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Permit L96-0014 - PACIFIC HIGHWAY BRIDGE - SHORELINE SUBSTANTIAL DEVELOPMENT (OXBOW BRIDGE)
L96 -0014 OXBOW BRIDGE PAC. HY S /DUWAMISH RVR SHORELINE Shorline Management Act of 1971 ' PERMIT FOR SHORELINE MANAGEMENT SUBSTANTIAL DEVELOPMENT File Number: L96-0014 Status: APPROVED Applied: 03/19/1996 Approved: 05/06/1996 Expiration: 05/06/1998 Pursuant to RCW 90.58, a permit is hereby granted to: CITY OF TUKWILA to undertake the following development: REPLACEMENT OF EXISTING BRIDGE 01 PACIFIC HY S CROSSING THE DUWAMISH RIVER upon the following property: Address: Parcel No: Sec/Twn/Rnge: THE PROPOSED PROJECT WILL BE WITHIN THE AREA OF THE GREEN RIVER AND ITS ASSOCIATED WElLANDS, WHICH ISA SHORELINE OF STATEWIDE SIGNIFICANCE AND IS DESIGNATED AS AN URBAN ENVIRONMENT. The following master program provisions are applicable to this development: Development pursuant to this permit shall be undertaken pursuanto the attached terms and conOtions. This permit is granted pursuant to the Shoreline Management Act of 1971 an nothing in this permit shall excuse the applicant from compliance with any • other Federal. State or local statutes, ordinances or regulations applicable to this project, but not inconsistent with the Shoreline Management Act (Chapter 90.58 RCW). This permit may be rescinded pursuant to RCW 90.58.140(8) in the:event the permittee:-fails•to comply with the terms or conditions hereof.:. CONSTRUCTION PURSUANT TO THIS PERMIT WILL NOT BEGIN OR IS .NOT AUTHORIZED UNTIL TWENTY-ONE (21) DAYS FROM THE DATE OF 'FILING WITH THE' DEPARTMENT OF ECOLOGY AS :DEFINED IN RCW 90.58.140(6) AND WAC 173-14-090. 'OR UNTIL ALL REVIEW PROCEEDINGS INITIATED WITHIN TWENTY-ONE (21) DAYS FROM THE DATE OF SUCH FILING HAVE TERMINATED; EXCEPT AS PROVIDED IN RCW 140.58.140(5)(a)(b)(c). Cate:__Acnca_r_1295AP Lk LA-- Steve Lancaster Director, Planning Department Construction or substantial progress toward construction must begin within two years from date of issuance, per WAC 173-14-060. A F F I D A V I T J Notice of Public Hearing J Notice of Public Meeting fl Board of Adjustment Agenda Packet 0 Board of Appeals Agenda Packet O Planning Commission Agenda Packet O F D I S T R I B U T I O N hereby declare that: 0 Determination of Non - significance EJ Mitigated Determination of Nonsignificance []Determination of Significance and Scoping Notice O Notice of Action D Official Notice 0 Short Subdivision Agenda 0 Other Packet O Notice of Application for O Other Shoreline Management Permit KShoreline Management Permit was : gdto each of the following addresses on 5IT7 I'1 (D . Tom, s r-\w (2-1A-9A-cA* ey... I' /Q(Gb, Name of Pro jectQt, » i-1'�Il) '2--)Ir I ('J� p Signature File Number L" 110 (57)I z ,. w 6g' O 0 N 0; cn w. w =: w 0 u- < -a �w z E. F-- O z U 10 = W LLiz N. z 0I- Shoreline Management Act of 1971 PERMIT FOR SHORELINE MANAGEMENT SUBSTANTIAL DEVELOPMENT File Number: Status: Applied: Approved: Expiration: L96 -0014 APPROVED 03/19/1996 05/06/1996 05/06/1998 Pursuant to RCW 90.58, a permit is hereby granted to: CITY OF TUKWILA to undertake the following development: REPLACEMENT OF EXISTING BRIDGE ON PACIFIC HY S CROSSING THE DUWAMISH RIVER upon the following property: Address: Parcel No: Sec /Twn /Rnge: THE PROPOSED PROJECT WILL BE WITHIN THE AREA OF THE GREEN RIVER AND ITS ASSOCIATED WETLANDS, WHICH IS A SHORELINE OF STATEWIDE SIGNIFICANCE AND IS DESIGNATED AS AN URBAN ENVIRONMENT. The following master program provisions are applicable to this development: Development pursuant to this permit shall be undertaken pursuant to the attached terms and conditions. This permit is granted pursuant to the Shoreline Management Act of 1971 an nothing in this permit shall excuse the applicant from compliance with any other Federal, State or local statutes, ordinances or regulations applicable to this project, but not inconsistent with the Shoreline Management Act (Chapter 90.58 RCW). This permit may be rescinded pursuant to RCW 90.58.140(8) in the event the permittee fails to comply with the terms or conditions hereof. CONSTRUCTION PURSUANT TO THIS PERMIT WILL NOT BEGIN OR IS NOT AUTHORIZED UNTIL TWENTY -ONE (21) DAYS FROM THE DATE OF FILING WITH THE DEPARTMENT OF ECOLOGY AS DEFINED IN RCW 90.58.140(6) AND WAC 173 -14 -090, OR UNTIL ALL REVIEW PROCEEDINGS INITIATED WITHIN TWENTY -ONE (21) DAYS FROM THE DATE OF SUCH FILING HAVE TERMINATED; EXCEPT AS PROVIDED IN RCW 90.58.140(5)(a)(b) Date: it441 6, I5516 Steve Lancaster Director, Planning Department Construction or substantial progress toward construction must begin within two years from date of issuance, per WAC 173 -14 -060. PUBLIC NOTICE CITY OF TUKWILA APPLICATION FOR SHORELINE MANAGEMENT SUBSTANTIAL DEVELOPMENT PERMIT Project: Pacific Highway Bridge over Duwamish River ( #L96 -0014) Proposal: Replacement of existing bridge crossing Duwamish River on Pacific Highway South with improved bridge. Applicant: City of Tukwila Location: Pacific Highway South, directly north of SR -599. This development is said to be within 200 feet of the Green /Duwamish River and /or its associated wetlands. Any person desiring to express his /her views or to be notified of the action taken on this application should notify the City of Tukwila De- partment of Community Development. COMMENTS FROM THE PUBLIC WILL BE ACCEPTED DURING THE 30 -DAY PUBLIC COMMENT PERIOD Written comments must be submitted within 30 days of the final date of publication of this notice (received by April 29, 1996). Send comments to: Tukwila Planning Division Attention: Nora Gierloff Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 For further information, please contact the Department of Community Development at (206) 431 -3670 z �z O 0. co cn w. W =: W• O 2 g L1 �W _: Z�. �o Z F-. 2 ut O H• -" WW � - - o: wZ' U m 0 z CHECKLIST: ENVIRONMENTAL REVIEW /SHORELINE PERMIT MAILINGS FEDERAL AGENCIES ( )U.S. ARMY CORPS OF ENGINEERS ( }FEDERAL HIGHWAY ADMINISTRATION ( )DEPT. OF INTERIOR —FISH & WILDLIFE SERVICE WASHINGTON ( )U.S. ENVIRONMENTAL PROTECTION AGENCY ( )U.S. DEPARTMENT OF H.U.D. (REGION X) STATE AGENCIES ( )OFFICE OF ARCHAEOLOGY ( )TRANSPORTATION DEPARTMENT ( )DEPT. OF NATURAL RESOURCES ( )OFFICE OF THE GOVERNOR ( )DEPT. OF COMMUNITY DEVELOPMENT (1>C) DEPT. OF FISHERIES' ( )K.C. PLANNING & COMMUNITY DEV. ( )BOUNDARY REVIEW BOARD ( )FIRE DISTRICT #11 ( )FIRE DISTRICT #2 (')SOUTH CENTRAL. SCHOOL DISTRICT ( )TUKWILA LIBRARIES ( ) RENTON LIBRARY ( )KENT LIBRARY ( )CITY OF SEATTLE LIBRARY ( )US WEST ( )SEATTLE CITY LIGHT ( )WASHINGTON NATURAL GAS ( )WATER DISTRICT. #75 ( )SEATTLE WATER DEPARTMENT ( )GROUP W CABLE ( )OLYMPIA PIPELINE ( )KENT PLANNING DEPARTMENT ( )TUKWILA CITY DEPARTMENTS: (j .)PUBLIC WORKS ( ) FIRE ( )POLICE ( )FINANCE ( )PLANNING ( )BUILDING ( )PARKS AND ORECREATION (TUKWILA MAYOR ( )DEPARTMENT OF SOCIAL & HEALTH SERVICES ( DEPT. OF ECOLOGY, SHORELANDS DIVISION )DEPT. OF ECOLOGY, SEPA DIVISION* ( )DEPARTMENT OF WILDLIFE ( )OFFICE OF ATTORNEY GENERAL *SEND CHECKLIST WITH DETERMINATIONS AND *SEND SITE MAPS WITH DECISION RING COUNTY AGENCIES ( )KING COUNTY DEPT. OF PARKS ( )HEALTH DEPARTMENT ( }PORT OF SEATTLE ( )BUILDING & LAND DEV. DIV.- SEPA INFORMATION CENTER SCHOOLS /LIBRARIES ( )HIGHLINE SCHOOL DISTRICT ( )KING COUNTY PUBLIC LIBRARY ( )SEATTLE MUNICIPAL REFERENCE LIBRARY ( )SEATTLE SCHOOL DISTRICTS ( ) RENTON SCHOOL DISTRICT UTILITIES ( )PUGET SOUND POWER & LIGHT ( )VAL —VUE SEWER DISTRICT ( )WATER DISTRICT #20 ( )WATER DISTRICT #125 ( )CITY OF RENTON PUBLIC WORKS ( )RAINIER VISTA ( )SKYWAY CITY AGENCIES ( ) RENTON PLANNING DEPARTMENT ( )CITY OF SEA —TAC ( )CITY OF SEATTLE ( )CITY OF BURIEN ( )TUKWILA PLANNING COMMISSION MEMBERS ( )TUKWILA CITY COUNCIL MEMBERS OTHER LOCAL AGENCIES ( )PUGET SOUND.REGIONAL COUNCIL ( )P.S. AIR POLLUTION CONTROL AGENCY ( )SW K.COUNTY CHAMBER OF COMMERCE (VX)MUCKLESHOOT INDIAN TRIBE (D()DUWAMISH INDIAN TRIBE ( )DAILY JOURNAL OF COMMERCE ( )VALLEY DAILY NEWS +sS3iw laiilii'3'r}:Nvi, --sa dCi ilt .. "rr • • :kstav t MEDIA ( )METRO ENVIRONMENTAL PLANNING DIV. OFFICE /INDUSTRIAL 5,000 GSF OR MORE RESIDENTIAL 50 UNITS OR MORE , RETAIL 30,000 GSF OR MORE ( ) HIGHLINE TIMES 1(j\SEATTLE TIMES i}if.:'.^ -. '�y7►'xt4.0 R". el.t* !IR.'!:4^(Rn7aseXiF 7sr" .iiti!'". !Fh2^'3'ITAMVAMM 92`v1%R;RSnwnvm'^9 Z = f' W. cQQ 2 UO co W W: W =, J �. w 0}: w. Z F.. H O. . Z ILI w' p .O N O H. W W`. 1=- UJ u. O. O . Z PUBLIC NOTICE MAILINGS FOR PERMITS SEPA MAILINGS Mail to: (comment period starts on date of mailing) Dept. of Ecology Environmental Review Section Applicant Other agencies as necessary (checked off on attached list) Include these documents: SEPA Determination (3 -part form from Sierra) Findings (staff report, usu.'with MDNS) SEPA Checklist (filled out by applicant) Drawings /Plans of project (site plan, elevations, etc. from PMT's) Affidavit of Dlstribution (notice was mailed & sent to newspaper). SHORELINE MAILINGS Notice of Application: Notice of application for a substantial development Permit must be mailed to owners and to property owners within 300 feet of subject property, prepare an affidavit of publication, and publish two consecutive weeks with deadline for comments due 30 days after last newspaper publication date. Shoreline Permit: Mail to: (within 8 days of decision; 30 -day appeal period begins date received by DOE) Department of.Ecology Shorelands Section State Attorney General Applicant Indian Tribes Other agencies as necessary (checked off on attached list). Include these documents: Shoreline Substantial Development Permit (3 -part form from Sierra) Findings (staff report, if applicable) Shoreline Application Form (filled out by applicant) Drawings /Plans of project (site plan, elevations, etc. from PMT's) Site plan, with mean high water mark & improvements - Cross- sections of site w /structures & shoreline Grading plan _ Vicinity map SEPA Determination (3 -part form from Sierra) Findings (staff report, usu. with MDNS) SEPA Checklist (filled out by applicant) Any background studies related to impacts on shoreline Notice of Application Affidavit of Distribution (notice was mailed & sent to newspaper) Affidavit of Publication (notice was published in newspaper). z _ 1: ,_z . et 2 00• (0 0. w z" J H, w O, ga Q . u.= a ;IT =. Z 1- O Z w 2 O. 0 I- 111 w' I C) u. O` Z. U u) O ' NOTICE OF APPLICATION FOR SHORELINE MANAGEMENT SUBSTANTIAL DEVELOPMENT PERMIT ACTIVITY #: L96 -0014 NOTICE- IS HEREBY GIVEN that CITY OF TUKWILA has filed an application for a SHORELINE SUBSTANTIAL DEVELOPMENT permit for: 'REPLACEMENT OF EXISTING BRIDGE ON PACIFIC H:' S CROSSING THE DUWAMI'SH RIVER LOCATED AT: within the in Tukwila, King County, Washington. The said development . is proposed to be within 200 feet of the Green RiverfDuwami h and /or its associated wetlands. Any person desiring to express' his views or to be notified of the action taken on this appl ication should notify DEPARTjMENT. OF COMMLtNITY DEVELOPMENT, PLANNING DIVISION, CITY OF TUKWILA, 6300 'SOUTHCENTER BOULEVARD, SUITE 100, TUKWILA, WASHINGTON 93188:, in writing his interest within 30 (thirty) days of the final date of p.ubl ication of-this notice which is Mar 29, 1996. Written cotirments ` "must be received by Apr 29, 1996 Published in Seattle Times - Mar 22, 1996 2nd Publication:' Seattle Tierces - Mar 29, 1996 Distribution: City Clerk,' Mayor. , Adjacent Property Owners, Department of Ecology, P'r�ope•rrtyOwner ~, File z zz re QQ�� J V. 00 w= CO Lt. w O: g Q': co d: _. z �. O z �--. C),-, -: F-, w lbw U N' 0 O H z A F F I D A V I T O F D I S T R I B U T I O N WI A JV MwL.(. hereby declare that: z _ 1- ' 1-w ❑ Notice of Public Hearing El Determination of Non- r �; significance 6 v UO. ❑ Notice of Public Meeting ❑Mitigated Determination of u) W Nonsignificance U.I. _ 1- ❑ Board of Adjustment Agenda ['Determination of Significance w Packet and Scoping Notice 2 Board of Appeals Agenda Notice of Action u_ J ❑ Packet PP g ❑ = W XI ❑ Planning Commission Agenda ❑Official Notice . z ~ 1-O: Packet z1-' ❑ Short Subdivision Agenda ❑ Other 2 o Packet 0 co 0 1-, ❑ Notice of Application for 11 Other = Shoreline Management Permit 1_,,_._,, Shoreline Management Permit ui z, 0 =; was mailed to each of the following addresses on z tovth - s t(V t st (iL- _ Off' of PI s(t ( W\ 1-N 0/ pot-N t f3 W v►\ls(4- 7O,bemi Tr--( e E biz) 5 01-1->K1. w' Name of ProjectaaNn3 T 11f1C-: PE f File Number (A (o ' 00 14 ST+A i (A- I R/ a &FAL Memorandum TO: Jack Pace FROM: Nora Gierloff zz RE: Shoreline Permit - Pacific Highway Bridge Replacement = H DATE: May 2, 1996 al u6m Project File No. L96 -0014 v 0 • N 0 cow wr 1. PROJECT DESCRIPTION: The proposal is to replace the existing bridge where Pacific -I 1.-. CO LL,' Highway South crosses the Duwamish River in the City of Tukwila. The new bridge will be w o; constructed while the old bridge is in place so that one lane of travel in each direction will be open 2 at all times. The new bridge will be widened to carry 5 lanes, sidewalks and the river trail. The g Q roadway elevation will be raised to accommodate a deeper structure while maintaining the same � v'. clearance below the bridge. The bicycle trail will be improved with a new crossing underneath the • = bridge. z i- f- o'. zI-: 2. POLICIES OF THE SMA/SMP: g M, D o 0 The site is within the jurisdiction of the King County SMP and is consistent with the goals and ;o 1` policies of that SMP. It will allow for improved public safety and will facilitate public access and = w recreation along the shoreline. IL I-. u.- 0; z O z 3. SHORELINE REGULATIONS: Following are the relevant review criteria as contained in the King County Shoreline Regulations as applied by the City of Tukwila: 25.16.030 General Requirements: A. Nonwater related development...shall not be permitted waterward of the OHWM. Response: The project is water dependent. B. ...No structure shall exceed a height of 35 feet... Response: The proposed structure is less than 35 .feet higher than existing roadway grade. C. All development shall be required to provide adequate surface water retention and sedimentation facilities during the construction period. Response: Normal erosion control practices will be followed. F. Collection Facilities to control and separate contaminants shall be required where stormwater runoff from impervious surfaces would degrade or add to the pollution of recipient waters or adjacent properties. Response: Pipes, ditches, swales and natural water courses will all be utilized as required design components to convey storm water. H. Development ...shall maintain setbacks, provide easements or otherwise develop the site to permit a trail to be constructed or public access to continue... Response: A sidewalk and bike path will be included along the length of the bridge. The bicycle path will connect to an undercrossing along the river trail. 25.16.180 Shoreline Protection: A. Shoreline protection to replace existing shoreline protection shall be placed along the same alignment as the shoreline protection it is replacing... Response: Construction will take place within the right -of -way and the existing north bridge abutment will be reused for the new bridge. 25.16.180 Shoreline Protection: B. Landfill may be permitted below the ordinary high water mark only when necessary for the operation of a water dependent or water related use, or when necessary to mitigate conditions which endanger public safety. Response: The bridge is a water dependent use and will improve public safety. 25.16.200 Recreation I. Public pedestrian and bicycle pathways shall be permitted adjacent to water bodies. Response: A pedestrian and bicycle trail is included in the project. 4. COMMENTS Gary Shulz, Tukwila's Urban Environmentalist, had the following comments about the proposal. 1) The new bridge project will add impervious surface to the area. Proposed water quality improvements will attempt to use the existing bioswale on the north side of Pacific Highway. South side improvements are not known with the 60% submittal. 2) The new discharge point (Sta. 563 +95) to Riverton Creek on the south side may need to be re- routed to an existing discharge point. z �z • cc w 6 —i U: U0 co 0 W 1.11 LL w0 ▪ Q. =a I-w _. z�.: F- 0 z I- w w U 0: 0 =' O I- w , U. — O: wz O f' z I 3) The undeveloped area remaining in the middle of the bike loop on the north side could be utilized for water quality improvement before surface water runoff discharges to the Duwamish River. 5. SEPA: A determination of non - significance was issued on April 16,1996. The comment period expired without receipt of any comments. 6. RECOMMENDATION: Approve the shoreline substantial development permit. :,......,.�a a u;:;.u.�.cuL� ::.li:e:. sup!.:: eu.; si.+; -r: «.a+::.+..�+: )A:..u• .a. $ d.�::.M..�e <we;a -':n SHORELINE SUBSTAN fIAL DEVELOPMENT APPLICATION CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3680 1. BRIEFLY DESCRIBE YOUR PROPOSAL: Rem r,r<< (, -v' Y e r 1 «o (Jtft A1+ 0 --i"1 �x► s �,,.� P�.�,- � E -+�,, s• �� ,,�� �.. t 1, \e- — ; ���.� ��_; : ����� � CY, (M lue rot- f << -17-) ct c C cwvY,n oc( a f6 a d e t x +c u c h e. Lu )\ I c' rn CUM. inAPekAil C l en r cuv� zk. 2. PROJECT LOCATION: (Give street address or, if vacant, indicate lot(s), block, and sub- division; or tax lot number, access street, and nearest intersection) i . Du arvvi �s�, rz ►veAc Quarter: I'% Section: 9 Township: 2 3 Range: `+ (This information may be found on your tax statement) 3. APPLICANT:* Name: Les I i e 1 et u x f:Y, P. E. C,. .s 0-(—Fultik_At Pv V Lc, W0 v k s Address- C,-LOCO .Sot, 4'VrtkA4 -e,� I3ive{ • Ti)14.tut Nell CU ''(\ ci2< l2•g Phone. (2-0& '-t •3 3 - C' t .7 cl Signature: 4 ' Date: Sit S t 9 Cr, * The appli . e erson whom the staff will contact regarding the application, and to whom all notices and reports shall be sent, unless otherwise stipulated by applicant. AFFIDAVIT OF OWNERSHIP ! S )•-e 1: r• 4. PROPERTY Name: ? o `` r e OWNER Address: 1 v■. Phon I /WE,[signature(s)] - LAM. swear that I /we are the owner(.) or c ntract purchaser(s) of the property involved in this application and that "the'foregoing statements and answers contained application are true and correct to the R = Cd best of my /our knowledge and belief. Date: 3 /LS /o9(,. MAR 1 i 1996 COMMUN1T`l DEVELOPMENT �.'sr.5!n ma •t=n�rwx ,xipS!ucr.3 "vFN.rit? veyirrrA««. s p$irv?."+ !gljr- 1tK8 V:!,?.A,Vii ?' ?tfte rmrat;±w,<r+t�r,,:I�;T,+3"�' z w 6 0 ' Nw w JF.. N w0 ga - d. I- w. z� t-0. zt- uj 0 N. ww 0 r- u. O: • Z: = 0 1. z SHORELINE SUBSTANTIAL r'- VELOPMENT APPLICATION , 5. Present use of property: 13N- ,,i e / (` c 4 .wet Page 2 6. Total construction cost and fair market value of proposed project (indude addition al future developments contemplated but not included in this application): 5, 7. List the master program policies (use program sections or page numbers) which are applicable to this development: . . Se r C1' elc1,.e A 11,oi-) n0 t,1 c t.c_ al-)pLye- to le V Gum 8. List any other permits for this project from state, federal or local governmental agencies for which you have applied or will apply, including the name of the issuing agency, whether the permit has been applied for (and if so, the date of the application), whether the application was approved or denied and the date of same, and the no-4 of the application or permit: permit: Cr) A n`1- 6t.) /A „ P rr C��-+ — n o`t A p I + t c l 't C� Y r� - -► 1;� A S rytt2__ c. n ( r �n vex' Ch tan Loi-1 — `76-1,1R — ( \4-7' ( vltw,� .