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Dept of Assessments
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CITY OF RENTON
DEPARTMENT OF COMMUNITY & ECONOMIC
DEVELOPMENT
MEMORANDUM
Date: March 20, 2009
To: City Clerk's Office
From: Stacy Tucker
Subject: Land Use File Closeout
Please complete the following information to facilitate project closeout and indexing by the City
Clerk's Office.
Project Name:
LUA (file) Number:
Cross-References:
AKA's:
Project Manager:
Acceptance Date:
Applicant:
Owner:
Contact:
PID Number:
ERC Decision Date:
ERC Appeal Date:
Administrative Denial:
Appeal Period Ends:
Public Hearing Date:
Date Appealed to HEX:
. By Whom:
, HEX Decision:
Date Appealed to Council:
By Whom:
Council Decision:
Mylar Recording Number:
Shattuck Avenue Storm Drainage
LUA-09-004, ECF
Storm Drainage Upgrade on Shattuck Ave S
Jennifer Henning
February 10, 2009
City of Renton -Transportation Systems
City of Renton
Ross Widener, W & A
N/A
February 10, 2009
February 27, 2009
Date:
Date:
Project Description: Applicant requests Environmental (SEPA) Review for upgrading utilities within the Shattuck i
Avenue S right-of-way in association with the replacement of the BNSF railroad bridge over Shattuck Avenue S, and other •1
improvement projects along Rainier Avenue S and Hardie Avenue SW. Improvements would Include replacement of a 12-·,
inch storm sewer line with a 48-inch storm sewer line, from S 7th Street to S 4th Place; and, installation of a 8-inch sanitary :
sewer line from the intersection of Shattuck Avenue S and S 7th Street for 150 lineal feet to the north. Prior to installing ,
these utilities, vegetation would be removed at the edge of the right-of-way along the west side of the roadway, from ·::
Houser Way S to S 7th Street, and to the right-of-way limits on either side of the roadway from Houser Way 5, north to the
project terminus. Once the utilities have been installed these areas would be revegetated with native species. Six (6) .7
temporary construction easements would be required during construction. ·
Location: Shattuck Avenue S between S 7th Street and S 4th Place I
Comments:·----------------------------------_J
STATE OF WASHINGTON, COUNTY OF KING }
AFFIDAVIT OF PUBLICATION
PUBLIC NOTICE
Linda M Mills, being first duly swurn on oath that she is the Legal
Advertising Representative of the
Renton Reporter
a weekly newspaper, which newspaper is a legal newspaper of
general circulation and is now and has been for more than six months
prior to the date of publication hereinafter referred to, published in
the English language continuously as a weekly newspaper in King
County, Washington. The Renton Reporter has been approved as
a Legal Newspaper by order of the Superior Court of the State of
Washington for King County.
The notice in the exact form annexed was published in regular issues
of the Renton Reporter (and not in supplement form) which was
regularly distributed to its subscribers during the below stated period.
The annexed notice, a:
Public Notice
was published on February 13, 2009.
The full amount of the fee charged for said foregoing publication is
the sum of $101.50.
,.Mit§t J/l JRtfl,t ,.,..--.
L.:mda M. Mills
Legal Advertising Representative, Renton Reporter
Subscrilied and swow to me this 18th day of February, 2009.
e State of Washington, Residing
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N(YrlCE OF
ENVIRO"IMENTAI.
DETERMINATION
ENVIRONMENTAi, REVIEW
COMMITTEE
RENTO>;, WASHINGTON
The Environmental Review
Committee has issued a
Determination of Non-
Significance-Mitigatcd for the
following project under Lhc
auchori1y of the ·Remon Municipal
Code.
Shattuck Avenue S Storm
Drainage Project
LUA09-004, ECF
Location: Shattuck Ave S
between S 7th St and S 4th
Pl. City of Renton requests
SEPA review for replacement
of a 12" storm line with a 48"
5torm line along Shanuck Ave
S from S 7th St to S 4th Pl, and
installation of an 8" sanitary
sewer line from Shattuck Ave S
and S 7th St north.
Comments pertaining to the
environmental determination or
the proposal, and/or appeals of
the environmental determination
must be filed in writing on or
before 5:00 PM on February
27, 2009. Appeals must be filed
in writing together with the
required $75.00 application fee
with: Hearing Examiner, City of
Renton, 1055 South Grady Way,
Renton, WA 98057. Appeals to
the Examiner are governed by
City of Renton Municipal Code
Section 4-8-110.B. Additional
information regarding the appeal
process may be obtained from the
Renton City Clerk':-. Office, (42'.'l)
430-6510.
Published in the Renton Reporter
on February U, 2009. # 186114.
ENVIRONMENTAL DETERMINATION
ISSUANCE OF A DETERMINATION OF NON-SIGNIFICANCE -MITIGATED (DNS-M)
POSTED TO NOTIFY INTERESTED PERSONS OF AN ENVIRONMENTAL ACTION
PROJECT NAME: Shattuck Avenue S Storm Drainage Project
PROJECT NUMBER: LUA09-004, ECF
LOCATION: Shat'luck Avenue S batwaen S 7'" Stra&t & S 4" Place
DESCRIPTION: Applicant requests Environmental (SEPA) Review for upgrading utilities within
the Sha!\uck Avenue S right-or-way In association with the replacement ol the BNSF railroad brldg& ovar
Shattuck Avenue S, and otMr improvement projects along Rainier Avenue Sand Hardie Ave SW. Improvements
would Include replacement of a 12-lnch storm sewer line with a 48-lnch storm sewer Una, from S 7th Street to S
4th Place; and, Installation of an 8-lnch sanitary s111wer line from the intersection of Shattuck Avenue Sand S 7th
Street for 1 SO Uneal feet to the north. Prior to installing these utiliti11s, vegetation would be removed at the edge
of the right-of-way along the west side of the roadway, from Houser Way S to S 7th Strttt, and to the right..:,f.
way limits on either side of the roadway from Ho11ser Way S, north to the project terminus. Once the utilities
have been installed 1hese areas would be revegetated with native species. Six (6) temporary cons1ruction
easements would be required during cons1ruction.
THE CITY OF RENTON ENVIRONMENTAL REVIEW COMMITIEE (ERG) HAS DETERMINED THAT
THE PROPOSED ACTION DOES NOT HAVE A SIGNIFICANT ADVERSE IMPACT ON THC:
ENVIRONMENT.
Comments pertaining to the en~lronmental determination or the proposal. and/or appeals of the environmental
determination must b& filed in writing on or before 5:00 PM on February 27, 2009. Appeals must ll"e filed in writing
together with the required $75.00 application fee with: Hearing E~amlner, City of Renton, fOS5 South Grady Way,
Renton, WA 96057. Appeals to the Examiner are governed by City of Renton Municipal Code Section 4-8-11 O.B.
Additional information regarding the appeal process may be obtained from !he Renton City Clerk's Office, (425) 430·
6510.
IF THE ENVIRONMENTAL DETERMINATION IS APPEALED. A PUBLIC HEARING WILL BE SET AND
ALL PARTIES NOTIFIED.
FOR FURTHER INFORMATION, PLEASE CONTACT THE CITY OF RENTON, DEPARTMENT OF
COMMUNITY & ECONOMIC DEVELOPMENT AT (425) 430-7200.
DO NOT REMOVE THIS NOTICE WITHOUT PROPER AUTHORIZATION
Please include the project NUMBER when calling for proper file Identification.
•
CITY OF RENTON
DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT -PLANNING DIVISION
AFFIDAVIT OF SERVICE BY MAILING
On the 13 day of February, 2009, I deposited in the mails of the United States, a sealed envelope
containing ERC Determination documents. This information was sent to:
Name
Agencies See Attached
Ross Widener Contact
Derek Akesson Applicant
300' Surrounding Property Owners See Attached
(Signature of Sender):, ~--Jn~
STATE OF WASHINGTON )
) ss
COUNTY OF KING )
I certify that I know or have satisfactory evidence that Stacy Tucker
Reoresentina
signed this instrument and acknowledged it to be his/her/their free and voluntary act for l.QtNJ~"8Sl!ll)d
purposes mentioned in the instrument. .$"} ;:., \. ... ': ,1
·1-if·t /vq;,,:' 1111
Dated: o1 / p. .. /o°]
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...... , __..,.,. "'
r the Sate 6f Washington ,., , >.:
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Notary (Print):_ .... .t1....,'-'-"' 1'-'~"-L~_.:..;J...::.;"1-"'L.:..1.""_.__.'_. 1::....<>-n..c. 0 '-='-"-"~
1
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My appointment expires: "\ 1a I 10 111 o; '"""'··· .. ··'0',.$° .... \ 1111, VIAS\-111-1,,,
,\!\\\\\\''''
Project Name: Shattuck Ave S Storm Drainage Project
Project Number: LUA09-004, ECF
template -affidavit of service by mailing
Dept. of Ecology •
Environmental Review Section
PO Box 47703
Olympia, WA 98504-7703
WSDOT Northwest Region•
Attn: Ramin Pazooki
King Area Dev. Serv., MS-240
PO Box 330310
Seattle, WA 98133-9710
US Army Corp. of Engineers •
Seattle District Office
Attn: SEPA Reviewer
PO Box C-3 755
Seattle, WA 98124
Boyd Powers •
Depart. of Natural Resources
PO Box 47015
Olvmoia, WA 98504-7015
KC Dev. & Environmental Serv.
Attn: SEPA Section
900 Oakesdale Ave. SW
Renton, WA 98055-1219
Metro Transit
Senior Environmental Planner
Gary Kriedt
AGENCY (DOE) LETTER MAILING
{ERC DETERMINATIONS)
WDFW -Larry Fisher• Muckleshoot Indian Tribe Fisheries Dept. •
1775 12th Ave. NW Suite 201 Attn: Karen Walter or SEPA Reviewer
Issaquah, WA 98027 39015-172°' Avenue SE
Auburn, WA 98092
Duwamish Tribal Office• Muckleshoot Cultural Resources Program•
4717 W Marginal Way SW Attn: Ms Melissa Calvert
Seattle, WA 98106-1514 39015172°' Avenue SE
Auburn, WA 98092-9763
KC Wastewater Treatment Division • Office of Archaeology & Historic
Environmental Planning Supervisor Preservation*
Ms. Shirley Marroquin Attn: Gretchen Kaehler
201 S. Jackson ST, MS KSC-NR-050 PO Box 48343
Seattle, WA 98104-3855 Olvmoia, WA 98504-8343
City of Newcastle City of Kent
Attn: Steve Roberge Attn: Mr. Fred Satterstrom, AICP
Director of Community Development Acting Community Dev. Director
13020 Newcastle Way 220 Fourth Avenue South
Newcastle, WA 98059 Kent, WA 98032-5895
Puget Sound Energy City of Tukwila
Municipal Liaison Manager Steve Lancaster, Responsible Official
Joe Jainga 6200 Southcenter Blvd.
201 South Jackson Street KSC-TR-0431 PO Box 90868, MS: XRD-01 W Tukwila, WA 98188
Seattle, WA 98104-3856 Bellevue, WA 98009-0868
Seattle Public Utilities State Department of Ecology
Real Estate Services NW Regional Office
Attn: SEPA Coordinator 3190 160th Avenue SE
700 Fifth Avenue, Suite 4900 Bellevue, WA 98008-5452
PO Box 34018
Seattle, WA 98124-4018
·Note: If the Notice of Application states that it is an "Optional DNS", the marked agencies and
cities will need to be sent a copy of the checklist, Site Plan PMT, and the notice of application.
template -affidavit of service by mailing
784130043002
ABRAHAM DAVID+MELINDA
543 WHITWORTH AVES #AD
RENTON WA 98057
192305903408
BANKER JAMES E+BEVERLY E
405 S 7TH ST #201
RENTON WA 98055
922890004505
BISHOP OF CH JESUS CHRIST
SOCIAL SERVIS CTR
50 E NORTH TEMPLE
SALT LAKE CITY UT 84150
182305905206
BNSF
PO BOX 961089
FORT WORTH TX 76161
784130039000
BROOKS MICHAEL L+JEANETIE E
520 SHATIUCK AVES
RENTON WA 98055
182305918902
CAPELOUTO LEON S
PO BOX 16719
SEATILE WA 98116
182305926103
CENTIOLI FAMILY LLC
5200 DENVER AVES
SEATILE WA 98108
784130022006
CLAREY RICK G+STEPHANIE A
419 WHITWORTH AVES
RENTON WA 98055
784130002008
CONNOLE ALBERT
232 EVANS AVE
MIS SOULE MT 59801
784130024507
DEACY HAROLD A
407 WHITWORTH AVES
RENTON WA 98055
784130017501
ATS AUTOMATION
450 SHATIUCK AVES STE 100
RENTON WA 98055
784130022501
BARE! BENNETI LOUIS+DRIUSSI RITA
614 S 18TH ST
RENTON WA 98055
296390012007
BLACK STERLING
625 MORRIS AVE S
RENTON WA 98057
784130027500
BOOTH SARAH M
512 WHITWORTH AVES
RENTON WA 98055
296390014508
BURGMAN SALLY E
29047 229TH PL SE
BLACK DIAMON WA 98010
784130012502
CCAS PROPERTY & CONST
710 9TH AVE
SEATILE WA 98104
784130050007
CHEN WENTAO+CHEN ZHAO
27231 SE 27TH ST
SAMMAMISH WA 98075
784130045007
CLARKE EUGENE C
525 WHITWORTH S
RENTON WA 98055
784130040008
DAI ALLAN H KIEN+KIM P CHAU
12415 98TH AVE NE
KIRKLAND WA 98034
784080022501
DEWITI MARK+TANYA
PO BOX 59763
RENTON WA 98058
784080026502
BANASKY GEORGE C
415 MORRIS AVE S
RENTON WA 98055
784130037004
BAUTISTA FLAVIANO P+NANCY S
505 MORRIS AVES
RENTON WA 98056
922890003507
BLENCOE HARRY A & JANET
112 MONTEREY DR NE
RENTON WA 98056
000720013705
BRICK MANAGEMENT LLC
11130 SE 208TH ST #D203
KENT WA 98031
922890000503
CAFE DONUTS LLC
3623 S 243RD ST
KENT WA 98032
182305912301
CCD ENTERPRISES INC
1555 132ND AVE NE SUITE B
BELLEVUE WA 98005
784130050502
CHEUNG JOE W
616 SHATIUCK AVES
RENTON WA 98055
784130051500
CONNELL ANITA J+RAYMOND A
628 SHATIUCK AVES
RENTON WA 98055
784130045601
DAVID MARNA+ TATUM JIM W JR
521 WHITWORTH AVES
RENTON WA 98057
784130047904
DINSMORE DOROTHY
16651 15TH SW
SEATILE WA 98166
784130041006
DO JAMES+ TRUCLEY T NGUYEN
1716 DAVIS AVES
RENTON WA 98055
784130053704
EDGMON DAVID L+LYDIA D
12529 SE 89TH PL
NEWCASTLE WA 98056
784130044588
FAUCHER HARRY LEE
529 WHITWORTH AVES
RENTON WA 98055
784080026007
FIORETII GENE M
411 MORRIS AVES
RENTON WA 98055
182305921500
FRED MEYER STORES INC
C/0 BURKE & NICKEL
3336 E 32ND ST #217
TULSA OK 74135
784130030504
GILLIGAN KATHRYN
538 WHITWORTH AVES
RENTON WA 98055
784130042509
GORES LARRY
4711 NE 18TH ST
RENTON WA 98059
182305915106
HARDIN EUGENE Ill
14413 SE 194TH ST
RENTON WA 98058
296390012502
HENTSCHKEIAN
621 MORRIS AVES
RENTON WA 98057
182305916906
JACK IN THE BOX
C/0 EPROPERTY TAX DEPT 401
PO BOX 4900
SCOTISDALE AZ 85261
784130025504
DONCKERS LOUIS F SR
447 MORRIS AVES
RENTON WA 98055
182305925808
ERNST TRUST WASHINGTON L L
12401 HELENA ST
LOS ANGELES CA 90049
000720000306
FFP INC
PO BOX 2215
EVERETI WA 98213
784080021503
FISHER FAMILY TRUST
416 WHITWORTH AVES
RENTON WA 98057
182305926608
FRIEDMAN HENRY+SANDRA
8803 SE 78TH ST
MERCER ISLAND WA 98040
784080017501
GION EDWARD J
408 WHITWORTH AVES
RENTON WA 98055
000720015106
GOULD ALVIN R & W NELSON
8464 W MERCER WAY
MERCER ISLAND WA 98040
784130044000
HARDING JOANNA J+ERIK C
535 WHITWORTH AVES #1/2
RENTON WA 98057
784080022006
HIGGINS GERALD R+KELLY ANN
417 WHITWORTH AVES
RENTON WA 98055
922890007003
JDA GROUP LLC
C/0 HOLMAN REAL ESTATE SVCS
95 S TOBIN ST #201
RENTON WA 98055
784130052508
DONNELLY MICHAEL T
KIMPO CYNTHIA M
23326 SE 16TH PL
ISSAQUAH WA 98029
784130021503
FAKHARZADEH M HAD!
PO BOX 78404
SEATILE WA 98178
182305913903
FIELDS TOM M
539 SHATIUCK AVES
RENTON WA 98055
192305903101
FORD LEASING DEVEL CO
C/0 CUSHMAN WAKEFIELD INC
200 SW MARKET ST
PORTLAND OR 97201
922890006500
GAVIN ROGER
3811 E SPRAGUE AVE
SPOKANE WA 98202
784130029001
GIULIANI JOHN R JR.
812 NORTH 1ST
RENTON WA 98055
784080021008
HALLOWAY CAROLYN M
414 WHITWORTH AVES
RENTON WA 98055
182305918001
HARMAN CORP
199 1ST ST STE 212
LOS ALTOS CA 94022
922890001501
J J J INC
5641 PLEASURE PT
BELLEVUE WA 98006
000720016500
JJJ INC
5641 PLEASURE POINT LN
BELLEVUE WA 98006
784130016503
KANEMORI scon F
432 SHATIUCK AVE S
RENTON WA 98055
784080025504
KERLIN MITCHELL W
419 MORRIS AVES
RENTON WA 98055
784130027005
KRAMER RANDALL E
23319 SE 266TH ST
MAPLE VALLEY WA 98038
784130054009
LANE CHARLES E
9351 37TH AVES
SEATILE WA 98118
296390013005
LU DAT H
665 PASCO PL NE
RENTON WA 980594559
784130013005
MAFFEO ENOCH V
400 SHATIUCK AVES
RENTON WA 98055
784130051005
MARTINEZ VENITA
626 SHATIUCK AVES
RENTON WA 98055
182305916807
MAZZARELLA I LLC
485 RAINIER AVES
RENTON WA 98055
000720017300
MCDONALD RONNIE A+ROBERTA K
216 NW 5TH ST
RENTON WA 98055
296390013500
MELDRUM DAVID M
617 MORRIS AVES
RENTON WA 98055
784080023004
KENNON BRIAN
3000 NE 100TH ST
SEATILE WA 98125
784130036006
KLEPACH FRANCES M
544 WHITWORTH AVE S
RENTON WA 98055
784130037509
KUNOVSKY ALAN
8441 SE 68TH ST #221
MERCER ISLAND WA 98040
182305921203
LITHIA REAL ESTATE INCATIN
360 E JACKSON ST
MEDFORD OR 97520
784130039505
LYNCH MICHAEL D
526 SHATIUCK AVES
RENTON WA 98055
784130028003
MANDIN ROCHELLE
7325 44TH AVE SW
SEATILE WA 98136
296390014003
MASON TERESA C
PO BOX 60042
RENTON WA 98058
784130029506
MCCARTHY TIMOTHY l
530 WHITWORTH AVES
RENTON WA 98055
784130020604
MCLAUGHLIN RYAN & SHANNON
24503 146TH PL SE
KENT WA 98042
182305915601
MOFFATI ROBERT L
3709 MEADOW AVE N
RENTON WA 98056
784130046005
KENT ISLAY M
517 WHITOWORTH AVES
RENTON WA 98055
784130023004
KOZA! WILMA M
415 WHITWORTH AVE S
RENTON WA 98055
784130049504
LAM STANLEY+FANG HENG S+JIN
5210 NE 8TH PL
RENTON WA 98059
784130014003
LONG DAVID
408 SHATIUCK AVES
RENTON WA 98057
296390011504
MADISON GARY P E
1306 KINGS PL NW
BAINBRIDGE WA 98110
784130048001
MARKITI PROPERTIES LLC
1100 106TH AVE NE
BELLEVUE WA 98004
784130030009
MATIHAI R W & LOIS M
532 WHITWORTH
RENTON WA 98055
784130028508
MCDONALD LINDA D
520 WHITWORTH S
RENTON WA 98055
784130052003
MCMANUS LINDA M
530 RENTON AVES
RENTON WA 98055
784130026502
NGO NGA V
504 WHITWORTH AVES
RENTON WA 98055
784130031007
NGUYEN SON T
2210 MORRIS AVES
RENTON WA 98055
784130043507
PRUMMER FRANCIS
12227 142ND AVE SE
RENTON WA 98059
784130047003
RYAN MARY PATRICIA
PO BOX 336
RENTON WA 98057
182305916609
SCHWARTZENBERGER BILL
601 SHATTUCK AVES
RENTON WA 98055
182305915700
SOUTH LAKE VETERNARY VENTUR
504 RENTON CENTER WAY SW SUITE
3
RENTON WA 98057
784130001505
SWEENCO LLC
315 S 3RD ST
RENTON WA 98055
000720010107
THE JESSIE MACRIS TRUST
C/0 SCHOEN FRED
1218 3RD AVE STE 2000
SEATTLE WA 98101
784130015505
TRAXEL DE
418 SHATTUCK AVE S
RENTON WA 98055
784080025009
WHITLOCK RAFORD & VONNIE
PO BOX 83
MUNICH ND 58352
182305913309
WOLF RICHARD
PO BOX 17860
SEATTLE WA 98127
182305918506
OLYMCADE LLC
609 SHATTUCK AVES
RENTON WA 98055
784130038507
REDDA AMANUEL
PO BOX 28057
SEATTLE WA 98118
182305917300
RYU SUNGHYUN+YOONSOON
529 SHATTUCK AVE S
RENTON WA 98055
784130014508
SHERIDAN PHILIP J
2016 S LUCILE ST
SEATTLE WA 98108
192305903200
STATE OF WASHINGTON
DIST 1 DEPT TRAN R/E MS 118
15325 SE 30TH PL
BELLEVUE WA 98007
784130020109
TEAM PROPERTIES LLC
450 SHATTUCK AVE S STE 100
RENTON WA 98055
784080023509
TORKELSON EDWARD R
11006 RAINIER AVE S
SEATTLE WA 98178
784130054504
VUONG JIMMY D+KIMBERLY H
4878 BEACON AVE S
SEATTLE WA 98108
784130023509
WILLEY KAYSER OLAF
409 WHITWORTH AVES
RENTON WA 98057
000720014208
ZERBATO ALDO L
205 S 3RD ST
RENTON WA 98055
784130053506
PHAM THANH CONG
311 S 6TH ST
RENTON WA 98055
296390015000
RIGGINS ALICE E
605 MORRIS AVES
RENTON WA 98055
784130000507
S 3RD ST PROFESSIONAL BLDG
319 S 3RD ST
RENTON WA 98055
784130038002
SODERBERG SUSAN C
303 HOUSER WAYS
RENTON WA 98055
179060001007
STRINGFELLOW EWING
PO BOX 393
NORTH BEND WA 98045
182305911808
TENNESSEE GROUP LLC
715 LIND AVES
RENTON WA 98055
000720012608
TOULA PROPERTIES LLC
1815 ROLLING HILLS AVE SE
RENTON WA 98055
000720012400
WELLS FARGO BANK
C/0 DELOITTE TAX LLP
PO BOX 2609
CARLSBAD CA 92018
784130046500
WILLIAMS DARYL NOEL+HENSLEY
515 WHITWORTH AVES
RENTON WA 98055
ENVIRONMENTAL DETERMINATION
ISSUANCE OF A DETERMINATION OF NON-SIGNIFICANCE -MITIGATED (DNS-M)
POSTED TO NOTIFY INTERESTED PERSONS OF AN ENVIRONMENTAL ACTION
PROJECT NAME: Shattuck Avenue S Storm Drainage Project
PROJECT NUMBER: LUA09-004, ECF
LOCATION: Shattuck Avenue S between S 7'h Street & S 4th Place
DESCRIPTION: Applicant requests Environmental (SEPA} Review for upgrading utilities within
the Shattuck Avenue S right-of-way in association with the replacement of the BNSF railroad bridge over
Shattuck Avenue S, and other improvement projects along Rainier Avenue Sand Hardie Ave SW. Improvements
would include replacement of a 12-inch storm sewer line with a 48-inch storm sewer llne, from S 7th Street to S
4th Place; and, installation of an 8-inch sanitary sewer line from the intersection of Shattuck Avenue Sand S 7th
Street for 150 lineal feet to the north. Prior to Installing these utilltles, vegetation would be removed at the edge
of the right-of-way along the west side of the roadway, from Houser Way S to S 7th Street, and to the right-of-
way limits on either side of the roadway from Houser Way S, north to the project terminus. Once the utilities
have been installed these areas would be revegetated with native species. Six (6) temporary construction
easements would be required during construction.
