Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D97-0095 - SOUTHCENTER BP - CONVENIENCE STORE
for a period of 180 days from the last inspection. City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Parcel No: 000580 -0038 Address: 16200 WEST VALLEY HY Suite No: Location: Category: NRET Type: DEVPERM Zoning: Const Type: V -N Gas /Elec.: Units: 001 Setbacks: North: .0 South: .0 Water: TUKWILA Sewer: TUKWILA Wetlands: Slopes: Y Contractor License No: ARMSTC -373N0 OCCUPANT OWNER CONTACT PLANNER Print Name: WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. DEVELOPMENT PERMIT Permit No: Status: Issued: Expires: Occupancy: STORE UBC: 1994 Fire Protection: NONE East: .0 West: .0 Streams: (206) 431 -3670 D97 -0095 ISSUED 10/17/1997 04/15/1998 SOUTHCENTER BP- CONVENIENCE STORE 16200 WEST VALLEY HY, TUKWILA, WA 98188 TUKWILA STATION LLC 16200 WEST VALLEY HY, TUKWILA WA 98188 ROGER OLLENBURG Phone: 425,451 -1232 515 116TH AVENUE NE #202, BELLEVUE, WA 98004 MICHAEL JENKINS Phone: 206 431 -3670 6300 SOUTHCENTER BL, TUKWILA WA 98188 CONTRACTOR ARMSTRONG CONSTRUCTION CO., INC 2709 AUBURN WAY NORTH, AUBURN, WA 98002 ,**************** * ** * * * * * * * * * * * * * * * * * ** * ** * * *** k * ** *qtr * * * * * * * * * * * ** * * * ** * * * ** *,fir * * * * ** Permit Description: . CONSTRUCT 2,288 S.F. CONVENIENCE STORE BUILDING GREASE INTERCEPTOR IS REQUIRED IN THE FOOD PREP AREA. THIS PERMIT COVERS ALL PUBLIC WORKS PERMIT ACTIVITIES ASSOCIATED W /THE ENTIRE SOUTHCENTER BP SITE INCLUDING UG STORAGE TANKS,CAR WASH, CANOPY & STORM DRAINAGE PIPE X -ING OVER CITY OF SEATTLE PUBLIC UTILITIES RIGHT OF WAY. c*************************************************** * * * * * * * * * * * * * * * * ** * * * * * * * * * * *** Construction Valuation: $ 83,557.76 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: SAL Curb Cut /Access /Sidewalk /CSS: Y Fire Loop Hydrant: Y No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Cut: 1695 Fill: 1250 Landscape Irrigation: Y Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: Y No: Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Water Main Extension: N Private: Public: * *************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 2,538.46 k******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * *** * * * * * * * * * ** Permit Center Authorized Signature: _ * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Date:/0 I hereby certify that I have read and examin-d this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performan e of work. I m authorized to sign for and obtain this development per it. Signature: -elt (�' Date: (b ///97 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection Address 16200 .WEST VALLEY HY Suite: Tenant: Typ r DEVPERM Parcel #: 000580•- 0038 • k**; k*******: k***.• k**: 4** k* k•k**•k•k *•k•k * *•k*.•k ** * *•k* "k k k *A•k'k'k* * *•k*•k•k•k 4 * *k•k*A-4 k*•k Permit Conditions 1 No, changes.will be to the to the plans uniess.,approved by the. Ar >.chitect: or Engineer and the Tuk;w•lie..Buildirng:Division 'Plumbing . permi,ts shall b:e obta'i n.ed through;: the Seattle' - King; County, Department u Public Health. Pl be ,inspy ted by that a gency, includirng,ali gas piping (296 -4722) • Elettr�i,cal permits hall° be obtained t hrough ; the Washington ,tate_Divi of Labor and Industries and allzielectri:b,a1. work ':w.i l l :be' inspected by :that agency' ('2.4.8 - 6630):.. ▪ An mechan i`ca l,, work'.` shall be, ,under . separa'te; permit;; issued -by the City.. of Tukw i l,a . -, ,' • All pe�rm:i ts, inspect i on records, an i approved~ plans shall'% available the ,'job site i pr:ior to•'the start of any .c+on :stru�:G,ion •These .documents a`re.,.to be maintained and ,able' final inspection approval., is granted. All ' >structur�al concrete `shall.: be special inspected (UBC': Sec, 306 (a)1) Status: ISSUED Applied: 03/25/1997 Issued: 10/.17/1997. :Bolts .install 'd i:n - concrete shall: be special inspected (UBt Sec 1'.701'.'5:2) i ; • When': special Inspection is required either the owner:, archi:tert 'or engineer shall notify ••the' Tukwi 1a Building D.j'Vis;ion , :f'Yappo1r tinerit of the :inspect•ion:agencies p;r•ior , the t building insp'e'ction. , ..Co'pies "ef all special . i,nspei~t i on::•r'eports shall be submitted to • the Building Division i a; ti.me.ly manner. Repor=ts :.shal l..