- 3/t$/94, N P - he � a t r -�n �. -ft,.t s vvve 'i .. 9. Nature of the existing shoreline. Describe type of shoreline, such as stream, lake, marsh, flood plain, floodway, delta; type of beach, such as erosion, high bank, low bank, or dike; material such as sand, gravel, mud, clay, rock, riprap; and extent and type of bulkheading, if any (to be completed by local official): 10. In the event that any of the proposed builidngs or structures will exceed a height of thirty -five feet above the average grade level, indicate the approximate location of and number of residential units existing and potential, that will have an obstructed view (to be completed by local official): FJ QED MAR 1 9 1996 MIVE..+ rirPRtkfs VAYM rar.+40(1 �rnwa+ .4.•a.1u.AMR.......+a�...».,.n Z rtCvlI �MUNM( DEVELOPMENT SHORELINE SUBSTANTIAL r 1'VELOPMENTAPPLICATION Page 3 ' 11. If the application involves a Conditional Use or Variance, set forth in full that portion of the Master Program which provides that the proposed use may be a Conditional Use or, in the case of a Variance, from which the variance is being sought (to be completed by local official): 12. Give a brief narrative description of the general nature of the improvements and land use within one thousand (1,000) feet in all directions from the development site: 1 f r nn, h vvJ Yry, �� .l..t .� c4 k SS GL't I, (- t •C '�rGt.l S e et -�-e• •C11ct -1� L -11.0 1} s )0rt e e1 e.tio+c, cfvl • Re-F-01 1 r, . t.�, �� ;�ti l I S t� l Ll �p c ( 5 fv u r '� et; et n > �� �f,� j JOY\ �`� fCLU GL,L rr Yk s i-,r v 014 . FreTe.N -4z j r? s-f-r0 v -ez-i -t c Y \ ► : ► 1.L \nn� kJt l e 1 l c\ rn 2 ( � C rw fl ran f'fL 'V' t' M x Hr crr• ssra4!e RECEIVED MAR 1 9 1996 COMMUNITY DEVELOPMENT z ea- w J U; UO: ': CO CO CV 1: w z' wO • u_ a: I-w • .;Z 0 • ',a H+ w w, O• Z CITY OF TUKWILA 6200 SOUTHCENTER BOULEVARD TUKWILA. WASHINGTON 98188 TUKWILA CITY COUNCIL MEMBERS Pam Carter, President Steve Mullet Jim Haggerton Joe H. Duffle Allan Ekberg Joan Hernandez Pamela Linder CITY ADMINISTRATION John W. Rants, Mayor John McFarland, City Administrator Jane Cantu, City Clerk Ross A Eornst, P.E., Director of Public Works Ron Cameron, P.E., City Engineer PACIFIC HIGHWAY BRIDGE - DUWAMISH, RIVER TUKWILA TEND OF PROJECT] STA. 577 +20 BEGINNING OF PROJECT STA. 560 +70 VICINITY MAP N.T.S. RECEIVED MAR -y55 1996 PUBLIC WOKS p9:11S•972D MAR 0 5 1771 Pod& Highway OA* thpbounint NOT FOR CONSIR iI FIOrr,ry 23. 1990 !EW! !! ,>E1ria! eta,. PACIFIC HIGHWAY BRIDGE — DUWAMISH RIVER COVER SHEET & VICINITY MAP ,5} 4 F u F ` G -1 El 111 STk 5$+97 TO 567+34 a 11- • • . z -J 0' L) 0 in C. W. JJ L• L: 0 L1-< CO E 1.11 • I-0 Z F-• 111 uj. 2 DI 0 O ET • Wo Z ILI • .0 WI 1-= :0 • • BEIM ENOINEERI • EETS •WA • • ~KS .BUILDING. tre15:3 =MIM =MOM PACIFIC HIGHWAY BRIDGE - DUWAMISH RIVER SITE PREPARATION & EXISTING UTILITY PLAN 1 1 II LI LIl 11 • • 569 • 1 570 _ • _..____ -r;i1. 4G�0.2•5.in5n�;.4 1.:;•4. N 2V09•16' E PACIFIC HIGHWAY SOUTH 572 x {y EXISTING RAISED TRAFFIC /• 7Z --ISLAND i0 BE jt�10Vm _ , ---):::::::..:.....- ;:� - :•1111•.•.. :•: 1111 +\ ' •• : ,• ` . _ '1111.. - '•tip. -._ � . V ;.•:..'' � •i_. MIC bWRY . • .• ; : ; : : :• :: .............. ` .. . Y AND `9\i ii11.11• ...,...!:F. , ,: ► : SS \ \ Y 60% SUBMITTAL Ifqhm Bridge NOT FOR F110rrory 23, 1996 ••RIN! • STFI ATEe KetALDaT. =NSW to d 4.111. PACIFIC. HIGHWAY BRIDGE — DUWAMISH RIVER SITE PREPARATION & EXISTING UTILITY PLAN u A is I 4 _L••1� !? i E�(I_ 1 1 1 1 1 1 1 :3. Fir 110 0 10 40 Jse, ..,..,, RIGHf'OP'TV/R— _w- fib`_...._ -._ / '��_. }wD_16L •/ - '.__...._ t ftl 1 IVO 1 •. � .................... ..- ...... .... •mot — 574 .1 0114. s75 n . 16 E PACIFIC Ml3MWAY SOUTH — r memo ro REMOVED CS IPSO t/ �1-IM IR S 54 Ilt • .,r • �fsi fn' < C,r.se...ul ,t NOES: 1. IT IS 1EEd1IDE THAT 1ELEIRONE AND POWER MILL MOT BE INTERRUPTED FOR THE IODIC COMPANY FACIL11E5 NIMBI THE PROJECT AREA 111E CONTRACTOR SMALL EtEROSE MIME CAUDON WHEN I10I0011G NEAR ELECTRIC AND TELEPHONE DRUM AND SHALL WORM LARRY E ALLEN AT 11E BOEING COMPANY (201) 344 -1144. (2011) 1144- 6161 (PAGER) IF SAN WORN HAS TOE PERFORMED. 111ugliti °TER PARKS O INQ'. _ _ _5.- - RIGH?`OF WAY 1 Si - :tom PACIFIC HIGHWAY BRIDGE - DUWAMISH 'RIVER SITE PREPARATION & EXISTING UTILITY PLAN 60% SUBMITTAL Pacific lichew Bride. R.pbamW- NOT FOR CONSTRUC1ION F.bwe[y 23, 1111 b +.*-,,4* -...!p..wwxi' ✓iw <u,..e.� �nn1•N'!rtY.i+e?IM/t7A'i u •Z • cj • W� 0 0' W =` tu JF.. g ILL. Q: W ±Z Fi z 1— rwc w`• N' H, O ~, ;'Z BEGIN TAPER ANO STAGED CONSTRUCTION AT STA 560+70 — _ CowsmucuoN AAE'A DIM STA 556+0.22 • Kik ��� • t*. TEM �/. G P WALL RETANDIG SINGLE ��V• EOM • MP 556+64.22 - War-AREA STAGE 1A rRATE INSTALL PERMANENT — PAVEMENT IN STAGE 16 RAW TRAFFIC TEMPORARILY ON SHOULDER TABLE Si TEMPORARY ROADWAY REQUIREMENTS 1 ITEM: M4X11UO GRADE ALLOWABLE MINIMUM LENGTH SAG CURVE MINIMUM • LENGTH BEST CARVE TEMPORARY DETOUR ROUTE SR 99 NB OFF -TAP 511 599 NOON-RAW SR 599 NB OFF -AA1P SS Gil R 6$ 140 LF 100 LF 100 LF 100 LF 100 LF 100 LF 100 LF 100 LF 1961 ®6�• STREETS *WATER • S PARKS eal. • STAGING NOTES STAGE 1 TEMP SINGLE FACE BARRIER 1. WOVE 150710 10 DM EASTERN LAVES ON INC 0051949 DROOL 2. PAID MIA 2. WOO ►(A x ANO NR*D VE31 POE OF NSW moor N 1(I01A*T LOCATION. 3 SAND RW00RART l (51125 C0M(CTWO TO K9 MCC N 151101NY LOCATI01 4. SURD 112,9017 KST19N 0(90.9 APPROA065 NCLUCNi 101•ANT L0(9AK FON 10101111 00AD9O41N US( CRAG( 01OE(NES OVEN N TARS SL FUT 7011 RA164441 5CC140r1 SEE SECTION 0 -0 %NEST ST -2 S. Al. Fu. 95(D 501I /(•OTNT 0040•4011 SHALL K MOM. 401009 ANS 111441. K 42052.0 LARD MI 5041069? CO•SRUCTION. A •DOWN � � NN! •r1m•!MJUE 1, : 1%1%u x111 x : talww c4_ STAGING NOTES SUM IA I. ROSE SR 599. NS ON RAW *NO 11( ADJACENT SA 91 NM Orr RAW (*CU SOL RAINS). INSTALL P(IWAKNT RAW PAVLNN11 01 K51(19 /0117101 Or MY N41V1. INSTALL 1765ONAAT NAN• /040(07 TO 10701 SAWS TO 0EVADCN K 10•04N1T KS7E001 MOAN 10111. 2. CONSINOCT T(IONAAT K57(•1 0(7051 5018 • 50 599. NB ON ANO SS 91. 14 Orr RAW AR(A 1 FAD SA 511. M OFT RAW (CAST S0( RAW) 10 PO 100497 P•0r0E CORK AND MULL 10I1ANINT 1AMDANT. HOUR RAW 7RATC ONTO SNO uX9. ym1r xsv 074.5. G+ RIGHT OFWAAY_ 60% SUBMITTAL Pacific B1idg4 Rspixmwnl NOT FOR CONSTRUCTION March 5. 1996 STAGE 1 STAGE to LEGEND PACIFIC HIGHWAY BRIDGE - DUWAMISH RIVER CONSTRUCTION STAGING PLAN — STAGE 1, 1A APARKIPWAYST TEMPORARY PEDESTRIAN RAILING TEMP. SIDEWALK TEMPORARY C AU. ST EASEMENT - AU. STAGES STAGE 1 OF NEW MIDGE ......•.......„....,...„..,......• ..•.•.• •.•..•............ ................:: FACE B�IVBER'.. . I• S¢0 T. 23 N., R. 5 E., W.M. WORK AREA STAGE 1 TEMPORARY NESTERN DETOUR ROUTE TEMP RETAHNRIO STRUCTURE AT fl TEMP SWCLE FACE BARRER EXIST RE7MMNC WALL n NOT TO BE DISRJRBED e3 • sHOEwiuc; . `i FA4E BARIEO(r, S¢9 TEMP. SNGLE FACE BARRIER •10 . RETAINING WALL WarmESFECE- ' .: •: :•'; TEMP. REfNWNO WALL AND -r'..' .. : SEE SECf10N A -A:.: •:••'••'•::••:•:•r SINGLE FACE B5 fi1ER '.•LENGTH AS REOUNED H 4— 570 571 PACIFIC HIGHWAY SOUTH J a 1Y'1RAFT1C LANES r Ir�1r�1r —{ . CONSIRUCIION AREA I DRIVING LANES SECTION A - A Sla 5701.10 • STAGE 1 (LOOKMG NORTH) • • NOT TO SCALE RIGHT OF WAY 111.11I- EN6 AeTEF • KS•BUILINNO. KAM MIN .00 nm• mo.R PACIFIC HIGHWAY BRIDGE - DUWAMISH RIVER CONSTRUCTION STAGING PLAN — STAGE 1, 1A 1. SEE SHEET ST -1 FOR TABLE 51 116 i. SEE SKEET ST -1 FOR LEGEND _. 60% SUBMITTAL P Won't NOT FOR CONSTRUC 1ON10 Mor1N S. 1990 [ST -21 ru 141 1..70' .R t /I1 • 1 T. 23 N., R. 5 E., W.M. 111111111 0 WORK AREA STAGE 1 COST REM /WC WALL NOT TO SE DISTURBED I I I I I 1 L I I I I I 1 I I I 1 I I -I I MATCH DOST SIDEWALK a 3 !wad EERATE1IEL� PARKS UILD INOT. ® ▪ C" anFOADOMI �Y: 1W'N0.]IN RIGHT OF WAY PACIFIC HIGHWAY BRIDGE — DUWAMISH RIVER CONSTRUCTION STAGING PLAN - STAGE 1, 1A T -4 20' NOTU: 1. SEE SHEET ST -1 FOR TABLE 51 2. SEE SHEET ST -1 FOR LEGEHO Z =1- W j J U. UO n 0: to w WI' J I- W O: J; Q> D. 512 a • W Q z,._ I-. o; J Z1 irli-7 D • 0 O D-; la Ill W • a, Z' U I Z 60% SUBMITTAL Pacific FiglWq Bridge Rrpkamri NOT FOR CONSTRUCTION March 5, 1996 GR AIMf� ton I/N • flLLul III.All11■1111511F1 ‘11111b111 MILMORMEMIMINIMIESEIIMIPLIN =I .L Le M .nw MST POI TO SC +.— , rmlw 9 - -"" - :- Si171N111 S W.kT. WL i A. _ ,ate .Lr W. WALL %mir.�a""roLr NA'O sou NA VD 1985 SITE — MST. c..CC• CL .13.- 24.101 aENGINEERING e weMMII E A PARKS r 1.L VENT/CAL (UMIAK( wwioi. 1.a roL LEVATION A WIL r .x U. LT of LL OW. GRAD( • LL A 24.103 PICCSIIMAN LCL V I. WIWI. =MACE 7171=NMI 0771 trITI 111=1 • A►I.O.. 1.a noc 3 IIr .or cs.lo uit ELEVATION B .rJLL rw PACIFIC HIGHWAY BRIDGE — DUWAMISH RIVER SHOREUNE SUBSTANTIAL DEVELOPMENT PERMIT SITE PLAN AND .ELEVATIONS tt^4. rave.« trrkr :r.'.A`71':'r=19.911.19j1K.41. .1v1110/ ---- t •�oa 1.. �E L - - •-- (..--- \_. �� -.- •..�- _- .Lm_ -r7tt _ —� _ —. _ Y- -._.- Cd72 C05@ML. tra. Mr no. ��L{� Z- IYw�tu C— hU1�o'6.41uP '�[a .---. — ---..— _ e • aENGINEERING e weMMII E A PARKS r 1.L VENT/CAL (UMIAK( wwioi. 1.a roL LEVATION A WIL r .x U. LT of LL OW. GRAD( • LL A 24.103 PICCSIIMAN LCL V I. WIWI. =MACE 7171=NMI 0771 trITI 111=1 • A►I.O.. 1.a noc 3 IIr .or cs.lo uit ELEVATION B .rJLL rw PACIFIC HIGHWAY BRIDGE — DUWAMISH RIVER SHOREUNE SUBSTANTIAL DEVELOPMENT PERMIT SITE PLAN AND .ELEVATIONS tt^4. rave.« trrkr :r.'.A`71':'r=19.911.19j1K.41. .1v1110/ } • aua1.��e� PARKS eaf. ■/ awe +.coa.c PACIFIC HIGHWAY BRIDGE - DUWAMISH RIVER J Iii 4O4 .Wiri ROADWAY PLAN AND PROFILE WM1 p1[ 1/N Z Q W. �QQ 2 Wes; U LU UO: J 1- W W 0 L <. tw II W Z� f- 0 :zF- �o oN I-- W W •Z W UET O z 1.11 ••=r. "?. CC- ■,,, RIGHT OF WAY IP' • . ( , g 0 mom r7- / Koac wAu. T. 23 I N•p R -A 5 t • p W.M. A .1. -... Ft; .., ....:______..,..._....., . ___ =61 •••-•-----'-' • ..._ .... L -.1-- iepaillg - 11 106 11101001Ut / In PAM Ruk.,t mew w. MINENWella winceminslan - - DA maul irailw:pay.......— II1111111001111 -- c.w. -----.....•,,,- . _ :5?O.................................................uf 2C.6 57, PACMC HIGHWAY SOUTH 572 .I Ns. _ — 1 . 569 all al STA 569+62.50 -- -- .-- -- I BEGIN NEW 6' CURB - . - 11......111. - • 9' woreet. VINIWii Ira Inv SPHALT PEDESTRYN PAN ,,,,x„..,,glenall"11111111111.. Mal415211201§±E§BOMIllEtn. awn L. ..... ...___ _ r 9 -.100..zbia -...............-- 11211-' ....:-., 1 - - - :'.'.!,;: .'" 114tit#• .; . .. 1.91■ V • RIG-HT-OF WAY &&ej. - ,/,/ '-......., / • //Ls ---• PLA11-----------.."' 4.4i 1 .... --., \ \ \ , ■ 0 \\ A \\ , ALM f - PO ,,, 11. AN. ... \ t r rrn 1 1...-r. - - - ( ' 320'%C 571.0.03 11/V .. 0 f•• • I 1111 PI I Ell --------------------- -- , I -------- ecisu "* ND my • 24.10 Pd IN M 1 • • ... Eisiiioo • r 1 • • -6ii+oo . 1 .1 i d 2 a C . . .. . . 676446 d 1 d '• • C 4 d 1 I t C C ._. . 571+00 le e e •-• " " e E e 672+00 e E It • • jillalliglIEXATERIRER•PAIRKS •BUILDINOTie CI 11.0.111141 .COSILINC nrn. stout PACIFIC HIGHWAY BRIDGE - DUWAMISH RIVER NOTES ROADWAY PLAN AND PROFILE 60X SUBMITTAL Pacific Figh.cry Bridge Rapkainer. NOT FOR CONSIRUCT1ON Mach 5. 1996 PA IP -1■■P"' "" 3 a IT11111 CO am El;„ awN• a4010•In ~PSIS 011017•=4 r IS • S 1 1 1 \`y1'' 1 1 1 1 IT. 12�t -R, p4 ai w 0140/ triontdamal _ I OW a: ear— .0 -�_._� o�eSu a z� __ •• �yx•. - d Maim •444 HEFT E eSDNC SOEWAIX o u.» N 2 ?09'%6 E +— 1 *111114A -_� r_ 535 IS S ---11 NEW CURB . AND ISEANO REGRADE 401-REPAYS 1 EMMY - SEE 5S11��� FOR OETARSS d d e e e 573+00 so 40 30 20 10 d • 574 +00 575+00 MAN 0 5C r - 20' NOTES 9161W1Pfl•A 60% SUBMITTAL Palk *Tay Bli6p Repbcerwd NOT FOR March 5, 1990 Isult6fE EE 1 Ke�NG.. E.. l " 1 PACIFIC HIGHWAY BRIDGE - DUWAMISH RIVER ROADWAY PLAN AND PROFILE 4E3 OM vl u CONSTRUCTION C -3 acrt 1• m• wur 1/N tie w.m..�.a.. .......o.., .......- .+:«:..•..ar�� . _ .. ...f ,'"101416 1I PriMI .I.tlnBgE!lrSlb! /.w.a 91 { Z re , QQ11 : D' UO to O UW W =; • LL, w O: Q. co a Fw, Z I-'. o U 0 O N = w U . Z; N z 11 • P111.112116!E Weliffl„,111 19111151% • ENGINEERIN • STREETS • WATER • S • PARKS • BUILDING. • 0..0.10•0 omot JACOMAC. KO "WM .0.4 HAT 3800 WilirliiVa 60% SUBMITTAL Pocific *Nay Bridge hploosmet NOT FOR CONSTRUCTION F5burary 23. 1996 PACIFIC HIGHWAY BRIDGE - DUWAMISH RIVER CIs•=snuexaMleer,1=`="' 5•14317.71••NVI1,4,1•.•,•,,,,,,,,,r•••••••••••••,”,.., , DRAINAGE PLAN t 104 10“ LAM z z. ce w C..) 10 0 0 W 'WI -J I— • :2 ?- 'g 5 u.‹. :co I— Ili • I , Z I— 0 Z W 2 • 0 • ILI uir 0 :— IL I- • — 0 • Z co. : o • z LEGEND 0 POMO a — = = www wan wrr waao MOW VAN /Ns:0y ananl v MIME NEW TYPE 1 C6 1. ]L 35 S L 1T. REPLACES WUH — IGHIWAriChic I 572 IR 60% SUBMITTAL Pofic NigIway &idgs Replacomori NOT FOR CONSTRUCTION E.bray 23, 1996 AVAV�C CEVO ,�ARKeUILOP. PACIFIC HIGHWAY BRIDGE — DUWAMISH RIVER DRAINAGE PLAN arum . wn�-. srtnR< AOiiMG +wxwNMaN�M+.sMMXMMww.t.iMlic Kai MI[ 1 /1i . 7351E ( LEGEND MOM 0 _ = = C.M. WMK 6M.1 ROWS 1011I v 1r• 1 ~ W 1 I U; 0' )W =: H. ) LL; 0; L \ �.■ E W ) uf NEW n,fl CO STA 573+211 _ 1 MEW •,1 DC 06MC,CHANCe STA.. 574+46.70, • 5 au126STREETS e a Ke�al. • PACIFIC HIOHWAY.Snim4 5 5 57 •_w.-_-_ •■ —per — — _ .Sp.. _ :: - - - -- - - -_� =4 PACIFIC HIGHWAY BRIDGE — DUWAMISH RIVER DRAINAGE PLAN 60% SUBMITTAL. Pocific *Away Bridge Replownent NOT FOR CONSTRUCTION Fahvcry 23. 1996 K<4tt Kvltl,i ,al O Kul I. 70' set 6/66 ❑. • - 214'4 / WALL �/RAI 4YE r WA( DATUM NM MOM 1,291• 287•17BACX TO BIM OF PAVEMENT SEATS A2 RAWP.77P. SMEET 992 RET.VIALL SP.2 • • ENE PAR. • SEE SIR. C4 • in �!II�II \r� s`TUa txra,t cw+ mP� Ila� \♦ a 41)111 t Ili �t K� BARE I 1 ■ WIOEN L Karr EXIST. PER 2 114 ,11 R 5F. ELEVARM 00 £L•12 rr I I - PIPES IN 1 I EXIST. BRIDGE TO BE REMOVED I 551 559 r I I I I I I1 I I I 1 • 1570116£ . FUTURE IX • WATER ME FUTURE 9 9 - GGAS UMEG- EXIST. _op CONC. RE7. WALL TYPE 3 • I I I I - -G J- 9- ?PROACH SLAB mP. 2 LOCATXMSI 570 N a m )MINA•' SOUTH PROFILE GRADE • PROV /0E CASING PIPE • BWOCf ENOS. STUB OUT & C ?VP) EXIST. 2 PLAN LWP SCAL£.h2O' BEARAG Of PIERS NORMAL TO CRAW 215'0 C7R. 70 CTRL BEARMGS COAC RET. EX75T.CRAOE • BARRIER M M RAIL MAP. EL 129 UX) 1R.F1 5 • £L ASI � • 1l PLLAR.L__ j I lMW. VERTICAL LYEARAK£ -- -- EELM�iIX. MCI) TIDE �AX.GFOUN0 UNE auARGE wSAMO SEPT. • ENGINEERING • STREETS • WATER • SEWER • PARKS • BUILDING • ELEVATION ✓ •tlws ar MIR otou wK tc 11011011 Yil w N 7WIWMB0 FM G/ARORNL (TYP) _ \V TOE G? FEL T. 23 N., R 5 E., WM CITY OF TUKWILA SR 99 r GENERAL NOTES PACIFIC HOMO SCUM 67 ROAM m 27. 2 • Ir•2r Ir B PROas GRAM IS PACT PORT SLAB CLO9JRE d02 %n OLt2 in fi .7 5PA• 1.8• FINAL POS/7AW OF GAGERS RATER BEING AWED 52RT. b 5 SPA• A7.52 BP RAIL BARRIER• pM 1520 WATER UM (FUTURE) • E 90 GAS UN£ (FLUME) 2'024' TYPICAL SECTION UNICUIG ACRTNI eo% SUBMITTAL PACIFIC IiGHWAY BRIDGE - DUWAMSH RIVER LAYOUT STEEL PLATE GIRDER LOADING HS -25 OR TWO 24 K AXLES 0 4' CTRS. Z l=-Z •M W 6 J U. 00 co o; wI iW 0 Ig iLL Q' a iI-- w Z 0: 0 Nt 0 1—, 1/1 H U 'Cu N Z K.1tl119 SCALE IN rm. +rrcIriv.ic ma.„1- ,c•mc ecronglit Cr 1:0.7,POPVitnn PAP, I.P4 Pr CANNA*, C. MAI pp( 10. WC( 900,A1P • SOIL PAM PACIFIC HIGHWAY SOUTH p.m 181.111164 • ENGINEERIN.• • STREETS • WATER • R • PARKS • BUILDING• tower.' woe AtZPOILPiG wartriapitPur 1 MAW P0411X1 1.1•14.1•111,0•11 PACIFIC HIGHWAY BRIDGE REPLACEMENT PARTIAL LANDSCAPE PLAN 40 sok% SUBMITTAL Pacific *ow 13619, Repixormrt NOT FOR CONSTRUCTION Mach 5. 1996 UATCHUNE 1 +50 - T. 23 N., R. 4 E., W.M. —CUMULI SNN1ON 1YIN4• N(0(M 1(1.12 14401'0' 570 N worm' PACIFIC HIGHWAY SOUTH ' 571 0 4, 4 + Y1 111R0N0 K0TA0011 70 PLUM W 1Q I' C1n2R 11111ONY /OINOU YMINCIA' RNW TM P uM`ii � /I11 Irk UIY10104N 1--1 0 20 40 -.ALE 1N rrC7 60% SUBMITTAL Poac Kghea Bride. RopkcansM NOT FOR CONSTRUCTION "larch 5, 1996 0611A6.�C EET A�A �,�KSeBU� 1�� • PACIFIC HIGHWAY BRIDGE REPLACEMENT PARTIAL LANDSCAPE PLAN b nj 4 ..., I'• T. 23 N., R. 4 E., W.M. 1 I I I I I 1 1 1 AUTA Y01/ACTA• .� TK[ • II I •f• !fell.. S S ANa M • z ∎_ A•�lZtomls:l- C 1 O ,��cc �^�i . � a � /`\ i teo'ic�- - ram�w?.1_• - i , 9 i 6 � �1 �, •1• :;u .,. . N.. a - ° ° IQ o o . M Vi z<iP 1�0: -. 77, , o o r 'eNtg t i ta' Efat �1 fi>' ( ► -_- _ ,w�1111liat! ?_ A--"-'-';` N male c 3 570 PACIFIC HIGHWAY SOUTH ler 11 TO R1Yw •1 1, L 1 16 G • M • 4, '4. Lno 111i/•• R.NOUNOCOVER LEGEND I NO RA NW. CAULT11RIA 014.10N fIaN 11090N CONtmo. sum 0 20 40 SCALE IN FEET • 607..SUBMITTAL Poe& Highwy Bridge Wplownsc11 NOT FOR CONSTRUCTION mash 5. 1996 Q 3 F u } k pYA6? I M W� • STREETS RMK BUILDING '• N PACIFIC HIGHWAY BRIDGE REPLACEMENT PARTIAL LANDSCAPE PLAN Nn YR .•ru..nwMrcwnv..r.rn..•...nmr. T.•••.++•4. •1+•++ terns. -. To...9Ar.A.a'9l TQSRKi.• •,k, •!!.'1' Z I Z. -I U U O! in in w. W =; J I.. W 0, g J: 5.12 a ' • Q: = W IZ� I-0: ZF- ui 0 O -, f�I-. In W> • U; Z! N; = :Z , APPLIES 70 T1SI, SWIM .00 OIIOIIOGRIM PLAAI47I • • PLANTING DETAIL O sc j. 1 r • 1,I' • aya�� TEe STREETS ATEf ER • PPARK NG• OTREE GUYING sCALL TREE N'•rr TIA PubwN1: Pi an Mar lb. •'IC PLANT L 5 B OTANIC-M. IAI / GOMW MN! IIID GaIIMII TIMM LINIOOEAII TYLIPIITNA / TA.I► Ta +' C A.IPR MATCAd *TRW 1111131 P IMP) NIMIA / MATIRIAN 01147 MINO T M NO= ON RAN /•PI..11 ALA •POUND: I.I$' / IO.IGANA PALM f• CALIPER COMM ITCLWIPEA •IIAII2f11. / ImfNI• CONY= II" 6CIIMA AIATA 'COPAGTA / OA1r POW EJO/IMA 11" NM47NIA manna-1W 'GMAGTA' / COMPACT GIde% WPM 1I•' AWOU10OWOr AALILTNEAIA MALLOI / RAW. 1 OAL.LON W O.G. MAGI,* 14:POA fILiE 'WRVS' / NMN'I IVY 1 x.lU. 1 N• O.G. MAGI■ LMM am ME:IPICATIPII E•IION C TO MINIM t MOGIPICATIPII 111AL0[ MNEn PACIFIC HIGHWAY BRIDGE REPLACEMENT PLANT LIST 6 DETAILS 60% SUBMITTAL Pacific Fig11Iq Bridge Replacement NOT FOR CONSTRUCTION March 5, 1996 '0 MR AMNION 'L4 v r 4 ru LO ■T.A• WALE CITY OF TUKWILA DETERMINATION OF NONSIGNIFICANCE (DNS) DESCRIPTION OF PROPOSAL: REPLACEMENT OF EXISTING BRIDGE WHERE PACIFIC HIGHWAY SOUTH CROSSES THE DUWAMISH RIVER IN THE CITY OF TUKWILA PROPONENT: LOCATION OF PROPOSAL. INCLUDING STREET ADDRESS. IF ANY: ADDRESS: PARCEL NO: SEC/TWN/RNG: LEAD AGENcy:. CITY, OF TUKWILA FILE NO E9670006 , • , ,,,;.,,, The City ha: determined that the proposal does not have ,a probable significant adverse impact on the environment. An environmental impact statement (EIS) is'not required under RCW 43.21c.030(2)(c). lhis decision was“made after review of a completed envirot*entaT,, checklist and other inforinWo6 an file with the lead igehcy. This • • - -,- ,, ;•,,,t information is available to the public on request. ******A**************************A*****%A********A**A***AA1!:********* . • - , , ,i:', This DNS is issued under 197-11-340(2). comments must be :submitted by /At '1. L9.510. ' ' -' The lead agency: 14111 not act on this proposar-for'15 days from the date below. . . .. , . :,. :.. .Steve Lantaster, ResOonsible Official City of Tiikwjla, ''...(206),431-3680 6300 Southcenter BOUlevard;.,, Tukwila, WA. -9:.8188 1, You may appeal 'this determination to the-City Clerk at,City Hall, 6200 Southcenter Boulevard, Tukwila,' WA 98168 no later' them 10 days from the above signature date bif written appeal stating the basis of the appeal for specific tactual objections. You may be required to bear some of the expenses for an appeal. Copies of the procedures for SEPA appeals are available with the City Clerk and Department of Community Development. Memorandum TO: Diana Painter FROM: Nora Gierloff RE: SEPA - Pacific Highway Bridge DATE: April 15, 1996 Project File No. E96 -0006 Project Description: Demolition of existing Pacific Highway Bridge and construction of a new bridge. The new bridge will be widened to carry 5 lanes of traffic, sidewalks, and the River Trail. The roadway elevation will be raised to accommodate a deeper structure while maintaining the same clearance below the bridge. Approaching roadways will be revised to match existing grade to new bridge roadway elevation. The old bridge will be used to allow one lane of travel in each direction while the new bridge is being built. Agencies With Jurisdiction: Coast Guard, HPA, Corps of Engineers Comments to SEPA Checklist: The Tukwila Fire Department is concerned about the effect of the construction on emergency response times. Gary Shulz, Tukwila's urban environmentalist has comments as follows. I have reviewed the 60% design plan submittal and feel that there are no significant environmental impacts associated with the final bridge configuration. The only comments I have are listed below. 