THE CITY OF RENTON ENVIRONMENTAL REVIEW COMMITTEE (ERG) HAS DETERMINED THAT
THE PROPOSED ACTION DOES NOT HAVE A SIGNIFICANT ADVERSE IMPACT ON THE
ENVIRONMENT.
Comments pertaining to the environmental determination or the proposal, and/or appeals of the environmental
determination must be flled In writing on or before 5:00 PM on February 27, 2009. Appeals must be filed in writing
together with the required $75.00 application fee with: Hearing Examiner, City of Renton, 1055 South Grady Way,
Renton, WA 98057. Appeals to the Examiner are governed by City of Renton Municipal Code Section 4-8-110.8.
Additional information regarding the appeal process may be obtained from the Renton City Clerk's Office, (425) 430-
6510.
IF THE ENVIRONMENTAL DETERMINATION IS APPEALED, A PUBLIC HEARING WILL BE SET AND
ALL PARTIES NOTIFIED.
FOR FURTHER INFORMATION, PLEASE CONTACT THE CITY OF RENTON, DEPARTMENT OF
COMMUNITY & ECONOMIC DEVELOPMENT AT (425) 430-7200.
DO NOT REMOVE THIS NOTICE WITHOUT PROPER AUTHORIZATION
Please include the project NUMBER when calling for proper file identification.
Denis Law, Mayor
February 13, 2009
Ross Widener
W&N
13711 Renwanda Drive
Snohomish, WA 98296
CIT-~ OF RENTON
Economic Development, Neighborhoods and
Strategic Planning
Alex Pietsch, Administrator
SUBJECT: Shattuck Avenue S Storm Drainage Project
LUA09-004, ECF
Dear Mr. Widener:
This letter is written on behalf of the Environmental Review Committee (ERC) to advise you
that they have completed their review of the subject project and have issued a threshold
Determination of Non-Significance-Mitigated with Mitigation Measures. Please refer to the
enclosed ERC Report and Decision, Part 2, Section B for a list of the Mitigation Measures.
Comments pertaining to the environmental determination or the proposal, and/or appeals
of the environmental determination must be filed in writing on or before 5:00 PM on
February 27, 2009. Appeals must be filed in writing together with the required $75.00
application fee with: Hearing Examiner, City of Renton, 1055 South Grady Way, Renton, WA
98057. Appeals to the Examiner are governed by City of Renton Municipal Code Section 4-8-
11 O.B. Additional information regarding the appeal process may be obtained from the Renton
City Clerk's Office, (425) 430-6510.
If the Environmental Determination is appealed, a public hearing date will be set and all parties
notified. The preceding information will assist you in planning for implementation of your
project and enable you to exercise your appeal rights more fully, if yon choose to do so. If you
have any questions or desire clarification of the above, please call me at (425) 430-7286.
For the Environmental Review Committee,
Jennifer Henning
Current Planning Manager
Enclosure
cc: Derek Akesson -City of Renton I Applicant
-------l-05_5_S_o_u_th_G_r-ad_y_W_a_y ___ R_e_nt-on-,-W-a-s-hi-ngt_o_n_98_0_5_7 ______ ·~
@ This paper contains 50% recycled matenal, 30% post consumer AHEAD OF THE CURVE
<\'Y o CIT' OF RENTON
o"'~·~ ;.¢, Economic Development, Neighborhoods and
+ ..i + Strategic Planning
~ -~ Denis Law, Mayor Alex Pietsch, Administrator ~N~01.:.-~~~~~~~~~~~~~~~~~~~~~-
February 13, 2009
Washington State
Department of Ecology
Environmental Review Section
PO Box 47703
Olympia, WA 98504-7703 ·
Subject: Environmental Determination
Transmitted herewith is a copy of the Environmental Determination for the following project reviewed by
the Environmental Review Committee (ERC) on February I 0, 2009:
DETERMINATION OF NON-SIGNIFICANCE-MITIGATED
PROJECT NAME: Shattuck Avenue S Storm Drainage Project
PROJECT NUMBER: LUA09-004, ECF
LOCATION: Shattuck Avenue S between S 7" Street & S 4"' Place
DESCRIPTION: City of Renton requests SEPA review for replacement of a 12" storm line
with a 48" storm line along Shattuck Ave S from S 7th St to S 4th Pl, and installation of an 8" ·
sanitary sewer line from Shattuck Ave S and S 7th St north.
Comments pertaining to the environmental determination or the proposal, and/or appeals of the
environmental determination must be filed in writing on or before 5:00 PM on February 27,.2009.
Appeals must be filed in writing together with the required $75.00 application fee with: Hearing
Examiner, City of Renton, 1055 South Grady Way, Renton, WA 98057. Appeals to the Examiner are
governed by City of Renton Municipal Code Section 4-8-11 O.B. Additional information regarding the
appeal process may be obtained from the Renton City Clerk's Office, (425) 430-6510.
Please refer to the enclosed Notice of Environmental Determination for complete details. If you have
questions, please call me at ( 425) 430-7286.
For the Environmental Review Committee,
Jennifer Henning
Current Planning Manager
Enclosure
cc: King County Wastewater Treatment Division
David F. Dietzman, Department of Natural Resources
Karen Walter, Fisheries, Muckleshoot Indian Tribe
Melissa Calvert, Muckleshoot Cultural Resources Program
Gretchen Kaehler, Office of Archaeology & Historic Preservation
1055 South Grady Way -Renton, Washington 98057
WSDOT, Northwest Region
WDFW, Stewart Reinbold
Duwamish Tribal Office
US Army Corp. of Engineers
@ This paper contains 50% recycled material, 30% post consumer
AHEAD OF THE CURVE
CITY OF RENTON
DETERMINATION OF NON-SIGNIFICANCE-MITIGATED
MITIGATION MEASURES
APPLICATION NO(S):
APPLICANT:
PROJECT NAME:
LUA09-004, ECF
Derek R. Akesson, City of Renton -Transportation Systems
Shattuck Avenue S Storm Drainage Project
DESCRIPTION OF PROPOSAL: Applicant requests Environmental (SEPA) Review for upgrading utilities
within the Shattuck Avenue S right-of-way in association with the replacement of the BNSF railroad bridge over
Shattuck Avenue S, and other improvement projects along Rainier Avenue S and Hardie Ave SW. Improvements
would include replacement of a 12-inch storm sewer line with a 48-inch storm sewer line, from S 7th Street to S
4th Place; and, installation of an 8-inch sanitary sewer line from ttie intersection of Shattuck Avenue S and S 7th
Street for 150 lineal feet to the north. Prior to installing these utilities, vegetation would be removed at the edge of
the right-of-way along the west side of the roadway, from Houser Way S to S 7th Street, and to the right-of-way
limits on either side of the roadway from Houser Way S, north to the project terminus. Once the utilities have
been installed these areas would be revegetated with native species. Six (6) temporary construction easements
would be required during construction.
LOCATION OF PROPOSAL:
LEAD AGENCY:
MITIGATION MEASURES:
Shattuck Avenue S between S 7'h Street and S 4'h Place
The City of Renton
Department of Community & Economic Development
Planning Division
1. The applicant shall follow the recommendations of the Geotechnical Engineering Report prepared for the
Shattuck Avenue South Storm Drain Diversion by Jacobs Associates; dated June 18, 2007 (as amended in
the Baseline Geotechnical Summary Report by Jacobs Associates, dated December 16, 2008), for the
duration of construction.
2. Work shall immediately cease and the Washington State Department of Archaeology and Historic
Preservation shall be contacted should any archaeological artifacts be discovered during earthwork
activities.
ERC Mitigation Measures Page 1 of 1
CITY OF RENTON
DETERMINATION OF NON-SIGNIFICANCE-MITIGATED
ADVISORY NOTES
APPLICATION NO(S):
APPLICANT:
PROJECT NAME:
LUA09-004, ECF
Derek R. Akesson, City of Renton -Transportation Systems
Shattuck Avenue S Storm Drainage Project
DESCRIPTION OF PROPOSAL: Applicant requests Environmental (SEPA) Review for upgrading utilities
within the Shattuck Avenue S right-of-way in association with the replacement of the BNSF railroad bridge over
Shattuck Avenue S, and other improvement projects along Rainier Avenue S and Hardie Ave SW. Improvements
would include replacement of a 12-inch storm sewer line with a 48-inch storm sewer line, from S 7th Street to S
4th Place; and, installation of an 8-inch sanitary sewer line from the intersection of Shattuck Avenue S and S 7th
Street for 150 lineal feet to the north. Prior to installing these utilities, vegetation would be removed at the edge of
the right-of-way along the west side of the roadway, from Houser Way S to S 7th Street, and to the right-of-way
limits on either side of the roadway from Houser Way S, north to the project terminus. Once the utilities have
been installed these areas would be revegetated with native species. Six (6) temporary construction easements
would be required during construction.
LOCATION OF PROPOSAL:
LEAD AGENCY:
Shattuck Avenue S between S 7" Street and S 4'" Place
The City of Renton
Department of Community & Economic Development
Planning Division
Advisory Notes to Applicant:
The following notes are supplemental information provided in conjunction with the environmental determination.
Because these notes are provided as information only, they are not subject to the appeal process for
environmental determinations.
Planning:
1. RMC 4-4-030C requires that a construction plan indicating haul routes and hours of operation, construction
hours, and a traffic control plan must be submitted to the Development Services Division, prior to approval
or a construction permit. As this is a City project, the plan must be submitted prior to the commencement
of construction.
2. Haul hours are restricted to between the hours of 8:30 a.m. and 3:30 p.m., Monday through Friday.
3. Permitted work hours are restricted to the hours between 7:00 a.m. and 8:00 p.m. Monday through Friday.
Work on Saturdays shall be restricted to the hours between 9:00 a.m. and 8:00 p.m. No work is permitted
on Sundays.
ERG Advisory Notes Page 1 of 1
CITY OF RENTON
DETERMINATION OF NON-SIGNIFICANCE
(MITIGATED)
APPLICATION NO(S):
APPLICANT:
PROJECT NAME:
LUA09-004, ECF
Derek R. Akesson, City of Renton -Transportation Systems
Shattuck Avenue S Storm Drainage Project
DESCRIPTION OF PROPOSAL: Applicant requests Environmental (SEPA) Review for upgrading utilities
within the Shattuck Avenue S right-of-way in association with the replacement of the BNSF railroad bridge over
Shattuck Avenue S, and other improvement projects along Rainier Avenue S and Hardie Ave SW. Improvements
would include replacement of a 12-inch storm sewer line with a 48-inch storm sewer line, from S 7th Street to S
4th Place; and, installation of an 8-inch sanitary sewer line from the intersection of Shattuck Avenue S and S 7th
Street for 150 lineal feet to the north. Prior to installing these utilities, vegetation would be removed at the edge of
the right-of-way along the west side of the roadway, from Houser Way S to S 7th Street, and to the right-of-way
limits on either side of the roadway from Houser Way S, north to the project terminus. Once the utilities have
been installed these areas would be revegetated with native species. Six (6) temporary construction easements
would be required during construction.
LOCATION OF PROPOSAL:
LEAD AGENCY:
Shattuck Avenue S between S 7'" Street and S 41
" Place
The City of Renton
Department of Community & Economic Development
Planning Division
The City of Renton Environmental Review Committee has determined that it does not have a probable significant adverse
impact on the environment. An Environmental Impact Statement (EIS) is not required under RCW 43.21 C.030(2)(c).
Conditions were imposed as mitigation measures by the Environmental Review Committee under their authority of
Section 4-6-6 Renton Municipal Code. These conditions are necessary to mitigate environmental impacts identified
during the environmental review process.
Comments pertaining to the environmental determination or the proposal and/or appeals of the environmental
determination must be filed in writing on or before 5:00 PM on February 27, 2009. Appeals must be filed in writing
together with the required $75.00 application fee with: Hearing Examiner, City of Renton, 1055 South Grady Way,
Renton, WA 98057. Appeals to the Examiner are governed by City of Renton Municipal Code Section 4-8-110.B.
Additional information regarding the appeal process may be obtained from the Renton City Clerk's Office, (425) 430-
6510.
PUBLICATION DATE:
DATE OF DECISION:
SIGNATURES:
Terry Higashiyama, Administrator
Community Services
February 13, 2009
February 10, 2009
Date
ENVIRONMENTAL REVIEW COMMITTEE
MEETING NOTICE
February 10, 2009
To: Gregg Zimmerman, Public Works Administrator
Terry Higashiyama, Community Services Administrator
I. David Daniels, Fire & Emergency Services, Administrator
Alex Pietsch, CED Administrator
From: Jennifer Henning, CED Planning Manager
Meeting Date: Monday, February 10, 2009
Time: 3:00 PM
Location: Sixth Floor Conference Room #620
Agenda listed below.
THE FOLLOWING IS A CONSENT AGENDA
Shattuck Avenue S Storm Drainage Proiect (Henning)
LUA09-004, ECF
Location: Shattuck Avenue S between S 1 1
" Street and S 41
" Place. Applicant requests Environmental (SEPA) Review
for upgrading utilities within the Shattuck Avenue S right-of-way in association with the replacement of the BNSF
railroad bridge over Shattuck Avenue S, and other improvement projects along Rainier Avenue S and Hardie Ave SW.
Improvements would include replacement of a 12-lnch storm sewer line with a 48-inch storm sewer line, from S 7th
Street to S 4th Place; and, Installation of an 8-inch sanitary sewer line from the intersection of Shattuck Avenue Sand
S 7th Street for 150 lineal feet to the north. Prior to Installing these utilities, vegetation would be removed at the edge
of the right-of-way along the west side of the roadway, from Houser Way S to S 7th Street, and to the right-of-way
limits on either side of the roadway from Houser Way S, north to the project terminus. Once the utilities have been
installed these areas would be revegetated with native species. Six (6) temporary construction easements would be
required during construction. .
cc: D. Law, Mayor
J. Covington, Chief Administrative Officer
S. Dale Estey, CED Director®
D. Pargas, Assistant Fire Marshall
N. Watts, Development Services Director ®
F. Kaufman, Hearing Examiner
W. Flora, Deputy Chief/Fire Marshal®
J. Medzegian, Council
P. Hahn, Transportation Systems Director
C. Vincent, CED Planning Director®
L. Warren, City Attorney ®
•
ERG
REPORT
City of Renton
Department of Community and Economic Development
ENVIRONMENTAL REVIEW COMMITTEE REPORT
ERC MEETING DATE: February 10, 2009
Project Name: Shattuck Avenue S Storm Drainage Project
Owner: City of Renton
Applicant: Derek R. Akesson, Transportation Systems
City of Renton
1055 South Grady Way
Renton, WA 98057
Contact: Ross Widener
W&A
File Number:
Project Manager:
Project Summary:
Project Location:
Exist. Bldg. Area SF:
Site Area:
STAFF
RECOMMENDATION:
12711 Renwanda Drive
Snohomish, WA 98296
LUA09-004, ECF
Jennifer Henning, Planning Manager
Applicant requests Environmental (SEPA) Review for upgrading utilities within the
Shattuck Avenue S right-of-way in association with the replacement of the BNSF
railroad bridge over Shattuck Avenue S, and other improvement projects along
Rainier Avenue Sand Hardie Ave SW. Improvements would include replacement
of a 12-inch storm sewer line with a 48-inch storm sewer line, from S 7th Street to
S 4th Place; and, installation of an 8-inch sanitary sewer line from the intersection
of Shattuck Avenue Sand S 7th Street for 150 lineal feet to the north. Prior to
installing these utilities, vegetation would be removed at the edge of the right-of-
way along the west side of the roadway, from Houser Way S to S 7th Street, and to
the right-of-way limits on either side of the roadway from Houser Way S, north to
the project terminus. Once the utilities have been installed these areas would be
revegetated with native species. Six (6) temporary construction easements would
be required during construction.
Shattuck Ave S between S 7th St and S 4th Place
NI A Proposed New Bldg. Area (footprint): NIA
Proposed New Bldg. Area (gross):
Approx 1,200 lineal ft Total Building Area GSF: NIA
Staff Recommends that the Environmental Review Committee issue a
Determination of Non-Significance -Mitigated (DNS-M).
ERC Report 09-004.doc
City of Renton Department of Co nity & Economic Development
SHATTUCK A VENUES STOR RAINA GE PROJECT
Report of February 10, 2009
I u
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1".' 'ironmental Review Committee Report
LUA09-004, ECF
Page 2 of6
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ERC Report 09-004.doc Project Location Map
City of Renton Department ~f Cm
SHATTUCK AVENUES STOR
Report ofFebruary I 0, 2009
mity & Economic Development
RAINAGE PROJECT
PART ONE: PROJECT DESCRIPTION/ BACKGROUND
,.... • 1ironmental Review Committee Report
LUA09-004, ECF
Page 3 of6
Applicant requests Environmental (SEPA) Review for upgrading utilities within the Shattuck Avenue S right-of-
way as part of a right-of-way construction project. The utilities would be part of the replacement of the BNSF
railroad bridge over Shattuck Avenue S, and other improvement projects in the vicinity, along Rainier Avenue S
and Hardie Avenue SW.
Improvements would include replacement ofa 12-inch storm sewer line with a 48-inch storm sewer line, from S
7th Street to S 4th Place; and, installation of an 8-inch sanitary sewer line from the intersection of Shattuck
Avenue S and S 7th Street for 150 lineal feet to the north. Prior to installing these utilities, vegetation would be
removed at the edge of the right-of-way along the west side of the roadway, from Houser Way S to S 7th Street,
and to the right-of-way limits on either side of the roadway from Houser Way S, north to the project terminus.
Once the utilities have been installed these areas would be revegetated with native species. Six (6) temporary
construction easements would be required during construction.
The proposal would result in grading to fill pockets on the proposed roadway. Earthwork is estimated at 2,400
cubic yards of imported gravel borrow material and 100 cubic yards of gravel. All fill material would be
purchased from a commercial source.
No critical areas are located within the project boundaries. However, the geotechnical report indicates that the
soil present within the project area has a high risk of settlement. All structures associated with the project would
be designed to accommodate unstable and subsurface soil conditions. The topography of the project area is flat;
with less than 0.5% slope.
The proposal would result in a net reduction of impervious surface within the project area. While 0.03 acres
would be converted to new impervious surface related to creating sidewalks, approximately 0.11 acres of
impervious surface would be converted to pervious through the installation of planter strips; resulting in a net
decrease of0.08 acres of impervious surface. Vegetation would be removed to the right-of-way limits along the
west side of the roadway from Houser Way S to S 7th Street and to the right-of-way limits on either side of the
roadway from Houser Way South north to the project terminus. Once the utilities have been installed, these areas
would be revegetated with native species.
Construction is anticipated to commence in the summer of 2009, and to be completed by January I, 2010.
PART TWO: ENVIRONMENTAL REVIEW
In compliance with RCW 43.21C.240, the following environmental (SEPA) review addresses only those project
impacts that are not adequately addressed under existing development standards and environmental regulations.
A. Environmental Threshold Recommendation
Based on analysis of probable impacts from the proposal, staff recommends that the Responsible Officials:
Issue a DNS-M with a 14-day Appeal Period.
B. Mitigation Measures
I. The applicant shall follow the recommendations of the Geotechnical Engineering Report prepared for the
Shattuck Avenue South Storm Drain Diversion by Jacobs Associates, dated June 18, 2007 (as amended
in the Baseline Geotechnical Summary Report by Jacobs Associates, dated December 16, 2008), for the
duration of construction.
2. Work shall immediately cease and the Washington State Department of Archaeology and Historic
Preservation shall be contacted should any archaeological artifacts be discovered during earthwork
activities.
ERC Report 09-004.doc
, City of Renton Department of Cor
SHATTUCKAVENUESSTOR
Report ofFebruary 10, 2009
mity & Economic Development
RAINA GE PROJECT
C. Exhibits
Exhibit 1 Vicinity & Project Location Map
D. Environmental Impacts
... ifronmental Review Committee Report
LUA09-004, ECF
Page 4 of6
The Proposal was circulated and reviewed by various City Departments and Divisions to determine whether
the applicant has adequately identified and addressed environmental impacts anticipated to occur in
conjunction with the proposed development. Staff reviewers have identified that the proposal is likely to
have the following probable impacts:
1. Earth
Impacts: The site is generally flat in the project vicinity. The proposal would result in grading to install
utility lines and fill pockets along approximately 1,200 lineal feet of roadway. Earthwork is estimated at
2,400 cubic yards of imported gravel borrow material and I 00 cubic yards of gravel. All fill material would
be purchased from a commercial source.
The applicant submitted a Geotechnical Engineering Report prepared for the Shattuck A venue South Storm
Drain Diversion by Jacobs Associates, dated June 18, 2007, and a Baseline Geotechnical Summary Report,
dated December 16, 2008. The initial geotechnical report states that the geologic conditions in the vicinity
of the project are undifferentiated alluvium characterized by gravels and cobbles. The project area was once
occupied by the Black River, which extended from its source in Lake Washington through the project area to
the Duwamish River, in what is now Tukwila. When Lake Washington was lowered in 1917 as the result of
the construction of the Lake Washington Ship Canal, the Black River dried up. Due to this history, a
combination of fill material and reworked glacial deposits, eroded and brought downstream by the Black and
Cedar Rivers, occupies the project area.
A site reconnaissance was performed in May, 2007 in order to evaluate access and set-up conditions, and to
locate and mark the preliminary boring locations. Follow-up site visits were performed in order to check for
utility conflicts at boring locations, then to bore along the utility alignment. The borings confirmed that
granular fill occupied areas underlying asphaltic concrete pavement to a depth of between 2.5 to 5 feet.
Alluvium was encountered underlying the fill. This material consisted of interbedded layers of very soft to
stiff, silt to clayey silt, and loose to medium dense, clean find sand and fine to coarse sand. Further,
groundwater was observed during drilling, at a depth of 5 to 12.5 feet. Dewatering is anticipated to be
required, as groundwater was encountered within 10 feet of the existing ground surface.
The upper alluvial soils in the project area have a high susceptibility to liquefaction during earthquakes,
especially in the top 30 feet of the soil. The report concludes that mitigation for improving ground strength
may or may not be warranted; and that properly compacted backfill should have little liquefaction potential.
The geotechnical report assesses the subsurface conditions along the proposed storm drainpipe alignment;
provides recommendations for the trench wall and base conditions; evaluates settlement issues on the
pipeline, and provides recommendations related to construction. The report concludes, based on field
investigation and analyses, that no geotechnical constraints exist that would preclude project construction,
provided recommended conditions are followed. These recommendations include installing temporary
pavement design capable of supporting anticipated traffic; and using a geosynthetic material at the sub
grade/base to increase the bearing capacity of the low strength sub grade. In addition, the report states that
either rigid (concrete) or flexible (HDPE) pipe could be used, provided proper installation and pipe bedding
support is accomplished. Regardless, trench backfill should be sand, or sand and gravel.
In order to avoid problematic site drainage concerns or erosion during construction, the geotechnical report
also recommends that surface water be controlled by constructing shallow perimeter ditches or low earthen
berms and using temporary sump pumps. In addition, the report recommends implementing erosion control
measures conforming to Washington State Department of Ecology "Best Management Practices".
Mitigation Measures: The applicant shall follow the recommendations of the Geotechnical Engineering
Report prepared for the Shattuck Avenue South Storm Drain Diversion by Jacobs Associates, dated June I 8,
2007 (as amended in the Baseline Geotechnical Summary Report by Jacobs Associates, dated December 16,
2008), for the duration of construction.
ERC Report 09-004.doc
City of Renton Department ofCot
SllATTUCK A VENUE s srm
Report of February 10, 2009
nity & Economic Development
RAINAGE PROJECT
~ ,ironmental Review Committee Report
LUA09-004, ECF
Page 5 of6
Nexus: SEPA, Washington State Department of Ecology Stormwater Management Manual
2. Historic and Cultural Preservation
Impacts: Several sites of historic and cultural importance have been identified in the vicinity of the project,
though not in the project boundary.
According to the SEPA Checklist submitted with the application, portions of the Black River Site ( 45KI 151)
are approximately 1,650 feet west of the project area, on the west side of Hardie Avenue SW on the west side
of the historical Black River channel. Cultural deposits were identified at depths of0.5 to I meter below
ground surface and consisted of at least three structures and several midden areas. Shallow hearths with ash
and fire modified rock (FMR), concentrations of calcined fauna! remains, bone, copper and iron tools,
chipped stone tools and beads were found. Radiocarbon age assessments suggest that the side dates from AD
1790 to AD 1865.
The Renton-Sears-Fred Meyer Site ( 45Kl439) was identified in test trenches excavated with a trackhoe prior
to the construction of the Fred Meyer store on the east side of Hardie Avenue SW within 200 feet of
45K.I 151. This site is on the east back of the former Black River channel, where the northwest comer of the
Fred Meyer Store is now located. These diffuse midden deposits were encountered at depths of I. I to 1.4
meters below the surface of an area which at the time was the Renton-Sears parking lot. Pre-contact
archaeological materials at the site include fire-modified rock, fauna! remains, and five hearths. This site has
not been dated. Disturbance to the site was avoided through preservation in place.
Renton High School Indian Site (45KI501) was discovered at Renton High School. Cultural deposits
contained charcoal, calcined bone fragments, ash and burned earth. Subsequent testing determined that the
cultural deposits at the site are discontinuous and occur at depths ranging from 50 cm to 8 feet below surface.
