I
0
17
SAMPLE TYPE SYMBOLS
2.0" OD Split Spoon (SPT)
(140 Ib. hammer with 30 in. drop)
Shelby Tube
3.0" OD Split Spoon with Bross Rings
Small Bog Sample
Large Bag (Bulk) Sample
Core Run
Non — standard Penetration Test
(with split spoon sampler)
COMPONENT PROPORTIONS
DESCRIPTIVE TERMS
RANGE OF PROPORTION
Trace
0
— 5%
Few
5
— 10%
Little
15
— 25%
Some
30
— 457.
Mostly
50
— 100%
GROUNDWATER WELL COMPLETIONS
Locking Well Security Casing
Well Cap
Concrete Seal
Well Casing
Bentonite Seal
Groundwater Level (measured at time
of drilling)
Groundwater Level (measured in well
after water level stabilized)
Slotted Well Casing
Sand Backfill
NOTES: Soil classifications presented on exploration logs are based on visua and laboratory
observation in generol accordance with ASTM D 2487 and ASTM D 2488. Soil descriptions
are presented in the following general order:
Density /consistency. color. modifier (if any) GROUP NAME, additions to group name (if any). moisture content.
Proportion. gradation. and angularity of constituents. additional comments. (GEOLOGIC INTERPRETATION)
Please refer to the discussion in the report text as well as the exploration logs for a more
complete description of subsurface conditions.
MOISTURE CONTENT
DRY
MOIST
WET
Absence of moisture, dusty,
dry to the touch.
Damp but no visible water.
Visible free water, usually
soil is below water table.
fIONGWEST
&ASSOCIATES,INC.
ALLEN TOWN
WATER AND SEWER
IMPROVEMENT PROJECT
LEGEND OF TERMS AND
SYMBOLS USED ON
EXPLORATION LOGS
PROJECT NO.: 96023 FIGURE: A -1
C \ACLTIMN \STD\LEGEND.DWG
$?iTglI4 tSbX":YFr? + t°? me.. tiri+ CGrA7! k';+n»ss:�mre+•e+*mrm�Mx;nr_,. r,+.»xy^tv "-" ^ +...Y�^.�.,.,- •F..,.,c:�e:.;•• ^^ ;"; ra.. ,...,..,..,.,.x«,ra�,,,nn..cur; m'v,n *tas�:, ?six... „a•4,�C',•,»�fi a7;en >'Q'i'::rnstvH^C:'; t'f ?= yut?,74.c7!11",'nrc";M�.K' 'TLmr..,v
R^1
HONG WEST & ASSOCIATES, INC. BORING LOG
DRILLING COMPANY: Geoboring and Development, Inc.
DRILLING METHOD: Mobile B -81, 4" Hollow Stem Augers
SAMPLING METHOD: SPT
TOTAL DEPTH: 18.5 Feet
SURFACE ELEVATION: 201 Feet
MEASURING POINT EL.: Feet
DEPTH (feet)
0—,
5—
10—
15—
20—
25—
SAMPLE TYPE
SAMPLE NUMBER
N —VALUE (blows /ft)
MOIST. CONT. (%)
S -I 2-2 -5 7 32
S -2 1-4 -3 7 18
NS -3 3-4 -5 9 12
NS -4 3 -8 -7 15 27
S -5 7 -10 -10 20 28
OTHER TESTS
DESCRIPTION
• Moist. Cont. (X)
• Pen. Resistance
(blows /foot)
20 40 80 80
GM Medium dense, gray, silty GRAVEL, moist.
ML
(UNDOCUMENTED FILL)
Medium stiff, dark brown, SILT with sand, moist.
Fine grained sand, trace organics.
(ALLUVIUM)
Loose, very dark grayish brown, poorly graded
SM SAND with silt, moist. Fine grained sand.
SP Medium dense, very dark grayish brown, poorly
graded SAND. wet. Fine to medium grained
END OF BORING BH -1 AT 18.5 FEET.
During drilling, groundwater observed at a depth
of about 7 feet.
A.
r
•
•
•
A•
NOTE: This log of subsurface conditions apples only at the specified location and on the date indicated, and therefore.
may not necessarily be indicative of other times and /or locations.