1. The new bridge project will add impervious surface to the area. Proposed water quality • improvements will attempt to use the existing bioswale on the north side of Pac Highway. South side improvements are not known with the 60% plan submittal. 2. The new discharge point (Sta.563 +95) to Riverton Creek on the south side may need to be re- routed to an existing discharge point. 3. The undeveloped area remaining in the middle of the bike loop on the north side could be utilized for water quality improvement before surface water runoff discharges to the Duwamish River. Summary of Primary Impacts: 1. Earth - All construction will be in accordance with the recomendations contained in the Geotechnical report prepared by Anderson, Bjornstad, Kane and Jacobs, Inc. Temporary erosion control measures will be taken during construction as required. Following construction the site will either be impervious, vegetated or lined with rip -rap. 2. Air - Dust generated during construction will be controlled with water trucks. Exhaust emissions along Pacific Highway are not expected to increase as a result of this project. 3. Water - PS & E will include specific requirements to control water impacts during construction including a system to prevent materials from entering the river. No ground water impacts are expected. Water runoff will be controlled using pipes, ditches, swales and natural water courses as parts of a storm -water drainage system that meets King County Design Standards. 4. Plants - No significant vegetation will be lost due to the project. Site will be planted according to the landscape plan. 5. Animals - No endangered or candidate species are known to be on site. 6. Energy and Natural Resources - The project will require energy for construction and for vehicles coming to the site. Electric street lighting will be installed along the bridge. 7. Environmental Health - No environmental health hazards are anticipated. Construction equipment operation will be restricted to comply with Tukwila's noise ordinance. 8. Land and Shoreline Use - The proposed use is the same as the existing use. 9: Housing - The proposal will not result in a change to the housing supply. 10. Aesthetics - The project is not subject to BAR requirements. 11. Light and Glare - The proposal should not generate significant amounts of additional light and glare. Street lighting will be used to improve public safety in the area. 12. Recreation - The proposal will improve recreational facilities by providing a missing link in the River Trail system. 13. Historical and Cultural Preservation - The site is not known to have any historical or cultural significance. 14. Transportation - The proposal is not expected to result in more vehicular traffic. Pedestrian traffic is expected to increase with the addition to the trail system. 15. Public Services - The project is not likely to generate a substantial increase in demand for public services. One lane of traffic in each direction will be kept open at all times during the construction, so emergency response vehicles will not have to be rerouted around Pacific Highway. 16. Utilities - The project is not likely to increase demand on utility systems. z �w rit U O; co o. co I w • 0 g¢ (.12d F w' z�.: E-O z U• m O �; • E-: w• w f- -,. o. w z U O I- z Recommended Threshold Determination: Determination of non - significance. A F F I D A V I T y LV I A. MQ -LE-N1 0 Notice of Public Hearing 9 Notice of Public Meeting 9 Board of Adjustment Agenda Packet 0 Board of Appeals Agenda Packet 9 Planning Commission Agenda Packet. Short Subdivision Agenda Packet 01Notice of Application for Shoreline Management Permit 9 Shoreline Management Permit O F D I S T R I B U T I O N hereby declare that: 0 Determination of Non - .significance 0 Mitigated Determination of Nonsignificance 0 Determination of Significance and Scoping Notice 0 Notice of Action Official Notice Other Other, was -ma- ed to each of the following addresses L-1 KII p I t\\ on S-2,0-.C.1 Name of Project FXI3vn1 hR1b!a R,t signature File Number Lit" - 0914 rncr►' 1 u gz J U U o: co w CO IL: wo LL = a • zI..; z °O N z• .O • z A F F I D A V I T O F . D I S T R I B U T I O N M OMW4 , hereby declare that: 0 Notice of Public Hearing 0 Notice of Public Meeting El Board of Packet fl Board of Packet Adjustment Agenda Appeals Agenda Planning Commission Agenda Packet fl Short Subdivision Agenda Packet OsNotice of Application for horeline Management Permit 0 Shoreline Management Permit 0 Determination of Non - significance El Mitigated Determination of Nonsignificance 0 Determination of Significance and Scoping Notice 0 Notice of Action 00f ficial Notice 0 Other 0 Other was mailed to each of the following addresses on " 2 1` 9to Name of Projectf thtY �I i3R1bGE RFP Signature / File Number 1---1Lo _ Oot`-i z re w, 2' 0 0, (0 0 w =. W O: g� lL Q' I... w: Z �. z 0'. w w;. 0. :0 i w' H=!:. H & M Assoc. III c/o G & M Investments 510 Rainier Ave. South Seattle, WA 98144 Ace Electric Service 11234 Pacific Hwy. South Seattle, WA 98168 Seattle Inns, Inc. 11244 Pacific Hwy. South Seattle, WA 98168 Boeing #11 -14S 2925 South 112th Street Seattle, WA 98124. Carrier Corporation 3215 South 116th Street Tukwila, WA 98168 Westinghouse 3225 South 116th Street Tukwila, WA 98168 CONESCO Storage Systems, Inc. 3225 South 116th Street #181 Tukwila, WA 98168 Industrial Caster and Wheel Co. 3315 South 116th Street Tukwila, WA 98168 George Brazil Services 11063 Pacific Hwy. South Tukwila, WA 98168 Holiday Inn 11244 Pacific Hwy. South Seattle, WA 98168 Bedford Properties 12720 Gateway Drive S, Ste 107 Seattle, WA 98168 ACI Distribution 3225 South 116th Street #133 Tukwila, WA 98168 Newcastle LTD 3225 South 116th Street #181 Tukwila, WA 98168 LINCARE, Inc. 3225 South 116th Street #109 Tukwila, WA 98168 INNOVA Corporation 3325 South 116th Street Tukwila, WA 98168 Corinthian Industries North America 3325 South 116th Street Tukwila, WA 9816.8 Peerless Corporation P.O. Box 447 Tulatin, OR 97062 Peerless Corporation/ Triad Machinery 11210 Pacific Hwy. South Seattle, WA 98168 Jet Fuel Espresso 11234 Pacific Hwy. South Tukwila, WA 98168 Boeing/H & M Assoc. P.O. Box 3707, M/S IF -09 Seattle, WA 98124 Odwalla 3215 South 116th Street Tukwila, WA 98168 PHI Aerospace 3225 South 116th Street Tukwila, WA 98168 Cellular One 3215 South 116th Street Tukwila, WA 98168 Juiceman Marketing • 3225 South 116th Street #121 Tukwila, WA 98168 OPAS 3325 South 116th Street Tukwila, WA 98168. Strata Communication 3315 South 116th Street #115 Tukwila, WA 98168 "114Kw1L UN CGuv'G L 4\J DRYS T1)- A\LA MMoR City of Tukwila 6200 Southcenter Boulevard .Tukwila, WA 93188 -2599 Washington State Dept.'of. •Fisheries . &Wildlife 16018 Mill Creek Boulevard Mill Creek, WA 98012 • • • Washington State Dept. of Ecology Shoreline Review Section. • 3190 160th Avenue SE Bellevue, WA. •98008 -5452 Duwamish•Indian Tribe 212 South Wells • Renton, WA 98055 Muckelshoot Indian Tribe' Fisheries Department 39015. 172nd Avenue SE Auburn, WA 98002 •.Z Wy ,N U, W =4 •Wes}: LL a • W' • Z 1-0 -. . Z I-! W. • U H{ •:F- =t • Ail ;• ;Z. TO: Duwamish Indian Tribe 212 South Wells Renton, WA 98055 CITY OF TUKWILA 6200 SOUTHCENTER BLVD. TUKWILA, WA 98188 -2599 (206) 433 -1800 • TO: Washington State Department of Wildlife and Fisheries 16018 Mill Creek Blvd. Mill Creek, WA 98012 CITY OF TUKWILA 6200 SOUTHCENTER BLVD. TUKWILA, WA 98188 -2599 (206) 433 -1800 TO: Washington State Dept. of Ecology Shoreline Permit Review Section 3190 160th Avenue SE. Bellevue, WA 98008 -545.2 ,sa CITY OF TUKWILA 6200 SOUTHCENTER BLVD. TUKWILA, WA 98188 -2599 (206) 433 -1800 Washington State Attorney General Ecology Department PO Box 40117 Olympia, WA 98504 CITY OF TUKWILA 6200 SOUTHCENTER BLVD. TUKWILA, WA 98188 -2599 (206) 433 -1800 TO: Ms. Chantal Muckleshoot 39015 172nd Auburn, WA Stevens Indian Tribe Avenue SE 98092 f CITY OF TUKWILA 6200 SOUTHCENTER BLVD. TUKWILA, WA 98188 -2599 (206) 433 -1800 j; ��3'}: :t�eK�7rvyi•:ru+hcrywrx.�av,:'i .w•.�• z <• =z 0 0. CO CO W J N LL w0 Q, co a = w z �. I- O w~ w 2o 0 co� O E- w w I- . • U' z '0 z STATE OF WASHINGTON DEPARTMENT OF ECOLOGY Northwest Regional Office, 3190 - 160th Ave S.E. • Bellevue, Washington 98008 -5452 • (206) 649 -7000 May 14, 1996 Ieslie Tauzer City of Tukwila Public Works 6300 Southcenter Blvd. Tukwila, WA 98188 Dear Ms. Tauzer: Re: City of Tukwila Permit #L96 -0014 City of Tukwila - Applicant Shoreline Substantial Development Permit #1996 -NW -10021 The subject Shoreline Management Substantial Development permit has been filed with this office by the City of Tukwila on May 9, 1996. The development authorized by the subject permit may NOT begin until the end of the appeal period May 30, 1996. You will be notified in writing if this permit is appealed. Other federal, state, and local permits may be required in addition to the subject permit. If this permit is NOT appealed, this letter constitutes the Department of Ecology's final notification of action on this permit. Sincerely, Robert J. Fritzen Shorelands and Water Resources Program RF:rf RECSDP.WP cc: Nora Gierloff, City of Tukwila RECEIVED MAY :1.6 1996 COMMUNITY DEVELOPMENT 0 0 mow; W =; J 1_ CD w;. w 0: J: N D = v w I— O Z F-; � o! w w H U ,u-151 uiz` z A F F I D A V I T O F D I S T R I B U T I O N 1, 6V L'i i A A PAl4-1/6K hereby declare that: f Notice of Public Hearing ❑ Notice of Public Meeting Li Board of Adjustment Agenda Packet ['Board of Appeals Agenda Packet Planning Commission Agenda Packet 0 Short Subdivision Agenda Packet Notice of Application for horeline Management Permit Li Shoreline Management Permit ❑ Determination of Non - significance 0 Mitigated Determination of Nonsignificance fl Determination of Significance and Scoping Notice Li Notice of Action Official Notice Other II Other was mailed to each of the following addresses on 3 " 1- lO (6-T-\- 6 Name of Project((SY\I 13Rlb6 RF —P�a File Number (--CV-0 " 00111 z Z, JU; 0O Npi cow: w =, J F_; w 0' • J, u_ •,:c• sd: zI' O; w~ D p; • • • ,O N. • ,D 1- LL B -; • ,;. uiZ. = •.z • H & M Assoc. III c/o G & M Investments 510 Rainier Ave. South Seattle, WA 98144 Ace Electric Service 11234 Pacific Hwy. South Seattle, WA 98168 Seattle Inns, Inc. 11244 Pacific Hwy. South Seattle, WA 98168 Boeing #11 -14S 2925 South 112th Street Seattle, WA 98124 Carrier Corporation 3215 South 116th Street Tukwila, WA 98168 Westinghouse 3225 South 116th Street Tukwila, WA 98168 CONESCO Storage Systems, Inc. 3225 South 116th Street #181 Tukwila, WA 98168 Industrial Caster and Wheel Co. 3315 South 116th Street Tukwila, WA 98168 • George Brazil Services 11063 Pacific Hwy. South Tukwila, WA 98168 Holiday Inn 11244 Pacific Hwy. South Seattle, WA 98168 Bedford Properties 12720 Gateway Drive S, Ste 107 Seattle, WA 98168 ACI Distribution 3225 South 116th Street #133 Tukwila, WA 98168 Newcastle LTD 3225 South 116th Street #181 Tukwila, WA 98168 LINCARE, Inc. 3225 South 116th Street #109 Tukwila, WA 98168 INNOVA Corporation 3325 South 116th Street Tukwila, WA 98168 Corinthian Industries North America 3325 South 116th Street Tukwila, WA 98168 Peerless Corporation P.O. Box 447 Tulatin, OR 97062 n-, Peerless Corporation/ Triad Machinery 11210 Pacific Hwy. South Seattle, WA 98168 Jet Fuel Espresso 11234 Pacific Hwy. South Tukwila, WA 98168 Boeing /H & M Assoc. P.O. Box 3707, M/S IF -09 Seattle, WA 98124 Odwalla 3215 South 116th Street Tukwila, WA 98168 PHI Aerospace 3225 South 116th Street Tukwila, WA 98168 Cellular One 3215 South 116th Street Tukwila, WA 98168 Juiceman Marketing 3225 South 116th Street #121 Tukwila, WA 98168 OPAS 3325 South 116th Street Tukwila, WA 98168 Strata Communication 3315 South 116th Street #115 Tukwila, WA 98168 Ti K & T `I eoMCi L .1&v11 Ei L-- 4)ORY -S .` - 00(A \LA ° ATLM @.(,EI.1`. MMOR RWj T-5 z .z 1- •Z w OCR; u6 D UO: • u)o • w: w z; • • J F_: wo w D. • =a �, z _ • 1-O: 1-' • :11.1'w• ;off':. 'w w: 1-V; u. Z .z 1M, •\l-\ trA 19 \V".... bc.. 6200 SoUthcenter Boulevard i : .:. Tukwila, WA 98188-2599 _.- City of Tukwila Washington State Dept. of Fisheries & Wildlife 16018 Mill Creek Boulevard Mill Creek, WA 98012 Washington State Dept. of Ecology Shoreline Review Section 3190 160th Avenue SE Bellevue, WA 98008-5452 Duwamish Indian Tribe 212 South Wells Renton, WA 98055 Muckelshoot Indian Tribe' Fisheries Department 39015.172nd Avenue SE Auburn, WA 98002 • • .......4,........P5rug,,,M14tantrosA.4....mwori:mmoz..........o.metroi6.-ormatrarrowersPVCSTArAcii;04;;;404§EV A F F I D A V I T • O F D I S T R I B U T I O N I, AktiS IA WW1 hereby declare that: D Notice of Public 0 Notice of Public O Board of .Packet fl Board of Packet Hearing Meeting Adjustment Agenda Appeals Agenda fl Planning Commission Agenda Packet D Short Subdivision Agenda Packet kNotice of Application for Shoreline Management Permit O Shoreline Management Permit fl Determination of Non - significance 0 Mitigated Determination of Nonsignificance ❑ Determination of Significance and Scoping Notice fl Notice of Action E Official Notice 0 Other ❑ Other was -mafled to each of the following addresses on S- 0-- ci Fioqub I_ 1 KD QU r. -sz 11\ —n Nk e-S 4(04- 2.6g2- Name of Project(T BUNI hR1b'a 10E- Sign a ure File Number L91 " 00 14 • z rte:. z QQom; Wes' • . J 0: • .UO Nom; w w: • al I: .w o' • ga IL co a l-- w; • • I- O z I- U 0` w w I--' z. O• z r. NOTICE OF APPLICATION FOR SHORELINE MANAGEMENT SUBSTANTIAL DEVELOPMENT PERMIT ACTIVITY #: L96 -0014 NOTICE IS HEREBY GIVEN that CITY OF TUKWILA has filed an application for a SHORELINE SUBSTANTIAL DEVELOPMENT permit for: REPLACEMENT OF EXISTING BRIDGE ON PACIFIC HY S CROSSING THE DUWAMISH RIVER LOCATED AT: within the in Tukwila, King County, Washington. The said development is proposed to be within 200 feet of the Green River /Duwamish and /or its associated wetlands. Any person desiring to express his views or to be notified of the action taken on this application should notify DEPARTMENT OF COMMUNITY DEVELOPMENT, PLANNING DIVISION, CITY OF TUKWILA, 6300 SOUTHCENTER BOULEVARD, SUITE 100, TUKWILA, WASHINGTON 98188, in writing his interest within 30 (thirty) days of the final date of publication of this notice which is Mar 29, 1996. Written comments must be received by Apr 29, 1996 Published in : Seattle Times - Mar 22, 1996 2nd Publication: Seattle Times - Mar 29, 1996 Distribution: City Clerk, Mayor, Adjacent Property Owners, Department of Ecology, Property Owner, File SHORELINE SUBSTA IAL DEVELOPMENT APPLICATION CHECKLIST CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3680 The following materials must be submitted with your application. This checklist is to assist you in submitting a complete application. Please do not turn in your application until all items which apply to your proposal are attached to your application. If you have any questions, contact the Department of Community Development at 431 -3680. ICATI GENERAL te, Application Form Shoreline Permit Fee - $550.00 Environmental Checklist Environmental Checklist Fee - $325.00 Board of Architectural Review (BAR) Application (if proposal meets Zoning Code definition of "development") Board of Architectural Review (BAR) Application Fee - $900.00 PLANS v1 RECEIVED MAR 19 1996 COMMUNITY DEVELOPMENT Seven (7) copies of the site /landscape plan, elevations, and shoreline profiles. The scale shall not exceed 1 " =30' maximum, with the north arrow, graphic, scale and date all identified on the plan. Each set of plans shall have the license stamps of the architect and landscape architect. The following information should be contained within the set: A. Vicinity maps hqw� gilocation of site and surrounding prominent landmarks. B. Property suivey showing property dimensions and names of adjacent rights -of- way. - 1\e -'-(s SIB -1, SP- 2, s P- 3, e-) C. Existing top of bank (all uses and structures must be setback 30 feetfromexisting top of bank), floodway limit (no fill may occur within the floodway), utility lines, structures, rockeries, and other relevant man -made or natural features. . \' e-4S SP- ! SP -2� SP -3, C- D. Location, dimensions and nature of any proposed easements or dedications, including DilT Mgintenance and Trail easements. 5 e•c s 5T -I) S[ -2, ST -3 E. Limits of the 40 -foot river and the 60 -foot low impact environments. F. All existing trees over 6" in diameter by species and an indication of which will be saved. 5 \ .e`{5 LI -LEI 2 G. Proposed landscaping: size, species, location and distance apart. hec: { s LI - L. Li ElH. Existing and finished grades a 2' contours with the precise slope of any area in excess of 15 %. A-,01 n.r b � 0 -r•(,LL4 +Z,wA-C S Si - 1, 5P 2, 5 p. 3 e (' — C -2 e- SHORELINE SUBSTANTIAL DEVELOPMENT APPLICATION CHECKLIST yr 1 'n1« Page 2 I. Location and dimensions of proposed structure(s), accessory structures with ap- propriate setbacks and parking areas (include the degree of angle for parking stall design), and driveways. -5-1,? e-k 51 J. Location and size of proposed utility lines and a description of by whom and how water and sewer is available. K. Gross floor area by use and parking calculations. L. Dimensioned building elevations, including height and exterior materials, drawn at 1/8" equals 1' or a comparable scale. \\e- f 5-- 1 M. Location and screening of dumpsters and HVAC units. N. Locations and elevations of parking area and building. Conceptual storm drainage plans with detention for 10 -year storm event, or on- site reten ' for 100 -year event. S e.c* C- 12� C- 1 3 C -1 L-I Y\ck rrLLre. (./.) (e_ . P. For multiple residetrial, location and dimensions of common open space recrea- tion requirements. Shoreline profiles with cross- sections at minimum 75 -foot intervals along site's shoreline, showing: • shoreline environments • existing ground elevations C • proposed ground elevations • height of existing and proposed structures Location of "Shoreline Profile" cross- section points on site plan. sA,‹ C - Identify source, cqm osition and volume of fill materials. 