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Home My WebLink AboutReport 1< ~ Li co ;::: CJ) ~ .. l> ~ I SITE MAP ailroad Bridge a, ..,. 0 CJ 3:: 0 C> 0 f. 3. CJ) "' .. ;;r 0 )> .. C) ~ ~ 0 0 ::l CJ) :,,:-;;r ~ > < a, a, CJ) CJ) ¢ Stormwater o·v rsion 300 a, <:> C) CJ) g ~ 3!: ;;r fll C 0 ~ ~ I 3. i 0 "' "' > )>, a, ,.. < < "' :, co a, r c.o CJ) CJ) :::, CJ) 200 240 S 7th St '-I ~l(g N li!I King"°'""' Dept of Assessments ---c«irol =:..~ ------c.lQNISl>OltPII! -Porail ' ,-~""' - --3,.,.,, __ , ........ Loi ~--Don,11lo11LAlldCIIOm i......JPorool :=-=.":.z~:.-:=:.«:.."'" ::=~"":;=~:::t~~;::--~'"-""-~ ... -~---- SE 18-23-05 Jan 09. 2009 -·--.. --"-°""'"" ... _ .. ....,_ ,...,, ....... 'IOOfoot !: ' ,. ----<·-----,-·-t 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 . ',;"\ < =~-~~ ~:::-ss1·0·.v? ,:.i; I_ = ~~ .f-,o\ '-'; -~.;, o1A~ {p-'J ·,. ~ 30 ~ )-""1; ,; ,,,.. :::: u u> ~ ,,. ~ -~ -·-~ ~ .,,_ (fl --:.. ,, C, ~ ,.... ~ ..>. '/1 .-·_.-a\..' = < -~ .,,,,_,.,, '0-19 \'-!',__a.= I .,(:'s '11 11 ' ............. '" r... = 1, 1 ,, 1111\\\\,,,,, ... ~v .::: ,,,, OF wAs'0' ,.::'" It ,, \\\\\\\,,,,,, 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°] .::::,.,.~ ' ,·.'-' f '· ''li11 ,, :'<; ,· ,,'•:<·"'Otr,J .t:}•, .J(\'l. =-p ·_> .,, •. ,· 1""'_.:,,'··.-J;J,~ ~ ...... , __..,.,. "' r the Sate 6f Washington ,., , >.: ~U-.. ~ :·. Notary (Print):_ .... .t1....,'-'-"' 1'-'~"-L~_.:..;J...::.;"1-"'L.:..1.""_.__.'_. 1::....<>-n..c. 0 '-='-"-"~ 1 ...,,1,,_'.:.,.;,.;· __,':·...:';.;;.r'~· ,.c..:.,..,..s.~;.;"·;,...;...= !1~~..._ ~!..!!:..! N ... ~h'L<.V', ~S. ·:, ' "-e,~- 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 8~--, ., I VI '"'g 11 I ~ ? i ls- 1".' 'ironmental Review Committee Report LUA09-004, ECF Page 2 of6 elnsl I u I:!: 0 : f ~L400 l"6 ,.= _____ ~$~7~111~$1~------------i 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 t-1;?5--S--o 'J -3£ J CONT ACT PERSON NAME: {/ f-oss COMPANY (if applicable): ADDRESS: CITY: TELEPHONE NUMBER AND E-MAIL ADDRESS: H:\hnms··Planning--masterapp.doc -I - ~ -lo "]+'- <;1,..Au.,,,.k-tJ.. .r ,,, . ' KING COUNTY ASSESSOR'S ACCOUNT NUMBER(S): f)A EXISTING LAND USE(S): /!,.,aJ ...,,,., , / PROPOSED LAND USE(S): 511M _,, 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: WA PROPOSED RESIDENTIAL DENSITY IN UNITS PER NET ACRE (if applicable): 1-JP<: NUMBER OF PROPOSED LOTS (if applicable): NIA NUMBER OF NEW DWELLING UNITS (if applicable): I'll"' 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 ·csz_s 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 \<:' """ \ -- I~ V / ------...L_ ____ _[ ___ Y, :;; ~ " I I ~ C " ~ iilii'N~ ,~....,J,k,T"'" • • ' " O' 40' 80' SCALE: 1" • 80' 1111 111111 CCC~ -, St;.--""' •• 160' • N--- 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" I ' I- I (!) w 3: iii 0:: w z u:: !z w u 0:: w II.. 100 90 60 70 I 60 I 50 I 40 I 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 50 !lYMBOI SAMPLE • JA-1 S-2 • JA-2 S-2b ... JA-2 S-2a - I I I I 'i i I I H I I ' I I • . I i I ! I I I I I ffi\TAGEOSOENCES INC HWAGFl:$2. 2007088-200.GPJ 6/5/07 I I I I I I I I I I I I I I I I I I I I I 10 DEPTH (n) 5.0 • 6.5 5.0 • 5.5 5.5. 6.0 #4 #10 #20 #40 #60 #100 #200 . . . '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 f\ I I I ! ! II I I I i I \ I I I \I I I ~ I\ I I \1 I I I 1, 1, I ' I' I I I I I I I I \ I I 'i I \ i ' I I I I I I \. I }_ I '-0 I I I I I I I I ~ ' ' I I I I r-~~ I I ! ! II " 5 1 0.5 0.1 0.05 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 I- I (9 ui ~ fo a:: w z u::: 1-z w ~ w a.. 100 90 I 80 I 70 I 60 I 50 I 40 I 30 I 20 I 10 I 0 II I I " I I I I I 1! I I I I I I I I I I I I 50 ~YMBOI SAMPLE • JA·2 S-2c mm, ' ii ' I I , .. I I I I . i ! II I I • ' . . • , i HWAGEOSCIENCES INC HWAGRSZ 200708WOO.GPJ 8/!/07 . I I " I 10 DEPTH (ft) 6.0 • 6.5 #4 #10 1120 #40 #60 #100 11200 • • . • • • i i • ,, I ~ I I I I r'> 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 ' • II 5 1 0.5 0.1 0.05 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 ' 50 ~ 0.. x 40 UJ 0 z ~ 30 u ~ ~ 20 0.. 10 0 0 SYMBOL • • " - CL-ML SAMPLE JA·1 S-3b 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 @ @ / V " . /. ./ I/ @ 9 40 60 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