PROJECT: Allentown Water & Sewer BORING: BH -1
LOCATION: Tukwila, Washington
DATE COMPLETED: 2/19/98
LOGGED BY: S. Wright
PROJECT NUMBER: 98023
PAGE: I OF I
rflrOsesTrowawr xeialnavvcx,=F-,,, -. ..., n,...,,- .-„wm...Mwwt.of9me,r MtV6xR
Figure A -2
HONG WEST & ASSOCIATES , INC .
DRILLING COMPANY: Geoboring and Development, Inc.
DRILLING METHOD: Mobile B -81. 4" Hollow Stem Augers
SAMPLING METHOD: SPT
BORING LOG
TOTAL DEPTH: 18.5 Feet
SURFACE ELEVATION: 19* Feet
MEASURING POINT EL.: Feet
0.
W
0
0—
5—
10—
15—
20—
25—
SAMPLE TYPE
.SAMPLE NUMBER
S -I
S -2
S -3
N -VALUE (blows /ft)
MOIST. CONT. (%)
2 -2 -3 5 18
2-1 -2 3 18
1 -2 -2 4 19
NS-4 2-6 -9 15 30
NS-5 2-3 -8 9 28
OTHER TESTS
J
0
03
u)
DESCRIPTION
• Hoist. Cont. (X)
1 Pen. Resistance
(blows /foot)
20 40 80 80
SM
Ir. of 5/8" minus crushed rock base
course.
Loose to very loose, dark grayish brown, silty
SAND, moist. Fine grained sand, trace organics.
(ALLUVIUM)
Rough drilling between about 8 and 9 feet.
ML Stiff, dark grayish brown, sandy SILT, wet. Fine
grained sand.
SP- Loose, very dark grayish brown, poorly graded
SM SAND with silt, wet. Fine to medium grained
sand.
END OF BORING BH -2 AT 18.5 FEET.
During drilling, groundwater observed at a depth -
of about 9 feet.
A
A
•
A
NOTE: This lop of subsurface conditions applies oNy at the specified location and on the date Indicated, and therefore,
may not necessarily be Indicative of other times and /or locations.
PROJECT: Allentown Water & Sewer BORING: BH -2
LOCATION: Tukwila. Washington
DATE COMPLETED: 2/19/96
LOGGED BY: S. Wright
PROJECT NUMBER: 98023
PAGE: 1 OF 1
Figure A -3
. eta' 1KF�41ri� +;,tsT4++2!Aut2r"- ',gt°rRL'+'.
•r...•,,r.rw. !m9torX75^F". NTORdy
smn
HONG WEST & ASSOCIATES, INC.
DRILLING COMPANY: Geoboring and Development, Inc.
DRILLING METHOD: Mobile 8 -81, 4" Hollow Stem Augers
SAMPLING METHOD: SPT
BORING LOG
TOTAL DEPTH: 34 Feet
SURFACE ELEVATION: 18s Feet
MEASURING POINT EL.: Feet
DEPTH (feet)
0—
5—
10—
15—
20—
25--
SAMPLE TYPE
SAMPLE NUMBER
W
CYO
QZ
0—c
Ws-
CC wen
"
�0
a
N -VALUE (blows /ft)
MOIST. CONT. (%)
NS -i 1-h3 4 20
S -2 3-5 -8 11 28
OTHER TESTS
S -3 4 -5-8 11 35
NS-4 0-0-1 1 88 AL
NS-5 3-4 -3 7 40
NS-8 4 -4 -K) 14 41
S -7 8 -18 -21 37 27
J
0
m
s
N
DESCRIPTION
• Moist. Cont. (X)
1 Pen. Resistance
(bows /toot)
0 20 40 80 80
SM
/2" of sod.
Loose to medium dense, very dark grayish brown,
poorly graded SAND with silt, moist to wet. Fine
grained sand.
OH
(ALLUVIUM)
Very soft, very dark brown, ORGANIC SILT, wet.
SM
Loose to medium dense, very dark gray, silty
SAND, wet. Fine grained sand with thin interbeds -
of gray organic soil and silt.
SM
Dense, very dark gray, poorly graded SAND,
wet. Fine to medium grained sand.
•
1
1
•
•
1
1
•
1
NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated, and therefore.
may not necessarily be Indicative of other times and /or locations.