5 6-441-el c ll� Pc{ S C R • Identify composition and volume of any ,extracted materials, and id ntif pro- posed ,. dis osal area. rne W 1)ceiv .uu`t( f c a_4-1., p'rL' Gtp�VcT/ c� IO cry. • I U. One (1) Photomaterial Transfer (PMT) of each drawing reduced to 8.5" by 11" (most printing companies can make PMT's). n�n aQ. PUBLIC NOTICE nv A mailing list with address labels for property owners and residents within 300 feet of your property. (See attached "Address Label Requirements ") p(A King County Assessor's Map which identifies the location of each property owner- ship and residence listed. The maps may be ordered from the King County Public Works Map Counter at 296 -6548. OPTIONAL Perspective drawings, photographs, color renderings or other graphics which may be needed to adequately evaluate your application. R E Cn E 1 V E D Other required information: MAR 1 9 1996 CC �'ddlV UNI rY DEVELOPMENT z re w J U UO: wI N LL w O' u_ a. co z a: F. 1.O Z ut 2o w. 1•- - 3 • ui U N: . .H z • SHORELINE SUBSTAN I1AL DEVELOPMENT APPLICATION 1 �C. CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3680 1. BRIEFLY DESCRIBE Y O U R PROPOSAL: J eroy,,;v - (, wed Y P.1 1 c C rniivt+ D -( - is Po,( .n-na 14tH) S• BYlA. e.. he Yr;aA el e eV -t'i(Ai lv1'( \De. \ r o l . l S PGL -{-o a c c cw,Y„-) co( a t6 a Act s u c4vr z EA-NA A e r� v -CtAn, c 1 cn r- 2. PROJECT LOCATION: (Give street address or, if vacant, indicate lot(s), block, and sub - division; or tax lot number, access street, and nearest intersection) Pvtc.& -4 I- 1-1 (3W .rata , • C'r o ss t v, Quarter: NC Section: 9 D() LU ( &NV1 Township: 2 3 Range: (This information may be found on your tax statement) 3. APPLICANT:* Name: Lc s 1 a u z v, P• !.:• C, o-(T) 1Lw 1 Pv .1n etc- We"( k S Address: (3 00 cot) -hr.( e 1 ve7( • Tu le- W1 1 UU `i ? l o x Phone• h2ob, j Li 3 3- O l 7 ci Signature: I Date: MS icl * The appli . t i . �erson whom the staff will contact regarding the application, and to whom all notices and reports shall be sent, unless otherwise stipulated by applicant. AFFIDAVIT OF OWNERSHIP 4. PROPERTY Name: Address: Phone OWNER nor y ILA (� -L A I /WE,[signature(s)] ' '- swear that I /we are the owner(.) o4 pntract purchaser(s) of the property involved in this application and that\the foregoing statements and answers contained in,lhis application are true and correct to the Par=LAtzdVED best of my /our knowledge and belief. Date: iicicita MAR 1 1996 COMMUNITY DE \/ PL.C)PiiiENT SF74SRh4" GSN. 7 'Cd:tOV1,l:+1X!:Rt!f?!W1,Y.".t! iV e6911VX.`+F0WWnnitsm4.m4Lea.7: yen...+: w. zwv- rw maero 1.,~ fr.« w. np. r,.. e+. n.•.•.; e,VA,e.,vv!r-:y.urrx.a,:•r..rya z z re L11 J C)' 00 cn W =� F. ! V. W O: LL Q, D. d. w, Z z�.. 1- o z W 2o o� 0 1- W w U. O wz 0 0 SHORELINE SUBSTANTIAL " VELOPMENT APPLICATION Page 2 5. Present use of property: 13Y , A y / ?ca A .W 4 6. Total construction cost and fair market value of proposed project (include additional future developments contemplated but not included in this application): `115.5 0,, 14 L� 7. List the master program policies (use program sections or page numbers) which are applicable to this development: z See a G1c;Vec.-1 r) p01► e «_.N a��l,ir�, (D le bcu 2 8. List any other permits for this project from state, federal or local governmental agencies for which you have applied or will apply, induding the name of the issuing agency, whether the permit has been applied for (and if so, the date of the application), whether the application was approved or denied and the date of same, and the `number of the application or permit: (o ek, I C7U /(n+ ^C� P( c\ki—+ — `(� o`t 1_C1 n>' t e C � TD Y (IA -M A s C� r r S O t �' h t v� e e,v- {' c h cr1n 1-1 G L-I - t 1e2j21 - rt4-14 n! Lui (a - 3f tS /96, 1117A - no i , 1 -{� r -f .t s -I-1 ti n.. 9. Nature of the existing shoreline. Describe type of shoreline, such as stream, lake, marsh, flood plain, floodway, delta; type of beach, such as erosion, high bank, low bank, or dike; material such as sand, gravel, mud, clay, rock, riprap; and extent and type of bulkheading, if any (to be completed by local official): 10. In the event that any of the proposed builidngs or structures will exceed a height of thirty -five feet above the average grade level, indicate the approximate location of and number of residential units existing and potential, that will have an obstructed view (to be completed by local official): pr— ' 1VED MAR 19 1996 (-J.-14A M! 1NITY DPVELOP MEN i7711' mtra.: ! ..■ctrozo. w+oa vsat+ast+,ar:ay o,reotr rm,!-Na rgtem' + . arcmr'A'Immv:•- T4'zr,iolvaweszmv: zc <z vri,,w,n SHORELINE SUBSTANTIAL r»71/ELOPMENT APPLICATION Page 3 11. If the application involves a Conditional Use or Variance, set forth in full that portion of the Master Program which provides that the proposed use may be a Conditional Use or, in the case of a Variance, from which the variance is being sought (to be completed by local official): 12. Give a brief narrative description of the general nature of the improvements and land use within one thousand (1,000) feet in all directions from the development site: }POtir nA \rr %AO )r- et,u.) c (An' L , rh c, rcu 5-° et 4-c 'c v -47 hva A ) 6 r i /(� (2 pit ? u oz+1 6 1 1 • 2e S-cl 1 - U\, r� LA) r.� 1-I s 1 L. tit kn.t_ ('rf 9 fir u r i- -e c4) rvele ,,� 4 .i isr �f'1 re,(k) 4 € L ( ryk s v U c -`f-t v"YA . 12 re— TeAr-iZ1 4-Fr) o--v1 ) i* 1.L vw 1/1lr:l e 5•e ec(t ∎n Q. r c)(. ±r-e( p l Cvv. -h IJYA, Genre GUN RECEIVED MAR 1. 9 1996 COMMUNITY DEVELOPMENT iz am- 21 .J Ui 'U0: D • .CO w. .W = wo ga �` tea;. z�.. o: • 111 LU; • Hi w U LLB; • -` • H =. 0 '- z ADDREE LABEL REQUIREMENTS CITY OF TUKWILA 6300 Southcenter Boulevard, Tukwila, WA 98188 DEPARTMENT OF COMMUNITY DEVELOPMENT Telephone: (206) 431 -3680 Notification of persons of certain types of pending applications is required in order to encourage citizen participation in the land use process. Applicants are required to submit a mailing matrix and one photocopied set of labels which show: 1. The name and address of all owners of property lying within 300 feet of the boundaries of the property for which a permit is sought; and 2. The address of all residents of property within 300 feet of the boundaries of property. Property owner names and addresses can be obtained from the King County Department of Assessments located on the 7th floor of the King County Administration Building, Room 700, 500 Fourth Avenue, Seattle. To compile the information: 1. Obtain the assessor's map(s), which contains your property and all abutting property within 300 feet. (See diagram.) You may use the maps on file in the Assessor's Office or they can be purchased from the King County Department of Public Works Map Counter on the 9th floor of the Administration Building. It is suggested that assessor's maps be ordered several hours in advance of the time you would like to pick them up. 2. Then, obtain a computer batch order form from the Department of Assessments, list on the batch order form the property tax account numbers shown on the assessor's map(s) and submit the batch order form to the Department of Assessments together with the required fee for a printout of the information. Assistance with the tax account numbers may be obtained through the Assessor's Office or the City of Tukwila Department of Community Development (DCD). King County labels are not acceptable because they cannot be duplicated. Resident names and addresses are researched by the applicant. Kroll maps located in the DCD have buildings and street names and addresses. The information on the mailing matrix may refer to "Resident" or "Tenant ", with the proper mailing address, if the specific name is unknown. 12/14/90 F 1 ustii A+&`: :ww,.•,.;FV,4,' i•:rp;;5•'0!ke �xr? z z 6 J U: 0 0. CO CI W= J CO Li: w° ga FT_w z� zo w uj 0' 0 I- ww �0 W z. U =. ~ 0 z REMOVED DEC 1 8 1995 ANDERSEN - BJORNSTAD KANE - JACOBS. INC. DRAFT nom+' RECEIVED JAN 0 41996 TUKWILA PUBLIC WORKS Report Geotechnical Engineering Services Proposed Pacific Highway South Bridge Tukwila, Washington •Z _� :6M O0. CO CO w, w = N w 0 gi w a co n;. _ , I- w:. F- O`, ;z �. 'D,0; cri W• • H ui1/) U • F Ti '0 December 15, 1995 For City of Tukwila No- 000(o RECEIVED MAR 1 9 1996 COMMUNITY DEVELOPMENT GeoEngineers File No. 0259 -024- R01/121595 . :.. -� U � •� - '•• . „y.;i,t�v.iAtl';:.2t�GM:Uw.i `.ik+tii}:i`t1L.tiY]5'��•!,iy ,.,;.X.'-- 1�'..!.IY, u... .. ✓ F' �a. Y. 4' iL..:'h'L^.�J�;1i % "ry�e:lil�:ll. :.Y✓a.�t.✓r.alF. lrLwd ":nl'.tifis7d•.3,•.4..�.'X:' 1kt.y - December 15, 1995 ABKJ, Inc. 800. Fifth Avenue Suite 3800 Seattle, Washington 98104 -3122 Attention: Mr. Adrian Arnold DRAFT GeoEngineers, Inc. is pleased to submit two copies of our draft report entitled "Report, Geotechnical Engineering Services, Proposed Pacific Highway South Bridge, Tukwila, Washington." The scope of our services is described in our revised proposal dated March 17, 1995. Preliminary conclusions and recommendations have been discussed with you as information was developed. We have also completed our draft report for the roadway improvements north and south of the bridge, entitled, Report, Geotechnical Engineering Services, Proposed Improvements to Pacific Highway South, Tukwila, Washington," dated December 15, 1995. We appreciate the opportunity to work with you on this interesting project. We will contact you on December 20, 1995 to discuss any questions you may have concerning the contents of this report. MSR:JKT:cros Document ID: 0259024.R File No. 0259 - 024 -R01 Yours very truly, GeoEngineers, Inc. Jack K. Tuttle, P.E. Principal 45.'x : S∎IIS11.4aia. 7*1 4: 1,:, a�i:13�...:v::u =r:.ut„2:ay'n� gar..+ .r'.y. -.n :.N1s.:ja:v:;u,1:wti r.'a•:rfrnrin f.C�a:r::1 Sa • ,' CONTENTS DRAFT Page No. INTRODUCTION SCOPE SITE CONDITIONS SURFACE CONDITIONS SUBSURFACE CONDITIONS . General South Abutment North Abutment Ground Water • z •¢ HZ: 2 7 ¢�¢2 ; w; J U. 2 • .00;. loci 2 ': ' •v) w .w =; 3 . 1....; ; 3 u) LL' 1!J O• .3 •g�: 4 a' :ca. CONCLUSIONS AND RECOMMENDATIONS 4 ~ MI la: (— ROADWAY EMBANKMENTS 4 'I— O; • General 4 • Z F—; w W! Site Preparation 4 . 2•D• Earthwork 4 • U. N Structural Fill 5 `O o f-` On -Site Soils 5 ud Imported Fill 5 =" v• P Recycled Materials 6 O; Placement and Compaction 6 tii z' Settlement 6 • v _ Lightweight Fill 6 z General 6 Expanded Polystyrene Blocks 7 Lightweight Foamed Concrete Fill 7 Lightweight Expanded Aggregates 8 Other Lightweight Materials 8 Other Considerations 8 RETAINING WALLS 8 General 8 Rockeries 8 General 8 Foundation Support 8 Backfill 9 Drainage 9 Mechanically Stabilized Earth Walls 9 General 9 Foundation Support 9 Properties for Design 10 ' Settlement 10 Other Considerations 10 G e o E n g i n e e r s j File No. 0259- 024- RO1/121595 CONTENTS (continued) DRAFT Page No. Reinforced Concrete Cantilever Retaining Walls 10 General 10 Foundation Support 10 Lateral Pressures 11 Drainage 12 Resistance to Lateral Loads 12 Temporary Cut Slopes 12 BRIDGE ABUTMENT FOUNDATIONS 13 General 13 Axial Capacity 13 Downdrag 14 Settlement 14 Lateral Resistance 15 Pile Installation 15 Corrosion 16 Construction Monitoring 16 TEMPORARY COFFERDAMS AND SEALS 16 SEISMICITY 16 General 16 Liquefaction and Lateral Spreading 17 LIMITATIONS 18 FIGURES Figure No. Vicinity Map 1 Site Plan 2 APPENDICES Page No. Appendix A - Field Explorations and Laboratory Testing A -1 Field Explorations A -1 Laboratory Testing A -1 APPENDIX A FIGURES Soil Classification System Key to Boring Log Symbols Logs of Borings G e o E n g i n e e r s . us} �: vi.'4'4:rxu:�ii*trYisl.::i�a Figure No. A -1 A -2 A -3 ... A -6 )u File No. 0259 -024-R01 /121595 I— W: Z!. `J U; U O;. U Wj. W I: u-< = • . ; .:Z • 1— O(. Z 1—i D . 1ON: : .i3 I— WW O fii Z U U— O. • Z: 3. DRAFT REPORT GEOTECHNICAL ENGINEERING SERVICES PROPOSED PACIFIC HIGHWAY SOUTH BRIDGE TUKWILA, WASHINGTON FOR CITY OF TUKWILA INTRODUCTION This report presents the results of our geotechnical engineering services for the proposed Pacific Highway Bridge replacement over the Duwamish River in Tukwila, Washington. The project is located along Pacific Highway South approximately 0.2 miles north of the interchange with State Routes 99 and 599, as shown on the Vicinity Map, Figure 1. Our services on this project also include geotechnical engineering services and limited environmental services for the proposed roadway improvements to Pacific Highway South to the north and south of the bridge project. The results of those studies are being presented in a separate report. The existing bridge was constructed in 1928. It is a four lane single span steel truss structure measuring about 205 feet in length and 65 feet wide, including the sidewalks. The bridge is currently supported on concrete abutment walls which are at least 12 feet in height. Each abutment is supported on driven timber piles. Plans for the design of the existing bridge indicate that the vertical design capacity of the timber piles is 20 tons. We understand that the CODS of the piles are at approximate Elevation -1.0 feet relative to the reference elevation for the pr4lect. Pile records for the project indicate that the average penetration length of the existing piles is 56 and 60 feet at the south and north abutments, respectively. We understand that the existing bridge will be replaced. The north abutment for the existing bridge will be extended to the west and reused for the new bridge. The new bridge will be approximately 85 feet wide. A new south abutment for the replacement bridge will be situated about 10 feet south of the existing south abutment. Roadway grades will be raised about 5 feet above existing grades. Retaining walls will extend to the north from the north abutment approximately 60 feet along the northbound (east) side of the road and about 15 feet on the southbound (west) side. A retaining wall will also extend about 25 feet downstream from the bridge parallel to the river starting at the northwest corner of the new bridge. We estimate that the retaining walls on the north side of the bridge will be up to about 5 feet in height. Retaining walls will also extend about 40 feet away from the corners of the new south bridge abutment parallel to the river in the east and west direction as part of a new pedestrian trail. We estimate that these retaining walls may be up to about 15 feet high. We anticipate that new embankments up to 5 feet high may be required north of the bridge along the southbound (west) side along the approach to the bridge. New embankments will likely also be required to support the approach to the south side of the bridge. G e o E n g i n e e r s 1 File No. 0259 -024- R01/121595 DRAFT SCOPE The purpose of our services is to explore the subsurface soil and ground water conditions at the site and to develop geotechnical recommendations and design criteria for the proposed replacement bridge. Our specific scope of services includes the following: 1. Explore subsurface conditions by drilling one boring to a depth of 114 feet, two borings to a depth of about 110 feet each and one boring to a depth of about 40 feet. 2. Perform laboratory tests on selected soil samples to determine pertinent engineering characteristics of the soils. 3. Identify possible pile foundation types for use in support of the new bridge. 4. Develop penetration- capacity relationships for the preferred pile types and evaluate the magnitude and rate of foundation settlements. 5. Evaluate potential downdrag effects on new or existing piles due to placement of additional fill. 6. Develop recommendations regarding other related aspects of pile design including lateral capacity and installation considerations. 7. Estimate the capacity of the existing piles based on the available information. 8. Provide recommendations for placement of embankment fill and approach fill behind abutment walls. This will include recommendations for allowable fill slopes, fill material and compaction requirements, estimates of settlement and preload options. 9. Provide recommendations for the design of abutment walls including an evaluation of possible wall types, design lateral soil pressures, passive pressures, settlement estimates, friction coefficients and drainage requirements. 10. Evaluate the stability of new fill embankments and abutment walls. 11. Evaluate seismic considerations such as liquefaction and lateral spreading potential, and provide geotechnical parameters for use in seismic design. 12. Comment on the existing condition of the river bank in the vicinity of the bridge and discuss general options for bank protection. 13. Attend one meeting with the design team. 14. Prepare a written report containing our conclusions and recommendations along with the supporting field and laboratory data. SITE CONDITIONS SURFACE CONDITIONS The project area is located along Pacific Highway South approximately 800 feet north of the interchange with State Routes 99'and 599, as shown on the Site Plan, Figure 1. The existing bridge crosses over the Duwamish River and is a four lane single span steel truss structure measuring about 205 feet in length and 65 feet wide. The roadway approaches are relatively flat and the surface of the bridge deck is at approximately Elevation 24 feet. The bridge structure is supported on concrete abutment walls which are at least 12 feet in height. G e o E n g i n e e r s 2 File No. 0259 -024- R01/121595 ^. gem11..51knAt were ro,!. e�ca..rrxACr:!MA.S.`s+.?w4tMPM i!1(xi'rS°FI ,'.. STS .^^Ig 4WAYz2M otts.r.�rrs,.,„ z = ' Z ~w� J U: 00 o, w= J N LL: w 0, u-Q cn el _ Z �. O Z F— LU uj U na' O N; F•-` ww H 0, 0 .. Z w 01- z DRAFT The bridge includes pedestrian walkways along both sides of the bridge. A pedestrian walkway extends from the southeast corner of the bridge to the east along the river bank. Commercial developments are located to the northeast, northwest and southeast of the bridge. The area to the southwest of the bridge is covered with brush and includes a highway ramp connecting SR 99 and SR 599. The river banks adjacent to the bridge slope down toward the river at an inclination of between about 1.1H: IV (horizontal to vertical) to 1.5H:1V. SUBSURFACE CONDITIONS General Subsurface soil and ground water conditions were evaluated by drilling four borings near the abutments of the existing bridge. Borings BB -1 and BB -2 were drilled near the south abutment to depths of 109.5 and 109.0 feet, respectively. Borings BB -3 and BB-4 were drilled near the north abutment to depths of 39.5 and 114 feet, respectively. The approximate locations of the explorations are shown on the Site Plan, Figure 2. Descriptions of the subsurface exploration program, laboratory testing program and the exploration logs for this study are presented in the Appendix. Subsurface conditions encountered at the north and south abutments are described below. South Abutment Boring BB -1 and BB -2 were completed near the south abutment. Boring BB -1 was completed off the west edge of the roadway. Boring BB -2 was completed in the outside northbound lane of the roadway. • The pavement section encountered in boring BB -2 consists of 6.8 inches of asphalt concrete (AC) over 11 inches of portland cement concrete (pcc). Fill consisting of loose sand with occasional gravel was encountered to depths of 6 and 5 feet in borings BB -1 and BB -2, respectively. Below the fill, the borings encountered recent alluvium to a depth of about 96 feet. Older alluvium was encountered in the remaining depth explored. The upper zone of the recent alluvium encountered in the borings consists of interbedded very loose to medium dense sand with varying amounts of silt and soft silt and variable amounts of sand to depths ranging from 50 to 56 feet. Below these depths, the borings encountered recent alluvium consisting of very soft silt and organic silt and loose silty sand 40 to 46 feet thick. Older alluvium consisting of medium dense to very dense sand with varying amounts of silt and gravel and very stiff silt was encountered to the bottoms of the explorations. North Abutment Borings BB -3 and BB-4 were completed near the north abutment. Boring BB -3 was drilled in the pedestrian walkway on the east side of the roadway and encountered 2 inches of AC. Boring BB-4 was completed in the outside southbound lane of the roadway and encountered about 4 inches of AC over about 6.5 inches of pcc. G e o E n g i n e e r s 3 File No. 0259 -024- R01/121595 ve•M -rAv Tmtr orM2VONAAM'i grr.' ,.,.R'..