The Little Cedar River Fishing Site (45KI587) contained evidence of charcoal, fire-cracked rock, chalcedony
and japer flakes, and flecks of calcined fish bone and shell. Based on similarities to deposits at 45KI15 l and
45KI501, it may be between 500 to 200 years old. It is considered to lack potential to provide data important
to understanding prehistory or history; therefore, the site was not recommended eligible for the National
Register for Historic Places.
Because cultural resources and sites exist nearby, there could be additional resources and sites in the project
area. However the likelihood of this is low because prior ground disturbing activities (roadway construction
and installation of utilities) have taken place in the project location. Potential impacts to cultural and
historical objects and resources would be reduced and controlled by minimizing ground-disturbing activities
to the maximum extent possible. In the event that historic or cultural resources are discovered during project
activities, construction would stop in the area and all remaining areas will be covered and secured against
further disturbance. City administrative personnel, law enforcement personnel, the Washington Department
of Archaeology and Historic Preservation staff, and authorized tribal representatives would be contacted to
determine appropriate actions and protective measures.
Mitigation Measures: Work shall immediately cease and the Washington State Department of Archaeology
and Historic Preservation shall be contacted should any archaeological artifacts be discovered during
earthwork activities.
Nexus: SEPA Environmental Regulations
E. Comments of Reviewing Departments
The proposal is being circulated to City Department and Division Reviewers. Where applicable, their
comments have been incorporated into the text of this report and/or "Advisory Notes to Applicant."
./ Copies of all Review Comments are contained in the Official File and may be attached to this
report.
ERC Report 09-004.doc
City of Renton Department of Co, ·' nity & Economic Development r:" 1ironmental Review Committee Report
SHATTUCK AVENUES STOl RAINAGE PROJECT LUA09-004, ECF
Report of February JO, 2009 Page 6 of6
Environmental Determination Comment/Appeal Process: Comments pertaining to the environmental
determination or the proposal, and/or appeals of the environmental determination must be filed in writing
on or before 5:00 PM, February 27, 2009.
Renton Municipal Code Section 4-8-11 O.B governs appeals to the Hearing Examiner. Appeals must be filed in
writing at the City Clerk's office along with a $75.00 application fee. Additional information regarding the
appeal process may be obtained from the City Clerk's Office, Renton City Hall -7th Floor, 1055 S. Grady Way,
Renton WA 98057.
ADVISORY NOTES TO APPLICANT
The following notes are supplemental information provided in conjunction with the administrative land
use action. Because these notes are provided as information only, they are not subject to the appeal process for
the land use actions.
Planning:
1. RMC 4-4-030C requires that a construction plan indicating haul routes and hours of operation, construction
hours, and a traffic control plan must be submitted to the Development Services Division, prior to approval
or a construction permit. As this is a City project, the plan must be submitted prior to the commencement of
construction.
2. Haul hours are restricted to between the hours of8:30 a.m. and 3:30 p.m., Monday through Friday.
3. Permitted work hours are restricted to the hours between 7:00 a.m. and 8:00 p.m. Monday through Friday.
Work on Saturdays shall be restricted to the hours between 9:00 a.m. and 8:00 p.m. No work is permitted on
Sundays.
ERC Report 09-004.doc
City of Renton
LAND USE PERMIT
MASTER APPLICATION
PROPERTY OWNER(S) PROJECT INFORMATION
PROJECT OR DEVELOPMENT NAME:
5!._ LL_,,i.. JL .. o"'"',:, S. 5/¢~-(),._ /a.J
ADDRESS:
PROJECT/ADDRESS(S)/LOCATION AND ZIP CODE: ftoJ., ~, ,-
CITY: ZIP:
TELEPHONE NUMBER:
APPLICANT (if other than owner)
NAME: Oe,e
ZIP:
TELEPHONE NUMBER
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CONT ACT PERSON
NAME: {/
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COMPANY (if applicable):
ADDRESS:
CITY:
TELEPHONE NUMBER AND E-MAIL ADDRESS:
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KING COUNTY ASSESSOR'S ACCOUNT NUMBER(S):
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EXISTING LAND USE(S):
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PROPOSED LAND USE(S):
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EXISTING COMPREHENSIVE PLAN MAP DESIGNATION: er,
PROPOSED COMPREHENSIVE PLAN MAP DESIGNATION
(if applicable): }]A
EXISTING ZONING: 'i.. ll\ -fZ./t) [)
PROPOSED ZONING (if applicable): /vj><
SITE AREA (in square feet): hL"<-t·~tj i iJ"V ,1 .. ,,··.J! -Jr .. ,.,_, u,. ,,c.""-,-,
SQUARE FOOTAGE OF PUBLIC ROADWAYS TO BE
DEDICATED: Nf\
SQUARE FOOTAGE OF PRIVATE ACCESS EASEMENTS:
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PROPOSED RESIDENTIAL DENSITY IN UNITS PER NET
ACRE (if applicable): 1-JP<:
NUMBER OF PROPOSED LOTS (if applicable):
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NUMBER OF NEW DWELLING UNITS (if applicable):
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08/07
PRO. -~T INFORMATION continw
NUMBER OF EXISTING DWELLING UNITS (if applicable): PROJECT VALUE: .
SQUARE FOOTAGE OF PROPOSED RESIDENTIAL
BUILDINGS (if applicable):
IS THE SITE LOCATED IN ANY TYPE OF
ENVIRONMENTALLY CRITICAL AREA, PLEASE INCLUDE
SQUARE FOOTAGE (if applicable):
SQUARE FOOTAGE OF EXISTING RESIDENTIAL
BUILDINGS TO REMAIN (if applicable): 0 AQUIFER PROTECTION AREA ONE
SQUARE FOOTAGE OF PROPOSED NON-RESIDENTIAL 0 AQUIFER PROTECTION AREA TWO
BUILDINGS (if applicable):
0 FLOOD HAZARD AREA sq. ft.
SQUARE FOOTAGE OF EXISTING NON-RESIDENTIAL
BUILDINGS TO REMAIN (if applicable): 0 GEOLOGIC HAZARD sq. ft.
NET FLOOR AREA OF NON-RESIDENTIAL BUILDINGS (if 0 HABITAT CONSERVATION sq. ft.
applicable): 0 SHORELINE STREAMS AND LAKES sq. ft.
NUMBER OF EMPLOYEES TO BE EMPLOYED BY THE
NEW PROJECT (if applicable): o WETLANDS sq. ft.
LEGAL DESCRIPTION OF PROPERTY
(Attach leaal descriotion on seoarate sheet with the following information included)
SITUATE IN THE QUARTER OF SECTIO~I OWNSHIP~ RANGE_, IN THE CITY
OF RENTON, KING COUNTY, WASHINGTON. 1~a l'i -, ~ II} ".l < --,. .....
TYPE OF APPLICATION & FEES
List all land use applications being applied for:
1 . '1""4'1,¥, re<Jre«J 3.
2. 4.
I Staff will calculate applicable fees and postage. $ ___ _
j AFFIDAVIT OF OWNERSHIP
I, (Print Name/s) _ , -J :e ,,V: ..-/ , declare that I am (please check one)_ the current owner of the property
involved in this application or the authorized representafive to act for a corporation (please attach proof of authorization) and that the foregoing
statements and answers herei contained and the information herewith are in all respects true and correct to the best of my knowledge and belief.
i iLL I certify that I know or have satisfactory evidence that A signed this instrument an_d acknowledged it to be his/her/their free and voluntary act for the
-;{ -~ _ ~ uses and purposes mentioned 1n the instrument.
(SignatureoCr/Representative)
Notary Public in and for the State of Washington
( Signature of Owner/Representative)
Notary (Print) _____________ _
My appointment expires: _______ _
H: \ F onns\P Ianni ng\mastcrapp. doc -2 -08107
PLANNING DIVISION
WAl'vcR OF SUBMITTAL REQL11REMENTS
FOR LAND USE APPLICATIONS
LANO USE PERNIIT $0BMITTAL . .. ·.· . ReQ81k~M1:;NT$: ·.· ·.· ...
Calculations 1
Density Worksheet 4
Pr~i®~~Qtjti)rql Plar1i•••
loor Plans , AND,
v @¢tj~ptJriAAI R~h~iA~~t>
i. Grading Plan, Conceptual ,
@r~~1ij Pl?r. P~~il~~, · ·
\/ Habitat Data Report 4
J[ijp(<tv~rj,e/,t qef~ttill 1
v Landscape Plan, Conceptual,
~~r~~8~~ ~1~r;•p~t~il~i;1.·.
Legal Description,
[,. . /aste.r ~ppli~atio~ ~orm, ·.·. ·.·. ·. .·.·.·.·. ·····
"'1p•@'n~1·;ar<l?!PM•f>~r•rno.tj"'rn~m)•,•···•
Neighborhood Detail Map 4
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Vthis requirement may be waived by:
1. Property Services Section
2. Public Works Plan Review Section
3. Building Section
4. Planning Section
WAIVED . MOl)ll"ISD sY: ... · ·• l:!Y:
Q:\WEB\PW\DEVSERV\Forms\Planning\waiverofsubmittalreqs.xls 02/08
PLANNING DIVISION
WAIVER C..., SUBMITTAL REQUIREl\..~.~TS
FOR LAND USE APPLICATIONS
• LAND Use P~RMITSUBMiTTAL ....•.•.• V'{AIVEO . . ~t:tu1a1:1Mei,,irs: > .. ·. · av: >
Parking, Lot Coverage & Landscaping Analysis,
Site Plan 2 AND 4
"· }tr¢aril pfta~¢it@Yi~\~~~~t L > .
Stream or Lake Study, Supplemental 4
t >' Topography Map,
"1 ·•· r,~fflp $tµ/iy f ................... .
· Tree CuUing/Land Clearing Plan 4
9r~~~r\~ tj#~iffih•Pt~1~iPi~!i"i~( R#t>/H~•···········
Utilities Plan, Generalized 2
Wetlands Mi\igation Plan, Preliminary 4
w r,i~\i~r¥J~ R~pptypai1r,~~~ ~ / ·
Wireless:
Applicant Agreement Statement 2 AND 3
Inventory of Existing Sites 2 AND 3
Lease Agreement, Draft 2 AND 3
Map of Existing Site Conditions 2 AND 3
Map of View Area 2 AND,
Photosimulations 2 AND 3
V 'p i'/7(!.-cj ,rJ;4
This requirement may be waived by:
1. Property Services Section PROJECT NAME:
{) fC,, 1'o v0e cftt,,,_ :3 f-e C/uY,,-r
S;,Sfµ(ju.(b [!lOJrv· ~ .. ~hr;_,yp.d,( ,o 2. Public Works Plan Review Section
3. Building Section
4. Planning Section
DATE: ---'-.2--1,&;'-""-i<'-' /1/1"'--'--------
Q:\WEB\PW\DEVSERV\Forms\Planning\waiverofsubmittalreqs.xls 02/08
City of Renton
Development Services Division
Attention: Jennifer Henning
1055 South Grady Way
Renton, WA 98055
Dear Ms. Henning,
Re: Shattuck Avenue S Storm Drain Project
City of Renton
February 5, 2009
The following contains the project narrative and vicinity maps for the pre-application submittal
for the Shattuck Avenue S Storm Drain Project in the City of Renton.
The proposed project is located within the city limits of Renton along Shattuck Avenue S
starting at S 7th Street and extending north past Houser Way S, ending about 50 feet north of the
intersection of Shattuck Avenue S and S 4th Place. The project is located in Section 18, of
Township 23 North, Range 5 East.
The existing Shattuck Avenue Sis a one-lane road that was closed in July 2007 during
construction of three rail-only bridges over Shattuck Avenue, S Rainier Avenue SW and Hardie
Avenue SW. Proposed project activities include roadway widening and repaving; upgrades and
installation of utilities; and revegetation of disturbed areas. Upon completion Shattuck Avenue S
will be reopened.
Roadway repaving will start at the intersection of S 7th Street and Shattuck A venue S and extend
along the western half of the roadway north to Houser Way S; a distance of about 800 linear feet.
Roadway widening will occur along Shattuck A venue S from Houser Way S to an area about 50
feet north of the intersection of Shattuck Avenue Sand S 4th Place; an additional 350 feet. The
widened roadway will accommodate two IO-foot lanes and regraded, and an 8-foot sidewalk
installed under the eastern span. The intersection of S 4th Place and Shattuck A venue S will also
undergo intersection channelization and access will be reconfigured to eliminate one access point
at the southwest corner.
Utilities upgrades would involve replacing a 12-inch storm sewer line with a 48-inch storm
sewer line along Shattuck Avenue S from S 7th Street to S 4th Place and installing a 150 linear
foot, 8-inch sanitary sewer line from the intersection of Shattuck Avenue Sand S 7th Street north.
Prior to installing these utilities, vegetation would be removed to the right-of-way (ROW) limits
along the west side of the roadway from Houser Way S to S 7'h Street and to the ROW limits on
either side of the roadway from Houser Way S north to the project terminus. Once the utilities
have been installed these areas would be revegetated with native species. Six temporary
construction easements will be required during construction.
•,
The project would result in a net reduction of impervious surface within the project area. While
0.03 acres would be converted to new impervious surface related to creating sidewalks,
approximately 0.11 acres of impervious would be converted to pervious through the installation
of planter strips; resulting in a net decrease of 0.08 acres of impervious surface.
No known cultural resources are found within half a mile of the project footprint. One site of
historical importance has been found within the project area. The site is the Shattuck Avenue S
rail-only bridge which is part of the Columbia and Puget Sound Railroad ( 45KI538); a 16.6 mile-
long segment of railroad between Seattle and Cedar Grove. The tracks were constructed by the
Columbia and Puget Sound (C&PS) Railroad Company but the line was originally graded and
built by the Seattle and Walla Walla Railroad Transportation Company. The portion of the site
within the project area was completed in 1877. Several features of the railroad were recorded in
1996 including the railroad trestle over Rainier Avenue SW which was described as largely
undisturbed; with rails, ties and original earthwork features intact. The railway has not been
formally evaluated for nomination; however, it is potentially eligible for listing in both the
Washington Heritage Register (WHR) and National Register of Historic Places (NRHP). Note
however, that these structures have been removed. The Shattuck Avenue S rail-only bridge was
not documented in the 1996 site form or the 200 I addendum.
No critical areas will be impacted by this proposed project. Soil present within the project area
has a high risk of settlement. All structures associated with the project will be designed to
accommodate unstable and subsurface soil conditions. The topography of the project area is flat;
less than 0.5% slope.
Construction is proposed to commence in the summer of 2009, and is expected to be completed
by January I, 2010. The project is estimated to cost $2 million. No ROW purchase is required.
For further information please contact me at rwidenerralprodigy.net or 425-503-3629
Sincerely,
;( /UJl--
Ross Widener
Construction Mitigation Plan
The construction mitigation plan will include limiting the contractor's hours of operation to 7 am
to 8 pm Monday thru Friday and 9 am to 8 pm on Saturday. There will be not work allowed on
Sunday. Any tree removal will be mitigated for by replacing removed or damage trees on a one
to one ratio. A tree removal and mitigation plan will be submitted prior to commencing
construction.
PLANNING DIVISION
ENVIRONMENTAL CHECKLIST
City of Renton Planning Division
1055 South Grady Way, Renton, WA 98057
Phone: 425-430-7200 Fax: 425-430-7231
PURPOSE OF CHECKLIST:
The State Environmental Policy Act (SEPA), Chapter 43.21 C 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 FOR 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 different 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.
USE OF CHECKLIST FOR NONPROJECT PROPOSALS:
Complete this checklist for nonproject proposals, even though questions may be answered "does not
apply." IN ADDITION, complete the SUPPLEMENTAL SHEET FOR NONPROJECT ACTIONS (part D).
For nonproject actions (actions involving decisions on policies, plans and programs), the references in
the checklist to the words "project," "applicant," and "property or site" should be read as "proposal,"
"proposer," and "affected geographic area," respectively.
Shattuck Avenue S Storm Drain Project Page 1
A. BACKGROUND
1. Name of proposed project, if applicable:
Shattuck Avenue S Storm Drain Project
2. Name of applicant:
City of Renton
3. Address and phone number of applicant and contact person:
Derek R. Akesson
Civil Engineer/Project Manager
Transportation Systems Division -Design
Renton City Hall -5th Floor
1055 S. Grady Way
Renton, WA 98057
4. Date checklist prepared:
January 27, 2009
5. Agency requesting checklist:
City of Renton Public Works Department
Transportation Systems Division
Design Section
6. Proposed timing or schedule (including phasing, if applicable):
Construction will commence in the summer of 2009, and is expected to be completed by January I, 2010.
7. Do you have any plans for future additions, expansion, or further activity related to or connected
with this proposal? If yes, explain.
None.
8. List any environmental information you know about that has been prepared, or will be prepared,
directly related to this proposal.
I. Geotechnical Engineering Report: Shattuck Avenue South Storm Drainage Diversion. (June 18, 2007).
t~li'h<, &~ft-~'c;A~~ (tHc 11,,, ,z,oo'i)
l..Sf{11,1,~I
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.
At this time there are no known applications pending governmental approvals that would affect the
property where the project will occur.
Shattuck Avenue S Storm Drain Project Page 2
10. List any governmental approvals or permits that will be needed for your proposal, if known.
Documentation that will be required for this proposal includes: NEPA analysis, ESA compliance
documentation, an NPDES permit, and this SEPA checklist.
11. Give brief, complete description of your proposal, including the proposed uses and the size of the
project and site.
The existing Shattuck Avenue S roadway is a one-lane road that was closed in July 2007 during
construction of three rail-only bridges over Shattuck Avenue, S Rainier Avenue SW and Hardie Avenue
SW. The project would make roadway improvements including repaving, upgrade and install utilities and
revegetate disturbed areas then reopen Shattuck Avenue S.
The repaving would start at the intersection of S 7th Street and Shattuck Avenue S and extend along the
western half of the roadway north to Houser Way S; a distance of about 800 linear feet. Road widening
would occur along Shattuck Avenue S from Houser Way S to an area about 50 feet north of the
intersection of Shattuck Avenue S and S 4th Place; an additional 350 feet. The entire roadway would be
widened along this section to accommodate two I 0-foot lanes and regraded, and an 8-foot sidewalk
installed under the eastern span. The intersection of S 4th Place and Shattuck Avenue S would undergo
intersection channelization and access would be reconfigured to eliminate one access point at the southwest
comer.
Utilities upgrades would involve replacing a 12-inch storm sewer line with a 48-inch storm sewer line
along Shattuck Avenue S from S 7th Street to S 4th Place and installing a 150 linear foot, 8-inch sanitary
sewer line from the intersection of Shattuck Avenue S and S 7th Street north. Prior to installing these
utilities, vegetation would be removed to the ROW limits along the west side of the roadway from Houser
Way S to S 7th Street and to the ROW limits on either side of the roadway from Houser Way S north to the
project terminus. Once the utilities have been installed these areas would be revegetated with native
species. Six temporary construction easements will be required during construction. Refer to the 90%
submittal design plans.
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 proposed project is located within the city limits of Renton along Shattuck Avenue S starting at S 7th
Street and extending north past Houser Way S, ending about 50 feet north of the intersection of Shattuck
Avenue S and S 4th Place. The project is in Section 18, Township 23 North, Range 5 East (see attached
vicinity map).
Shattuck Avenue S Storm Drain Project Page 3
B. ENVIRONMENTAL ELEMENTS
1. EARTH
a. General description of the site (circle one)@rolling, hilly, steep slopes, mountainous,
other __ _
b. What is the steepest slope on the site (approximate percent slope?)
Natural terrain within the project footprint is flat; less than 0.5% slope.
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.
Soils within the project area predominantly consist of silty clay, fine to medium sand and sandy
gravel. The NRCS's King County Soil Survey identifies the area as urban land. This is
representative of soil that has been modified by disturbance of the natural layers with additions of
fill material several feet thick to accommodate large industrial and housing installations.
d. Are there surface indications or history of unstable soils in the immediate vicinity? If so,
describe.
Soil present within the project area has a high risk of settlement. All structures associated with
the project will be designed to accommodate unstable and subsurface soil conditions.
e. Describe the purpose, type, and approximate quantities of any filling or grading
proposed. Indicate source of fill.
The project would use about 2400 cubic yards of gravel borrow to fill any pockets on the
proposed roadway. One hundred cubic yards of gravel would be placed in the utility trenches as
backfill. All fill will be purchased from a commercial source.
f. Could erosion occur as a result of clearing, construction, or use? If so, generally
describe.
Areas susceptible to erosion could be created during construction from clearing, grubbing and
excavation activities. Potential erosion concerns would be addressed by using best management
practices (BMPs) and having erosion control in place prior to any earth moving activities.
g. About what percent of the site will be covered with impervious surfaces after project
construction (for example, asphalt or buildings)?
The project would result in a net reduction of impervious surface in the project area. While 0.03
acres would be converted to new impervious surface related to creating sidewalks, approximately
0.11 acres of impervious would be converted to pervious through the installation of planters;
resulting in a net decrease of0.08 acres of impervious surface.
h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any:
These measures would be detailed in the Temporary Erosion Control Plan (TECP) and the Spill
Prevention, Control and Countermeasures Plan (SPCC).
Shattuck Avenue S Storm Drain Project Page4
2. AIR
a. What types of emissions to the air would result from the proposal (i.e., dust, automobile,
odors, and industrial wood smoke) during construction and when the project is
completed? If any, generally describe and give approximate quantities if known.
During construction, exhaust from construction equipment would be generated when the
equipment was operating. Dust would be created when clearing and grubbing activities occured
during dry periods. These emissions would be temporary, only occurring during project
construction activities. No emissions would result after the project is completed.
b. Are there any off-site sources of emission or odor that may affect your proposal? If so,
generally describe.
No off-site emissions or odors are known that would affect the proposal.
c. Proposed measures to reduce or control emissions or other impacts to air, if any:
Water and other BMPs will be used to control dust, if necessary.
3. WATER
a. Surface Water:
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.
No, there are no surface water bodies on or in the immediate vicinity of the site.
2) 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.
NIA
3) 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.
NIA
4) Will the proposal require surface water withdrawals or diversions? Give general
description, purpose, and approximate quantities if known.
No water withdrawals or diversions would occur.
5) Does the proposal lie within a 100-year flood plain? If so, note location on the
site plan.
No, the proposed project is not within the I 00-year floodplain.
Shattuck Avenue S Storm Drain Project Page 5
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 discharges of waste materials to surface waters would occur.
b. Ground Water:
1) Will ground water be withdrawn, or will water be discharged to ground water?
the
Give general description, purpose, and approximate quantities if known.
Ground water may be encountered during trench excavation. If dewatering is required,
water would be treated in a baker tank and discharged into the stormwater or sanitary
sewer system.
2) 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.
The project does not include facilities that would result in waste material discharged into
the ground.
c. 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 known). Where will this water flow?
Will this water flow into other waters, If so, describe.
Storm water is the only runoff known in the area. Currently, storm water within the area
flows into a 12" diameter storm sewer located along the western roadside of Shattuck
Avenue S. As part of this project the storm sewer line will be upgraded to a 48" in
diameter line.
2) Could waste material enter ground or surface waters? If so, generally describe.
Petroleum products are used to fuel and maintain construction equipment so there is a
risk of soil contamination. A SPCC Plan will be developed and BMP's used to minimize
this risk. No discharges of other waste materials to ground or surface waters would
occur.
3) Proposed measures to reduce or control surface, ground, and runoff water
impacts, if any:
The proposed project would upgrade the storm sewer line to a larger diameter line which
would accommodate greater runoff.
Shattuck Avenue S Storm Drain Project Page6
4. PLANTS
a. Check or circle types of vegetation found on the site:
~ deciduous tree: alder, maple, aspen, other
_ ~ evergreen tree: fir, cedar, pine, other
~shrubs
~grass
__ pasture
crop or grain
wet soil plants: cattail, buttercup, bullrush, skunk cabbage, other
water plants: water lily, eel grass, milfoil, other
other types of vegetation
b. What kind and amount of vegetation will be removed or altered?
As part of this project approximately 0.03 acres of vegetation such as lawns and landscaped trees
and shrubs would be removed for the installation of sidewalks. Any tree removal will be
mitigated for by replacing removed or damaged trees on a one to one ratio. A tree removal and
mitigation plan will be submitted prior to commencing construction.
c. List threatened or endangered species known to be on or near the site.
No threatened or endangered plant species are known to occur in the vicinity of the project.
d. Proposed landscaping, use of native plants, or other measures to preserve or enhance
vegetation on the site, if any:
All existing vegetation (trees, shrubs, and grass) that is outside the clearing and grubbing limits
would be preserved. The clearing and grubbing limits will be surveyed and staked prior to
construction. After construction is completed, bare soil areas will be hydroseeded
and disturbed areas will be revegetated with native vegetation.
5. 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, eagl~ther ________ _
Mammals: deer, bear, elk beaver, other
uirrels ccoons ossums
Fish: bass, salmon, trout, herring, shellfish, other ______ _
b. List any threatened or endangered species known to be on or near the site.
No threatened or endangered fish or animals are known to occur in the vicinity of the project.
c. Is the site part of a migration route? If so, explain
Shattuck Avenue S Storm Drain Project Page 7
The City of Renton is within the Pacific Flyaway, a route for migratory birds.
d. Proposed measures to preserve or enhance wildlife, if any:
Conservation measures, BMP's and a SPCC Plan will be used to mm1m1ze potential
environmental impacts. No specific measures to preserve or enhance wildlife are proposed.