PROJECT: Allentown Water & Sewer
LOCATION: Tukwila, Washington
DATE COMPLETED: 2/20/98
LOGGED BY: S. Wright
BORING: BH -3
PROJECT NUMBER: 98023
PAGE: 1 OF 2
Figure A -4
z
~ w• .
00.
W,
J =•
CO LL.
W 0
2
J
LL. Q:
=
zW
1= o:
z
2 uj
O • N'.
.0 1-!
UJ W.
W z;
UN
-
z
•
A!.
DEPTH (feet)
3
35—
40—
45—
SAMPLE TYPE
50—
N -VALUE (blows /ft)
MOIST. CONT. ( %)
NS-8 t2 -19-28 47 26
OTHER TESTS
NS-9 7 -19 -28 45 27 GS
HONG WEST & ASSOCIATES, INC.
BORING LOG
X
.%Q
Cr/�
0
4C Is
o cC
co cv
_
>- 00
VI u,
s
• Mast. Cont. (%)
Pen. Resistance
(blows /foot)
DESCRIPTION 0 20 40 60 80
Dense. very dark gray, poorly graded SAND with —
si1t. wet. Fine to medium grained sand
END OF BORING BH -3 AT 34 FEET.
During drilling. groundwater observed at a depth
of about 5 feet.
A
PROJECT: Allentown Water & Sewer BORING: BH -3
LOCATION: Tukwila, Washington
DATE COMPLETED: 2/20/98
LOGGED BY: S. Wright
PROJECT NUMBER: 98023
PAGE: 2 OF 2
Figure A -5
HONG WEST & ASSOCIATES, INC.
DRILLING COMPANY: Geoboring and Development, Inc.
DRILLING METHOD: Mobile 8 -81, 4" Hollow Stem Augers
SAMPLING METHOD: SPT
BORING LOG
TOTAL DEPTH: 18.5 Feet
SURFACE ELEVATION: 20* Feet
MEASURING POINT EL.: Feet
d
d
W
0—
5—
10—
15—
20—
25--
SAMPLE TYPE
SAMPLE NUMBER
NS -1 1 -1-2
N —VALUE (blows /(t)
MOIST. CONT. (X)
3 14
OTHER TESTS
S -2 2-2 -2 4 18
NS -3 2-2 -3 5 28
S -4 0-0-1 1 43 AL
NS-5 5 -0-9 19 33
DESCRIPTION
• Mast. Cont. (X)
Pen. Resistance
(blows /foot)
20 40 80 80
S
/2" of 5/8" minus crushed rock base course.
Very loose to loose, dark grayish brown, silty
SAND, moist. Fine grained sand.
(ALLUVIUM)
ML Very soft, dark yellowish brown, SILT, wet.
Trace fine grained sand, trace organics.
SM
Medium dense, very dark grayish brown, silty
SAND, wet. Fine grained sand, trace fine
gravel.
END OF BORING BH -4 AT 18.5 FEET.
During drilling, groundwater observed at a depth
of about 5 feet.
1
A
•
•
LHLi;
A •
NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated, and therefore,
may not necessarily be Indicative of other times and /or locations.
PROJECT: Allentown Water & Sewer
LOCATION: Tukwila, Washington
DATE COMPLETED: 2/19/98
LOGGED BY: S. Wright
BORING: BH -4
PROJECT NUMBER: 98023
PAGE: 1 OF 1
Figure A -6
_ , _,,:, �i. usrilG. ��:. z�iaiza- .iaini,!z�ic�.�:�kr�ats�;'• �
tctr�V nom= .""* -....,
ar
z
,fY w.
6
•J U
U O;
NO'
rn W
W 2:
JI-
N IL:
WQ o.
LL <,
1-O:
z
W W:
2 D.
DO
,0 Ni
Ca
.W
`6,
.LL H
O
t.. z
.0
^^i
HONG WEST & ASSOCIATES , INC .
DRILLING COMPANY: Geoboring and Development, Inc.
DRILLING METHOD: Mobile B -81. 4" Hollow Stem Augers
SAMPLING METHOD: SPT
BORING LOG
TOTAL DEPTH: 18.5 Feet
SURFACE ELEVATION: 10: Feet
MEASURING POINT EL.: Feet
0
a
W
0-
5-
10-
15-
20-
25-
SAMPLE TYPE
SAMPLE NUMBER
MOIST. CONT. (X)
NS -1 1 -2-3 5 38
NS -2 2 -3 -8 9 33
S -3 4 -5-5 10 28
NS -4 8 -11 -18 27 25
NS-5 3-9 -12 21 25
OTHER TESTS
J
0
m
u)
s
m
CO
•-•••
ui•••
0
4C Is
UQ
00
DESCRIPTION
• Moist. Cont. (X)
I Pen. Resistance
(bows /foot)
0 20 40 80 80
ML!