*.�xvarmTMx., z Z tv W; U. 0 0: co J =' w 0. g -J w <` 0 t-w i •z 1- 0 z U m. • 0 N: W W: 2 U:. W 1=: — O: LLI z: • H , 0 it • z DRAFT Below the pavement sections, the borings encountered fill to a depth of about 6 and 2.5 feet below the ground surface in borings BB -3 and BB-4, respectively. The fill consists of loose silty sand with occasional gravel. Below the fill, the borings encountered recent alluvium. The upper zone of the recent alluvium consists of interbedded layers of very loose to medium dense sand, sand with silt, and silty sand and soft to stiff silt to a depth of 39.5 feet in boring BB -3 where the boring was terminated, and to a depth of 63 feet in boring BB-4. Very soft silt and organic silt was encountered from 63 to 92 feet below the ground surface in BB-4. Older alluvium consisting of very dense silty sand with gravel was encountered below the very soft silt to the depth explored. Ground Water Ground water was encountered during drilling at depths ranging from about 13 to 17 feet below the ground surface. We expect that ground water levels will fluctuate in response to the rise and fall of surface water in the Duwamish River, and as a function of season, precipitation and other factors. CONCLUSIONS AND RECOMMENDATIONS ROADWAY EMBANKMENTS General Limited information was available regarding the location of embankments at the time this report was prepared. We understand that new embankments up to about 5 feet in height will be required for the bridge approaches. Site Preparation The site preparation will generally consist of removal of portions of existing pavements, shoulders, sidewalks and landscape areas. Where landscaping is present, all plant material, sod and organic matter should be stripped from construction areas prior to beginning earthwork. Earthwork Grading will be required for the bridge approaches and in areas where bicycle and pedestrian trails access or cross under the bridge. The majority of soils in the vicinity of the bridge consist of sand, silty sand and sandy silt. The silty soils .contain sufficient fines to be susceptible to disturbance when wet and will be difficult to use in structural fills as discussed below. We recommend that the subgrade in the area of the bridge approaches be proofrolled when the subgrade is dry. During wet weather, in wet subgrade conditions, or in areas not accessible by heavy rubber -tired equipment, we recommend that the subgrade be probed to expose any areas of soft or loose material. Any areas of soft or loose material should be excavated to firm bearing G e o E n g i n e e r s 4 File No. 0259 -024- R01/121595 z ix w:. 6 U0 w o. w= LL J 1-. w0 _°. z�:. l= 0 z� w U� 0 - !c 1- w uj �U LL H' O: Li/ Z; U =` 0~'. z DRAFT soils or to a depth of not more than 2 feet below proposed subgrade elevations. We recommend that excavations required to remove existing soft or loose subgrade soils be backfilled with select fill as described in the section on Structural Fill. We recommend that the side slopes of new embankments generally be inclined no steeper than 2H:1V. Where new fill embankments are to be placed to widen or raise existing fill embankments, new fill must be effectively keyed into the existing embankment. The should be done by cutting a series of horizontal benches with a minimum width of about 4 feet into the existing embankment slope. The new fill must be placed in horizontal lifts on these benches and compacted as described below. Structural Fill All new fill for the bridge approaches, embankments and backfill for retaining walls should be placed as compacted structural fill. Soil used for structural fill should be free of debris, organic contaminants and fragments larger than 6 inches. The suitability of soil for use as structural fill will depend on its gradation (grain size distribution) and moisture content. As the amount of fines (portion passing the U.S. No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. Granular soils with less than about 5 percent fines will be suitable for use as structural fill in most weather conditions. On -Site Soils On -site soils generally consist of sand with varying amounts of silt. As the fines content increases, soils become more sensitive to changes in moisture content and adequate compaction is more difficult or impossible to achieve. The on -site sand with silt (SP -SM) and silty sand (SM) will only be suitable for use as structural fill during extended periods of dry weather. If the soils are more than two or three percent above the optimum moisture content, discing or other methods of aeration will be . required to reduce the moisture content of the soils to near - optimum levels. As the fines content and moisture content relative to the optimum moisture content increase, aeration becomes more labor - intensive and time consuming. Where silty sand and sandy silt are excavated, we recommend that a contingency budget be provided for alternate sources of borrow materials for structural fill if the on -site soils cannot be satisfactorily conditioned for use. Imported Fill During periods of extended dry weather, we recommend that imported fill material conform to the requirements for common borrow outlined in Section 2- 03.3(13) of the 1994 WSDOT (Washington State Department of Transportation) Specifications for Roads, Bridges and Municipal Construction. During wet weather or in wet subgrade conditions, we recommend that imported fill material conform to the specifications for gravel borrow outlined in Section 9 -03.14 of the G e o Engineer s 5 File No. 0259 -024- R01/121595 z w. try. JU- 0 0 ; co 0. J = w O. ga co =w I-- _ Z O. Z F- uj F- LU w. LL O. wz H CO" DRAFT 1994 WSDOT Specifications: If construction is done during periods of extended wet weather, the gravel borrow should contain not more than 5 percent fines by weight based on the minus No. 4 sieve portion of the borrow. Recycled Materials Recycled concrete rubble can be used as is or blended with borrow material for structural fill for embankments or backfill behind retaining walls in accordance with Section 9 -03.11 of the WSDOT Specifications. A maximum of 10 percent by weight of recycled asphalt pavement may be used in a blended product. Placement and Compaction All structural fill placed for embankments and retaining wall backfill should be placed in horizontal lifts and compacted in accordance with Method C of Section 2- 03.3(14) of the 1994 WSDOT Specifications. Settlement The amount of settlement experienced by embankments will be a function of the height of fill placed and the characteristics of the underlying soils. About one -half of the settlement is expected to occur elastically over a short period of time as loads resulting from fill placement are applied. The remainder of the settlements are expected to occur over an extended period of time as a result of consolidation of underlying soft compressible soils. We estimate that total settlements on the order of 1 to 2 inches could occur for fill thicknesses of about 5 feet. We recommend that the time between placement of embankment fill and construction of the roadway be as long as practical to reduce the potential for settlement of the roadway due to consolidation of the underlying soils. Consideration should be given to surcharging areas where new embankments will be constructed to reduce postconstruction settlements between new and existing embankments, old and new roadway sections and the bridge abutments. Lightweight Fill General. Settlements greater than about 1/2 inch in soils surrounding the piles su porting the bridge abutments will result in downdrag on the piles. The existing piles annq sustain additional load due to downdrag. Further, the ability of new pile foundations to carry loads from the bridge structure will be substantially reduced if downdrag occurs on new piles. In order to reduce settlements to 1/2 -inch or less, and thus eliminate downdrag as well as to minimize postconstruction differential settlement between the approach fills and the bridge abutments, it will be necessary to minimize the imposition of loads resulting from placement of new fill in the vicinity of the bridge abutments relative to the existing loads. This can be done by using lightweight materials (i.e., materials with unit weights significantly less than the existing G e o E n g i n e e r s 6 File No. 0259 -024- R01/121595 1 z w CY U O' rn w w = 111 0 g Q, = d• 1— w ? t--O, •z �. D. Ca O :0 'W . O. iu z H I. 0 I Z• DRAFT soil materials) to raise grades as well as to replace a portion of the existing embankment soils adjacent to the bridge abutments. Ire recommend that the embankment design be based on achieving this load balance within C feet of the bridge abutments in all directions. The extent of existing overburden soil requiring replacement with lightweight materials to balance the overburden loads will depend on the type of lightweight material used and the unit weight of the existing soils that will be replaced. We recommend that a unit weight of 120 pcf (pounds per cubic foot) be used for the existing soil in the upper zone of the subsurface soil profile. Information regarding types of lightweight fill, including unit weights, is presented in the following paragraphs. Expanded Polystyrene Blocks. Expanded polystyrene (EPS) blocks used in embankment construction consist of solid foam plastic material with a unit weight of about 2 pcf. The blocks are typically about 2 feet thick by 4 feet wide by 10 or more feet in length although any size can be made or field cut. The blocks have been used locally by the city of Issaquah to construct the bridge approaches for the Issaquah Creek bridge on Southeast 56th Street as well as by WSDOT to construct an embankment over compressible peat supporting SR 516. The blocks are stacked on top of one another to the required height. The blocks are typically held together with galvanized steel gripper plates. EPS blocks used in embankments supporting roadways are typically wrapped in a geotextile fabric. A reinforced concrete slab is constructed directly over the blocks for environmental protection and to assist in distributing loads. A compacted granular material is placed over the concrete slab to provide a base layer and drainage for the final pavement. No lateral pressures are imposed on adjacent retaining walls from the EPS blocks. Some lateral pressure will result if granular fill material is placed within the zone between the EPS block and the retaining wall. Lightweight Foamed Concrete Fill. Lightweight foamed concrete fill (LFCF) consists of a foaming agent, cement and water. Unit weights for LFCF range from 20 to 80 pcf. We are not aware of any use of LFCF locally to construct a highway embankment. It has been used for this application in other parts of the country. Areas where LFCF will be placed are prepared in a manner to that for cast -in -place concrete. The lift thickness is generally limited to 2 feet. If greater thicknesses of LFCF are required, the surface of the last lift is scarified with a broom or rake to provide a roughened surface to achieve some interlock between lifts. The minimum time between placement of successive lifts of LFCF is about 12 hours. An asphalt emulsion is applied to the surface of the LFCF and a compacted granular material is placed over the LFCF to provide a base layer and drainage for the final pavement. No lateral pressures are imparted on adjacent retaining walls in areas where fill behind the walls consists of LFCF. G e o E n g i n e e r s 7 File No. 0259 -024 -R01 /121595 Y- °,tL'!,' 'fl. 1,'44. an 4,444W`I,'Pr?tr!tK 444M4e• 44x4+» - ,.44.4 -,«*....4x..e.•.,...4mn T..+¢nno,4ro4.', fx',CtV 4tr.qF ns' fr4,rt iK! itmere.:R- :,'V'P:4sr+,,»w:tr44e 1.mr,,xa..........,._._.. z ~w re 2 J U. 00 coo. v0 w J CO LL w 0 J u. < co = a; z� F- 0 z �- — 0 I— • w:. H — w �, —O z V !Q 0 DRAFT Lightweight Expanded Aggregates. Lightweight expanded aggregates (LEAs) are produced by expanding shales, clays or slate in rotary kilns. These aggregates are most commonly used as aggregates in lightweight concrete. The compacted unit weight of LEAs is typically about 60 pcf. LEAs have angles of internal friction ranging from about 40 to 45 degrees depending on the angularity of the aggregate. LEAs are placed. and compacted as structural fill as outlined in the previous section. Other Lightweight Materials. Other lightweight materials that have been used in embankments include wood fiber materials and shredded rubber tires alone or in conjunction with geotextile fabrics. In our opinion, these materials are not suitable for bridge approaches due to their resiliency and compressibility characteristics. Other Considerations. We recommend that a suitable transition be provided between areas where overburden loads are balanced and embankments constructed with granular fill materials are constructed. This can be done be gradually reducing the thickness of the lightweight fill material over a distance of about 20 feet beyond the area where it is required. RETAINING WALLS General We estimate that new retaining walls for the project will range up to about 15 feet in height. Retaining walls on the south side of the bridge will generally be constructed in cut sections along the river bank. Retaining walls on the north side of the bridge will generally retain fill.. Three wall types are presented here for possible use for this project, including rock walls, structural earth walls and reinforced concrete cantilever retaining walls. Recommendations for design and use of each of these types of walls are presented below. Rockeries General. Rockeries may be used in both cut areas and lightweight fill areas where the lightweight fill is self - supporting. We recommend limiting the wall height to 6 feet when retaining soils in cuts or self - supporting lightweight fills having a level backslope, or 4 feet for a 2H:1V backslope. Foundation Support. Rockeries should be founded on firm, medium dense or denser native soils or on a zone of structural fill compacted in accordance with the recommendations provided in the Structural Fill section. The compacted structural fill should extend down to competent native soils. G e o E n g i n e e r s 8 T S Y'nem !�+ ._=5�'e!. File No. 0259 -024 -R01 /121595 z w ix 6 -.I C.) 0 0: cnw. w =: J H, w O. g u) a us . z�; t— O: Z f— w 2 D. ;U w w' 0. — O; Iii z U O Z DRAFT The base of the rockery should be embedded at least one -half the thickness of the lowest course of rocks, or to 18 inches below the adjacent ground surface, whichever is greater. The final rock wall face should be constructed with a batter of between 5:1 and 6:1 (vertical to horizontal). Backfill. Backfill immediately behind the rockery should consist of quarry spalls. The spalls should consist of well - graded 3/4- to 4 -inch crushed rock. The quarry spall backfill should be placed to a width of not less than 18 inches behind the rockery. The spalls should be placed and compacted in lifts to a level approximately 2 inches below the top of each course of rocks as they are placed, until the uppermost course is placed. Drainage. A perforated drainpipe should be embedded in the backfill at the base of the rockery. This drain should discharge to the storm drain system or daylight at a location which will not be subject to erosion or impact moisture - sensitive areas. Mechanically Stabilized Earth Walls General. Mechanically Stabilized Earth (MSE) walls may be used in areas where retention of fill embankments are required for the project. MSE walls are a cost effective alternative to concrete cantilever retaining walls, particularly where walls are constructed to retain fill embankments. They can be used where the ground surface behind the wall is horizontal or sloping. We recommend that the maximum slope inclination behind the wall be limited to 2H:1V. Typically, backfill material in the reinforcing zone behind the walls consists of granular material the meets the gravel borrow specification as described in Section 9 -03.14 of the 1994 WSDOT Specifications. Lightweight fill materials can also be used as backfill behind structural earth walls. Foundation Support. MSE walls should be founded on medium dense or denser native soils or on a zone of structural fill consisting of gravel borrow or crushed rock at least 2 feet thick compacted in accordance with the recommendations in the Structural Fill section of the report. The base supporting the MSE wall facing elements should be embedded at least 2 feet or 0.1H feet below the adjacent ground surface, whichever is greater, where H is the exposed height of the wall. Allowable bearing pressures for the retained fill zone and the foundation strip should be limited to 2,000 psf (pounds per square foot). We recommend a coefficient of base friction of 0.6 be used for design of the foundation strip. This value for the coefficient of base friction does not include a factor of safety. A factor of safety should be applied as appropriate. G e o E n g i n e e r s File No. 0259 -024- R01/121595 z Z` w re 2 U: U 0: W w I.. •J �• U) LL. w O LL � cy w • f- = X. z� I.0 z�- ww: 2 0. •Do; • O •0E- w ='U Iii • 0 - ▪ ~' :z DRAFT Properties for Design. The soil properties recommended for use in design of MSE walls for different fill materials are as follows: Unit Weight Angle of Internal Friction' Material Type (pcfl (degrees) Q Gravel borrow 135 38 . 