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.
Because this is a roadway improvement and storm sewer line replacement project, it will not result
in facilities requiring energy.
b. Would your project affect the potential use of solar energy by adjacent properties? If so,
generally describe.
No, the proposed project will not affect the potential use of solar energy by adjacent properties.
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:
No specific energy conservation features are included as part of this proposal.
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.
Potential environmental health hazards would be those that could occur during project activities.
These would include inhalation of emissions, and leakage or spilling of fuels utilized by
construction equipment. Temporarily elevated noise levels would also occur associated with
construction equipment. When completed, the project would not create new environmental
health hazards.
1) Describe special emergency services that might be required.
No special emergency services would be required upon project completion. Local
emergency services (Fire, Police, and Ambulance), would be accessed as needed during
project activities.
2) Proposed measures to reduce or control environmental health hazards, if any:
A Spill Prevention and Countermeasures Plan will be developed and adhered to.
Shattuck Avenue S Storm Drain Project Pages
b. Noise
1) What types of noise exist in the area which may affect your project (for example:
traffic, equipment, operation, other)?
Typical ambient noise associated with urban, commercial areas (motorized traffic), exists
in the project area but would not affect the project.
2) What types and levels of noise would be created by or associated with the
project on a short-term or a long-term basis (for example: traffic, construction,
operation, other)? Indicate what hours noise would come from the site.
Short-term noise would increase from the use of construction equipment such as
backhoes, front end loaders, dump trucks and pavers, and from concrete saw cutters.
Long-term changes, after project completion, in noise levels are not anticipated. The
road is for local assess only with a height restriction of 8 feet; therefore, no large trucks
or commercial traffic would use it.
3) Proposed measures to reduce or control noise impacts, if any:
Construction activities will only occur between the hours of 7am and 8pm Monday
through Friday and 9 am and 8 pm Saturday to minimizing noise impacts to residents.
No construction will be allowed on Sunday.
8. LAND AND SHORELINE USE
a. What is the current use of the site and adjacent properties?
The current use is an arterial for traffic. Adjacent properties include private residences to the east
of the project and scattered businesses to the west.
b. Has the site been used for agriculture? If so, describe.
No, this site has not been used for agriculrure.
c. Describe any structures on the site.
Currently the only structure on-site is the Shattuck rail-only bridge which extends across the
project area just north of Houser Way S.
d. Will any structures be demolished? If so, what?
No. No structures are to be demolished as part of this project.
Shattuck Avenue S Storm Drain Project Page9
e. What is the current zoning classification of the site?
The northeastern tip of the project area is zoned center downtown. The eastern extent is residential
multi-family urban center and the remainder is zoned commercial arterial.
f. What is the current comprehensive plan designation of the site?
The eastern side of the project area is designated urban center downtown; the west is commercial
corridor.
g. If applicable, what is the current shoreline master program designation of the site?
NIA
h. Has any part of the site been classified as an "environmentally sensitive" area? If so,
specify.
Yes, the project is within a seismic hazard area.
i. Approximately how many people would reside or work in the completed project?
None
j. Approximately how many people would the completed project displace?
None
k. Proposed measures to avoid or reduce displacement impacts, if any:
NI A. There are no displacement impacts from the project.
I. Proposed measures to ensure the proposal is compatible with existing and projected
land uses and plans, if any:
The project has been reviewed and found to be consistent with current and proposed land use
plans in and adjacent to the project corridor.
9. HOUSING
a. Approximately how many units would be provided, if any? Indicate whether high, middle,
or low-income housing.
The proposed project will not provide any housing.
b. Approximately how many units, if any, would be eliminated? Indicate whether high,
middle, or low-income housing.
Shattuck Avenue S Storm Drain Project Page 10
The proposed project will not eliminate any housing.
c. Proposed measures to reduce or control housing impacts, if any:
NIA. There are no housing impacts from the project.
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.
The tallest structures would be the sacrificial beams. They would be up to 10 feet in height.
b. What views in the immediate vicinity would be altered or obstructed?
None, the proposed roadway widening would not alter or obstruct any views.
c. Proposed measures to reduce or control aesthetic impacts, if any:
No measures would be taken to reduce or control aesthetic impacts as none would occur.
11. LIGHT AND GLARE
a. What type of light or glare will the proposal produce? What time of day would it mainly
occur?
The completed project would result in one constant flashing yellow light on both sides of the
bridge. During construction, additional lighting is not anticipated to be needed, but if it is,
reflectors and hoods would be used to direct light downward to minimize its influence on
surrounding areas ..
b. Could light or glare from the finished project be a safety hazard or interfere with views?
NI A. The finished project would not create light or glare.
c. What existing off-site sources of light or glare may affect your proposal?
None. Existing off-site sources of light or glare would not affect the project.
d. Proposed measures to reduce or control light and glare impacts, if any:
If project lighting becomes necessary, reflectors and hoods will be utilized to direct light
downward towards the street and reduce any possible light pollution.
12. RECREATION
a. What designated and informal recreational opportunities are in the immediate vicinity?
Shattuck Avenue S Storm Drain Project Page 11
No designated or informal recreational opportunities exist in the immediate project vicinity.
b. Would the proposed project displace any existing recreational uses? If so, describe.
No, because there are none present. .
c. Proposed measures to reduce or control impacts on recreation, including recreation
opportunities to be provided by the project or applicant, if any:
None proposed as these opportunities do not exist in the project area.
13. HISTORIC AND CULTURAL PRESERVATION
a. Are there any places or objects listed on, or proposed for, national state, or local
preservation registers known to be on or next to the site? If so, generally describe.
The Renton History Museum (Renton Fire Station 45KI209) is the nearest property nominated for
listing on the NRHP. It is located approximately 2400 feet northeast of the project site and will;
therefore, not be affected by the proposed project.
b. Generally describe any landmarks or evidence of historic, archaeological, scientific, or
cultural importance known to be on or next to the site.
Several sites of historic and cultural importance have been identified in the vicinity of the project,
though not in the project boundary.
Both the Rainer Avenue SW rail-only bridge and the Shattuck Avenue S rail-only bridge are part
of the Columbia and Puget Sound Railroad (45KI538); a 16.6 mile-long segment of railroad
between Seattle and Cedar Grove. The tracks were constructed by the Columbia and Puget Sound
(C&PS) Railroad Company but the line was originally graded and built by the Seattle and Walla
Walla Railroad Transportation Company. The portion of the site within the project area was
completed in 1877. Several features of the railroad were recorded in 1996 including the railroad
trestle over Rainier Avenue SW which was described as largely undisturbed; with rails, ties and
original earthwork features intact. The railway has not been formally evaluated for nomination;
however, it is potentially eligible for listing in both the WHR and NRHP. Note however, that
these structures have been removed. The Shattnck Avenue S rail-only bridge was not documented
in the 1996 site form or the 2001 addendum.
An abandoned railroad grade located approximately 0.4 miles southwest of the APE was recorded
as a historic site ( 45KI285H) by the Office of Public Archaeology. It is thought that the railroad
grade may be the remains of the S&WW railroad constructed in 1874.
The Renton Fire Station (45KI209) is located about 2400 feet northeast of the project (see a.
above)
Portions of the Black River Site (45Kl151) are approximately 1650 feet west of the project area,
on the west side of Hardie Avenue SW on the west side of the historical Black River channel.
Cultural deposits were identified at depths of 0.5 to I meter below ground surface and consisted
of at least three structures and several midden areas. Shallow hearths with ash and fire modified
rock (FMR), concentrations of calcined fauna! remains, bone, copper and iron tools, chipped stone
Shattuck Avenue S Storm Drain Project Page 12
tools and beads were found. Radiocarbon age assessments suggest that the side dates from AD
1790toAD 1865.
The Renton-Sears-Fred Meyer Site (45KI439) was identified in test trenches excavated with a
trackhoe prior to the construction of the Fred Meyer store on the east side of Hardie Avenue SW
within 200 feet of 45KII 51. This site is on the east back of the former Black River channel,
where the northwest comer of the Fred Meyer Store is now located. These diffuse midden
deposits were encountered at depths of I. I to 1.4 meters below the surface of an area which at the
time was the Renton-Sears parking lot. Pre-contact archaeological materials at the site include
fire-modified rock, fauna! remains, and five hearths. This site has not been dated. Disturbance to
the site was avoided through preservation in place.
Renton High School Indian Site (45KI501) was discovered at Renton High School. Cultural
deposits contained charcoal, calcined bone fragments, ash and burned earth. Subsequent testing
determined that the cultural deposits at the site are discontinuous and occur at depths ranging from
50 cm to 8 feet below surface.
The Little Cedar River Fishing Site ( 45KI587) contained evidence of charcoal, fire-cracked rock,
chalcedony and japer flakes, and flecks of calcined fish bone and shell. Based on similarities to
deposits at 45KII 51 and 45KI50 I, it may be between 500 to 200 years old. It is considered to
lack potential to provide data important to understanding prehistory or history; therefore, the site
was not recommended eligible for the NRHP.
c. Proposed measures to reduce or control impacts, if any:
Because cultural resources and sites exist nearby, there could be additional resources and sites in
the project area. However the likelihood of this is low because prior ground disturbing activities
(roadway construction and installation of utilities) have taken place in the project location.
Potential impacts to cultural and historical objects and resources would be reduced and controlled
by minimizing ground disturbing activities to the maximum extent possible. In the event that
historic or cultural resources are discovered during project activities, construction would stop in
the area and all remaining areas will be covered and secured against further disturbance. City
administrative personnel, law enforcement personnel, the DAHP staff, and authorized tribal
representatives would be contacted to determine appropriate actions and protective measures.
14. TRANSPORTATION
a. Identify public streets and highways serving the site, and describe proposed access to
the existing street system. Show on site plans, if any.
o S 4th Place-currently open from the north. Access from the south will be re-established
when Shattuck Ave S is reopened after project completion.
o Houser Way S-currently open from the south. Access from the north will be re-
established when Shattuck Ave S is reopened after project completion.
o S 6th Avenue-no change in access
o S 7t1i Street-no change in access
o Shattuck Avenue S-thru access will be re-established by reopening the undercrossing at
the railroad crossing.
b. Is site currently served by public transit? If not, what is the approximate distance to the
nearest transit stop?
Shattuck Avenue S Storm Drain Project Page 13
Shattuck Ave S, within the project corridor is not served by public transit. There are bus stops on
nearby Rainier Avenue Sat both Rainer Avenue Sand S 4th Place and Rainer Avenue Sand S 7th
Street, approximately 0.2 miles from the project corridor.
c. How many parking spaces would the completed project have? How many would the
project eliminate?
Parking on the west side of Shattuck Ave would be restricted from Houser Way south for about
300 feet.
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?
The proposed project will require improvements to Shattuck Avenue S, a public roadway,
including grading and striping of the roadway.
e. Will the project use (or occur in the immediate vicinity of) water, rail, or air transportation?
If so, generally describe.
A portion of the project is in the vicinity of the Shattuck Avenue S rail-only bridge. Project
activities would not affect transportation along this bridge.
f. How many vehicular trips per day would be generated by the completed project? If
known, indicate when peak volumes would occur.
It is expected that once the road is reopened, it would accommodate approximately 3,500
vehicular trips per day as it did prior to closing it for replacement of the rail-only bridges.
g. Proposed measures to reduce or control transportation impacts, if any:
None. No measures will be taken to control or reduce transportation impacts as the reopening of
the roadway itself should alleviate local traffic flow problems.
15. PUBLIC SERVICES
a. Would the project result in an increased need for public services (for example: fire
protection, police protection, health care, schools, other)? If so, generally describe.
No, the project would not result in an increased need for public services.
b. Proposed measures to reduce or control direct impacts on public services, if any.
None. No impacts to public services would occur.
16. UTILITIES
a.
Shattuck Avenue S Storm Drain Project Page 14
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.
No utilities or utility services will be needed. The project includes upgrading one storm sewer line
from a 12 inch to a 48 inch line along Shattuck Avenue S from S 4th Place to S 7'h.
C. SIGNATURE
I, the undersigned, state that to the best of my knowledge the above information is true and
complete. It is understood that the lead agency may withdraw any declaration of non-significance
that it might issue in reliance upon this checklist should there be any willful misrepresentation or
willful lack of full disclosure on my part.
Proponent:
;/,1· I !l j2_ /?1f-/. h,k
----------------
Name Printed: Ross L. Widener
Date: 1/27/09
Shattuck Avenue S Storm Drain Project Page 15
D. SUPPLEMENTAL SHEETS FOR NONPROJECT ACTIONS
(These sheets should only be used for actions involving decisions on policies, plans and
ro rams. You do not need to fill out these sheets for ro'ect actions.
Because these questions are very general, it may be helpful to read them in conjunction with the
list of the elements of the environment.
When answering these questions, be aware of the extent the proposal, or the types of activities
likely to result from the proposal, would affect the item at a greater intensity or at a faster rate
than if the proposal were not implemented. Respond briefly and in general terms.
1. How would the proposal be likely to increase discharge to water; emissions to air; production,
storage, or release of toxic or hazardous substances; or production of noise?
Proposed measures to avoid or reduce such increases are:
2. How would the proposal be likely to affect plants, animals, fish, or marine life?
Proposed measures to protect or conserve plants, animals, fish, or marine life are:
3. How would the proposal be likely to deplete energy or natural resources?
Proposed measures to protect or conserve energy and natural resources are:
4. How would the proposal be likely to use or affect environmentally sensitive areas or areas
designated (or eligible or under study) for governmental protection; such as parks, wilderness,
wild and scenic rivers, threatened or endangered species habitat, historic or cultural sites,
wetlands, flood plains, or prime farmlands?
Proposed measures to protect such resources or to avoid or reduce impacts are:
5. How would the proposal be likely to affect land and shoreline use, including whether it would
allow or encourage land or shoreline uses incompatible with existing plans?
Proposed measures to avoid or reduce shoreline and land use impacts are:
Shattuck Avenue S Storm Drain Project Page 16
6. How would the proposal be likely to increase demands on transportation or public services and
utilities?
Proposed measures to reduce or respond to such demand(s) are:
7. Identify, if possible, whether the proposal may conflict with local, state, or federal laws or
requirements for the protection of the environment.
SIGNATURE
I, the undersigned, state that to the best of my knowledge the above information is true and
complete. It is understood that the lead agency may withdraw any declaration of non-significance
that it might issue in reliance upon this checklist should there be any willful misrepresentation or
willful lack of full disclosure on my part.
Proponent:
Name Printed:
Date:
ENVCHLST.DOC
REVISED 6/98
Shattuck Avenue S Storm Drain Project Page 17
Shattuck Avenue South Storm Drain Diversion
Baseline Geotechnical Summary Report
December 16, 2008
Prepared for:
DMJM Harris
(AECOM)
Prepared by:
Engineen/Consultanu
Jacobs Associates
1109 First Avenue
Suite 501
Seattle, WA 98101-2988
Job# 4187
Distribution
To:
From:
Prepared By:
Reviewed By:
Eric Crowe & Atilla Laslow
DMJM Harris (AECOM)
Frank Pita, PE, LHG
Jacobs Associates
Carol Ravano, PE
Jacobs Associates
Joe Schrank, PE
Jacobs Associates
Phaidra Campbell
Jacobs Associates
Carol Ravano, PE
Jacobs Associates
Table of Contents
1 Introduction ..................................................................................................................... 1
1.1 General . . . .. . .. . .. . . .. . .. ... .. .. . .. .. .. . .. . .. . .. . . .. . .. . .. . .. . . .. . .. . . . . ........... 1
1.2 Project Description .................................................. . ·········································· 1
1. 3 Authorization ...................................................................................................................... 2
1.4 Field Investigation ..................................................................................................... 2
1.5 Laboratory Investigation....................................... . ............................................... 3
2 Existing Conditions ........................................................................................................ 5
2.1 Surface Conditions ............................................................................................................. 5
2.2
2.3
Geologic Setting ............................... . .......................................................................... 5
Subsurface Conditions ............................................................ . ........................... 6
2.4 Groundwater Conditions .................................................................................................... 7
3 Conclusions and Recommendations .......................................................................... 10
3.1 Seismic Considerations ................................................................................................... 10
3.2
3.3
Pipe Bedding and Support ............................ .
Pipe Trench Backfill .................................... .
................. 11
. ........................................................ 11
3.4 Excavation and Temporary Shoring............... . ...................................................... 12
3.5 Lateral Earth Pressures for Temporary Braced Shoring.......... . ................................ 13
3.6 Dewatering ....................................................................................................................... 14
3.7 Site Drainage and Erosion Considerations ...................................................................... 16
3.8
3.9
3.10
Pavement Restoration .................................................... . ····························· ......... 16
Fill Placement and Materials ..................................................................................... .
Specification Review ............................................................................ .
.. 17
.. 18
4 Closing ........................................................................................................................... 19
5 References ..................................................................................................................... 20
Baseline Geotechnical Summary Report
Rev. No. 1
December 16, 2008 ii
List of Tables
Table 1. Laboratory Testing Summary
Table 2. Water Level Elevations in Project Vicinity
Table 3. Groundwater Quality
Table 4. Pump Test Data for BH-5
Table 5. Flow Estimates for BH-5 and BH-6
List of Figures
Figure I. Vicinity Map
Figure 2. Site Plan
List of Appendices
Appendix A
Appendix B
Appendix C
Appendix D
Appendix E
Appendix F
Boring Logs
Laboratory Test Results
Previous Explorations and Laboratory Testing from Jacobs Associates (2007)
Previous Explorations and Laboratory Testing from HWA (2003)
Previous Laboratory Testing and BH-5 Pump Test Results from HWA (2004)
Lateral Earth Pressures for Temporary Braced Shoring from HWA (2003)
Baseline Geotechnical Summary Report
Rev. No. 1
December 16, 2008 iii
1 Introduction
1.1 General
At the request of DMJM Harris/AECOM (DMJM), Jacobs Associates performed a geotechnical
investigation for the proposed Shattuck Avenue Storm Drain Diversion in Renton, Washington. The
purpose of the investigation was to explore and evaluate the subsurface conditions at the project site and
provide geotechnical engineering and hydrogeological recommendations for the design and construction
of the geotechnical and dewatering aspects of the project. This report presents the data from our field
investigation and limited geotechnical recommendations for the shoring and dewatering of the site. The
water quality data in this report was provided by Cooper Zietz Engineers (CZE), who is part of the project
team.
1.2 Project Description
The project location is shown on the Vicinity Map in Figure 1. The Shattuck A venue Diversion is a
36-inch to 48-inch diameter storm drain proposed to run along Shattuck Avenue South between South
4th Place and South 7th Street in Renton. This storm drain will provide gravity conveyance to the pump
station on Rainier Avenue.
Previous engineering reports on this project include:
• Groundwater Sampling and Analysis, Shattuck Avenue, Renton, Washington, from CZE, dated
27 October 2008;
• Geotechnical Engineering Report, Shattuck Avenue Storm Drain Diversion, Renton, Washington,
by Jacobs Associates, dated 18 June 2007;
• Shattuck Avenue Diversion Feasibility Study by Rose Water Engineering, dated 17 April 2007;
• Excavation Dewatering Estimates, SW 1h Street Storm Drain Replacement, Renton, Washington,
by HWA GeoSciences, dated 18 February 2004;
• Geotechnical Report, SW 7'' Street Storm Drain, Renton, Washington, by HWA GeoSciences,
dated 14 March 2003;
• SW 7" Street Storm Drainage Improvement Project Pre-Design Analysis by Gray & Osborne in
2003.
The pre-design report by Gray & Osborne, dated 2003, describes the Shattuck Avenue storm drain pipe
improvements as consisting of a 48-inch pipe between South 7th and South 6" Streets, and a 36-inch pipe
between South 6th and South 2"d Streets. The Rosewater feasibility study only considered storm drain
construction north to South 4th Place, since that is the point where flows would be diverted away from the
Rainier Avenue pump station. The other reports listed above are discussed and referenced where
relevant.
The Rosewater feasibility study shows the new pipe on the west side of Shattuck Avenue to align with
the existing vault connection to the 60-inch diameter storm drain in South 7th Street, and to minimize
conflicts with the existing utilities. The feasibility study uses a slope of 0.29% for the new pipe, which
results in a pipe invert depth between 9.5 and 10.5 feet below the existing ground surface (bgs).
This storm drain project is associated with the replacement of the BNSF railroad bridge over Shattuck
Avenue South, and other improvement projects by the City of Renton and BNSF in the project vicinity,
particularly along Rainier A venue South and Hardie A venue Southwest.
1.3 Authorization
Our work was performed in general accordance with our proposal letter submitted to Mr. Aaron Silver of
DMJM. Notice to proceed for this investigation was received on 20 April 2007, and a work plan for the
geotechnical investigation was submitted to Aaron Silver, P.E., and Rex Meyer, P.E., of DMJM on
2 May 2007. Since that time, the scope of work and budget has been amended. The current DMJM
Harris/AECOM project manager is Eric Crowe. This report has been prepared for the exclusive use of
DMJM Harris/AECOM and its authorized agents for specific application to this project in accordance
with generally accepted geotechnical/civil engineering practices.
1.4 Field Investigation
A site reconnaissance was performed on 3 May 2007 by Joe Schrank, P.E., and Carol Ravano, P.E., of
Jacobs Associates with Ken Valder, P.E., of CZE. The site reconnaissance was conducted to evaluate
access and set-up conditions, and to locate and mark the preliminary boring locations. We coordinated
the utility locate request and traffic control plans after marking the boring locations. A follow-up site
visit was performed by Joe Schrank, P.E., to check for any utility conflicts at the proposed boring
locations. The field investigation consisted of advancing two geotechnical borings (designated JA-1 and
JA-2) along the proposed storm drain alignment. A City of Renton Right-of-Way (ROW) Use permit was
obtained by Jacobs Associates prior to beginning the subsurface explorations.
The boring locations are shown on Figure 2. JA-1 was located between Houser Way South and South 6'h
Street on the west side of Shattuck Avenue South. JA-2 was located between South 6'h Street and South
7"' Street on the west side of Shattuck Avenue South. Both borings were drilled on City of Renton ROW.
The drilling was performed on 5 May 2007 by Holocene Drilling of Fife, Washington under subcontract
to Jacobs Associates. The borings were drilled with a truck-mounted Diedrich D-120 drill rig using
hollow stem augers with a 4.25-inch inside diameter drill bit. A representative of CZE was onsite during
drilling to perform photo ionization detection (PID) and environmental contamination testing on the soil
samples. The Photo Ionization Detector (PID) is a portable vapor and gas detector that detects a variety of
organic compounds.
Standard Penetration Tests (SPT) were performed at 5-foot intervals using a standard 2-inch inner
diameter split-barrel sampler advanced with a 140-pound automatic-trip hammer falling a distance of
30 inches for each strike in accordance with ASTM D-1586. The number of hammer blows for each
six inches of penetration was recorded. The standard penetration resistance (N) of the soil is calculated as
the sum of the numberofblows required for the final 12 inches of sampler penetration. If50 blows of the
hammer occur in less than 6 inches of sampler advancement, the test is terminated and the blow count is
recorded as 50 blows for the number of inches of penetration that occurred. The N-value is an indication
of the relative density of granular soils and the relative consistency of cohesive soils. Soil cuttings from
both borings were drummed and removed from the site by the driller.
In addition, one Shelby Tube sample (thin-wall sample) was taken in JA-1 at a depth of 9 to 11.5 feet.
The location of the Shelby Tube sample is shown on the summary boring logs in Appendix A. Shelby
Tubes have an inside diameter of2.0 inches and use 16 gage (0.0578 inches) to 18 gage (0.0451 inches)
wall thickness tubes advancing a 30-inch section of tubing ahead of the sampler, recovering a 30-inch
long sample. Instead of driving the sampler into the ground, the weight of the drill rig is placed on the
sampler and presses it into the soil.
Baseline Geotechnical Summary Report
Rev. No. 1
December 16, 2008 2
The borings were drilled under the full-time observation of an engineer from Jacobs Associates. The soil
conditions were examined and logged by the engineer during drilling. Sample depths, stratigraphy,
groundwater occurrence, and soil engineering characteristics were recorded. Representative samples
obtained from the SPT's were placed in plastic bags and taken to Jacobs Associates (formerly Milbor-Pita
& Associates) office in Woodinville for further examination.
Summary boring logs are presented in Appendix A. The stratigraphic contacts indicated on the 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 date and locations reported, and
therefore, are not necessarily representative of other location and times. If variations in the subsurface
conditions are evident during construction, it may be necessary to re-evaluate the recommendations
presented in this report.
Upon completion of the drilling and sampling in each boring, water monitoring wells were installed with
2-inch diameter Schedule 40 PVC pipe. In JA-1, the screen was placed from 5 to 15 feet and sand was
brought up to 2 feet bgs. In JA-2, the screen was placed from 3 to IO feet bgs and sand was brought up to
2.5 feet bgs. The monitoring wells are graphically represented on the summary boring logs in
Appendix A.
Previously completed boring logs by Jacobs Associates in the project vicinity are included in Appendix C
.and include borings MP-1 and MP-2 that were in the "Geotechnical Engineering Report, BNSF Shattuck
Avenue South, Railroad Bridge Replacement, Renton, Washington" by Jacobs Associates, dated 24 May
2007.