4" of 5/8" minus crushed rock base course.
Medium stiff, mottled grayish brown and dark
yellowish brown, SILT, moist. Trace organics.
SM
(ALLUVIUM)
Loose, very dark grayish brown, silty SAND, wet. -
Fine grained sand.
SP
Medium dense, very dark gray, poorly graded
SANG, wet. Fine to coarse grained sand.
ENO OF BORING BH -5 AT 18.5 FEET.
During drilling, groundwater observed at a depth -
of about 3 feet.
A
A
4
•
•
r
b
NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated, and therefore,
may not necessarily be Indicative of other times and /or locations.
PROJECT: Allentown Water & Sewer BORING: BH -5
LOCATION: Tukwila, Washington
DATE COMPLETED: 2/19/96
LOGGED BY: S. Wright
PROJECT NUMBER: 98023
PAGE: 1 OF 1
Figure A -7
z
•
re t
6G=
JU;
U 0'
COO.
W =
1 t..
W• }0}
u-Q:
N d''
= tL
Z
1- 0
Z
UJ
• _,
D 0
O —
w w:
H 0
• o.
-
0
z.
HONG WEST & ASSOCIATES , INC .
DRILLING COMPANY: Geoboring and Development, Inc.
DRILLING METHOD: Mobile B -81, 4" Hollow Stem Augers
SAMPLING METHOD: SPT
BORING LOG
TOTAL DEPTH: 11.5 Feet
SURFACE ELEVATION: 10: Feet
MEASURING POINT EL.: Feet
DEPTH (feet)
5—
10—
15—
20—
25—
SAMPLE NUMBER
1
0
Z
UJ 0
1 0
J H
Z Z
NS -I 3 -5 -4 9 29
NS -2 2-8 -8 12 31
NS -3 3-7 -7 14 34
NS-4 3-5 -9 14 32
OTHER TESTS
DESCRIPTION
• Nast. Cont. (X)
• Pen. Resistance
(blows /foot)
20 40 80 80
1 -1/2" ACP over 3" crushed rock base course.
SM Loose, very dark grayish brown, poorly graded
SANG with silt, moist to wet. Fine to medium
grained sand.
(ALLUVIUM)
SP Medium dense, very dark gray, poorly graded
SAND, wet. Fine to medium grained sand.
SM Medium dense, very dark grayish brown, silty
SAND, wet. Fine to medium grained sand.
END OF BORING BH -8 AT 11.5 FEET.
During drilling, groundwater observed at a depth
of about 2.5 feet.
Y
L
•
•
A
•
NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated, and therefore,
may not necessarily be Indicative of other tines and /or locations.
PROJECT: Allentown Water & Sewer
LOCATION: Tukwila, Washington
DATE COMPLETED: 2/19/98
LOGGED BY: S. Wright
BORING: BH -6
PROJECT NUMBER: 98023
PAGE: 1 OF 1
Figure A -8
HONG WEST & ASSOCIATES , INC.
DRILLING COMPANY: Geoboring and Development, Inc.
DRILLING METHOD: Mobile B -81. 4" Hollow Stem Augers
SAMPLING METHOD: SPT
BORING LOG
TOTAL DEPTH: 11.5 Feet
SURFACE ELEVATION: 112! Feet
MEASURING POINT EL.: Feet
d
w
O
0—
5—
10—
15—
20—
25—
SAMPLE TYPE
SAMPLE NUMBER
N —VALUE (blows /ft)
MOIST. CONT. (X)
2-4-5 9 32
OTHER TESTS
NS -2 3 -5 -4 9 33 GS
S -3 1 -1-0 1 51 AL
NS-4 8-0 -10 18 32
J
O
}
u,
DESCRIPTION
• Mast. Cont. (X)
1 Pen. Resistance
(blows /foot)
20 40 80 80
M Loose, very dark grayish brown, poorly graded
SAND with silt, moist to wet. Fine grained sand.
/2" of sod.