1--- W EPS blocks 2 w 2 LFCF 20 - 80 —J v LEAs 60 40 - 45 U O; co o cnw. w =: 'EPS blocks .and LFCF do not rely on friction for load transfer. �` w O' Settlement. We anticipate that total settlement of MSE walls will be about 1/2 inch per J foot of fill above existing roadway grades except where lightweight fill is used to balance the N �; existing overburden soils. =a I— w: _. E- O`. Other Considerations. Detailed designs for MSE walls are typically completed by the Z contractor. We recommend that GeoEngineers be retained to review MSE wall designs to verify > m, that our design recommendations have been properly interpreted. ;p co oI--: wuj Reinforced Concrete Cantilever Retaining Walls General. Reinforced concrete cantilever retaining walls can be used in either cut slope or z fill embankment areas. We anticipate that concrete cantilever retaining walls will be required on cwi N; the south side of the bridge in cut areas. Concrete cantilever retaining walls are relatively z settlement sensitive. Their use should be generally be limited to areas where total settlements are on the order of 1 inch or less. Foundation Support. Concrete cantilever retaining walls can be founded on existing fill or native granular soils in a medium dense or denser state or on zone of structural fill consisting •L of gravel borrow or crushed rock at least 2 feet thick compacted in accordance with the recommendations provided in the Structural Fill section. We recommend that all footings have a minimum width of 3 feet and a minimum depth of embedment below lowest adjacent finished grades of 24 inches. For these conditions, foundations should be proportioned for an allowable _- `bearing pressure of 2,000 psf. J Some of the footings will be located on or close to slopes. The allowable bearing pressures presented above are based on slopes below the wall being inclined no steeper than 2H:1V, and that the footings will have a minimum setback of one footing width or 3 feet, whichever is less, measured horizontally from the face of the footing at the bottom to the nearest point on the adjacent slope. The allowable bearing pressure presented above is for the total of dead and long- term live loads, and may be increased by one -third when considering short-term live loads such as seismic and impact forces. G e o E n g i n e e r s 10 File No. 0259 -024- R01/121595 .. tn„� a mr �, r?nxx �rartiHtx+�c+s+n• • °Y7 DRAFT Preparation and protection of the bearing surfaces for footings are important to limiting settlements. As the fines content of the exposed bearing soils increases, they become increasingly susceptible to disturbance if exposed to moisture. Where foundation soils are susceptible to disturbance, it might be desirable to place a lean concrete mud mat or a layer of crushed rock to protect the prepared bearing soils while other construction activities are being performed, depending on the weather conditions at the time of construction and the ground water conditions encountered in the excavation. We recommend that all footing excavations be examined by a qualified individual to evaluate whether suitable bearing soils have been exposed. All soft, loose or disturbed material should be removed from these excavations before pouring concrete. Lateral Pressures. The lateral soil pressures acting on conventional reinforced concrete cantilever retaining walls will be a function of the amount of lateral wall movement which can occur as backfill is placed. For walls that are free to yield at the top at least one - thousandth of the wall height, soil pressures will be less than if movement is limited by such factors as wall stiffness or bracing. We recommend that yielding and non - yielding walls supporting horizontal backfill and backfill inclined at 2H:1V above the horizontal be designed using the following equivalent fluid density values: Material Type Granular backfill EPS blocks LFCF LEAs Equivalent Fluid Densities, Yielding Walls Horizontal Backfill Sloping Backfill 35 50 01 01 0' 01 15 22 Drained Conditions (pcf) Non - Yielding Walls Horizontal Sloping Backfill Backfill i 55 75 0' 01 0' 0' 25 35 'Lateral pressures will result if granular fill material is used to backfill a portion of the space behind retaining walls or on slopes above retaining walls. The above - recommended lateral soil pressures are based on drained conditions behind the wall and do not include the effects of surcharges such as traffic loads or other surface loads. Surcharge effects should be considered as appropriate. Where the retaining wall extends below the level of the ground water table such that drained conditions cannot be achieved behind the wall, the equivalent fluid densities for granular backfill should be reduced by 17h where h is the height of the wall below the level of the ground water table. Hydrostatic pressure below the level of the ground water table should be computed using an equivalent fluid density of 62.4h. We recommend that Elevation 10.0 feet be used as the level of the ground water table for design. G e o E n g i n e e r s 11 File No. 0259 -024- R01/121595 !c±;91 ••!4:4'r ?:..M*, rr..+`+,S i !'." 2At'?ig M4"...PFOL': aghM9Ilratrsar.nap- a-.-.. z. • w: R U; 0 U U wI J � N LL; uj u- < co d` = Z F. '-- 0' Z w U . :0 N. 0 ww 'L O` uiz 52, H O.h 1\' 0.4 —i`tt v)' r\.?�f. DRAFT Where the backfill behind the walls supports the roadway, the backfill behind the walls should be compacted in accordance with Method C in Section 2- 03.3(14) of the 1994 WSDOT Specifications. At other locations, the wall backfill can be compacted in accordance with Method B of Section 2- 03.3(14). The contractor must exercise care to avoid overcompaction of the backfill against the wall. Compaction equipment and placement procedures used for backfill located within 5 feet of the wall should take this into account. Drainage. As mentioned previously, the equivalent fluid densities presented in the table above assume a free - draining condition behind the wall. We recommend that an 18- to 24 -inch- wide zone of sand and gravel containing less than 5 percent fines be placed against the wall. Weep holes spaced at about 4 -foot centers at the base of the wall should be sufficient to drain water from exterior walls. Alternatively, perforated drainpipe could be embedded in the drainage zone along the base of the retaining walls to remove any water which collects in this zone. The drainpipe should be tightlined to an appropriate discharge point. Resistance to Lateral Loads. Resistance to lateral wall loads can be developed through friction on the base of the footing and passive pressure on the embedded portion of the wall footing. Friction resistance on the base of the footing should be computed using a coefficient of friction of 0.6 for footings founded on medium dense or denser native soil or compacted granular structural fill. The coefficient of friction value should be applied to the dead load forces. If the wall footing is constructed neat (i.e., without formwork) against undisturbed soil or if the zone of compacted fill in front of the footing has a width less than twice the footing depth, we recommend that passive soil pressure be computed using an equivalent fluid density of 275 and 100 pcf for a level ground surface and a ground surface inclined downward from the wall at 2H:1V, respectively. If the backfill in front of the wall for at least twice the footing depth is compacted in accordance with the recommendations in the Structural Fill section, the passive soil pressure can be computed using equivalent fluid density values of 525 and 200 pcf for a level ground surface and a ground surface inclined at 2H:1V below the horizontal, respectively. The above coefficient of friction and passive equivalent fluid density values are based on a factor of safety of 1.0. The passive soil pressure values assume that the footing will be located above the ground water and should be reduced for submerged conditions as appropriate. Temporary Cut Slopes For planning purposes, we suggest temporary cut slopes required to construct retaining walls of 1 1/2H:1V in the loose alluvial and fill soils. These inclinations may have to be modified by the contractor if localized sloughing occurs. Any excavations adjacent to existing footing or utilities should be sloped at 1H:1V away from the footings or utilities. The top of this slope should be started 1 foot out from the top of the near side of the footing or utility line. In addition, we recommend that: G e o E n g i n c e r s 12 File No. 0259 -024- R01/121595 yam. %ws��lppnKrxrnm. .,�RP1 q.*yvt• ,Iatixs°,n«rr¢zs�xai, . _n,w +o .n•t,,,., ,tew�y�rp az*',tvxxr�rwyam.t' m���Tra. "+l�^cern..�. 7 • DRAFT • No traffic, construction equipment, stockpiles or building supplies be allowed within 10 feet from the top of the cut. • Exposed soil on the face of the slope be protected from surface erosion using waterproof tarps or visqueen, as needed. • Construction activities be scheduled so that the length of time the temporary cut is left open is minimized. • Erosion control measures be constructed as appropriate such that runoff is appropriately controlled and collected. • Surface runoff is diverted away from the excavation. If sufficient space is not available for an open cut, shoring will be required. Temporary flexible shoring should be designed for a uniform lateral soil pressure of 35H psf where it is the distance from the ground surface to the base of the excavation, in feet. The effects of surcharge loads and,in the case of excavations shored to partial height, the effect of the slope behind the shoring should be considered in design. Hydrostatic pressures should also be included in the design if the ground water level is above the base of the excavation. Since the contractor has control of the construction operations, he should be made responsible for the stability of cut slopes, as well as the safety of the excavations. All shoring and temporary slopes must conform to applicable local, state and federal safety regulations. BRIDGE ABUTMENT FOUNDATIONS General The existing north bridge abutment will be used to support the new bridge. This abutment is reportedly supported on timber piles with an average length of 60 feet. Pile foundations are recommended to support the westerly extension of the north bridge abutment and the new south bridge abutment. We understand that the top elevation of the new piles will be at approximate Elevation -1.0 feet. The structural engineer has indicated a preference to support the extension of the north bridge abutment on timber piles for compatibility with the existing foundation structure. For the south abutment, we have developed recommendations for timber piles, steel H -piles and steel pipe piles. We recommend that all piles be driven through the upper alluvial deposits. Allowable design loads, estimated settlements, installation criteria and other information is presented below. Axial Capacity Downward axial pile capacities and recommended tip elevations are provided for each pile type in the following table. The information provided is intended to be used as a guide for design of both vertical and batter piles. G e o E n g i n e e r s 13 File No. 0259 -024- R01/121595 witun+x s+ra•. ...,,........... ,wrood.movwo +a ri1PONftritle',PiV?t ! A s +`rilloPM.W..se+,.wvrw..w., z w Ce JU 0 U0: W= J Wit W O. co J. =w' z F- O` z I. U • 0 co; 0 W w' 1— • U, W Z, ui co' O~ z Pile Type Treated Timber Steel Pipe Closed End Steel Pipe Closed End Steel H -Pile DRAFT Axial Pile Capacity Allowable Pile Capacity Recommended Pile (tons) Tip Elevation Size Downward Uplift (feet) 7 -inch diameter' 40 20 -75 12 -inch diameter 55 20 -75 14 -inch diameter 70 25 -75 12 x 53 70 35 -75 'Diameter presented is the minimum tip diameter. Pile penetrations may be variable depending on the elevation and density or consistency of the older alluvium. We recommend a minimum penetration of 5 feet into the older alluvium for all piles. Greater penetrations may be necessary to achieve the design capacities. The allowable capacities are based on the strength of the supporting soils for the penetration indicated and include a factor of safety of about 2.5 for both end bearing and skin friction. The capacities apply to single piles. If piles within groups are spaced at least three pile diameters on center, no reduction for pile group action need be made. The structural characteristics of pile materials and structural connections might impose limitations on pile capacities and should be evaluated by the structural engineer. The uplift capacity of the pile is a function of the skin friction that can be developed on the sides of the piles. Estimates for uplift capacity are provided in the table above. The uplift capacity includes a factor of safety of about 2.0. All piles should meet the requirements of Section 9 -10 of the 1994 WSDOT Standard Specifications. Downdrag Pile downdrag forces develop when surrounding compressible soils settle relative to a pile, thus interacting with and adding load to the pile. Downdrag forces are not anticipated for this project provided that the recommendations for balancing the overburden load in the vicinity of the bridge abutments are applied. Settlement We estimate that the settlement of driven piles, designed and installed as recommended, will be on the order of 1/2 inch or less, exclusive of the elastic compression of the pile. Most of this settlement will occur rapidly as loads are applied. Settlement of the extension of the north abutment will be largely experienced as differential settlement between the new and old sections. The deeper penetration of the new piles will reduce the amount of this differential movement. The extent to which the new section is structurally tied to the existing abutment will also tend to distribute some of the load to the existing piles, further reducing the amount of settlement G e o E n g i n e e r s 14 File No. 0259 -024- R01/121595 z w: U_ UQ N CO I F.. CO a., w 0. J: co w, r. z� I-- O zI w u U C); ON CI w. .. Z. O z DRAFT between the two sections. No appreciable new settlement of the existing north abutment due to reconstruction of the existing bridge is expected providing the loads imposed by the new bridge do not exceed the design load of 20 tons per pile. Lateral Resistance Lateral foundation loads can be resisted by a combination of the lateral capacity of vertical piles and by using batter piles. Lateral loads that can be resisted by vertical piles are a function G°Ir‘ u5S of of the soils surrounding the pile, the length and stiffness of the pile, the degree of fixity at the 4y`' sS� pile head, and the magnitude of deflection that can be tolerated by the structure. The lateral pile 1 capacities presented below are based on a deflection of 1/2 inch at the top of piles which are fixed,ye. Fox Cs against rotation. Using these assumptions, the allowable lateral design capacity of the piles is as follows: Lateral Load Capacity Lateral Load Capacity Pile Type Size (tons) Treated Timber 7 -inch diameter' 5 Steel Pipe Closed End 12 -inch diameter 5 Steel Pipe Closed End 14 -inch diameter 7 Steel H -Pile 12 x 53 5 'Diameter presented is the minimum tip diameter. These estimated lateral capacities assume a spacing between piles of at least three pile diameters. Pile Installation Piles should be driven to the recommended penetrations presented above or to practical refusal within the older alluvium, whichever occurs first. The piles should be installed using an appropriately sized pile hammer. The pile hammer should be of sufficient size to drive the pile to refusal into the older alluvium without damaging the pile. Proper selection of a pile hammer can reduce pile damage during driving. Since the contractor has control of materials handling and driving equipment, we recommend that the contractor be made responsible for installing an acceptable pile to design depths without damaging the piles. We recommend that we be consulted to evaluate the hammer to be used as well as the appropriate refusal criteria, once the contractor and pile type(s) have been selected. Based on the subsurface conditions encountered in the borings, we anticipate that driving H -piles to the required embedment without damaging the piles may be possible without using pile tips. However, the need for pile tips will not be apparent until driving has begun. We therefore recommend that pile tips be available at the site during construction. G e o E n g i n e e r s 15 File No. 0259 -024- R01/121595 z z. re w 6D: 0 O: (o. W LL J, u- < • N a. 1-111 z� o; Z �— • •U 0. ww ui z; N; O z DRAFT Corrosion Corrosion must be considered as part of pile design if steel piles are selected for the south abutment. Our scope of services did not include laboratory testing to evaluate soil corrosivity. We anticipate that the corrosion potential of the inorganic soils within the recent alluvium unit and the older alluvium is low to moderate. We believe that the corrosion potential of the recent alluvium consisting of organic silt may be moderate to high. Construction Monitoring As mentioned previously, the recommended pile embedments and allowable capacities presented herein are based on the subsurface conditions encountered in our explorations. Actual soil conditions encountered during driving may vary. Depending upon the driving conditions encountered, it is possible that the minimum pile penetration required for axial capacity may vary by several feet or more from those estimated from our analyses. Acceptable pile penetrations, based on practical refusal criteria, could also vary significantly between adjacent piles. Therefore, we recommend that the installation of all piles be monitored by a representative of GeoEngineers who would observe installation procedures, evaluate the adequacy of individual pile installations and provide recommendations for stopping pile driving for each pile. We recommend that the contractor be prepared to add onto the piles should deeper embedments be required. TEMPORARY COFFERDAMS AND SEALS The planned top elevation of new piles will be approximately 25 feet below existing roadway grades. Ground water was encountered in the borings at the abutment locations from 13 to 17 feet below the existing ground surface. In order to construct the pile caps and abutment walls "in the dry," we anticipate that temporary cofferdams and seals will be required. Cofferdams may be constructed using driven sheet piles. In our opinion, dewatering cofferdams at the abutments will be very difficult. We anticipate that it will be necessary to install the piles in the water prior to constructing the seal. It will be necessary to construct the seals at the base of the excavations using tremie techniques. The dimension of the seals should be selected so that they extend at least 1 foot beyond the pile cap in all directions. %1 SEISMICITY General The Puget Sound region is seismically active and lies within Seismic Risk Zone 3 as classified by the Uniform Building Code (ICBO 1994). As defined in the Uniform Building Code, the project site is classified as Soil Profile Type S2. Seismicity in this region is attributed primarily to the interaction between the Pacific, Juan de Fuca and North American plates. The Juan de Fuca plate is subducting beneath the North American Plate. Each year 1,000 to 2,000 earthquakes occur in Oregon and Washington. G e oE n g i n e e r s 16 File No. 0259 -024- 1(01/121595 25,x, r /ter 1. Not foI''7 fti DRAFT However, only 5 to 20 of these are typically felt because the majority of recorded earthquakes are smaller than magnitude 3. Because of the thick overburden of glacial sediments, no active surface faults have been discovered. Also the distribution of the recorded seismic epicenters is scattered and does not define a mappable fault zone. In recent years two large earthquakes occurred which resulted in some liquefaction in loose alluvial deposits and significant damage to some structures. The first earthquake, which was centered in the Olympia area, occurred in 1949 with a Richter magnitude of 7.1. The second earthquake, which occurred in 1965, was centered between Seattle and Tacoma. It had a Richter magnitude of 6.5. Liquefaction and Lateral Spreading Liquefaction refers to a condition where vibration or shaking of the ground, usually from earthquake forces, results in development of excess pore pressures in saturated soils and subsequent loss of strength in the deposit of soil so affected. In general, soils which are susceptible to liquefaction include loose to medium dense clean to silty sands which are below the water table. We have evaluated the potential for liquefaction for a design earthquake with a magnitude of 7.5 of the Richter scale and a peak horizontal ground acceleration of 0.3g (acceleration due to gravity). The cyclic shear stress ratio required to cause liquefaction was estimated using an empirical procedure based on SPT (standard penetration test) results obtained during sampling in the test borings. This method relates the cyclic shear stress ratio required to cause liquefaction to the SPT value and the fines content of the soil. The results of our analyses indicate that portions of the loose to medium dense sandy soils underlying the site from depths of about 10 to 50 feet below the ground surface have a high to moderate potential for liquefaction, respectively, during the design seismic event assumed. We estimate that settlements up to about 4 inches may occur at the bridge site due to liquefaction resulting from the design earthquake. We anticipate that the actual settlements experienced at the site due to liquefaction will be variable due to variations in overburden loads, fluctuations in ground water levels and variations in subsurface conditions. Grade - supported structures such as retaining walls, pavements and sidewalks could be affected by liquefaction - induced settlements. Some downdrag on abutment walls, pile caps and some portions of the upper 25 to 30 feet of new piles may occur as a result of liquefaction settlement. We anticipate that the downdrag forces will be on the order of 5 tons per pile for existing pile foundations and up to 10 tons per pile for new piles. In our opinion, downdrag forces of this magnitude will not affect the performance of new piles installed to support the bridge abutments. Downdrag forces of this magnitude may result in settlements on the order of 1/4 to 1/2 inch of the existing timber piles. Differential settlements between the old and new abutments on the order of 1/2 inch should be adequately considered in the design. G e o E n g i n e e r s 17 File No. 0259 -024- R01/121595 rcr‘rh- ^:rmr,,v .