Borings were also previously completed in the vicinity of the project area by HWA GeoSciences Inc.
(HWA), and included in their 14 March 2003 geotechnical report. Jacobs Associates did not have the
opportunity to review the HWA report for our 18 June 2007 geotechnical report, since the HWA report
was provided subsequently. HWA drilled seven exploratory borings, designated BH-1 through BH-7, in
the eastbound and westbound lanes of SW 7th Street between Lind Avenue and Burnett Avenue. BH-5
was located just west of the intersection of Shattuck Avenue South and South 7th Street, and BH-6 was
just east of that intersection. Both BH-5 and BH-6 extended to a depth of 31.5 feet below the existing
ground surface (bgs). Summary boring logs for BH-5 and BH-6 are included in Appendix D.
1.5 Laboratory Investigation
Laboratory tests were performed on selected samples in general accordance with ASTM guidelines to
characterize engineering and index properties of the soil. These tests included grain size distribution,
Atterberg Limits determination, and one-dimensional consolidation tests, ASTM D-422, D-4318, and D-
2435, respectively. The lab tests were performed at a geotechnical soils laboratory in Lynnwood,
Washington. A summary of the samples tested and lab tests performed, including on selected samples
from MP-I and MP-2 in Jacobs Associates (2007), is presented in Table 1 below. The lab test results are
presented in Appendices B and C.
Laboratory tests were also performed on selected samples by HWA for their 2003 geotechnical report
and their 2004 dewatering evaluation. A summary of these tests on BH-5 and BH-6 is also included in
Table I and the lab test results are presented in Appendices D and E.
Baseline Geotechnical Summary Report
Rev. No. 1
December 16, 2008 3
Table 1. Laboratory Testing Summary
Boring
JA-1
JA-2
MP-1
MP-2
HWABH-5
HWABH-6
Notes: I. From HWA, 2003.
2. From HWA, 2004.
Sample No.
S-2
S-3
S-4
(Shelby Tube)
S-2
S-3
S-5
S-6
SH-7
(Shelbv Tube)
S-5
SH-1
Shelbv Tube)
S-7B
S-2
S-3
S-4
S-9
S-3
S-4
Baseline Geotechnical Summary Report
Rev. No. 1
December 16, 2008
Depth (feet)
5 -6.5
7.5 -9
9 -11.5
5 -6.5
7.5 -9
15-16.5
20-21.5
25 -27.5
17.5-19
20 -22.5
28.5 -29
5-6.5
7.5-9
10-11.5
25 -26.5
7.5 -9
10-11.5
Lab Test Performed
Grain Size
Atterberg Limits
1-D Consolidation
Grain Size
Atterberg Limits
Atterberg Limits
Grain Size
1-D Consolidation
Grain Size
1-D Consolidation
Grain Size
Grain Size 1
Grain Size'
Grain Size 1
Grain Size2
Grain Size 1
Atterbern Limits 1
4
2 Existing Conditions
2.1 Surface Conditions
Shattuck Avenue South is a well traveled, two-lane roadway near downtown Renton in a residential and
light commercial area. The proposed storm drain pipe considered in this report runs on Shattuck Avenue
South from South 4'h Place to South 7"' Street. South 4'h Place ends in a T-intersection at Shattuck
A venue South. On the southwest comer of the intersection of Shattuck A venue South and South 4'" Place
is a strip mall consisting of single story buildings with limited parking around them. On the southeast
comer is an office building with surface parking. The BNSF railroad bridge, which was redesigned and
replaced in 2008, extends over Shattuck Avenue South immediately north of Houser Way South.
On the south side of the bridge, both Houser Way South and South 6"' Street end in T-intersections at
Shattuck Avenue South. On the east side of Shattuck A venue South, south of Houser Way South, there
are residential single-family and multi-family dwellings. South of South 6'h Street, there are residential
single-family and multi-family dwellings on both sides of Shattuck Avenue South.
The site is generally flat. The railroad embankment is approximately 7 .5 feet above the existing ground
surface in the area of the bridge. The surrounding area is paved and/or developed. According to Derek
Akesson, P.E., at the City of Renton and the City's records, the pavement on Shattuck Avenue is asphaltic
concrete pavement (ACP), except for the roadway section underneath the BNSF bridge from Houser Way
South to South 4"' Place, which is Portland cement concrete pavement (PCC). Based on our borings in
the area, the ACP is approximately one to two inches thick.
According to the Rosewater feasibility study, there are multiple utilities located under Shattuck Avenue
South, including a 16-inch water main on the east side of the street, an 18-inch sanitary sewer located just
west of the centerline between South 7'" and South 6"' Streets that crosses to the east side of the road north
of South 6"' Street, and a 2-inch gas main located approximately 20 feet west of the centerline. Electric
and communications utilities run overhead along poles on the east side of the street, and numerous aerial
service lines cross the street to utility poles on the west side. Sanitary sewers cross Shattuck Avenue
South at South 6"' Street and immediately north of the railroad ROW. Three side sewers run between
South 7tl• and South 6"' Streets, and several water service lines cross the street. Natural gas, electric, and
communications service lines may also cross the alignment.
During the Rainer Avenue Railroad Bridge removal outage in 2007, traffic was re-routed to Shattuck
A venue, where additional asphalt had been added to the pavement section. Jacobs Associates was not
present during this phase of construction, but we understand that approximately 18 inches of new
pavement section (ACP overlying base course) was placed beneath the bridge and several inches of
asphalt overlay was placed on the roadway approaching the bridge.
2.2 Geologic Setting
The recent history of the Puget Sound Lowland region has been dominated by several glacial episodes.
The most recent, the Vashon stade of the Fraser glaciations, is responsible for most of the present day
geologic and topographic conditions. The Puget lobe of the Cordilleran ice sheet deposited a
heterogeneous assemblage of proglacial lacustrine deposits, advance outwash, lodgment till, and
recessional outwash. Post glacial processes include primarily sediment deposition in which modem
stream and river alluvium were deposited over the recessional outwash.
Baseline Geotechnical Summary Report
Rev. No. 1
December 16, 2008 5
According to the Geology and Groundwater Resources of Southwestern King County, WA (Luzier, 1969),
the geologic conditions in the vicinity of the project are a post-glacial deposit of undifferentiated alluvium
characterized by gravels and cobbles. Prior to 1917, the Black River extended from its source in Lake
Washington through this area to the Duwamish River in Tukwila. When the U.S. Army Corps of
Engineers built the Chittenden Locks in Ballard in Seattle and excavated the Ship Canal in 1917, the
water level in Lake Washington was lowered approximately seven feet, which resulted in the Black River
drying up. At the same time, the Cedar River was re-routed into a portion of the Black River channel so
that the Cedar River would flow into Lake Washington and not into the Black, and then Duwamish,
Rivers.
As a result of this history, the geology of the project area is a combination of fill materials and reworked
glacial deposits that were eroded and brought downstream by the Black and Cedar Rivers. There are also
some peat deposits that formed in the meandering stream environment. These deposits all overlie
deposits of glacial origin.
2.3 Subsurface Conditions
The subsurface conditions encountered during our site investigation consisted of fill overlying alluvium
deposits. Generalized descriptions of the soil units encountered are provided below, in descending order
of occurrence:
• Fill: Approximately one inch of asphaltic concrete pavement (ACP) was observed at the ground
surface at the time of drilling each boring. The ACP was underlain by base course consisting of
granular fill (sand with some gravel). In JA-1 and MP-2, the fill extended to a depth of
approximately 5 feet bgs, and in JA-2, the fill extended to approximately 2.5 feet bgs.
• Alluvium: Alluvium was encountered underlying the fill in both JA-1 and JA-2, and in MP-I
and MP-2 (Jacobs Associates, 2007). The alluvium generally consisted of interbedded layers of
very soft to stiff, Silt to Clayey Silt, and loose to medium dense, clean fine Sand and fine to
coarse Sand. In JA-1, a one-inch thick bed of organic silt and wood fragments was present
between 20 and 21 feet. In JA-2, some silty Sand layers were present in the top 7.5 feet, and
organic Silt beds, including wood fibers, were present from 16 feet to the bottom of the boring.
Peat was observed in MP-2 from 15 to l 7 .5 feet.
According to the 2003 HWA report, the subsurface conditions encountered in their borings consisted of:
• Fill: Loose to medium dense fill with clean to slightly silty, Sand and Gravel to depths of2.5 to 4
feet;
• Low Energy Alluvium: Interbedded, very loose to medium dense alluvium with gray, clean to
very silty Sand, and very soft to medium stiff, dark Organic Silt, Peat, and Silt that were
deposited in a low-energy environment such as a lake or shallow estuary. These soils are
moderately to highly compressible and have relatively low shear strengths. They may contain
logs, stumps or other woody debris; and
• High Energy Alluvium: A higher energy, coarser deposit of alluvium consisting of Sand and
Gravel containing cobbles and possibly boulders that was generally present below the fine-
grained alluvium, although there are occasional layers of one within the other. The higher energy
alluvium consists of medium dense to dense, gray to brown, clean to silty gravelly Sand and
sandy Gravel, with occasional cobbles. Organic debris, consisting of sticks, roots, and other
organic matter was encountered in several HWA samples.
Baseline Geotechnical Summary Report
Rev. No. 1
December 16, 2008 6
2.4 Groundwater Conditions
2.4. 1 General Observations
Groundwater was observed during drilling in both JA-1 and JA-2; at a depth of 12.5 feet in JA-1 and at 5
feet in JA-2. Piezometers were installed in both borings; in JA-1 at a depth of5 to 15 feet, and in JA-2 at
3 to 10 feet. There is also a piezometer in one of borings (MP-I) drilled for the BNSF Shattuck Avenue
Bridge Replacement project (Jacobs Associates, 2007). Table 2 below presents the water levels measured
in the three piezometers in Shattuck Avenue South and in borings in the project vicinity. In addition, the
2003 HWA geotechnical report documented groundwater in all seven of their borings at depths of 5 to
7 feet bgs. HWA reported that groundwater levels taken a week after drilling the borings indicated water
levels from 4 to 8 feet bgs.
Fluctuations in the groundwater table are anticipated depending on rainfall, temperature, time of year,
local subsurface conditions, and other factors.
2.4.2 Groundwater Quality
In addition to water level measurements, CZE conducted limited chemical testing of the groundwater.
The City of Renton was concerned about the possibility of high concentrations of hydrocarbons and iron
in the groundwater. The iron results in high turbidity during construction dewatering operations. This
concern originated from a nearby site (the Renton Highlands project) that experienced this situation in
2006 and 2007. CZE planned to sample both JA-1 and JA-2; however, once onsite, CZE could only
locate JA-2 because JA-1 had been paved over. CZE sampled JA-2 for the following: petroleum
hydrocarbons; fats, oils, and grease; hardness; sulfate; and copper, iron, lead, and zinc. Table 3 below
presents their results, which are discussed in Section 3.6.4 below.
Baseline Geotechnical Summary Report
Rev. No. 1
December 16, 2008 7
Table 2. Water Level Elevations in Project Vicinity
Project Boring
MP-1
Shattuck Avenue MP-2
JA-1
JA-2
B-14
Hardie A venue B-15
B-16
MP-1
MP-2
Rainier Avenue S. of Bldg 221
Between Bldgs 203 & 221
Adjacent to S. 4th Place
BH-5
SW 7th Street
BH-6
Baseline Geotechnical Summary Report
Rev. No. 1
December 16, 2008
Date of Water Depth to Water
Level Reading (feet bgs)
4/16/2007 8.4
5/1012007 8.4
5/1512007 8.44
5/16/2007 8.5
4/1612007 5.5
5/15/2007 12.5
5/1612007 7.0
5115/2007 5
5116/2007 6.64
9126/2006 7
10112/2006 5
9127/2006 14
5/31/2005 20
6/20/2005 12.5
5131/2005 --
5/31/2005 --
5/31/2005 --
1130/03 4
2103/03 4.0
9/12/03 12.15
12/29/03 5.17
1/21/04 3.96
1/30/03 7
2/03/03 4.5
9/12/03 8
12/29/03 5.08
Elevation of
Water Level (feet)
19
19
19
19
22
14.5
20
19
17.4
14
15
13
17
14
20
19
19.4
21
21
13
20
21
19
21.5
18
21
8
Table 3. Groundwater Quality
Measurement JA-2 MCL MCL-G
Deoth to Bottom (ft) 9.90 --
Deoth to Water /ft) 5.76 --
Well Volume toal.) 1.21 --
Puree Volume /gal.) 10.0 --
Temperature ("C) 11.1 --
pH (standard unit) 7.05 --
Conductivity (mS/m) 36.8 --
Dissolved Oxvoen (mg/L) 6.60 --
ANALYSIS
NWTPH-Gx /1w/U < 100 --
NWTPH-Dx /uo/1 l <250 --
Fats, Oils, Grease ( mg/L) 3.21 --
Hardness /mg CaCO,/L) 117 --
Sulfate (moll ) 34.7 --
METALS
Conner /uo/1 .\ 218 TTfAL~l,3001 1,300
Settled 237 --
Zinc tuo11J 285 --
Settled 297 --
Lead lue/L) 42.9 TT[AL~l5.0] 0
Settled 46.9 --
Iron /ue/1.) 21.5 --
Settled 9.38 -.
Notes: From CZE, 2008.
a First value is daily average maximum; second value is instantaneous maximum
Acronyms and Abbreviations:
not analyzed or not available
· C degrees Celsius
µg/L microgram per liter
AL action level
c,co,
ft
gal.
MCL
MCL-G
mg/L
mS/m
TT
calcium carbonate
feet
gallon
Maximum Contaminant Level
Maximum Contaminant Level -Goal
milligram per liter
milliSiemen per meter
treatment technique
Baseline Geotechnical Summary Report
Rev. No. 1
December 16. 2008
Secondary King County
Standard Dischal'l!e Limit
--
--
--
--
--
6.5 -8.5 5.5-12.0
--
--
--
--
--
--
--
1.000 3.000/8.000'
--
5,000 5,000/10,000'
--
-2,000/4,000'
--
300 -
-.
9
3 Conclusions and Recommendations
Based on the subsurface conditions encountered, it is our opinion that there are no geotechnical
constraints that would preclude project construction as planned, provided that our recommendations are
incorporated into the design. Our design recommendations and conclusions were developed based on our
understanding of the project. If the nature of the proposed construction is changed, Jacobs Associates
should be notified so we can confirm or re-evaluate our recommendations.
3.1 Seismic Considerations
3. 1. 1 General
Design ground acceleration for the project was determined using results from the USGS website, based on
the National Seismic Hazards Mapping Project completed by USGS in 2003. The peak ground
acceleration (PGA) at the project site is approximately 0.32g, based on horizontal bedrock accelerations
associated with a IO percent probability of exceedance in a 50-year period.
3. 1. 2 Soil Liquefaction
Liquefaction occurs when loose, saturated, cohesionless sands and silts temporarily lose shear strength as
a result of increased pore pressures induced by vibration or earthquake shaking. Primary factors
controlling the development of liquefaction include intensity and duration of strong ground motion,
characteristics of subsurface soil including soil type, relative density, gradation, and age of deposits, in-
situ stress conditions, and the depth to groundwater. Potential effects of soil liquefaction include
temporary loss of bearing capacity and lateral soil resistance, and excessive settlements upon dissipation
of the excess pore pressures.
Based on a preliminary liquefaction analysis, the upper alluvial soils in the project area have a high
susceptibility to liquefaction during the design earthquake, particularly in the top 30 feet. Liquefaction-
induced settlement may occur on the order of several inches. Differential settlement could occur and
affect the existing grade. The settlement could affect the structural integrity of the pipe. The designer
must consider this during final design.
According to the Liquefaction Susceptibility for the Des Moines and Renton 7. 5' Quadrangles,
Washington (Palmer et al., 1994), evidence of liquefaction was observed in the project area during the
1965 magnitude 6.5 Seattle-Tacoma earthquake. Two historic liquefaction sites have been mapped near
the project area:
I. Near Burnett Street and South 7ili Street; and
2. At a residence on South Shattuck Street between South 6°' and 71
" Streets.
According to Palmer (1994), the 1965 earthquake-induced liquefaction resulted in foundation and
sidewalk cracking at the residence on South Shattuck Street with up to 2.5 inches of settlement of the
house and upheaval/depression of the front and back yards.
Mitigation for improving ground strength may or may not be warranted. In our opinion, properly
compacted trench backfill should have little liquefaction potential.
Baseline Geotechnical Summary Report
Rev. No. 1
December 16, 2008 10
3.2 Pipe Bedding and Support
The proposed pipe invert level will be between 9.5 and 10.5 feet bgs. Along most of the alignment, the
soils at this depth consist of very soft to soft, organic silt and silty sand. Since these soils extend to
considerable depths, it will not be feasible to remove these soils. Any over-excavation to remove
unsuitable soils from below the pipeline should be evaluated on a case-by-case basis by a qualified
geotechnical engineer.
Pipe bedding materials should be placed on relatively undisturbed native soils or compacted fill soils. To
minimize disturbance to the foundation subgrade during excavation, the excavator should use a smooth-
edged bucket rather than a toothed bucket. Trench bottoms should be free of debris and standing water.
If subgrade soils are disturbed, the disturbed materials should be removed and replaced with compacted
bedding material. Any over-excavated areas in the pipe trench should also be backfilled with bedding
material.
Pipe bedding material, placement, compaction, and shaping should be in accordance with accepted
practice and the pipe manufacturer's recommendations. Pipe bedding should provide a firm, uniform
cradle for the pipes. A minimum 12-inch thickness of bedding material (such as clean sand or Gravel
Backfill for Pipe Zone Bedding, WSDOT 9-03.12(3) in the WSDOT 2006 Standard Specifications)
beneath the pipe should be provided. One option to provide suitable support and bedding for the pipe is
to place the storm drain on clean sand.
Prior to installation of the pipe, the pipe bedding should be shaped to fit the lower part of the pipe exterior
with reasonable closeness to provide uniform support along the pipe. Pipe bedding material should be
used as pipe zone backfill, placed in layers, and tamped densely around the pipe to obtain complete
contact. To protect the pipe, bedding material should extend at least 12 inches above the top of the pipe.
3.3 Pipe Trench Backfill
The main purpose of pipe trench backfill is to provide adequate support and protection for the pipe.
Trench backfill usually consists of sand or sand and gravel, and have a maximum particle size of about
3 inches (such as Bank Run Gravel for Trench Backfill, WSDOT 9-03.19 in the WSDOT 2006 Standard
Specifications or structural fill, as defined in Section 3.9.3). Due to the loose/soft alluvial soils below the
groundwater table, lightweight fill, either clean uniform sand or lightweight controlled density fill (CDF)/
Controlled Low-Strength Material (CLSM), may be used as the pipe trench backfill from the springline of
the pipe to the base of the pavement layers ( crushed surfacing materials).
The trench backfill in the top four feet shall be backfilled with crushed surfacing materials conforming to
Section 4-04 of the WSDOT Standard Specifications. Trench backfill and restoration should meet the
requirements of the City ofRenton's Trench Restoration & Street Overlay Requirements.
To minimize settlement of the trench backfill in Shattuck A venue South we recommend:
• The trench backfill should be placed in 6-inch loose lifts and compacted using mechanical
equipment to at least 90 percent of the maximum dry density (MOD) per ASTM D-1557; and
• The upper 3 feet of backfill should be compacted to at least 95 percent of MOD as determined by
test method ASTM D-1557 to provide an adequate subgrade for the pavement section.
Baseline Geotechnical Summary Report
Rev. No. 1
December 16, 2008 11
During placement of the initial lifts, the trench backfill material should not be bulldozed into the trench or
dropped directly on the pipe. In addition, heavy vibratory equipment should not be permitted to operate
directly over the pipe until at least 2 feet of backfill has been placed over the pipe bedding.
Trench backfill should be densely compacted in a systematic manner. The contractor should develop
compaction methods that consistently produce adequate compaction levels. All backfilling operations
should be monitored full-time by a qualified inspector. A sufficient number of in-place density tests
should be performed as the fill is placed to determine if the required compaction is being achieved. It is
the responsibility of the contractor to see that the density tests are performed.
Special care should be taken to obtain good compaction up to the edges of the excavation as shoring is
removed, since a common cause of large settlements is inadequate shoring practices and poor compaction
during shoring removal and backfilling. Attention should also be paid to ensuring good compaction
around manholes.
The City of Renton requires that all trench and pavement cuts be made by sawcut or grinding, and the
sawcuts or grinding shall be a minimum of one foot outside the trench width. The entire traveled lane
width for the length of the trench and an additional ten feet at each end of the trench should be ground
down to a depth of two inches, and a two inch overlay of Class B ACP should be applied per City
standards.
3.4 Excavation and Temporary Shoring
Excavations can be accomplished with conventional excavating equipment such as backhoes and
trackhoes. Limited access equipment may be required to work under the BNSF Shattuck Avenue Bridge.
For temporary excavations exceeding four feet in height, excavations must be sloped in accordance with
part N of the Washington Administrative Code (WAC) 296-155, or be shored. Due to the nature of the
alluvial soils, the proximity of the alignment to existing improvements and utilities, the high groundwater
table and the potential for flowing sands, excavations deeper than four feet will require shoring.
Most of the pipeline excavations may be able to be supported with trench boxes. If trench boxes are used,
they should be adequately reinforced to withstand the lateral forces to which they will be subjected.
Trench boxes should be of sufficient size, both vertically and laterally, to support the excavation without
excessive deformation of the natural soils. The open excavation behind the trench box should be
backfilled as soon as possible after the trench box has been moved, and care should be taken when
moving the trench box to avoid damage to the pipe or disruption to the backfill.
Shoring will be required in areas where existing utilities must be protected. In some areas, trench boxes
may not provide adequate sidewall support and could allow soils to slough and cave, resulting in loss of
support for existing utilities and the road surface. These soft/loose soils have the potential to slough to
slopes approaching 1.25H:l V. In these cases, steel plates with adjustable or hydraulic bracing may be
used for temporary shoring. Excavation to, or slightly below, the water table may be possible before
placement of the steel plates. Thereafter, excavation could continue within the plates.
Where it is necessary to minimize the area affected by trench excavation and/or protect nearby structures
or utilities, the use of interlocking sheetpiles may be required. The use of sheetpiles could also minimize
the groundwater flow into the excavation and may limit the amount of dewatering required, thereby
protecting nearby utilities and structures from settlements associated with dewatering.
Baseline Geotechnical Summary Report
Rev. No. 1
December 16, 2008 12
The temporary shoring should be designed to resist the lateral earth pressures resulting from the soil and
groundwater, as well as any traffic and construction surcharge loads. If shoring or sheeting materials are
used, precautions should be taken during removal to minimize disturbance of the pipe, underlying
bedding materials, and natural soils. Heavy construction equipment, construction materials, excavated
soil, and vehicular traffic should not be allowed within a distance, measured from the edge of the
excavation, equal to the depth of the excavation, unless the shoring system has been designed for the
additional lateral pressures.
We recommend that the contractor be required to submit a shoring/excavation plan for review prior to
construction. The plan should contain specific measures for temporary support and protection of the
existing utilities and structures.
Maintenance of safe working conditions, including temporary excavation stability, is the responsibility of
the contractor and all excavations must comply with current federal, state, and local requirements.
Exposure of personnel beneath temporary cut slopes should be kept to a minimum. Construction should
proceed as rapidly as feasible to limit the time temporary excavations are open. With time and the
presence of seepage and/or precipitation, the stability of temporary, unsupported cut slopes can be
significantly reduced. During wet weather, runoff water should be prevented from entering excavations,
and should be collected and disposed of outside of the construction limits. In addition, the contractor
should monitor the stability of the temporary cut slopes and adjust the construction schedule and slope
inclination accordingly. Temporary native soil cut slopes in dry soil conditions should be .constructed at
a slope of 1.5 horizontal (H): I vertical (V) or flatter. Temporary soil cut slopes in fill or in wet conditions
should be flatter than I.SH: IV.
3.5 Lateral Earth Pressures for Temporary Braced Shoring
Lateral earth pressures on a retaining wall are dependent on the soil type, groundwater level, allowable
lateral movement of the walls, excavation methods and construction sequence. For the design of shoring,
we recommend that the groundwater level outside of the excavation be assumed to be at the ground
surface.
We recommend using the following parameters for lateral earth pressure design:
• Active earth pressure coefficient -for level backslope = K, = 0.390;
• Passive earth pressure coefficient= KP= 2.56;
• Angle of internal friction= phi= 26°;
• Total unit weight= 110 pcf;
• Buoyant unit weight= 48 pcf.
The lateral pressures to be considered in the design of temporary braced shoring are illustrated in HWA
(2003) Figure 4, presented in Appendix F.
Baseline Geotechnical Summary Report
Rev. No. 1
December 16, 2008 13
3.6 Dewatering
3. 6. 1 General
Since groundwater was encountered within 10 feet of the existing ground surface in the three piezometers
on Shattuck Avenue South, dewatering will be required. The design, operation, and maintenance of any
dewatering system are the responsibility of the contractor. Dewatering systems should be designed and
submitted to the project engineer for approval prior to the commencement of the excavation.