SM
(ALLUVIUM)
Loose, very dark grayish brown, silty SAND, wet.
Fine grained sand.
ML Very soft, mottled dark yellowish brown and dark
gray, SILT, wet. Trace organics.
SP Medium dense, very dark grayish brown, poorly
graded SAND, wet. Fine to coarse grained sand,
trace fine gravel.
END OF BORING BH -7 AT 11.5 FEET.
During drilling, groundwater observed at a depth
of about 3 feet.
4
A
•
PLI
•
NOTE: Thls log of subsurface conditions applies only at the specified location and on the date Indicated, and therefore,
may not necessarily be Indicative of other times and /or locations.
PROJECT: Allentown Water & Sewer BORING: BH -7
LOCATION: Tukwila, Washington
DATE COMPLETED: 2/19/98
LOGGED BY: S. Wright
PROJECT NUMBER: 98023
PAGE: 1 OF 1
.+r..aon.am
Figure A -9
J
HONG WEST & ASSOCIATES , INC .
DRILLING COMPANY: Geoboring and Development, Inc.
DRILLING METHOD: Mobile B -81, 4" Hollow Stem Augers
SAMPLING METHOD: SPT
BORING LOG
TOTAL DEPTH: 44 Feet
SURFACE ELEVATION: 10* Feet
MEASURING POINT EL.: Feet
DEPTH (feet)
0—
5—
10—
15—
20—
25—
SAMPLE TYPE
SAMPLE NUMBER
N -VALUE (blows /ft)
MOIST. CONT. (%)
S -1 1-4 -5 9 28
S-2 4 -7 -7 14 28
NS-3 4-5-8 11 33
NS -4 1-9-5 14 39
NS-5 5 -11-14 25 24
NS-43 8 -10-15 25 28
OTHER TESTS
S -7 3-7-2 19 25 GS
J
0
m
0)
s
1.•••
m
4v
N
of
0
UQ
J
00
DESCRIPTION
• Moist. Cont. (%)
1 Pen. Resistance
(blows /foot)
20 40 80 80
ae, /2" of sod.
SM Loose, very dark grayish brown, poorly graded
SAND with silt, moist to wet. Fine grained sand.
(ALLUVIUM)
SP Medium dense, very dark grayish brown, poorly
graded SAND, moist. Fine grained sand.
SM Medium dense, dark grayish brown, silty SANG.
wet. Fine grained sand.
SM graded SAND with silt, wet. Fine to medium
grained sand with thin interbeds of dark gray
silt.
Medium dense to dense, very dark gray, poorly
A
•
4
•
•
4
•
hi
A•
NOTE: This log of subsurface conditions applies oNy at the specified location and on the date indicated, and therefore,
may not necessarily be indicative of other times and /or locations.
PROJECT: Allentown Water & Sewer BORING: BH -8
LOCATION: Tukwila, Washington
DATE COMPLETED: 2/19/98
LOGGED BY: S. Wright
PROJECT NUMBER: 98023
PAGE: 1 OF 2
Figure A -10
•
DEPTH (feet)
w
}
w
J
O.
x
N
25—
30—
35—
40—
45—
50—
SAMPLE NUMBER
w
(-)771,
Zy
.1:Cu
�C
tn. co
O
aZ
N -VALUE (blows /ft)
MOIST. CONT. (X)
NS-8 9 -17 -20 37 29
S- 918 -34- 50/410+ 26
NS-I0 11 -24 -33 50+ 26
S -11 4 -5 -7 t2 31
OTHER TESTS
HONG WEST & ASSOCIATES , INC.
BORING LOG
X
COW
N
<CO
N
o vv
J
CA NO
sm
DESCRIPTION
Medium dense to dense, very dark gray, poorly
graded SAND with silt, wet. Fine to medium
grained sand with thin Interbeds of dark gray
silt.
END OF BORING BH -8 AT 44 FEET.
• Moist. Cont. (%)
►
Pen. Resistance
(blows /foot)
0 20 40 80 80
During drilling, groundwater observed at a depth
of about 7 feet. -
l
50+
A
•
50+
PROJECT: Allentown Water & Sewer BORING: BH -8
LOCATION: Tukwila, Washington
DATE COMPLETED: 2/19/98
LOGGED BY: S. Wright
PROJECT NUMBER: 98023
PAGE: 2 OF 2
Figure A -11
C.4 ■
z
IL ,'
.J U,
0
W Z,
J H:
N u.