•mosssW,:417err.�tu -xr z z' 2 JU O O: co WI J � W o J u- < N D =d w z� HO' z 11J w 2• o co '0 — off ww • U' wz U N' x. O z DRAFT Lateral spreading may also occur as a result of ground shaking during the design seismic event. In our opinion, there is a moderate risk of earthquake - induced lateral spreading along the banks of the river. Lateral spreading will affect grade - supported structures such as retaining walls, pavements, and sidewalks. Pile- supported structures will not undergo significant movement as a result of lateral spreading. LIMITATIONS We have prepared this report for use by the City of Tukwila, ABKJ and other members of the project team in the design of a portion of the project. The data and report should be provided to prospective contractors for bidding or estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. If there are significant changes in the loads, grades, configuration or type of bridge structure to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. When the design has been finalized, we recommend that we be retained to review those portions of the specifications and drawings which relate to geotechnical considerations to see that our recommendations have been interpreted and implemented as intended. There are possible variations in subsurface conditions between the locations of the explorations and also with time. Some contingency for unanticipated conditions should be included in the project budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm or qualified city personnel during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with the contract plans and specifications. G e o E n g i n e e r s 18 File No. 0259 -024- R01/121595 z re 2 Z . 00. cn 0: Nw w =; w0 u-Q D. a mow: Z I— O Z 11.1 uj U 0 O N: w Lu I U LLiZ. O ~' Z DRAFT Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty, express or implied, should be understood. Respectfully submitted, GeoEngineers, Inc. Mary S. Rutherford, P.E. Senior Engineer Jack K. Tuttle, P.E. 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It is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale. without permission. .... . lip Geo Engineers 414.0 VICINITY MAP FIGURE 1 T ..'47•1=.0.1•14T•PI,M,S,T.CTIVIP'.103Mgcyr&v.I.morepsTr.q.,,TTfrssz"<srza.Tm•Trz•T.TITT<T7,..•ggs•msgPirCM#TTZMILT.TTNIS.WITM130._na., ' % -fET. MALL \b..�` •�R/t1L INE • • . e1 BB -1 220' -10" BACK TO BACK OF PAVEMENT SEATS G New Abutment WIDEN IIUUIF EXISI1 PIER 2 . 1 rsu�� t\kiss1 i1�1V. I. INE '''_:1)))))))) • �V :.:• L?. �Y1 Proposed Widening 1 5G — EXISI. PIER 1 rum INU —lIEI. �•1 WALL REI. HALL X111 Ill III II . j� ----� --- New and Abutment BB -4 • `d` HIIGHWAYISCUM PROFILE GRACE %. PIVUt POI ,-Limits of sag Existing Bridge —•3, —� Reference: Drawing entitled "Pacific Highway Bridge — Duwamish River, Preliminary Plan," by Andersen Bjornstad Kane Jacobs, Inc., dated 11/95. BB -3 EXISI PIER 2 ti?'= (: 11E16 1(4141A Geo n.0 ",ri ayi:.'us`;r. i %•itukick`Y;?u'. :is telvt.�lic '>+F,r.,Uhc tif:dY'Rt'~4xn1 "r \^a ""a�':c: ��'i't "t` 414,,kkgra.i'a atStiS�13•!?;tir.4":.3'k.+' kak.�'i''i#oi >; 4`i.'.F.'. :K OF PAVEMENT SEATS WIDEN t MoDIF EXISI. PIER 2 • s of ng Bridge Ss9 11E1. WALL 1.--.------- \ / I\ r.....„.„=, om •••••••=11101iM .1 el. ••■•■ nil :I ........ ...............,...' ........... i. gi.-. New and Existing I I— Abutment I • BB-4 • ! t nm PAC IF IC HIGHWAY SIMIII —PROFILE OAK PIM MN! EXISI. PIER 2 FOUI INU fzi BB -3 569 = • _ ••- RE1. -eliminary Plan: ----......._.. —••••........ ..•••... T.—... -..,,,. ., ',.. .' •N '......••,..."'",....._. ' ....".• -'4.....,. 'No.,. ...... ..-. ...Z.,. ',...... • 1................ —. _, ... ..... ., ••••••..„...'•:....„7—. ..... ••••■... "Tig—'-■-"s'' , ..................... ..i •••■, -... ",.... .. • . II\ ■■■■■■1,11 •■■■■■■ • ■■ 0 40 80 SCALE IN FEET. EXPLANATION: BB-1+ BORING Note: The locations of all features shown are approximate. Geo 0Engineers SITE PLAN FIGURE 2 • DRAFT APPENDIX A FIELD EXPLORATIONS. AND LABORATORY TESTING FIELD EXPLORATIONS Subsurface soil and ground water conditions at the project area were explored by drilling four borings near the abutments of the existing bridge. The borings were drilled during the period from October 30 through November 2, 1995. The boring locations were determined in the field by taping distances from existing site features and are shown on the Site Plan, Figure 2. Three of the borings were drilled to depths of between 109.0 to 114.5 feet below the ground surface. One boring was drilled to a depth of 39.5 feet below the ground surface. The borings were completed using truck - mounted, mud rotary drilling equipment. Representative soil samples were obtained from borings BB -1 and BB-4 using a 1.5- inch - inside - diameter split - barrel sampler driven into the soil using a 140 -pound hammer free - falling 30 inches. Representative soil samples were obtained from borings BB -2 and BB -3 using a 2.4- inch - inside - diameter split - barrel sampler driven into the soil using a 300 -pound hammer free - falling 30 inches. The number of blows required to drive the sampler the last 12 inches, or other indicated distance, is recorded on the boring logs. The borings were continuously monitored by a geotechnical engineer from our firm who examined and classified the soils encountered, obtained representative soil samples, and observed ground water conditions. Soils were classified in general accordance with the classification system described in Figure A -1. A key to the boring log symbols is presented in Figure A -2, and the logs of the borings are included in Figures A -3 through A -6. The logs are based on our interpretation of the field and laboratory data and indicate the various types of soils encountered. They also indicate the depths at which the soils change, although the change might actually be gradual. If the change occurred between samples, it was interpreted. LABORATORY TESTING Soil samples obtained from the borings were brought to our laboratory for further examination and testing. Selected samples were tested to determine their moisture content and dry density. Results of the moisture content and dry density determinations are presented on the boring logs. G e o E n g i n e e r s A -1 File No. 0259 -024- R01/121595 IltiVhcfMNMITEltiff trztwascn v± ewo.". nserrAv."a9 MITI.4ffgomp ^rr*?n; - s!awm .sru� rm.v.1 •z • H z' w: .0 0 • 4 cnw'. J= H N LL w 0 .< • • a. • ▪ _: • z�: 1= 0. • :z �. • ,.w w; .Do :0'•=1; p 1— • •w W U; LL a u• z U O = • F'! Z • GEI 85-85 Rev. 05/93 ..._., DRAF1 • SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS More Than 50% Retained on No. 200 Sieve GRAVEL More Than 50% of Coarse Fraction Retained on No. 4 Sieve CLEAN GRAVEL GW WELL - GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY - GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND More Than 50% of Coarse Fraction Passes No. 4 Sieve CLEAN SAND SW WELL- GRADED SAND, FINE TO COARSE SAND SP POORLY - GRADED SAND SAND WITH FINES SM SILTY SAND ' SC CLAYEY SAND • FINE GRAINED SOILS More Than 50% Passes No. 200 Sieve SILT AND CLAY Liquid Limit Less Than 50 INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY Liquid Limit 50 or More INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification is based on visual examination of soil Dry - Absence of moisture, dusty, dry to the touch in general accordance with ASTM D2488 -90. Moist - Damp, but no visible water 2. Soil classification using laboratory tests is based on ASTM D2487 -90. Wet - Visible free water or saturated, usually soil is obtained from below water table 3. Descriptions of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and /or test data. ot, Geo�Engineers SOIL CLASSIFICATION SYSTEM FIGURE A -1 MIAS at", r.'1" a;•*..cr+a...,Arrec?r*3 , , .0 n.raMIOlt!f! fritPAV IVAM P/:?MATAITM;twat'7e,05.rrxAmr. ,p.t z 6 J U' 00; N0. W =:. N LL WO g ': : J LL =- _: Z O W ~' Lu +O E 0 W U. LL S. O; Z. 0 H Z . t, m CC w LABORATORY TESTS: AL CP CS DS GS %F HA SK SM MD SP TX UC CA Atterberg limits Compaction Consolidation Direct shear Grain -size Percent fines Hydrometer analysis Permeability Moisture content Moisture and density Swelling pressure Triaxial compression Unconfined compression Chemical analysis BLOW COUNT /SAMPLE DATA: Blows required to drive a 2.4 -inch I.D. split - barrel sampler 12 inches or other indicated distances using a 300 -pound hammer falling 30 inches. Blows required to drive a 1.5 -inch I.D. (SPT) split - barrel sampler 12 inches or other indicated distances using a 140 -pound hammer falling 30 inches. "P" indicates sampler pushed with weight of hammer or against weight of drill rig. NOTES: SOIL GRAPH: DRAFI SM Soil Group Symbol (See Note 2) Distinct Contact Between Soil Strata • Gradual or Approximate Location of Change Between Soil Strata Water Level Bottom of Boring 22 ■ Location of relatively undisturbed sample 12 ® Location of disturbed sample 17 ❑ Location of sampling attempt with no recovery 10 0 Location of sample obtained in general accordance with Standard Penetration Test (ASTM D 1586) procedures 26 m Location of SPT sampling attempt with no recovery Location of grab sample 1. The reader must refer to the discussion in the report text, the Key to Boring Log Symbols and the exploration logs for a proper understanding of subsurface conditions. . Soil classification system is summarized in Figure A -1. ,III. Geo Engineers KEY TO BORING LOG SYMBOLS FIGURE A -2 z • Q z .rev .u6 n J U:. U O; .Uo .w =.. U w u-< co , = d. w, • z� O z • • Do U ,o F- w W' w z; wi • • O ~' :MWS:DJM:CMS 12/15/95 0259- 024 -R01 10— 15— W W — Z x a ra 20— 25 — 30— 35 -- 40— TEST DATA Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol 16 5/18' 32 43 BORING BB -1 DESCRIPTION Surface Elevation (ft.): 23.6 DRAF SM Brown silty fine sand (loose, moist) (fill) SP Black fine to medium sand with occasional coarse sand (loose, moist) (fill) SM Black silty fine sand (loose, moist) SP Black fine to medium sand (loose, moist) SM Brown silty fine sand (loose, wet) ML Brown silt with wood fragments and lenses of fine sandy silt and silty fine to medium sand (soft, wet) SP Black fine to medium sand with wood fragments and a trace of' silt (medium dense, wet) Brown silt (very soft, wet) SP Black fine sand with a trace of wood fragments (loose, wet) Note: See Figure A -2 for explanation of symbols Grades to dense —5 —10 — 15 — 20 — 25 — 30 —35 — 40 f Geo,,,OEngineers LOG OF BORING FIGURE A -3 f�. y�1°kf?iSM x416' a � zo, Z = l- ' ~z: 6_ 0 UO' U ' to w J N LL' w0 g 1. S2 a' w l— z �. HO Z ~; WWc W; U 0, o o H; UJW LL Z, tl.lU U = �z :MWS:DJM:CMS 12/16/95 0259- 024 -R01 TEST DATA Moisture Dry Content Density Blow Group Lab Tests (%) (pct) Count Samples Symbol 40 45 — 50 — 55— ts W z - h- uJ p 60— 65— 70— 75 — 80 — 75 30 BORING BB -1 (Continued) DESCRIPTION • DRAFT SP -SM Black fine sand with silt and a trace of wood fragments (medium dense, wet) SM Black silty fine sand (loose, wet) ML Black fine sandy silt (very soft, wet) S/18" ML Gray silt (very soft, wet) SP Black fine sand with a trace of wood fragments (medium dense, wet) MH Black fine sandy silt (very soft, wet) MH Gray silt (very soft, wet) MH Black fine sandy silt (very soft, wet) OH Gray organic silt (very soft, wet) Grades to soft OH Black fine sandy organic silt (very soft, wet) Note: See Figure A -2 for explanation of symbols 40 — 45 — 50 —55 — 60 — 65 — 70 —75 — 80 Geo Engineers .I, Gia• ...,.ti'a'�O +a.+ "m..'w.i�Yr+ " 704.4.k.Y..e" volt. LOG OF BORING FIGURE A -3 •yew I 1 _* • TEST DATA Moisture Dry Content Density Blow Group Lab Tests ( %) (pcf) Count Samples Symbol 80 85— 90— 95— W LL z - a 18 100 --) 105— 110— 115— 120 — 2/18' 75 54 26 BORING BB -1 (Continued) DESCRIPTION DRAF OH Gray organic silt (very soft, wet) OH Gray fine sandy organic silt with a trace of shell fragments (very soft, wet) SP Gray fine to medium sand with a trace of shell fragments (very dense, wet) SM Note: See Figure A -2 for explanation of symbols Gray fine sandy silt with a trace of wood and shell fragments (very stiff, wet) Gray silty fine sand with a trace of gravel and shell fragments (medium dense, wet) Boring completed at 109.5 feet on 10/30/95 Ground water observed at about 13.0 feet during drilling 80 — 85 — 90 — 95 —100 —105 —110 —115 —120 Geo,�Engineers LOG OF BORING FIGURE A -3 Z I=- Z U O' CO CO W J ' CO LL WO} g D; = C5, W ZF O: Z H- W W; O ;O uJ W = O • Z V O Hi N 0259.024 -RO TEST DATA Moisture Dry Content Density Blow Group 0 -- Lab Tests ( %) (pct) Count Samples Symbol 10— 15— w z x _ w IN 20— 25 — 30— 35 — 40 — 12 109 9 100 43 76 29 96 14 18 29 1 BORING BB -2 DESCRIPTION • Surface Elevation (ft.): 23.6 DRAFT ASPHALT 6.75 inches asphalt concrete • _ CONCRETE 11 inches portland cement concrete SM Brown silty fine to medium sand with occasional gravel (loose, moist) (fill) SP -SM Gray fine to medium sand with silt (loose, moist0 SP Gray fine to medium sand (loose, moist) ML Brown silt with wood fragments (soft, wet) SP -SM Black fine sand with silt (medium dense, wet) ML Gray silt with a trace of shell fragments (very soft, wet) SP Black fine sand (medium dense, wet) SP -SM Black fine sand with silt (medium dense, wet) J Note: See Figure A -2 for explanation of symbols —5 —10 —15 — 20 — 25 — 30 — 35 — 40 Geo��Engineers LOG OF BORING FIGURE A -4 Z = F" • f- Wrye O' U: U 0 U O` LIJ JI-, W 0' g Q. Z I- 0 ;Zl- -! W, ;0 • —' O H LL- z U N H � z 40 TEST DATA Moisture Dry Content Density Blow Group Lab Tests ( %) (pcf) Count Samples Symbol BORING BB -2 (Continued) DESCRIPTION DRAFT 45 — 50— 55— 0259 -024 -R01 es- 70 — 75 — 80— 30 20 32 85 SM Black silty fine sand (medium dense, wet) ML Black fine sandy silt (very soft, wet) OH Gray organic silt (very soft, wet) Note: See Figure A -2 for explanation of symbols — 40 — 45 — 50 — 55 — 60 — 65 — 70 —75 — 80 Geo���Engineers LOG OF BORING FIGURE A -4 LU 6 2i -I ;.• U O± CO W =; W LL; W 0}: -J LL 9.2 F- _ Z �. 1- a Z F—; c a gyp; 'W W! U; 0. L11 Z' .O z • ♦ Ih_I .• TEST DATA Moisture Dry Content Density Blow Group Lab Tests ( %) (pcf) Count Samples Symbol 80-- 85 - 90— 95— 105— 0259. 024 -R01 115— 120 MD 45 76 0 ■ 2 ■ 3 ■ 77 ■ 22 ■ 31 BORING BB -2 (Continued) DESCRIPTION DRAFT Grades to with a trace of wood and shell fragments Grades to with occasional lenses of silty sand SM Gray silty fine to medium sand with a trace of shell fragments (loose, wet) SP -SM Gray fine to medium sand with silt and shell fragments (very dense, wet) SM Gray silty fine to coarse sand with gravel and a trace of wood fragments (medium dense, wet) Note: See Figure A -2 for explanation of symbols Boring completed at 109.0 feet on 11/01/95 Ground water observed at about 16.0 feet during drilling 80 - 85 —90 - 95 —100 —105 —110 —115 —120 Geo Engineers :trtlirv';i:,2;>ii:'irK.;�:y5 fr:m1+vL;:; • its: LOG OF BORING FIGURE A -4 •Z •.:(Z` 6 —J C.) UO U•W W =; W 0; u_<; d: • I- a • Z H Dp O N, 411 a D H� W W 1 0, lLI Z t' •• O Z :MWS:DJM:CMS 12/15/95 0259024 -RO 10— 25 — 30 — 35 — 40— TEST DATA Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol 12 88 25 99 15 14 16 BORING BB -3 DESCRIPTION Surface Elevation (ft.): 23.4 DRAFT ASPHALT SM 2 inches asphalt concrete Brown silty fine to medium sand with occasional gravel (loose, moist) (fill) SP Black fine to medium sand (loose, moist) SM Brown silty fine sand (very loose, moist) SP -SM Brown fine sand with silt (loose, wet) SP Black fine to medium sand (medium dense, wet) SM Note: See Figure A -2 for explanation of symbols Gray fine sandy silt (soft, wet) Gray silty fine sand (loose, wet) Boring completed at 39.5 feet on 10/31/95 Ground water observed at about 17.0 feet during drilling -- 0 — 5 — 10 — 15 — 20 — 25 — 30 — 35 —40 Geo Engineers LOG OF BORING FIGURE A -5 0259- 024 -R01 10- 15— 25 — 30— 35 — 40 — TEST DATA BORING BB-4 DRAFT DESCRIPTION Moisture Dry Content Density Blow Group Surface Elevation (ft.): 23.4 Lab Tests (%) (pcf) Count Samples S 11_7_21321 • ASPHALT 4 inches asphalt concrete •" • CONCRETE 6.5 inches portland cement concrete SM Brown silty fine to medium sand with occasional gravel (loose, SP moist) (fill) 7 (1 Black fine to medium sand with a trace of silt (loose, moist) 24 10 30 53 Becomes wet Grades to medium dense Gray fine sandy silt (stiff, wet) SP Black fine to medium sand with a trace of silt (dense, wet) 1 Note: See Figure A -2 for explanation of symbols Grades to very dense Gray silt with sand (medium stiff, wet) —5 — 10 — 15 — 20 — 25 — 30 —35 — 40 Geo ;,Engineers LOG OF BORING FIGURE A -6 le.i in ielY•'�i+'x•.ti Z W. re JU U O; to W J =_ i -. U) IJ. WO q J NCI _ (j• • � W Z��. • .1—O •Z 1--: • W W;. ZW'.. • • I— V lt- h-; O. • • '-•I 0 ~. Z ` e :MWS:DJM:CMS 12/15/95 0259.024 -RO 40 45 50 — 55 — W W z p 60- 65— 70 — 75 — TEST DATA Moisture Dry Content Density Blow Group Lab Tests ( %) (pct) Count Samples S}mbol 80 — 18 16 SM 29 39 85 BORING BB -4 (Continued) DESCRIPTION DRAFT SM Gray silty fine sand (medium dense, wet) ML Gray fine sandy silt (stiff, wet) Gray silt (medium stiff, wet) OH Gray organic silt (very soft, wet) II i Note: See Figure A -2 for explanation of symbols — 40 45 — 50 — 55 — 60 — 65 —70 —75 — 80 Geo ,g Enineers LOG OF BORING FIGURE A -6 rr illtAcavizAsvr • • Uf 2 0 O 0 tel N O TEST DATA Moisture Dry Content Density Blow Group Lab Tests ( %) (pcf) Count Samples Symbol 80 85 — 90— 95 — w- u. 2 - s p• 100— 105— 110— 115— 120 — 0 0 57 50/1" m 100 /11' 11 50 /S m BORING BB-4 (Continued) DESCRIPTION DRAFT SM Note: See Figure A -2 for explanation of symbols Gray silty fine to medium sand with gravel and occasional shell fragments (very dense, wet) Boring completed at 114.0 on 11/03/95 Ground water observed at about 13.0 feet during drilling 80 — 85 — 90 — 95 —100 — 105 —110 — 115 —120 Geo i Engineers LOG OF BORING FIGURE A -6 MEMORANDUM TO: Nora Gierloff, Assistant Planner FROM: Gary Schulz, Urban Environmentalist DATE: April 15, 1996 RE: Pacific Highway Bridge Replacement, SEPA File E96 -0006. J v gyp, .