Trenches should be dewatered to below the base of the excavation, such that all work, including
placement of pipe, pipe bedding, and backfill, is completed in the dry. Groundwater flowing into
excavations can reduce the density of sandy soils, resulting in increased pipe settlement during and after
construction. Therefore, JA recommends that an external dewatering system be required in the
specifications that lowers the water level to a level at least I foot below the deepest excavation.
Additional dewatering may be needed and accomplished within the excavation with sumps and pumps,
but these should be considered only a secondary means if conditions warrant.
Lowering the groundwater level more than about 5 feet below its lowest ambient level could result in
settlement of the ground surface and any structures or utilities being supported by the soil that are in the
dewatered areas. Dewatering should be performed in such a way as to not cause settlements or damage to
adjacent properties. It is our experience that deep wells have a higher potential to create settlement away
from the work area, because they draw the water level down much lower. Therefore, we recommend that
a vacuum well point system that has well points placed down to about 20 feet below the surface be
specified.
3.6.2 Groundwater Levels
HWA performed a construction dewatering evaluation for the City of Renton SW 7th Street Storm Drain
Replacement project. Their work is described in the 2004 HWA report, and included recording water
levels for borings BH-5 and BH-6. These water level readings are presented in Table 3 above. In addition,
HWA installed a temporary hand-driven piezometer (P-4) ten feet north of BH-5 and performed a slug
(falling-head) test on boring BH-5; however, neither worked successfully.
3. 6. 3 Permeability and Flow Estimation
A pump test was conducted by HWA for boring BH-5 using a 2-inch electrical submersible pump. The
raw data is shown in Appendix E and was analyzed using the 'Cooper-Jacob' approach. Although the
data was not obtainable during the pumping phase of the test because of rapid drawdown, the recovery
phase obtained relevant data. The pump test information is summarized in Table 4 below.
Table 4. Pump Test Data for BH-5
Boring Test
Pumping
BH-5 Recovery
Falling Head
Note: From HWA, 2004.
Baseline Geotechnical Summary Report
Rev. No. 1
December 16, 2008
Estimated
Permeability -K Comments
(ft/min)
Not Analyzed Drawdown too rapid
4.86E-3
NIA Well filter pack influence
14
Using the Universal Well Formula and the radius of influence empirical relations developed by Sichart
and Kryieleis (Powers et al., 2007), the approximate flow that can enter wells along the pipeline trench
was estimated. The dewatering system should be designed to handle the estimated flow capacity. Table 5
below summarizes the permeability, approximate depth of water observed, and the rate of flow into an
open trench and with a sheet pile cutoff wall installed (HWA, 2004). This information is based solely on
borings BH-5 and BH-6 and conditions along the project alignment may differ from the information
provided. If subsurface conditions vary significantly, Jacobs Associates should be contacted to evaluate
the situation.
Table 5. Flow Estimates for BH-5 and BH-6
Assumptions Dewatering Flow Estimates (gpm/100 ft of trench)
Well K Depth to Open Trench Sheet Pile
Water (ft/min) (feet -bgs) High Water Low Water High Water Low Water
BH-5 2.2E-2 3 -12 210 120 50 10
BH-6 3.5E-3 3-8 50 40 NIA NIA
Note: From HWA, 2004
Jacobs Associates made an estimate of the groundwater pumping quantities per length of trench. A
70-feet long trench that is 14-feet wide and has a groundwater table seven feet below the ground surface
was modeled. The model required the groundwater to be lowered to 14 feet bgs and the design system
used 21-feet deep well points on IO-foot centers. Depending on the permeability used in the calculations,
the pumping rate of each well point has to be 10 to 45 gallons per minute (gpm). However, based on our
experience, we would estimate a typical maximum design flow of 350 gpm per 70 feet of trench or
5gpm/foot of trench. This rate would drop to about 60% of this number after 72 hours of pumping or
when the steady state condition is reached.
Please note that Jacobs Associates estimate and HWA's estimate of flow per foot of trench are
considerably different. This is the nature of dewatering design and the high, local variability of the
Renton soil hydrogeologic properties. On a project in east Renton, there were pumping rates ranging
from 2 to 5 gpm/foot of trench in the same pipeline run. The contractor should be prepared for high
variable rates of water inflow and the City should be aware that the contractor will require a location to
dispose of this potential large quantity of water.
3. 6.4 Sheet Pile Cutoff Walls
To reduce the pumping volume, seepage into the trench excavation, and the risk of ground settlement,
sheet piling can be used as a cutoff wall. Sheet piling is commonly used in dewatering applications to
reduce vertical and horizontal seepage. The depth of the sheet pile is dependent on the soil conditions and
is usually embedded into an underlying soil or rock stratum of low hydraulic conductivity (Powers et al.,
2007). However, for this application, a length of sheet pile that is twice the depth of the trench should be
sufficient.
It is very important to use proper driving methods to ensure a tight interlock at the joints; if done
incorrectly, the effectiveness of the sheet piles is reduced. Either an impact or vibratory hammer can be
used to reach the required depth for the sheet piles. If leaks are observed through the interlocking joints,
the joints should be sealed before driving with either heavy grease or a bituminous or hydrophilic ( water
swelling) joint sealing product. After driving, a steel section can be welded to the interlocking joint and
then the sealant can be applied (Powers et al., 2007).
Baseline Geotechnical Summary Report
Rev. No. 1
December 16, 2008 15
3. 6. 4 Groundwater Quality
According to the results of the water quality tests performed by CZE (2008) that are presented in Table 3,
the water quality parameters of JA-2 are below the following standards:
• Federal U.S. Environmental Protection Agency (USEPA) Maximum Contaminant Levels (MCL);
• USEPA MCL Goals (MCL-G);
• USEPA Secondary Standards; and
• King County Discharge Limits for construction dewatering.
CZE (2008) also states that the iron content is low so they conclude that it will most likely not affect the
turbidity standards required for discharge during dewatering construction. Furthermore, CZE states that
other metals are well below discharge limits, and the levels of other tested contaminants are low enough
that discharge to surface water or King County will likely be allowed. However, the analytical work by
CZE (2008) was focused on JA-2, which may not be representative of all the conditions that may be
encountered along the storm drain alignment and samples collected elsewhere along Shattuck A venue
could have different results. In addition, other physical parameters, such as suspended solids, can
influence turbidity levels. Any dewatering program should be planned carefully to address potential
permit compliance issues prior to experiencing a non-compliance episode.
3.7 Site Drainage and Erosion Considerations
3. 7. 1 Surface Water Control
Surface runoff can be controlled during construction by careful grading practices. Typically, these
include the construction of shallow, upgrade perimeter ditches or low earthen berms and the use of
temporary sump pumps to collect runoff and prevent water from damaging exposed subgrades. In
addition, measures should be taken to avoid impounding of surface water during construction. Surface
runoff control during construction should be the responsibility of the contractor.
Permanent control of surface water should be incorporated in the final grading design. Adequate surface
gradients and drainage systems should be established such that surface runoff is directed away from
structures and pavements and into swales or other controlled drainage devices.
3. 7. 2 Erosion Control
During construction at the site, implementing the recommendations presented in Section 3 .9 .4 on wet
weather earthwork can minimize erosion. The erosion control devices should be in place and remain in
place throughout site preparation and construction. We recommend that erosion control measures
implemented at the site conform with State DOE approved "Best Management Practices."
3.8 Pavement Restoration
The pavement design recommendations for Shattuck A venue South were based on the American
Association of State Highway and Transportation Officials (AASHTO) Guide for Design of Pavement
Structures (1993) standards, the City of Renton's Trench Restoration & Street Overlay Requirements
(2005), the Asphalt Institute's Asphalt Pavements for Highways & Streets Manual Series No. I (1981),
and conversations with DMJM Harris and the City of Renton.
After the storm drain is installed, the street should be patched per the City of Renton Trench Restoration
& Street Overlay Requirements. For permanent pavement, a 2-inch thick layer of Hot Mix Asphalt
(HMA Y,-inch PG 64-22, similar to ACP class B) should be placed over the full street width.
Baseline Geotechnical Summary Report
Rev. No. 1
December 16, 2008 16
3.9 Fill Placement and Materials
3. 9. 1 Over-excavation /Subgrade Preparation
The following are recommendations for over-excavation and subgrade preparation:
l. We recommend removing all existing asphalt concrete and Portland cement concrete pavement in
areas of new construction, depending on final design. As discussed above, the upper soil layers
are soft and loose and underlie proposed finish grades in areas of new pavement construction.
Once the final grades of the roadway are determined, we will have a better idea of what soils will
underlie the new pavement areas. We recommend proof-rolling these areas, determining which
areas have unsuitable soils, over-excavating and removing soil to a minimum depth of 24 inches
or to a dense unsaturated layer below areas where new pavements will be constructed,
compacting the over-excavated subgrade and replacing with compacted structural fill. This is to
minimize the potential for settlements and provide uniform subgrade support.
2. Inside the trench, the excavator bucket should be used to check the competency of the subgrade.
In the roadway, proof rolling should be done with heavy construction equipment such as a large
vibratory roller or a fully loaded dump truck. Successive passes of the roller or dump truck
should be spaced to provide complete coverage of the subgrade. Subgrade checking with the
excavator bucket and proof rolling should be performed under the full-time observation of a
representative of Jacobs Associates. These methods will provide visual information for the
assessment of the subgrade and its acceptability as a bearing stratum. If the subgrade is wet,
saturated, or frozen, proof rolling should not be performed. Under this circumstance, subgrade
conditions should be evaluated by the geotechnical observer using a steel probe.
3.9.2 Grading Recommendations
We expect that the excavations for the pipe trench can be completed using conventional equipment, such
as an excavator or trackhoe. Any grading for the road paving can be completed using conventional heavy
equipment, such as a large grader, bulldozer or track hoe. There is limited access for construction
equipment below the BNSF bridge, and this may limit equipment size. If construction is to take place
during the rainy season, the contractor should take precautions as outlined in the Wet Weather Earthwork
section below.
3. 9. 3 Structural Fill Materials and Compaction
For imported soil to be used as general structural fill, we recommend using a clean, fine to medium sand
that is free of gravel, organics and other debris. On-site soils will generally not be suitable for use as
structural fill. In addition, care should be taken to prevent mixing with unsuitable soils, and that the
compaction criteria presented in this report are met.
In general, the structural fill should be moisture conditioned to within 3 percent of the optimum moisture
content, placed in six-inch horizontal lifts and compacted to a minimum of95 percent of its maximum dry
density, as determined by test method ASTM D-1557 (Modified Proctor). The procedure to achieve the
specified minimum relative compaction depends on the size and type of compacting equipment, the
number of passes, thickness of the layer being compacted, and certain soil properties. Before fill control
can begin, the compaction characteristics of the fill material must be determined from representative
samples of the structural and drainage fill. A study of compaction characteristics should include
determination of optimum and natural moisture contents of these soils at the time of placement.
Structural fill should be densely compacted in a systematic manner. The contractor should develop
compaction methods that consistently produce adequate compaction levels. We recommend that all
backfilling operations be monitored full-time by a qualified inspector to monitor that the appropriate lift
Baseline Geotechnical Summary Report
Rev. No. 1
December 16. 2008 17
thickness is used and the adequacy of the subgrade preparation. A sufficient number of in-place density
tests should be performed as the fill is being placed to determine if the required compaction is being
achieved.
If earthwork is performed during extended periods of wet weather or in wet conditions, the structural fill
should conform to the recommendations provided in the Wet Weather Earthwork section below.
3.9.4 Wet Weather Earthwork
The on-site silts, clayey silts, and silty sands are highly moisture sens1t1ve and will degrade after
traversing with construction equipment during periods of wet weather or wet conditions. Furthermore,
these soils may be difficult to compact if their moisture content significantly exceeds the optimum.
General recommendations regarding wet weather work are presented below:
• Earthwork should be performed in small areas to minimize exposure to wet weather. Excavation
or the removal of unsuitable soil should be followed promptly by placement and compaction of
wet weather structural fill. The size and type of construction equipment used may have to be
limited to prevent soil disturbance. Under some circumstances, it may be necessary to excavate
soil with a backhoe to minimize subgrade disturbance caused by equipment traffic.
• The ground surface within the construction area should be graded to promote runoff of surface
water and to prevent the ponding of water.
• The ground surface within the construction area should be sealed by a smooth drum vibratory
roller, or the equivalent, and under no circumstances should soil be left uncompacted and
exposed to moisture.
• Excavation and placement of structural fill material should be under the full time observation of a
representative of Jacobs Associates to determine that the work is being accomplished according
to the project specifications and the recommendations contained herein.
• Bales of straw and/or geotextile silt fences should be strategically located to control erosion and
the movement of soil.
3. 9. 5 Utilities
The in-place native soil will provide adequate bearing for utilities only if the trench is over-excavated
6 inches and backfilled with crushed compacted rock. Disturbed soils in the bottom of the trench should
be removed to expose competent soils prior to pipe bedding placement.
At a minimum, utility backfill placement and materials should conform to the recommendations given in
the structural fill section of this report. All fill materials, and placement and compaction methods for
utility construction must follow standards set forth by the City of Renton, King County and the State of
Washington.
3.10 Specification Review
We recommend that a qualified geotechnical engineer review and provide input to the project
specifications, specifically sections pertaining to earthwork, dewatering and temporary shoring, prior to
putting the project out to bid.
Baseline Geotechnical Summary Report
Rev. No. 1
December 16, 2008 18
4 Closing
This report has been prepared exclusively for the use of DMJM Harris (AECOM) and their
subconsultants and contractors for specific application to the Shattuck Avenue South Storm Drain
Diversion Project. The conclusions and recommendations presented in this report are based on
subsurface exploration and observations accomplished for this investigation, review of previous
geotechnical work in the project area, and conversations regarding the project, and are not intended, nor
should they be construed to represent, a warranty, but are forwarded to assist in the planning and design
process.
Considerable judgment has been applied in interpreting and presenting the results. Subsurface conditions
can vary substantially with depth, distance, or due to unanticipated geologic conditions, and the integrity
of the geotechnical design elements depends on proper site preparation and construction procedures. As
the design develops, we recommend that we be retained to review final design plans and specifications so
we can revise or augment our recommendations as required. During the construction phase of the project,
we recommend that we be retained to review contractor submittals and make geotechnical engineering
decisions, which may be required in the event that localized variations in the subsurface conditions
become apparent during construction.
We appreciate this opportunity to be of service to you. Should you have any questions, or request
additional information, please do not hesitate to contact us.
Sincerely,
JACOBS ASSOCIATES
~~
Joseph S. Schrank, P.E.
Senior Engineer
Carol A. Ravano, P .E.
Associate
Baseline Geotechnical Summary Report
Rev. No. 1
December 16, 2008
Frank W. Pita, P.E., L.H.G.
Principal
19
5 References
Cooper Zietz Engineers, Inc. Groundwater Sampling and Analysis Shattuck Avenue, Renton,
Washington. October 27, 2008.
Gray & Osborne. SW 7'' Street Storm Drainage Improvement Project Pre-Design Analysis. 2003.
HWA GeoSciences Inc. Excavation Dewatering Estimates, SW 7'' Street Storm Drain Replacement,
Renton, Washington. February 18, 2004.
HWA GeoSciences Inc. Geotechnica/ Report, SW 7'' Street Storm Drain, Renton, Washington. March 14,
2003.
Jacobs Associates. Geotechincal Engineering Report, BNSF Shattuck Avenue South, Railroad Bridge
Replacement, Renton, Washington. May 24, 2007.
Jacobs Associates. Geotechnical Engineering Report, Shattuck Avenue South Storm Drain Diversion,
Renton, Washington. June 18, 2007.
Luzier, J.E. 1969. Geology and Groundwater Resources of Southwestern King County, WA. Seattle:
Department of Water Resources.
Powers, Corwin, Schmal!, Walter Kaeck. 2007. Construction Dewatering and Groundwater Control.
New Jersey: John Wiley & Sons, Inc.
Rose Water Engineering. Shattuck Avenue Diversion Feasibility Study. April 2007.
Baseline Geotechnical Summary Report
Rev. No. 1
December 16, 2008 20
Engineers/Consultants
FIGURES
206-682-0081
fax: 206-682-0092
Vicinity Map
MPA# 1523C Figure 1
\<:'
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--
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V / ------...L_ ____ _[ ___ Y, :;;
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• • '
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SCALE: 1" • 80'
1111
111111
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••
160' •
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LEGEND: • $
$
MP-1 Monitoring Well Designation &;
Approximcte Loct1tion
JA-1 Boring Designation &: Approximate
Location
BH-5 HWA Monitoring Well Designation
& Approximate location
;1,
~,.
SCAl.[ 1 llf:'O'-·igl I I I I I Ill I I I I I I I I S;te ond Explo,oUon Pion 1· -so· IJiii-,s-oa I Shattuck Avenue Storm Drain Diversion, DMJM HARRIS .ioe.J:'4187
.,,-1,,_IDffl:II• 11'1 ICKDI-J11111E
2 JS$ I 12-15-08
Engineers/Consultants
APPENDIX A
BORING LOGS
Milbor--Pita DRILL HOLE LOG S,tSSOCIATES, INC. Boring No.: JA-1
Project: DMJM/Shattuck Ave Storm Sewer Project No.: MPA# I523C
Client: DMJM-Harris Date Drilled: 5/15/2007
Location: Shattuck Ave south of BNSF bridge between Houser Way and S. 6th St. Elevation: 27.05 NA VD88
Driller: Holocene Drilling Logged By: JSS
Drill Rig: Diedrich D-120 truck rig w/ autohammer
Depth to Water: Date: ¥-5/15/2007 Depth: 12.5 feet Date: "" 5/16/2007 Depth: 7.0
Elevation -~ J! Test Results
U) Well " "' &l Q. • SPT and Q. 0 Description E o Moisture .. Detail e..., ,.z NM N Depth (Ft.) C) :, "' Value SPT N-Value •
1 . -0 ' FILL ,ASPHALT .
' Medium dense, olive brown, little silt. some fine to . -coarse gravel, fine to coarse SAND, moist. (SM) --
L . . (FILL) -) 24-. " . . L • S-1 18
·L·
. " . . . . . . ! .. SM Loose, reddish-brown (oxidized), interbedded, fine
SAND, some silt, and fine to medium SAND, some S-2 20 7
.. I
20-' '-" silt. moist. (SM) (ALLUVIUM)
. . . .. -• .. . MH Very soft, grayish brown to olive gray, CLAYEY S-3 54 0 .. . SILT to SIL TY CLAY, moist to wet. Trace organics . .
\ . (wood fibers). (MH) (ALLUVIUM) . . S-4 44 0 .. .
18-. . Shelby Tube sample taken/pushed from 9 to 11.5 feet. \ .
L12 -' ~ .. 7 SP Medium dense, dark olive gray, clean to trace silt, fin, . S-5 27 L .. SAND, wet. (SP) (ALLUVIUM) : .. 6-inch bed of clean, fine to coarse SAND from l 3.5-I
12 •
. . .. 14 feet. ~ .....
" SM· Loose to medium dense, dark olive gray, interbedded,
'I 16 : ML S-15 10 clean to trace silt, fine to medium SAND, wet. and ..._
L " stiff, olive gray, CLAYEY SILT, wet. (SP/SM-MU :
MH) (ALLUVIUM)
" : . •-..
L2Q
SM· Loose, dark olive gray, interbedded, clean to trace silt,
ML fine to coarse SAND, wet, and medium stiff, olive S-7 6 .. ~ gray, SILT to CLAYEY SILT, moist. Silt contains
fine sand laminations, trace organics (rootlets) and I-
4· inch bed of brown organic SILT and wood fragments.
L24 Clean fine SAND bed at 20 feet. (SP-ML)
fALLUVJUM\
Bottom ofBoring -21.5 feet
O·
Boring was drilled with Hollow Stem Augers.
Thia in!'o.raation. pm:taina only ta thia bori.nq and ahould not be inbtrp.'c'•ted •• l>einq indicitive ~ the ait:.a.
Figure PAGE 1 of 1
Milbor--Pita DRILL HOLE LOG &SSOCIATES, INC. Boring No.: JA-2
Project: DMJM/Shattuck Ave Storm Sewer Project No.: MPA# 1523C
Client: DMJM-Harris Date Drllled: 5/15/2006
Location: Shattuck Ave between S. 6th St. and S. 7th St., Renton, WA Elevation: 24.81 NA VD88
Driller: Holocene Drilling Logged By: JSS
Drlll Rig: Diedrich D-120 truck rig w/ autohammer
Depth to Water: Date: >J 5/15/2007 Depth: 5 feet Date: '" 5/16/2007 Depth: 6.64 feet
u JI Test Results
Elevation wen ,, CJ) f~ SPT and 0. "' CJ Description Detail I! .3 CJ) NM N Moisture • Depth (Fl.) ::, Cl <I) Value SPTN-Value •
0 3 ' -. ,ASPHALT
24· Loose, brown (oxidized), granular FILL.
= .. -. • .1. i SP· Loose, olive gray, trace to little sil~ fine SAND, moist ·-· :·1 :1: ~ f. SM to wet. (SP-SM) (ALLUVIUM) S-1 7
1.1·.t1.· -• .~:1:Ui
20-. "L"J"rJ." . . :1 :I:~ ~ •• SP· Loose, dark grayish brown to dark brown, bedded, . :1 :1: t j SM silty, fine to medium SAND, moist to wet; trace to S-2 51 8 J • . .f:l:~ \.".i I . . .~ :i: '· i i -:-little silt, fine to medium SAND, wet; silty, fine
0 L"J°fl. SAND wet. trace o~••ics. /SP-SM\ <ALLUVIU'"
-8 . ML Very soft, olive gray, SILT, moist to wet. Trace . S-3 48 0 • 16-. organics (wood fibers and shell fragments?). (ML) .
> . (ALLUVIUM) . . -.....
Driller reported encounterin!! water at 9-9.5 feet. s~ 0 \ .... Sample S-4 contains laminations of fine to coarse --
~,2 SAND, wet. Bottom 4 inches of sample is heavily
\ 12-1-
organic with wood fibers.
SP Medium dense, olive gray, interbedded, clean to trace .... S-5 54 14 ,.
-18 :..",.:.:; . .:. silt, fine to medium to fine 10 coarse SAND, wet, and MH fine SAND. trace silt. wet. ISP\ /ALLUV" lMI 8-· .....
Stiff, olive brown to olive gray, SILT to CLAYEY .... SILT to ORGANIC SILT, wet. Organics include . . . . .
wood fragments. (MH) (ALLUVIUM) .. . ...
-20
= · I SM· Medium dense, olive gray, interbeded, clean to trace .... •-ML sil~ fine to coarse SAND, wet; CLAYEY SILT, wet; s-s 15 ........ .. -brown, little fine gravel, ORGANIC SILT, wet.
. Organics include wood fibers. (SP-ML)
<ALLUVIUM\ .
-24
Bottom of Boring = 21.S feet.
o-
.
Boring was drilled with Hollow Stem Augers.
'l'hia inf'o:mation pertai.na on1y to th.ia boring-and ahould. not ba in~reted •• b.ai.n11 indic:it.ive oL the aita.
Figure PAGE 1 of 1
Engineers/Consultants
APPENDIXB
LABO RA TORY TEST RES UL TS
June 5, 2007
HWA Project No. 2007-086-23-TZOO
Jacobs Associates
811 First Avenue, Suite 407
Seattle, Washington 98104
Attention:
Subject:
Mr. Joe Schrank, P.E.
LABORATORY TESTING REPORT
DMJM/Shattuck Ave Project
Project MP A# 1523C
Dear Mr. Schrank:
As requested, HWA GeoSciences Inc. (HWA) performed laboratory testing for the above
referenced project. Herein we present the results of our laboratory analyses, which are
sununarized on the attached reports. The laboratory testing program was performed in
general accordance with your instructions and appropriate ASTM Standards as outlined
below.
SAMPLE DESCRIPTION: The subject samples were delivered to our laboratory on May 22,
2007. The samples were delivered in one 3"-diameter Shelby tube and small sealable
plastic bags. The Shelby tube and the sealable bags were designated with the
corresponding boring number, sample number, and the depth of sample.
PARTICLE SIZE ANALYSIS OF SOILS: Selected samples were tested to determine the
particle distribution of material in general accordance withASTM D422. The res1Jlts are
summarized on the attached Grain Size Distribution reports, which also provide
information regarding the classification of the sample and the moisture content at the
time of testing.
LIQUID LIMIT, PLASTICLIMIT, AND PLASTICITY INDEX OF SOILS (ATTERBERG
LIMITS): Selected samples were tested using method ASTM D 4318, multi-point method.
The results are reported on the attached Liquid Limit, Plastic Limit, and Plasticity Index
report.
ONE DIMENSIONAL CONSOLIDATION PROPERTIES OF SOIL: The consolidation
properties of soil sample MP-1S-49'-l l.5'was measured in general accordance with
ASTM D 2435. Saturation was maintained by inundation of the sample throughout the
test. The sample was subjected to increasing increments of total stress, the 19730 • 64th Avenue w.
duration of which was selected to exceed the time required for completion of Suite 200
primary consolidation as defmed in the Standard, Method B. Unloading of Lp1n1vood, WA 98036.5957
Tel: 425.774.0!06
fax: 425.774.2714
www.hwagcoscienas.com
June 5, 2007
HWA Project No. 2007-086-1'200
the sample was carried out incrementally. The test results are presented on Figure 4,
attached to this report.