J
u.':
co
- a.
w
z
1-o
z 1—<
'O U:
.I W,
= U'.
1- ip
— O•
• Z
ti
N'
0 f."=
Z
LABORATORY TESTING
APPENDIX B
LABORATORY TESTING
Soil samples obtained from the borings were taken to the HWA laboratory for further
examination and testing. Laboratory tests were conducted on selected soil samples to
characterize certain properties of the on -site soils. Laboratory tests, as described below,
included determination of moisture content, Atterberg Limits, and grain size distribution.
MOISTURE CONTENT TESTING
The moisture contents of all soil samples were determined in general accordance with
ASTM D 2216. The test results are shown at the sampled intervals on the appropriate
boring logs in Appendix A.
ATTERBERG LIMITS TESTING
The liquid limit (LL), plastic limit (PL), and plasticity index (PI) of selected soil samples
were determined in general accordance with ASTM D 4318. The tests were conducted on
selected fine - grained soil samples for the purpose of classification. The test results are
summarized on Figure B -1 and are shown on the appropriate boring logs.
GRAIN SIZE ANALYSIS
The grain size distributions of selected soil samples were determined in general accordance
with ASTM D 422. Grain size distribution curves for the tested samples are presented on
Figures B -2 through B -4.
96023RF.DOC
B -1
HONG WEST & ASSOCIATES, INC.
•
70
60
ri
X 50
0
Z 40
1- 30
U
(/) 20
J
10
0
0 10 20
_
_
_
BORING
DEPTH
(FEET)
LL
(x)
PI
(X)
•
BH -3
10 -11.5
/
16
•
BH -4
rJ
/\>'
35
r
•� P
ti�
BH -7
7.5 -9
48
16
d
/
/
d
MH or
OH
/
G)\'
•
•
OL
iE'Lgk►nv
/
M L or
1
30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
SYMBOL
BORING
DEPTH
(FEET)
LL
(x)
PI
(X)
•
BH -3
10 -11.5
66
16
•
BH -4
10 -11.5
35
7
•
BH -7
7.5 -9
48
16
YIIii�
H0NGWEST
&ASSOCIATES` INC.
ALLEN TOWN
WATER AND SEWER
IMPROVEMENT PROJECT
PLASTICITY CHART
PROJECT NO.: 96023 FIGURE: B -1
C: \ACLTWIN \Sm \PL AST1TY.DWG
•
w. 4.1ANY
Z
= 1-
• F-Z
6
iC.O:
cn p' •
(1)W
=
LL
iN 0:
›.
D
O
zt
U p.
N;
Y=
1--U
'U p•.
!'z•
HONG WEST & ASSOCIATES, INC.
GRAIN SIZE DISTRIBUTION
ASTM D422
Project Allentown Water and Sewer Improvement Project
Location: Tukwila, WA
Project Number: 96023
Date Tested: 2/28/96
Remarks: Very dark gray, poorly graded SAND with silt (SP-SM)
1
PERCENT SMALLER
Test Hole Number: BH-3
Sample Number: S-9
Depth: 32.5-34.0 feet
Sample Description:
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Sand:
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ASTM D422
Project Allentown Water and Sewer Improvement_toject
Location: Tukwila WA
Project Number: 96023
Date Tested: 2/28/96
Remarks: Very darkgrayish brown, silty SAND (SM)
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Test Hole Number: BH-7
Sample Number: S-2
Depth: 5.0-6.5 feet
Sample Description:
Gravel: 0.1
Sand: 6.3,9
Fines: 36,0
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Silt
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1 Medium
1
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SIEVE SIZES
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HONG WEST & ASSOCIATES, INC.
GRAIN SIZE DISTRIBUTION
ASTM D422
Project Allentown Water and Sewer Improvement Project
Location: Tukwila, WA
Project Number: 96023
Date Tested: 2/29/96
Remarks: Very dark qray, poorly qraded SAND with silt (SP-SM)
1
Test Hole Number: BH-8
Sample Number: S-7
Depth: 22.5-24.0 feet
Sample Description:
Gravel: 0.5
Sand: $29
Fines: 6,6
Clay
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1 Medium
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Fine 1 Crse
SIEVE SIZES
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