(�w; Lid =' w O; J:. wt. ' . Z 1-. Z 0' The undeveloped,area remaining in the middle of the bike loop o on the north side. could be utilized for water quality improvement before surface water runoff discharges to the `= v Duwamish River. 'L• P — 0, u iz U' ±i O I have reviewed the 609a design plan submittal and feel there are no significant environmental impacts associated with the final bridge configuration. The only comments I have are listed below. 1) The new bridge project will add impervious surface to the area. Proposed water quality improvements will attempt to use the existing bioswale on the north side of Pac Highway. South side improvements are not known with the 60% plan submittal. 2) The new discharge point (Sta. 563 +95) to Riverton Creek on the south side may need to be re- routed to an existing discharge point. cc: Steve Lancaster, DCD Director tS;' +y;t.1`:a'•,y''s: '%,k,'v"s1ra l"� t4.s`1`.Sb •!;, r..M' • x;Wav 1 ei't�fi. \twti+ c,4 +43M, • CONSr AVATION ELrMIE.NT An element which deals with the preservation of natural shoreline resources, considering but not limited to such characteristics as scenic vistas, parkways, vital estuarine areas for fish and wildlife protection, beaches and other valuable natural or aesthetic features. GOAL: ASSURE PRESERVATION OF UNIQUE AND NON - RENEWABLE NATURAL RESOURCES AND ASSURE CONSERVATION OF RENEWABLE NATURAL, RESOURCES FOR THE BENEFIT OF EX7STLNIG AND FUTURE GENERATIONS AND THE PUBLIC INTEREST . Objectives 1. Shorelines which are of unique or valuable natural character should be acquired for public benefit commensurate with preservation of the ecosystem. Policy Unique and fragile areas in shoreline areas should be designated and retained as open space. Access and use should be restricted or prohibited when necessary for their preservation. Policy 2 - When appropriate, King County should acquire those shoreline areas which are unique or valuable. Subsequent use of suc . areas should be governd by their ecological carrying capacity. 2.' X11 renewable natural resources should be managed so that use or con- sumption does not exceed replenishment. Policy In shoreline areas, after logging operations have been completed, reforestation or other planting should be under- taken and completed within one year whenever possible. Policy 2 - Through policies and actions, King county should encourage the management and conservation of fish. sheLLf_sh, wildlife, timber and other renewable resources. 3. Resource conservation should be an integral part of shoreline planning. Policy 1 - When feasible, King County should initiate programs to reverse any substantial adverse impacts caused by existing shoreline development. -8- RECEIVED LIAR 19 1996 COMMUNITY DEVEI+.OPMENT Policy 2 - All futur.e shoreline development should be Planned, designed and sited to minimize adverse impact upon the natural shorelin environment. 4. Scenic, adsthetic and ecological qualities of natural and developed shorelines should be recognized and preserved as valuable resources. Policy- When appropriate, natural flora and fauna should be z preserved or restored. re 2' v Policy (�- In shoreline areas, the natural topography should not be (..) (..) 0'. U0: substantially altered. w uJ Policy Shoreline structures should be sited and designed to minimize w O: view obstruction and should be visually compatible with the shoreline character . Do io I-- -i Z �. I--O Z uj U O U; Policy 1 - Agriculture, aquaculture, and silvacuiture in'shoreline i v areas should be conducted with all reasonable precautions to insure the preservation of the natural character and z` quality of the shoreline. Policy 1) Wildlife and aquatic habitats, including spawning grounds, should be protected, improved, and, if appropriate, increased 5. Resources should be managed to enhance the environment with minimal adverse effect. U N 0 ~. Policy 2 - Shoreline activities, and developments should be plan- fled , constructed and operated to minimize adverse effects on the natural processes of the shoreline, and should maintain or enhance the quality of air, soil, and water on the shorelines Policy 3 - Consumptive and exty actve industries should allow the natural shoreline systems to function with a minimum of disruption during their operations and should return the shoreline to as near natural a state as possible upon their completion. Policy 4 - Any structure or activity in or near the water should be constructed in such a way that it will minimize adverse physical or chemical effects on water quality, vegetation. fish, shellfish or wildlife. Policy 5 - Uses or activities, which substantially degrade the natural resources of the shoreline should not be allowed. -9- T ACREATION ELEMENT An element for the preservation and expansion of all types of receational opportunities through programs of acquisition, development and various means of less- than -fee acquisition. GOAL: PROVIDE ADDITIONAL SHORELINE DEPENDENT AND WATER ORIENTED RECREATION OPPORTUNITIES THAT ARE DIVERSE. CONVENIENT AND ADEQUATE FOR THE REGIONAL POPULATION CONS1STE.*TT WITH THE CARRYING CAPACITY OF THE LAND AND WATER RESOURCE. Objectives 1. Areas containing special shoreline recreation qualities not easily duplicated should be available for public use and enjoyment. ' Policy© - Opportunities should be provided for the public to understand natural shoreline processes and experience natural resource features . Poli Public viewing and interpretation should be' encouraged at or near industrial, commercial and governmental shoreline activities when consistent with security and public safety. 2. Shoreline recreational use and development should enhance environmental quality with minimal adverse effect on the natural resources. Policy 1 - Policy 2 - Poli Stretches of relatively inaccessible and unspoiled shoreline should be available and designated as low intensity recreational use areas with minimal develop- ment; service facilities such as footpaths , periphery car parks and adequate sanitnry facilities should only be allowed where appropriate. Beaches and other predominantly undeveloped shorelines already popular should be available and designated as medium intensity recreational use areas to be free from expansive development; intensity of use should respect and protect the natural qualities of the area. Small or linear portions of the shoreline suitable for recreational purposes should be available and designated as transitional use areas that allow for variable intensities of use, which may include vista points, pedestrian walk- ways, water entry points, and access from the water; utilizing stream floodplains , s=-eetends , steep slopes and shoreline areas adjacent to waterfront roads. -10- z ~z 00 0 w= J H W 0. J =a.. Z H O' Z �- U O ff': w • w. � 0 -0 Ili 0.~ z Policy i - King County should consider the purchase of appropriate sites to assure the preservation of representative number of natural areas for scientific purposes as identified by the proper authorities. 2. Suspected significant and newly discovered sites should remain free from other intrusions until their value for retention is determined. Policy 1 - An assessment of the historic, cultural, educational or scientific value of. proposed substantial developments should be included as part of the shoreline permit process. Policy 2 - As part of King County's continual updating of its Inventory and Master Program, sites of suspected or potential. value should be inventoried. 3. Where appropriate, access to such sites should be made available to the general public and should be designed to give maximum protection to the resource. Poli Parks, trails and other forms of recreational open space should be coordinated with such sites when appropriate for their protection. Policy 2 - Access to areas of scientific significance should be restricted where appropriate to the resource being protected. 4. The need to provide clear interpretation of historical /cultural sites to visitors should be recognized. Policy 1 - Such sites should be marked by appropriate signs noting the historical or cultural significance of the location. The signs should be designed to blend with the surrounding environment. Policy 2 - When practical, and not in conflict with the objective of protection of the resource, more extensive interpretive services should be provided. Policy 3 - Archeological sites should not be marked by signs or other interpretive data if this would greatly increae the danger of vandalism. CIRCULATION ELEMENT A.n element dealing with the location and extent of existing and proposed major thoroughfares, transportation routes , terminals and other public facilities and co!'^`- .irat:ng those facilities with tY:'`horeline use elements. GOAL: CIRCULATION SYSTM1S IN SHORELINE AREAS SHOULD BE LIMITED TO THOSE WHICH ARE SHORELINE DEPENDENT OR WOULD SERVE SHORELINE DEPENDENT USES AND THE PHYSICAL AND SOCIAL ENVIRONMENT SHALL BE PROTECTED FROM THE ADVERSE EFFECT OF THOSE SYSTEMS ON THE QUA.LITY'OF WATER , LIFE OR ENVIRONMENT . z zt-• : Objectives z: 1. New surface transportation development should be designed to provide °C D. the best possible service with the least possible infringement upon the shorn v U O' line environment. w o° Policy( - w u_ N �: w a gQ' D. a. z �. F-- O z �. Policy - Surface transportation facilities in shoreline areas should v o' be set back from the ordinary high water mark far enough ;O ,to make unnecessary such protective measures as rip -rs^ w� w or other bank stabilization, landfill, bulkheads, groins jetties or substantial site regrade. 1'-- O`; w z: = New transportation facilities and improvements to exist- ing facilities that substantially increase levels or air, noise, odor, visual or water pollution should be discouraged. Policy y2 - Transportation corridors should be designed to harmonize with the topography and other natural characteristics of the shoreline though which they traverse. 2. Shoreline circulation systems shoulc: encourage alternative routes and modes of t; avel . Policy 1 - Future development and maintenance of regional ferry services should be encouraged and integrated with the overall transportation system. Policy 2 - Circulation routes should provide for non - motorized means of travel. Policy 3 - The concepts contained in King County's Urban Trails Plan should be incorporated into the shoreline circulation system. 3. Circulation systems should be located and art-actively designed so as not to unnecessarily or unreasonably pollute the physical environment or reduce the benefits people derive from their property. -14- • Policy 1 - Motorized vehiculnr traffic on beaches and other natural shoreline areas should be prohibited. Policy 2 - Transportation facilities providing access to shoreline developments should be planned and designed in scale and chracter with the use proposed. • 4. Circulation systems disruptive to public shoreline access and other shoreline uses should be relocated where feasible. Policy. 1 - Transportation elements disruptive to the shoreline character which cannot feasibly be relocated should be conditioned or landscaped to minimize visual and noise pollution. 5. Shoreline circulation systems should be adaptable to changes in technology. Policy 1 - King County should promote and encourage modes of trans- portation which consume the least amount of energy while providing the best efficiency with the least possible pollution. 6. General Policies Policy 1 - Policy 2 - New t; ansportation developments in shoreline areas should provide turnout areas for scenic stops and offroad rest areas where the topography, view and natural features w a_rr ant . Shoreline roadway corridors with unique or historic signifi- cance or of great aesthetic quality should be retained.and maintained for those characteristics. Policy- New transportation facilities crossing lakes, streams, rivers or wetlands should be encouraged to locate in existing corridors except where any adverse impact can be minimized by selecting an alternate corridor. Policy 4 - Shoreline terminals and transfer points should be sited and designed to minimize their impact on the environment and adjacent shoreline uses. RESIDENTL4L ELEhMNT An element dealing with housing densities, residential subdivisions, shoreline access, necessary support services and locations of single- family dwellings (including mobile homes) , multi - family dwellings and houseboats without • distinction between part -time or full -time occupancy. , {ii'.'9'AM.i9...Mt .. 1 449:41vati ttom Mte6, 1;1Mi6"H ' A . ?..91m.reC+YT.!ryx z = • cc ~w oo N0; w J = D w: w o. g Q; s v: ▪ w z zI-, • o' w~ 2 U O -; 0 ww uiz' Its o z GOAT.: SHORELINE RESM= ?�TTIAL AREAS SHALL PERMIT A VARI T'y OF HOUSING 7 ''ES AND DESIGN WITH D 1SIT AND LOCATION CON- SISTENT KITH THE ABILITY OF PHYSICAL AND NATURAL FEATURES TO ACCOMMODATE THEM. • Objectives 1. Residential developments should be excluded from shoreline areas known to contain development hazards. Policy 1 - Residential development should be prohibited in flood plains within the 100 year flood level . Policy 2 - Residential development should be prohibited in areas of of severe or very severe landslide or'avalance hazard. Policy 3 - Residential development should be prohibited in shoreline areas with slopes of 40% or greater which are hazardous. Policy 4 - Shoreline areas containing other potential hazards (e.g. , geological conditions, unstable subsurface conditions, ersion hazards, ground water or seepage problems) should be limited or restricted for development. The burden of proof that development of these areas is feasible, safe and ecologically sound is the responsibility of the developer. 2. Residential developments should have minimal impact on the land and water environment of the shoreline and minimize visual and physical obst± uction . Policy 1 - Residential development should be prohibited in identified unique and frag-ile areas. Policy 2 - Residential development on piers or over water should not be permitted. Policy 3 - Landfill for residential development which reduces water surface or flood plain capacity would not be permitted. Policy 4 - In residential developments, the water's edge should be kept free of buildings and fences. • Policy 5 - Every reasonable effort should be made to insure the retention of natural shoreline vegetation and other natural features of • the landscape during site development and construction. Policy 6 - Planned unit developments that provide public access and open space for the general public as well as to residents of the project are preferred, whether single - family or multi- [a:�i1y developments. -1E- fir x Pacific Highway Bridge Replacement Project #92RW 11 Address Labels for Shoreline Substantial Development Permit Parcel Number Property Address Property Owner Tenant 0423049148 11063 Pacific Hwy S 2922 S 112th St. H &M Assoc. III George Brazil c/o G &M Investments Services 510 Rainier Ave S 11063 Pacific Hwy S Seattle, WA 98144 Tukwila, WA 98168 0923049152 11210 Pacific Hwy S Peerless Corporation Peerless Corporation/ PO Box 447 Triad Machinery Tulatin, OR 97062 11210 Pacific Hwy S Seattle, WA 98168 0923049411 11234 Pacific Hwy S Ace Electric Service Ace Electric Service 11234 Pacific Hwy S 11234 Pacific Hwy S Seattle, WA 98168. Seattle, WA 98168 Jet Fuel Espresso 11234 Pacific Hwy S Tukwila, WA 98168 0923049153 11244 Pacific Hwy S Seattle Inns, Inc. Holiday Inn 11244 Pacific Hwy S 11244 Pacific Hwy S Seattle, WA 98168 Seattle, WA 98168 0923049155 11201 Pacific Hwy S 2925 S 112th St Boeing/ H &M Assoc. Boeing #11 -14S PO Box 3707 2925 S 112th St. M/S IF -09 Seattle, WA 98124 Seattle, WA 98124 1/.4:4 .; RECEIVED MAR 1 9 1996 t✓OMMUNtTY DEVELOPMENT z , re w 2, O 0 CO 0, ww' w =, CO wo a w o N D. = �;. mo- z t- • wi 8.N w w .z iu V Ni O z 0923049066 3215 S 116th St. Bedford Properties 12720 Gateway Dr S Suite 107 Seattle, WA 98168 Odwalla 3215 S 116th St Tukwila, WA 98168 Carrrier Corp. 3215 S 116th St Tukwila, WA 98168 ACI Distribution 3225 S 116th St #133 Tukwila, WA 98168 PHI Aerospace 3225 S 116th St Tukwila, WA. 98168 Westinghouse. 3225 S 116th St Tukwila, WA 98168 Newcastle LTD 3225 S 116th St #181 Tukwila, WA 98168 Cellular One 3215 S 116th St Tukwila, WA 98168 CONESCO Storage Systems Inc. 3225 S 116th St #181 Tukwila, WA 98168 LINCARE Inc. 3225 S 116th St #109 Tukwila, WA 98168 Juiceman Marketing 3225 S 116th St #121 Tukwila, WA 98168 %akY:� §'C`:- ..E::L }::,� •.-:i:..v.`t. "s.".... r.ad i ailrkkir.u14(4, • re J U o coal-. s: J CO LL uj 0: u_, Q; Na S F. w : 2! ..zo; w 2 DI U i0 N w ,0:— O Ll z 0923049068 3315 S 116th St. State ROW Bedford Properties 12720 Gateway Dr S Suite 107 Seattle, WA 98168 INNOVA Corporation 3325 S 116 St Tukwila, WA 98168 OPAS 3325 S 116 St Tukwila, WA 98168 Industrial Caster and Wheel Co. 3315S116St Tukwila, WA 98168 Corinthian Industries. North America 3325 S 116 St Tukwila, WA 98168 Strata Communication 3315S116St #115 Tukwila, WA 98168 F.z; mow. WDr • oo •u, oi vow: w= J "CO • w o' J: u_ Q _ d .. z D p. • ww.. vi. 0 Z;. UN. Z: H & M Assoc. III c/o G & M Investments 510 Rainier Ave. South Seattle, WA 98144 Ace Electric Service 11234 Pacific Hwy. South Seattle, WA 98168 Seattle Inns, Inc. 11244 Pacific Hwy. South Seattle, WA 98168 Boeing #11 -14S 2925 South 112th Street Seattle, WA 98124 Carrier Corporation 3215 South 116th Street Tukwila, WA 98168 Westinghouse 3225 South 116th Street Tukwila, WA 98168 CONESCO Storage Systems, Inc. 3225 South 116th Street #181 Tukwila, WA 98168 .f.',.�ti n14 Industrial Caster and Wheel Co. 3315 South 116th Street Tukwila, WA 98168 George Brazil Services 11063 Pacific Hwy. South Tukwila, WA 98168 Holiday Inn 11244 Pacific Hwy. South Seattle, WA 98168 Bedford Properties 12720 Gateway Drive S, Ste 107 Seattle, WA 98168 ACI Distribution 3225 South 116th Street #133 Tukwila, WA 98168 Newcastle LTD 3225 South 116th Street #181 Tukwila, WA 98168 LINCARE, Inc. 3225 South 116th Street #109 Tukwila, WA 98168 INNOVA Corporation 3325 South 116th Street Tukwila, WA 98168 Corinthian Industries North America 3325 South 116th Street Tukwila, WA 98168 Peerless Corporation P.O. Box 447 Tulatin, OR 97062 Peerless Corporation/ Triad Machinery 11210 Pacific Hwy. South Seattle, WA 98168 Jet Fuel Espresso 11234 Pacific Hwy. South Tukwila, WA 98168 Boeing/H & M Assoc. P.O. Box 3707, M/S IF -09 Seattle, WA 98124 Odwalla 3215 South 116th Street Tukwila, WA 98168 PHI Aerospace 3225 South 116th Street Tukwila, WA 98168 Cellular One 3215 South 116th Street Tukwila, WA 98168 Juiceman Marketing 3225 South 116th Street #121 Tukwila, WA 98168 OPAS 3325 South 116th Street Tukwila, WA 98168 Strata Communication 3315 South 116th Street #115 Tukwila, WA 98168 RECEIVED MAR 19 1996 COMMUNITY DEVELOPMENT mss, w; JUG U O N w w =s w O: aa, D. 1— w zf-� z o, LIJ w la' . F=— U' - ~ " 0 co o ~> q o LI. 5mm Drawing#: rr'.4 8i* jog 00 so •Pc, I e1 '.161 ZO '6E1981 A 28.0886£91 X • n "f £Z' 90E g81 A 16'£LE'Gf91 X • 61'£12 17-2Z-01 MN L W N 4; o, p o. h 4 O Q -J h cn 0 toy i- 6£-6b -I0 N ' o• 4. Sz •/2 0/6/ :a'. f•%. SLR �J r L1.2� .-••••• .x.1638657.30 /0• 5.▪ 14 / • Go'' 18 . 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