CLOSURE: Experience has shown that test values on soil and other natural materials vary
with each representative sample. As such, HWA has no knowledge as to the extent and
quantity of material the tested sample may represent. No reproduction of this report
should be made except in its entirety.
We appreciate the opportunity to provide laboratory testing services on this project.
Should you have any questions or comments, or if we may be of further service, please
call.
Sincerely,
HWA GEOSCIENCES INC.
~--ffi-L
George Minassian, Ph.D.
Geotechnical Engineer
GM:SEG:gm
Attachments:
Figures 1&2-Grain Size Distribu!ion Reports
Steven E. Greene, L.E.G.
Vice President
Figure 3 -Liquid Limit, Plastic Limit and Plasticity Index of Soils Report
Figure 4 -One Dimensional Consolidation Report
Lab Report 2 HWA GEOSclENCES INC.
GRAVEL SAND
Coarse I Fine Coarse I Medium I Fine
U.S. STANDARD SIEVE SIZES
3/4" 3• 1·1J2" i 5/8" 318"
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• JA-2 S-2b
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GRAIN SIZE IN MILLIMETERS
CLASSIFICATION OF SOIL-ASTM D2487 Group Symbol and Name
(SM) Brown, silty SAND
(SM) Dark grayish brown, silty SAND
(SP-SM) Dark brown, poorly graded SAND with silt
DMJM-Shattuck Ave
MPA# 1523G
SILT CLAY
0.01 0.005 0.001 0.0005
%MC LL PL Pl Gravel Sand Fines
OL " " 20 1.0 85.2 13.8
27 1.5 62.9 35.6
22 0.2 94.5 5.3
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D422
PROJECT NO.: 2007086-200 FIGURE: 1
GRAVEL SAND
Coarse I Fine Coarse I Medium I Fine
U.S. STANDARD SIEVE SIZES
314"
3" 1-112" • 5/8" 318" ' • I
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DEPTH (ft)
6.0 • 6.5
#4 #10 1120 #40 #60 #100 11200 • • . • • •
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GRAIN SIZE IN MILLIMETERS
CLASSIFICATION OF SOIL· ASTM D2487 Group Symbol and Name
(SM) Dark grayish brown, silty SAND
DMJM-Shattuck Ave
MPA# 1523C
SILT CLAY
0.01 0.005 0.001 0.0005
%MC LL PL Pl Gravel Sand Fines
'I,, 'A, 'I,,
51 0.0 62.4 37.6
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D422
PROJECT NO.: 2007086-200 FIGURE: 2
60
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SYMBOL
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SAMPLE
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JA-2 S-3
JA-2 S-Sb
HWAGEOSCIENCES INC
HWMTTB 20070811-200.GPJ Mt'07
20
DEPTH (ft)
8.0-9.0
7.0-8.0
16.0-16.5
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LIQUID LIMIT (LL)
CLASSIFICATION
(MH) Grayish brown, elastic SILT
(ML) Light yellowish gray, SILT
(MH) Dark olive brown, elastic SILT
DMJM-Shattuck Ave
MPA# 1523C
/
V
V
/
80 . . 100
%MC LL PL Pl % Fines
54 59 32 27
48 49 30 19
54 65 37 28
LIQUID LIMIT, PLASTIC LIMIT AND
PLASTICITY INDEX OF SOILS
METHOD ASTM D4318
PROJECT NO.: 2007086-200 FIGURE: 3
·mm,
HWAGEOSCIENCES INC
Project Name: MPA # 1523C
ONE DIMENSIONAL
CONSOLIDATION
ASTM D2435
Project Number: 2007-086-23-200
Borehole Number: MP-1
Sample Number: S-4
Sample Depth: 9'-11.5'
Moisture Content
Saturation
Dry Density
Start
43.6
116.1
84.4
Finish
33.9 %
115.0 %
94.8 pct
Soil Description: Gray, silty CLAY with sand and trace of organics (CL-ML)
Coeff. of Consol.(in2/minute)
1.0E-02 1.0E-01 1.0E+OO
::o 111111111111~:
1.00 rnl1 ,1 .. _1
I I 1
0.95 . \ _ tt
-t, ' ..!. l f
0 I ! ~ 0.90 H--11 :5!
I
0 ! > !
0.85 i
11:
I
+ I I I I ! ij 0.80 -·1 I . . "
0.751JJJJ11111 i
0.70 -'--'-..WU.,.llLl__.J.....JW-LLU.U
Void Ratio vs. Stress
1.10 I I I I I
I I ! l
--, [-,-r, I
,. ' I I '" . H-t-H 1.QQ I --t-...._ i I I I I ! I I l I I -I -i---
1.05
I:
0.95
I I
~ !
0
I 11~,I II~ j I II~
1' ~ 0.90 +i ; !
11 "' ,,
;g
0.85 , .. I,
I ---+--f-"' f'111 i+'tJ + I +-t-++I
I I I
• I
1
. 1·11 ~, , H+-11, I I + I 11111 "--I I I \ I~
!
0.75 I I I I I 11 : -I Hi IHl+I --I---+-1--+-++-! t
0.70 I, . I I I I 11111 I I I I I 11 ! I I I I I 1111-j
0.1 1.0 10.0 100.0
Stress (ksf)
FIGURE 4
Engineers/Consultants
APPENDIXC
Previous Explorations and Laboratory Testing from
BNSF Shattuck Avenue South
Railroad Bridge Replacement Project
(Jacobs Associates, 2007)
Milbor ... Pita DRILL HOLE LOG a.tSSOCIATES, INC. Boring No.: MP-1
Project: BNSF Shattuck Ave Bridge Project No.: 1658
Client: Hanson Wilson Inc. Date Drilled: 4-16-07
Location: NW of Shattuck RR bridge, Renton, WA Elevation: 27.69 NA VD88
Driller: Holocene Drilling Logged By: MAS
Drill Rig: Mobile B-61, Hollow Stem Auger
Depth to Water: Date: ¥ 4-16-07 Depth: Date: "' Depth:
18' J!! Test Results Elevation Woll ~ D. • SPT and Detail I! .., "' Description Ei NM N Moisture ..
Depth (Ft.) :, c)1J (!)
Value SPT N-Valuo •
n -. X FILL 2 inches of Asphaltic Concrete Pavement underlain b)
: ifkil, vs 5 inches of base course. -= = = 11=· lnterbedded layers (approsimately 6 inches thick) of
25· -= soft, red/brown, SILTY CLAY; very loose, red/ = -
= -brown, fine to medium SAND; very loose gray SILT;
-moist. >--'-5 .. -
-S-1 2 --... -20· --SH-2 = tE: -= .. --
L10 --:~." S-3 1 -= -~
= -15--= SH-4 .. = ---= = -L,O ... = = : = = S-5 1
: '----' --
10 -~ = = ----..
L,0 -= --~ ·;: S-6 8 --... . >-----5-= = .. = -... = -
--25 --.. = ..
= SH-7 -= = : "l:!.: >--o--= = le ..
= -L,O -= ML Loose, gray, silty fine SAND, moist. grading to . = 5-8 5 -CLAYEY SILT, moist. . -'---'-----\
-5 -= = \ = -
-""" \
'
Thi.• inl'o~tion pert.ai.a• OQ1y to thi• boring ud GOald not. be interpratad a• h•.tno .indic:l.ti.~ of the site.
Figure PAGE 1 of3
Milbor--Pita DRILL HOLE LOG
&:SSOCIATES, INC. Boring No.: MP-1
Project: BNSF Shattuck Ave Bridge Project No.: 1658
-~ ... Test Results
Elevation Well .,:; "' "' Q. • SPT and Q. 0 u Description E o Moisture Detail I!! .J "' ~z NM N &
Depth (Ft.) :::, Cl "' Value SPT N-Value •
~ ~ 11
~35 = • SP Medium dense, gray, fine to coarse SAND, moist. ..... S-9 25 -= ...... > --... ->--......
> --......
-10 -= -....
..... -..... = = = = ...... ~40 -= .. vs Interbedded layers ofmediwn dense, gray, silty fine . > --S-10 27 I -. -.. SAND, moist; fine to coarse SAND, trace fine to t-----= ..
> -= .... coarse gravel, moist; and CLAYEY SILT, trace
-1!5--organics, moist. -I -= = -. --
~45 ->--
-= S-11 11 = -. = -...
-20---..
--...
-= : .. = -.. -50 -E S-12 19 "' = .. '. "' . -= : ... "' --Increasing amounts of gravel present below 52 feet. -25---" -= . = -~mt' = -. -55 -= --~·· = GP· Interbedded layers of dense to very dense, gray, fine S-13 84 -·::t." .. SP ---gravelly, fine to coarse SAND and reddish brown to = --~: ~~i gray, clean to slightly silty, fine to coarse sandy -•f::. -30 -= = • •• GRAVEL, moist to wet . = ., . , ... · / --.. ·.~::. --... ~;: The sand in sample S-13 is in a 4 inch layer . ./ -60 -= ·n· MC-14 44 .. --~('!' -= -I --~-... : ·: -35--., .... -...... I -: #.4 :~·· --~: .. ~ -60 -= ~-~ 2 inch layer of medium dense, reddish brown SILT, "' = -S-15 18 ~-moist present in sample S-1 S. : ~: ---·-~-~ I". --40 ---:,.:: · .. " = ......
= -:-~;:.'. I". -
-70 -~;::'~ Interbedded layers ofreddish brown, SILT; gray, fine >-----; .. · .. MC-16 60 -,: ,, . SAND; gray, fine to mediwn SAND; gray, fine to --... Jo ---....... coarse GRAVEL, moist.
-45---"!t'.•.
:s:
... :.-.
> . --·:t·
t-75 :· :•: ...... ~,. S-17 53 >
> It~~ I ..
-60-' . .
Figure PAGE2of3
Milbor--Pita DRILL HOLE LOG
&:SSOCIATES, INC. Boring No.: MP-1
Project: BNSF Shattuck Ave Bridge Project No.: 1658
u ~ Test Results Elevation Well i~ (/J 0. . SPT and " Description E o Moisture .. Detail ~-' (/J .z NM N Depth (Ft.) (!) ::, "' SPT N-Value • Value
10 n ~-I . . • ••••• . .. ",1 . ~ .. .
'-80 -ir.==~ >--. ·:,,. .. S-18 40 . :.i . ·-' >--. . . :.;F . . ':f.~ . -55. . ~-= .. ..... "-.;,,(': ...... ·.:.,.. . . . . . ... ..
-85
End of hole at 85 ft. ...~ .. >~
'
' -60-
'-90
.
.
-65-
'-95
-70·
'-100
-
-75-
'
1-105
-60 •
.
·1-110
.
.,,. .
"""115
-90.
'
1-120
'
Figure PAGE 3of3
Milbor--Pita
&SSOCIATES, INC
Project: BNSF Shattuck Ave Bridge
Client: Hanson Wilson Inc.
DRILL HOLE LOG
Boring No.: MP-2
Location: Southeast of Shattuck RR bridge on Houser Way, Renton, WA
Driller: Holocene Drilling
Drill Rig: Mobile B-61, Hollow Stem Auger
Depth to Water: Date: ¥ 4116/07 Depth: 5.5 ft Date: ~
Well
Detail
-~ -a 8' ~ Description "'
..
Project No.: 1658
Date Drilled: 4-16-07
Elevation: 26.76 NA VD88
Logged By: MAS
Depth:
Test Results
15. . E o SPT Molstuno ,.z NM N • Efevation
and
Depth (Ft.) ~ ..J ::, "' Value SPT N-Value • --+------------------+--+--+-"='-!
-0
.
25-
-,
20-
10
15-1-
~1,
10·
.
,-
-25
o-
-30
.5-
Ii
X
~
~
...... ..
... ....
-c".
FILL 2 inches of Asphaltic Concrete Pavement at surface
Loose to medium dense, multi-colored, fine to coaJ'S<
sandy GRAVEL, moist. (FILL)
No recovery in sample S-1.
ML Stiff, dark bluish gray, SILT, moist, interbedded with
layers of dark gray, fine SAND.
Shelby tube sample taken at 7.5-10 feet.
OH Dark brown PEAT in cuttings.
SP Loose, dark gray, fine SAND, moist.
ML Gray, CLAYEY SILT, trace organics, wet.
SP Loose, dark gray, SILT, and dark gray, fine to
medium SAND, moist. Layers are up to and greater
than 6-inches thick.
-
S-1 -
-
SH-2
S-3
SH-4 -
5-5
-
SH-1A
S-7
. .. . . . Sample SH·8 contains increasing amounts of fine to SH.a
1-:;;::. coarscGRAVEL. --A-. :f--;.
. '
14 I
-
3 -
5
-
6
-
1
The hole was originally drilled on 4-12-07 to a depth of 40 fl. Because of caving, the first 40 fl of hole was cased and redri/led on 4-16-
07.
Figure PAGE 1 of2
Milbor--Pita DRILL HOLE LOG &SSOCIATES, INC. Boring No.: MP-2
Project: BNSF Shattuck Ave Bridge Project No.: 1658
g .,, Test Results Elevation U) Well ,: "' (.) Q. • SPT and Q. C Description eo Molsh.Jre .. Detail ! ..., U) mZ NM N Oeptt, (Ft.) el ::, U) SPT N-Value • Value
---A,-1 ' sn
~35 r:+r:-. .. :: ': : .. ......
-10-.....
: ~:· GP-Medium dense, inter bedded, gray 1o dark gray, fine S-9 "
I'--"" ""\"" SP :~ .. :•. SAND; fine to coarse SAND; SILT; and sandy fine -r.· .. GRAVEL; moist to wet. ~ ...
~ .. .... ;.
li'>i: s-,u IUO!-......
-15-~-:·· .... .. , .. . : : .
I .. ~ .-,; .. : -~-' . . :"' . -'-45
···~ it!-. S-11 41 7,/i\ -I -20-
'~:. I ......
~ "·" HO ~{~ i-=-•u ·J.=: • . ii! ....
-25-........ . •:i,j, ~ .... :-.1.. : 41: .... -~·;
~so ~:•:« ,_
~ : ,. ;. "¥, •• \ • •i -30· 5:,: . ..... ........ ~~ ... : . : :'. I\ .. ,. .... ,:.•·. ~oo ·:1· Grades to very dense at 60 feet. \ 5-14 >SO :.'t:,. -~
-35-:j.\;,i'
"I,"\:" \ _ ...
. :if~
"'-65 ~ . :: :. SP . S-15 4a ...... -
-40-\
\
.....
'"70 ..... ······ 5-16 61 ..... . .. . . .
~ .... End of hole at 71.5 ft
~ 75
....
Figure PAGE 2 of2
ff1"1:I
ULMA1
HWA GEOSCIENCES INC.
April 25, 2007
HWA Project No. 2007-063-23
Milbor-Pita & Associates, Inc.
17270 Woodinville-Redmond Road NE, Suite 703
Woodinville, Washington 98072
Attention:
Subject:
Ms. Carol Ravano
LABORATORY TESTING REPORT
Shattuck Ave S, BNSF Railroad Bridge, Proj.# 1638
Seattle, Washington
Dear Ms. Ravano:
As requested, HWA GeoSciences Inc. (HWA) performed laboratory testing for the above
referenced project. Herein we present the results of our laboratory analyses, which are
summarized on the attached reports. The laboratory testing program was performed in
general accordance with your instructions and appropriate ASTM Standards as outlined
below.
SAMPLE DESCRIPTION: The subject samples were delivered to our laboratory on April
18, 2007. The samples were·delivered in 3"-diarneter Shelby tubes. The Shelby tubes
were designated as MP-1 SH-7 25'; MP-2 SH-1 20'-22.5'; MP-1 SPT-6 20', MP-2 SPT-5
17.5'; and MP-2 SPT7B 28.5', which we understand indicates the boring number, sample
number, and the depth of sample, respectively.
PARTICLE SIZE ANALYSIS OF SOILS: Samples MP-1SPT-620', MP-2 SPT-5 17.5'; and
MP-2 SPTIB 28.S'were tested to detennine the particle distribution of material in general
accordance with ASTM D422. The results are summarized on the attached Grain Size
Distribution reports, which also provide information regarding the classification of the
sample and the moisture content at the time of testing.
ONE DIMENSIONAL CONSOLIDATION PROPERTIES OF SOIL: The consolidation
properties of soil samples MP-1SH-725'; MP-2 SH-120'-22.5'weremeasured in
general accordance with ASTM D 2435. Saturation was maintained by inundation of the
samples throughout the test. The samples were subjected to increasing increments of
total stress, the duration of which was selected to exceed the time required for completion
of primary consolidation as defined in the Standard, Method B. Unloading of the
samples was carried out incrementally. The test results are presented on the attached
figures (Figures 2 and 3). 19730 • 64th Avenue W.
CLOSURE: Experience has shown that test values on soil and other natural
materials vary with each representative sample. As such, HWA has no
Suite 200
Lpmwood,-WA 98036.5957
Tel: ·125.774.0106
Fax: 425.774.2714
www.hwageosciences.com
April 25, 2007
HWA Project No. 2007-063-23
knowledge as to the extent and quantity of material the tested sample may represent. No
reproduction of this report should be made except in its entirety.
We appreciate the opportunity to provide laboratory testing services on this project.
Should you have any questions or ·comments, or if we may be of further service, please
call.
Sincerely,
HWA GEOSCIENCES INC.
~~,_s.-~:-
George Minassian, Ph.D.
Geotechnical Engineer
GM:SEG:gm
Attachments:
Figure I -Grain Size Distribution Report
Figures 2 & 3 -One Dimensional Consolidation Reports
Lab Report 2
-'~tz.~
Steven E. Greene, L.E.G.
Vice President
HWA GEOSCIENCES INC.
1-
:i:::
(!)
jjj
~
iii
a:: w z u::
1-z w
(.) a::
3" .
100
90
80
70
60
50
40
30
GRAVEL SAND SILT CLAY
Coarse -1 Fine Coarse I Medium I Fine
U.S. STANDARD SIEVE SIZES
314"
1-1/2" j 518" 318" #20 #40 #60 #100 #200 #4 #10 . . . • . .
" ' I'--i i I
I I I I I "' I 'r--' [\ I I I I I ....._ I r-i I I
I I j I I '-.. I I\ ~ i
I I ! I I ~ I
I I . I I I I\ I ' I\ I
I I I I I I I I
" ' ,, ' I I I I I \ 'I \l I I I I I ' II II I II
I I I I I \ I' !\ I I I I I I
I I I
I I I ~\ I I I I
I I I I \I
II " ' t i I I I I l i:, I'. I I I I I
I ' I I I i • "' l ~ \l :a I ' I I I I I ::::---20
10
0 -50
"
SYMBOi SAMPLE
• MP-1 SPT-6
• MP-2 SPT-5
• MP-2 SPT-7B
-
.
I
I ,, '
I
I I
HWAGEOSCIENCES INC
I I I i I '-.._ I
I I I I I ... ' ' I I I I I I
I I I ! ! I
' 10 5 1 0.5 0.1 0.05
GRAIN SIZE IN MILLIMETERS
DEPTH (fl) CLASSIFICATION OF SOIL-ASTM 02487 Group Symbol and Name
20.0 • 20.0 (SM) Dari< olive gray, silly SAND
17.5 -17.5 (SM) Dari< olive gray, sllly SAND
28.5 • 28.5 (SM) Dari< olive gray, silly SAND
Miscellanous Laboratory Testing for Milbor-Pita & Associates
Shuttuck Ave BNSF Railroad Bridge
Project# 1638
Seattle, Washington
-~
-
0.01 0.005 0.001 0.0005
%MC LL PL Pl Gravel Sand Fines
" % %
31 0.0 60.7 39.3
29 0.0 62.9 37.1
24 0.0 86.6 13.4
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D422
PROJECTNQ,, 2007-063-23 FIGURE 1
.mm,
HWAGEOSCIENCES INC
ONE DIMENSIONAL
CONSOLIDATION
ASTM 02435
Project Name:
Project Number:
Shuttuck Ave BNSF Railroad Bridge
2007-063-23
Borehole Number:
Sample Number:
Sample Depth:
Soil Description:
MP-1
SH-7
25
Gray SILT (ML)
Coeff. of Consol.(in2/mlnute)
1.0E-01 1.0E+OO
0.92 I
.1
0.90
-===-~ ~,
0.88
0.86 f
~ /. ~
0
0.92
0.90
0.88
0.86
0 ~ 0.84 ~ 0.84 '
!! ~ 0 > >
I 0.82 0.82
I
0.80 0.80
0.78 0.78
0.76 ! 0.76
-·
0.1
I
I I
I
I
I
I N--r-
I
I
'
I
.._
~
Moisture Content
Saturation
Dry Density
Void Ratio vs. Stress
r
~
"' '
\
,,
1.0
Stress (ksf)
I
I
I
\ -
\
10.0
Start
33.8
105.1
92.0
Finish
30.3 %
108.2 %
98.0 pcf
I . I
' I
100.0
FIGURE 2
.•. ·a-·:~ ...
HWAGEOSCIENCESINC
ONE DIMENSIONAL
CONSOLIDATION
ASTMD2435
Project Name:
Project Number.
Borehole Number:
Sample Number:
Sample Depth:
Soil Description·
Shuttuck Ave BNSF Railroad Bridge
2007-063-23
MP-2(A)
SH-1
20-22.5
Olive Gray SILT with Sand (ML)
Coeff. of Consol.(in2/minute)
1.0E-01 1.0E+OO
1.10
I
1.05 I
-
•
1.00 I
/ ~ ~ 0
1.10
1.05
1.00
/ .2 i ~ 0.95 · ~ 0.95 ' I ,, .., ! 0 ;g >
0.90 \ I I '-'-~ 0.90 ~ I
I
0.85 0.85
0.80 I 0.80
0.1
I
-
I I --
.._
I
\
Moisture Content
Saturation
Dry Density
Void Ratio vs. Stress
I
I I I i
I
Ir---._
" ['
\
'
I\
-
I
I
1.0
Stress (ksf)
I
I
1\
10.0
Start
39.8
108.2
86.1
-
I
Finish
33.8 %
109.0 %
93.5 pcf
l I
-
I
i l
i
I
100.0
FIGURE 3
Engineers/Consultants
APPENDIXD
Previous Explorations and Laboratory Testing from
SW ih Street Storm Drain Geotechnical Report
(HWA, 2003)
I.! ! >-i I
---~1j'°~1ST J .
>-\' '· · ·sw34TH '·
I \ Ii
NOT TO SCALE I
-VICINITY MAP "' .sit_ -1 ...
f-------------ia ...... ., ..BKJj_
SW 7TH STREET STORM DRAIN
HWAGEoSCIENCFS INC RENTON, WASHINGTON 02.04.03 2003-007-21
Hi\1Proje"cts\2003 Pro.}ects\2003-007-21 S'w' 7'"th S't St01"'1"1 DrflJn\cad\2003-007-21-01.D'w'G
RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N-VALUE
COHf.SIDNLESS SOILS COHESIVE SOILS
Approximate Appro,c.imaht
Density N (blows/ft) Relalrve Density(%) CC<isistency N (blowslflj Undr.lined Shear
Strenath (psi')
v,,y """' 0 10 4 0 15 Very Soft 0 ~ 2 <250
Loose 4 " 10 15 " Solt 2 to 4 250 500
Medium Dense 10 " 30 35 65 Medium S11ff 4 " ' 500 ,ooo
o.,,., 30 " 50 65 " Stiff a to 15 ,ooo 2000
Very Dense over 50 " 100 Very Stiff 15 to JO 2000 4000
"'"' """'° >4000
uses SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS GROUP DESCRIPTIONS -GW ""'"" Gravel and Clean Gravel •I' Well-gradei:I GRAva
Grained GrBvally 50111 (H!Utt or oo fines) N
,(\ GP Poocly-graded GRAva ..,,. -""' ~~ 50% of Coarse Gravelwilh GM SiltyGRAva
Fraction Relained Fines (.t1PPT8Ciiibli!t
~GC oo No. 4 Sieve amount of lini,s} Clavuv GRAVB...
Sarni and cie,,s,,,, :sw Well-graded SANO
'. --Sandy Soils (litne or no fines) SP Poor1y-91"aded SAND
50% Retained
"'No.
50% or More _-_ i SM o# Coarse SIM wiCh 5"y SAND
200 Sieve Fraction Passi"lg Fines (appreciable
S1u No . .-Sieve amO\K'II ofllnss) 0 SC Clayey SAND
I ML Slli , .. ~,
""'""' '"' Liquid Limit
~CL Laan CLAY -"'' L.esS !Mn 50%
--OL Organic SILT!Orpnic; CLAY
~
MH EJasllc SILT sm S0'1t0<More Liquid Limit -· "" ~ CH Fat CLAY c•, 50% or Mere
No. 200 SieYe
""' OH Organic S1L T!Otganic: CLAY
Highly Or11anic Soils '---' PT PEAT
' "
TEST SYMBOLS
%F Percenl Fines
AL Atterberg limits· PL " Plastic limit
LL ::: Liquid Limit
CBR c.anfomia Searing Ralio
CN Consolidalion
DD Of)' Density (pct)
DS Direct Shear
GS Grain Size Dlstllbution
K Penneablllty
MO MoisturelOe11Sity Relationship {Proctor}
MR Resilient Modulus
PIO Photoionlzation De~ Reading
pp Pocket Panetrometer
ApplWC. Compressive Sbength {l$f)
SG Specific Gravity
TC Trtaxial Coml)l"e$$ion
TV Torvane
Approx. Shear Sfrenglh (tsf)
UC Unconfined Compression
SAMPLE TYPE SYMBOLS
0 2.0" 00 Split Spoon {SPT)
(140 lb. hammer with 30 in. drop)
I Shelby Tube
3 3-1/4" OD Spill Spoon with Brass Rings
0 SmaU Bag Sample
~ Large, Bag (Bui:) Sample
I] Core Run
0 NmHtandanl Penetmlon Test
(3.0" OD spll spoon)
GROUNDWATER SYMBOLS
5l Groundwater Level (m~ured at
time of drilling)
.?. Groundwater Level (measured In well or
open hole after water level stabilized)
COMPONENT DEFINITIONS COMPONENT PROPORTIONS
COMPONENT S1ZE RANGE PROPORTION RANGE: DESCRIPTIVE TERMS
BculdeB larget than 12 .,
Cobb .. 3lnto12in
< 5% Cloan
"'"" 3 in 1o No 4 (4.5.mm)
Coarse pvel 3f'I IQ 314in
5-12% Slqhtly {Clayey, Sllty. Sandy)
~grM 3/4 in lo Ne 4 (4.5mm)
Sand No. 4 (4.5 mm) to No. 2<l0(0,074mmj
12-30% Clayey, Sily, Sandy, Gravelly
Coone ..... No. 4 (4.S mm) to No. 10 (2.0 mm)
Medium und ND.10 (2.0 IMl) to No. 40 (0.42mm) 30-50% Vw, (Clayey, Slty, Sandy, Gravelly)
Fnesand No. 40 (0.42 mm) to No. 200 (0.074 mm)
Sil anll Oly $maier lhl!lln No. 200 (0.074mm} Components l!llre arraoged in order of increasing quantifies.
NOTES: SoR classifications presented on sxptoration logs an, based on Wual and laboratory ob&eMlllon.
Soll deSCrtptionl are presl!lnled in the following general order:
Density/consistency, coJor. mOdfr,er (If any) GROUP NAME. add/lions to group neme (l any), moisture:
content. Pmpoltlon, gradatJon. and sngularity of constituents, additklnal comments.
(GEOLOGIC INTERPRETATION}
Plean reter to lhe discussion in thl!I report text aa well as th& exp[Dl'lllion IOgs for a more
complete description of subsurlace conditions.
-SW 7th Street Storm Drain
HWAGEOSCIENCES INC
MOISTURE CONTENT
ORV
MOIST
WET
~e of moisture, dualy,
dry lo the lc,ud,.
Damp bul ro 'lisibll!I walef.
Visib141 ha water. I.ISlllllly
dis be!o\11 waw tabla.
LEGEND OF TERMS AND
SYMBOLS USED ON
EXPLORATION LOGS
P~OJECT NO., 2003007 FIGURE·
LEGEND 2003001.GPJ 2/13/0l
A-1
DRILLING COMPANY: Holocene Drilling
ORllUNG METHOD: Hollow Stem Auger
SAMPLING METHOD: $PT w/autohammer
SURFACE ELEVATlON: 25 ± feet
"' "' :s u _.,
i5 _.,
:c 0 "' Ii: "' a, "' ::; u i!l! >-"' "' ::, DESCRIPTION
0-ACP V GP -•D Medium dense, brown, sandy, GRAVB.and COBBLES,
-moist
ML rFt• 11
loose lo very loose, dark gray, very sandy Sil T, weL . Abundant organic:& and wood.
5-[ALLUVIUM)
OH Very soft. dark brown and gray, organic S1LT, wet.
. Abundant organics and wood .
. ML I····
Very soft, blue gray, slightly fine sandy, plastic Sil T. weL
Sandy lenses and organics noted.
0 ML Very soft. dark olive brown, dayey SILT, moist Abundant -.. OfQ~r:t!Cf1.lllOA .w9C14.r:i~t~ .. -. S? Loose, gray, flna to medium SANO, weL Silt lenses with ·.· SM organics noted. , -
' -
i-15
-
OH Very soft. darlt; brown and gray, orQanic SILT, wet.
. Abundant organics and wood noted.--·
20 -
SM ···~!:·~~;:1;~~-·1~t~rbeddod~th"
,/ dark bra.vn, organic . · .
.
25 -
-
-
-
-
30 -
-
Total depth= 31.5 feet .
.
35 -
.
.
40 -
/'
0: w
" w
ll. ::;
~ ::, z
w w _., _.,
ll. ll. ::; ::;
<( <(
"' "'
I
0 S-2
~ S-3
0 S-4
0 s-s
0 S-6
0 S-7
0 s-a
0-s-10
w
" z_
<( • ,_ . .,,~
-u U) .!:
~~ z~ WD "--
1-1-3
0/1B"
0/18"
0/18"
0-2-2
0-24
0/12"·2
3-4-4
3-2-2
2-4-5
NOTE: This log of subsurface conditions applies only al the specified location and on lha dale indicated
and therefore may not necessarily be indicative of other times and/or locations.
e SW 7th Street Storm Drain
HWAGEOSCIENCES INC.
"' ,_
ta ,_
0: w :c ,_
0
GS
GS
GS
LOCATION: See Figure 2
DATE STARTED: 1/30/2003
DATE COMPLETED: 1/30/2003
LOGGED 6Y: 8. Hawkins
ffi " tu i=
::; <(
Standard Penetration Tes1
(140 lb. weight, 30" drop)
.._ Blows per foot
0~ [;I :c -" "-"' 0 to 20 30 40
' .. , ··•
•
e:
·•·
•··
·•·
"'. .
0 20 40 60 80
Water Conler4 {%}
•
Plastic Limit I • I Liquid Limit
Natl.l"al Waler Content
BORING:
BH-5
PAGE: 1 of 1
PROJECT NO., 2003007 FIGURE:
PZO 2003007.GPJ 2/1~3
so
0
5
10
15
20
25
30
35
40
100
A-6
DRILLING COMPANY: Holocene Orilli
DRILLING METHOD: Hollow $Lem Auger
SAMPLING METHOD: SPT w/autohamrner
SURFACE ELEVATION: 25 :t feet
OESCRIPTION
0-
· a~ Loo&e to medium dense, brown. sandy GRAVEL and
.
D
0
C COBBLES, moi$l Bricks from 2.5 to 3.5 feeL
l-obc/,Q+1'l----c,-,-l--------[F-I-LL-)-------_._j 0 S-1
SM Loose, dark gray, slightly silly to sftty, fine SAND, wet.
s-
. I
.
0-
.
s-
.
• i::
20-
.
-
-
-
.
35-
.
.
-
-
40-
[ALLUVIUM) 0 S-2
SP Loosa, gray, slightly silty, fine to medium SANO, wet.
SM
OH Very soft, dark brown. organic SILT, wet .
1.1· ML Loose, gray, 1/efY silty, fine SAND to sandy SILT, weL
SM
Medium dense, gray, sandy, rine to coar5e GRAVEL, wet.
Dark brown. organic $lit lenses noted.
Total depth= 31.5 feet.
34-24-8
2-3-2
0/18"
2-2-3
5-12-12
3-9-B
NOTE: This log at subsurface conditions applies only al the specified locatlon and on the dale indicated
and therefore may not necessarily be indicative of olher times and/or locations.
-SW 7th Street Storm Drain
LOCATION: See Figure 2
DATE STARTED: 1/30/2003
DATE COMPLETED: 1/30/2003
LOGGED BY: B. Hawkins
~ ffi u
" ~ ~ w Ow
Standard Pene\ralion Test
{140 lb. weight, 30~ drop)
.& Blows per fool
01: ~ 0
a. UJ O 10 20 30 ~" ~~=---'------'----c:.... _ _:so
• ..
....... •·
:>>
GS
AL ~ •
•
.....
......
·. ··•··
.... , ...... ,
5
10
15
20
25
30
35
'---'-'-'-----'---'--''--J '--40
80 100 0 20 40 60
Watet Content(%)
Plastic: Limit I • I liquid Limit
Nattnl Water Content
BORING:
BH-6
PAGE: 1 of 1
HWAGEOSCIENCES INC A-7 PROJECT NO., 2003007 FIQIJRE:
PZO 2003007.GPJ 2/13/03
60 I
I 50
~ a: x 40
w
0 z t 30
0
I--
Cf) :5 20
Cl..
~, 10
0
0
SYMBOL
•
• ..
mm,
CL-ML
SAMPLE
BH-3 S-38
BH-3 S-5
BH-6 S-4
HWAGEOSCIENCES INC
~tt,~TT,,. '"IWl'"J"W'I.,. ('l:01 ')tl'l"1'l
20
DEPTH (ft)
13.0 -14.0
22.5 • 24.0
10.0 -11.5
@ @)
/
/
/
~/
V ..
/ •
V
@ e
40 60
LIQUID LIMIT (LL)
CLASSIFICATION
(ML) Gray, SILT .
(MLI Gray, SILT
(OH) Dark grayish brown, Organic SILT
SW 7th Street Storm Drain
/
80
/
100
%MC LL PL Pl % Fines
40 38 28 10
47 42 30 12
81 59 41 18
LIQUID LIMIT, PLASTIC LIMIT AND
PLASTICITY INDEX OF SOILS
METHOD ASTM D4318
PROJECT NO.· 2003007 FIGURE· B-1
GRAVEL SAND
Coarse I Fine Coarse I Medium I Fine
U.S. STANDARD SIEVE SIZES
314•
3" . 1-112" I 510· 3/B"
I-
I
(!)
w s:
>-CD
Cl:'. w z u:
1-z w
(J
Cl:'. w
0.
100
90
BO
70
60
50
40
30
20
10
0
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
" I
I
I
I
I
I
I
I
I
I
" 50
SYMBOL SAMPLE
• BH-4 S-3
• BH-4 S-4
" BH-5 S-2
u~
I I I
I I I
I ,
I I I
I I I
I I
I I I
I I I
1--1
I I I
I I I
II I I
I I I
I I I
I I
I I I
I I I
I I I
" I I I I
I l I
1,-1
I I I
I I I
H
I I I
I I I
1--1-1
I I I
I ! I
" 10
DEPTH (tt)
7.5 • 9.0
10.0 -11.5
5.0 • 6.5
HWAGEOSCIENCES INC.
HWAGRSZ 2003007.GPJ 2/13/03
#4 #10 #20 #40 #60 #100 #200 . . . , i I~" ~'i I I Ii " I I '-l
i ,, I I
I I i\ I\ I
I I I I \ ! I I I . .
I I i i ) I\ I I I I I I
' ' i\
I I I I \ I
I I I I I II ' ·' I I
I I I I
I I I l I
I I
I I I I
I I I I I
I I I I I
I l ' l I I I
I I I I I
I I I i . 'i I I I
I I I ! I
I I I i ' I
I I I I I
" ' I ' " I I I I I I
I I I I I I
" 1, I I I II
5 1 0.5 0.1 0.05
GRAIN SIZE IN MILLIMETERS
CLASSIFICATION
(ML) Gray, SILT with sand
(ML) Olive gray, SILT
(ML) Dark gray, Sandy SILT
SW 7th Street Storm Drain
%MC
32
43
62
SILT CLAY
LL
' ' '
0.01 0.005 0.001 0.0005
PL Pl % Gravel % Sand % Fines
29.3 70.7
7.4 92.6
0.2 39.9 59.9
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D422
-.
PROJECT NO., 2003007 FIGURE· B-4
GRAVEL SAND
Coarse I Fine Coarse I Medium I Fine
U.S. STANDARD SIEVE SIZES
3/4"
3"
100
1-112· I 518" 318" . .
f-
I
CJ
llJ s:
>-(D
c::
llJ z u:::
~
llJ
(.) c::
llJ
ll.
I 90
80
7
60 I
5 I
4 I
3, )
2, )
l
D
I
I
I
I
I
I
I
I
I
I
II
I
I
I
' I
I
I
I
" I
I
I
I
lo
I
I
lo
50
SYMBOL SAMPLE
• BH-5 S-3
• BH-5 S-4
... BH-6 S-3
11~
I ~
I I
I I I
-i-1
I I I
I I I
I
I I I
I I I
1-1
I I I
I I I
II I
I I I
I I I
I I
I I
I I I
I I I
T
I I I
I I I
i---1
I I I
I I I
I ; I
I I I
I I I . I
I I I
I ! I
10
DEPTH (ft)
7.5 -9.0
10.0-11.5
7.5 -9.0
HWAGEOSCIENCES INC
•t•o\l~r,g,;i-. 'ljVl'h''II'"' f"'..t>' .,, ... ,e. ..
#4 #10 #20 #40 #60 #100 #200 . • .
I I T ' I I I I
'1 r---ti I"" '1 I I
I I I I I
I I i I ~ I I I
I I I I \l I I
I I I I ~: I I I !
I I I I I
I I I I I I
l I
I I I I I
I I I I I I
I ' I I I I I
I I
I I I I I I
I .I I I I I
I I I
I I I I I I
I I I I ! I
I I . I
I I I I I I
I I I ! ! I
I I I I I I
I I ! ! ! 1!
5 1 0.5 0.1 0.05
GRAIN SIZE IN MILLIMETERS
CLASSIFICATION
(ML} Olive gray, SILT wlU, sand
(ML) Dark olive brown, Slit wm, organics
(ML) Dark gray/black, Sandy SILT with organics
SW 7th Street Storm Drain
%MC
35
72
141
SILT CLAY
LL
!
'
'
0.01 0.005 0.001 0.0005
PL Pl % Gravel %Sand % Fines
25.D 75.0
4.4 95.6
4.3 37.4 58.4
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D422
PROJECT NO., 2003007 FIGURE· B-5
. ... , ________ _
Engineers/Consultants
APPENDIXE
Previous Laboratory Testing and BH-5 Pump Test Results from
Excavation Dewatering Estimates
SW ih Storm Drain Replacement
(HWA, 2004)
GRAVEL SAND
Coarse I Fine Coarse J Medium I Fine
U.S. STANDARD SIEVE SIZES
314"
3" 1-1/2" • 518" 318"
' ' I • 100 ---11
I I
1-
J:
(!)
~
In
0:: w z u:
~ u
0:: w c..
SYMBOL
•
so ' "
80 '
70
80 I
50 )
40 I
30
2,
1
' I
I
I
50
SAMPLE
BH-5
um
I I
" ' I I
I I
I I
I !
I I
I !
I I
I I
I I
I I
I I
I !
I I
I !
I i
I !
I I
I I •
6-9
HWAGEOSCIENCES INC
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
10
: DEPTH (ft)
25.0 • 26.5
#-4 ... o 120 #-40 "60 1100 t2DO • • • • • •
I I
I " I I
I I " I I I
' ' 1 " I I I ~ I
I I I ! ,! . . ' i " I I I I I
I I I ! \! I
I I I I ~ I
I I I I I
' I I I I I ~
I I I I I ' I
I I I I I I
I I I I ,I I
I I I I I I
I I I I ! I
' . ' ' I I I I I I
I I I I ! I
I I I I i I
I I I ! ! I
I I I I I I
I I I I I I ,, ,, ' I .. I
5 0.5 0.1 0.05
GRAIN SIZE IN MILLIMETERS
CLASSIFICATION OF SOIL· ASTM 02487 Group Symbol and Name
(ML) Brown, sandy SILT
SW 7th Street Storm Drain
SILT CLAY
0.01 0.005 0.001 0.0005
%MC
49
LL Pl Pl Gravel Sand Ann .. .. ..
0.5 42.B 56.7
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D422
----------------,---------------·--------------___ _ PROJECT NO., 2003007 FIGURE, A-2
Waterloo Hydrogeo'-gic
180 Columbia St W.
Vl/aler1oo,Ontario,Gaf\8da
ph.(519)74$.1798
Pumping Test No.
BH5 recovery
Discharge 4.53 U.S.gaVmin
Pumping tsst analysis
Recov<ory method after
THEIS & JACOB
Unconfined aquifer
Date: 28.01.2004 Page 1
Project Renton
Evaluated by: AS
Test conducted on: 1/21/04
Pumping tsst duration: 2.00 min
1/t'
101 1<>2 a.co rr----,-,---,-,-,-,-,---,,-----,,---,----,-,---,--..--r--,:.:; 1a°
2.00
H----1--+--l---+-+-++-++---+--J--+--+--+-~+-I 6.00
I I I I
I I I I
I I I I
I a.co H--+--+---i-,-,-i--+-+--+-----l----l----!-~--!-W-l-1
g I
I I I
Hr----t----t--f-H-+-+-+--+----+--+-+--l-+-1-+ -.. 10.00
I I I
I I I 12.00 t--\---+---+--+--+-+-+++-+------!---..L_JL.__L..L..Ll..l....:
I. I I
I I
14.00 1--...,.,,c--+----+-+--+-+--+++-+----f---+--1-+-i-++--+--l
o BH5 recovery
Transmissivity [11'/min]: 1.94 x 10-1
Hydraulic ocnductivity [ft/min]: 4.86 x 1 o-3
AquWer tlickness [ft]: 40.00
I I
I I
I I
t: I
Waterloo Hydroge • JiC Pumping test analysis Date: 28.01.2004 I Page 2
180 Columbia St W Recovery method after
Project: Renton
'Nalel1oo, Ontarto,c.anada THEIS & JACOB
ph.(519)7 "6-1798 Unconfined aqu~er Evaluated by: AS
Pumping Test No. Test conducted on: 1121/04
BH5 recovery BH5 recovery
Discharge 4.53 U.S.gal/min
Statio water level: 0.0000 ft below datum Pumping test duration: 2.00 min
Timofrom Water level Ro,idual Corrected
end of p<.mping drawdown clrawdawn
[min] [fl] [fl] [ft]
1 0.0700 21.5500 21.5500 15.7450
2 0.1000 21.5200 21.5200 15.7311
3 0.1400 21.4800 21.4800 15.7126
4 0.1700 21.4500 21.4500 15.6987
5 0.2000 21.4200 21.4200 15.8848
6 0.2300 21.3900 21.3900 15.6708
7 0.2700 21.3500 21.3500 15.6522
8 0.3300 21.2900 21.2900 15.6242
9 0.4000 21.2200 21.2200 15.5914
10 0.4300 21.1900 21.1900 15.5773
11 0.4600 21.1600 21.1600 15.5632
12 0.5000 21.1200 21.1200 15.5443
13 0.5300 21.0900 21.0900 15.5301
14 0.5600 21.0600 21.0600 15.5160
15 0.5QOO 21.<TJUU 21.0300 15.5017
16 0.6300 20.9900 20.9900 15.4827
17 0.6600 20.9600 20.9600 15.4685
18 0.6900 20.9300 20.9300 15.4542
19 0.7300 20.8900 20.8900 15.4351
20 0.7600 20.8600 20.8600 15.4208
21 0.7900 20.8300 20.6300 15.4064
22 0.8600 20.7600 20.7600 15.3728
23 0.8900 20.7300 20.7300 15.3583
24 0.9200 20.7000 20.7000 15.3439
25 0.9600 20.6600 20.6600 15.3248
26 1.0500 20.5700 20.S700 15.2809
27 1.0900 20.5300 20.5300 15.2615
28 1.1500 20.4700 20.4700 15.ZlZ!
29 1.1900 20.4300 20.4300 15.2127
30 1.2200 20.4000 20.4000 15.1980
31 1.2500 20.3700 20.3700 15.1833
32 1.3500 20.2700 20.2700 15.1341
33 1.3800 20.2400 20.2400 15.1193
34 1.4100 20.2100 20.2100 15.1044
35 1.4800 20.1400 20.1400 15.0698
36 1.5100 20.1100 20.1100 15.0548
37 1.5500 20.0700 20.0700 15.0349
36 1.5800 20.0400 20.0400 15.0200
39 1.6100 20.0100 20.0100 15.0050
40 1.6400 19.9800 19.9800 14.9900
41 1.6600 19.9400 19.9400 14.9700
42 1.7100 19.9100 19.9100 14.9549
43 1.7400 19.8800 19.6600 14.9398
44 1.7600 19.8400 19.8400 14.9197
45 1.8100 19.8100 19.8100 14.9045
48 1.8400 19.7800 19.7800 14.8894
47 1.8700 19.7500 19.7500 14.8742
48 1.9100 19.7100 19.7100 14.8539
49 1.9400 19.6600 19.6800 14.8387
50 1.9700 19.6500 19.6500 U.8235
Engineers/Consultants
APPENDIXF
Lateral Earth Pressures for Temporary Braced Shoring
(HWA, 2003)
SURCHAGE
X/2
_L BRACED SHEETING
H
1.58 +
SOTTol,( OF EXCAVATION
20H
H
0.41 (1-(X/B))q D
SURCHARGE PRESSURE 63H 1-__,2'""0H,.,._,+-=200=----1l1-I -----,2,.,,aoo=-----1
HYDRO STATIC PRESSURE ACTIVE PRESSURE PASSIVE PRESSURE
Influence Factor (I)
for Surcharge Loads
For:
Ko a 0.390 (Active earth pressure coefficient -for level backslope)
x.:H
H>x>H/2
H/2>x>H/4
H/4 >x
-
i=O
i-0.5
i•0.75
i=1.0
NOTES:
Kp = 2.56 (Possive earth pressure coefficient}
~ a 26" (Angle of Internal friction)
T m 11 0 pcf (Total unit weight)
l' a 46 pcf (Buoyant unit weight)
1. Embedment (D) should be determined by summotron of moments below
the lowest brace.
2. Recommended earth pressure values are ln units of pounds per square foot (psf}.
DTmenslons are In units of feel
3. A factor of safety hos not been applied to the recommended earth
pressure valu ea.
4. For this site, we recommend that the design
ground water level be assumed at the ground surface.
LATERAL PRESSURES FOR ., ..51,L_ """"'
TEMPORARY BRACED SHORING 4 e-----'=-=..:..;.,~;;.:,.:;;,;;;:,;,.,;,;=.:..::.:.:.::=-----jcHo-"' _BKl:f_ SW 7TH STREET .... ....... ...
HWAGEOS~INC STORM DRAIN
RENTON, WASHINGTON 02.04.03 2003-007
H.~1Projeetl\2003 Prcijlcll'l2CD31-2i SW7fl SI Storm D"lin'ad\2003-007-04.CMG
INTERFUND TRANSFER FORM
TO: TINA HEMPHILL
FIS DEPT.
DATE: 2/& (oq FRoM, /-tvA1C,#'v Al w!~
LU/t {f}( -~ tJOII Please prepare the following cash transfer:
DEBIT:
W/0 Function Account Number Amount Description
--
-----·-·-·----···--·-·"·"-···-: ------
-------d·-·---·----------·-------.. -----------·----···--···-----
---: -----------+-------·
-----···-.. ·--··· ------------
CREDIT:
\V/0 Function Account Number Amount Description
--------------------------------------------------------------
. ' ' i ' ' ' . '
--·!·-··-··-···--···----
Reason:
Approval Signature: Date: /
V
Note: Documentation to support this tran:,fer request must be attached.
Documc:nt m Windmvs Internet Explorc:r\
Printed: 02-06-2009
Payment Made:
CITY OF RENTON
1055 S. Grady Way
Renton, WA 98055
Land Use Actions
RECEIPT
Permit#: LUA09-004
02/06/2009 04:10 PM
•
Receipt Number: R0900494
Total Payment: 1,000.00 Payee: INTERFUND TRANSFER DEREK
AKESON
Current Payment Made to the Following Items:
Trans Account Code Description Amount
5010 000.345.81.00.0007 Environmental Review 1,000.00
Payments made for this receipt
Trans Method Description Amount
Payment IOT DEREK A 1,000.00
Account Balances
Trans Account Code Description Balance Due
3021 303.000.00.345.85 Park Mitigation Fee
5006 000.345.81.00.0002 Annexation Fees
5007 000.345.81.00.0003 Appeals/Waivers
5008 000.345.81.00.0004 Binding Site/Short Plat
5009 000.345.81.00.0006 Conditional Use Fees
5010 000.345.81.00.0007 Environmental Review
5011 000.345.81.00.0008 Prelim/Tentative Plat
5012 000.345.81.00.0009 Final Plat
5013 000.345.81.00.0010 PUD
5014 000.345.81.00.0011 Grading & Filling Fees
5015 000.345.81.00.0012 Lot Line Adjustment
5016 000.345.81.00.0013 Mobile Home Parks
5017 000.345.81.00.0014 Rezone
5018 000.345.81.00.0015 Routine Vegetation Mgmt
5019 000.345.81.00.0016 Shoreline Subst Dev
5020 000.345.81.00.0017 Site Plan Approval
5021 000.345.81.00.0018 Temp Use, Hobbyk, Fence
5022 000.345.81.00.0019 Variance Fees
5024 000.345.81.00.0024 Conditional Approval Fee
5036 000.345.81.00.0005 Comprehensive Plan Amend
5909 000.341.60.00.0024 Booklets/EIS/Copies
5941 000.341.50.00.0000 Maps (Taxable)
5954 650.237.00.00.0000 DO NOT USE -USE 3954
5955 000.05.519.90.42.l Postage
5998 000.231.70.00.0000 Tax
Remaining Balance Due: $0.00
.00
.00
.00
.00
.oo
.00
.00
.00
.00
.00
.oo
.00
.00
.00
.00
.oo
.oo
.00
.00
.00
.00
.oo
.00
.00
.00