•contain addr;e.ss, pro je name,: permit number and type' of inspection being • perto'r'mgd, The spec.;ial inspector shall submit a signed report stating :t he work requiring special` " inspec ti on was to the best of the in^pector.'s knowledge; .,in' conformance : with approved plans and spec: icat•ions :and the applicable •orkmanshi.vprovisi'ons of the UBC, 10. Any new ceiling ' and light fixture installation is,' required to meet" ;Lateral bracing =requi`rements foreismic Zone 3. 11. Partition walls att 'ched to ceiling grid must:'be laterally braced if over eight (8):. tee.t in.;length:.. 12. Readily accessible access to • mounted equipment is required. 13. Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a, Washington State Professional Engineer'. 14. Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identi- fication showing the fire performance rating thereof. 15. 'Subgrade preparation including drainage, excavation, compaction, and fill requirement shall conform strictly with recommendations given in the :oils report. 16. A statement from the roofing contractor verifying fire retardant class of roof will be required prior to final inspection (see attached procedure) . 17, All construction to be done in conformance with approved plans and requ i reme( s nt the 'Uniform Bu i 1 d`4 ng�( • de ( 1994 Edition) as amended, Ainiform Mechanical Code (1 4 Edition), sand Washington State Energy Code (1994 Edition) 18: A11 food .preparatiorti''establishmerits must have Seattle -King County Department of Public Health sign-off prior. to opening or doing any food processing. Arrangements for final Health Department inspection should be made by cal l i'hg Seattle- K ing County Department of Public .Health, 296- 478,7, at least three :working days prior to desired inspectidn date. On work requiring Health Department approval, it is the contractor's responsibility to' have a set ot: plans approved by that ,agency on the job site, 19.' Notify the City of Tukwila Building Division prior :to `.'placing any.concrete. This:, proceci in addition to any :requirements for :.peciti l sption 20. ". All wood to remain in p:l.a:ed cont:rete shall b;e •treated wood. 21 : There' shall be no' oc"cu pan,cy of the_ :btli lding(s) 'until the final inspections been .completed •by the Tut:wi l'aBuilding Inspector.. 22". A CERTIFICATE`OF C)CCUPANCY WILL BE REQUIRED ,FOR `<THIS PERMIT. 23 Validity , lit " Pe,r m.i t 'The i ssuance of a p.ermi t 'or approval of plans specifications, . and computations shall not be con .s.trued toy be a'perm for, : , or an, approval of, an .vio,latfon; of any of the prov:iSions of.` the building code or of•'any.. other;`::or'di of the.. Jurisdiction. No permit presuming `to` : give,.authorit,y to violate or , canCei the provisions ot.. this code sha:l'l be v a l i d 24': Tempor=ary e-r;os ion control-me'a'sures-shall be implemented :as the ,first Order of business t prevent sedimentation." off - •site or.into'e ",ci .ting storm drainage .facilities. 25. The''y`i t ,,s.ha 1 l `crave - .p.er-.manent erosion contr"o l measures place as .00n possible.. after final grading has been • completed and prior to� the Final Inspection. 2b All` <private storm ; dr ain'pip•e shall ;.W'eith•er concrete or reinforced, AD'_., pipe.'' Treated c'o'rr:ugatedetal pipe may usedfor-.detent•ion facilities. . All public . storm drain systems and ° thus'e,. :port.ions Of private • systems, (with .the exception of residential dr,ivewav cu:lvert %j;..,. within p,ubl •ic right -of -way shall `be` con ,trusted with concrete pipe up to 12" diamete and reinforced concrete pipe for 12" and. greater. 28. Work: affecting traffic flows shall be closely coordinated with the City Utilities Inspector Traffic Control" Plans - shall be submitted to the Inspector for prior approval;" CONTRACTOR SHALL._CONTACT MARY INFORMATION COORDINATOR @206 -5C4 -2732 WHEN CONSTRUCTION WORtv:: REAi: HES THE POINT WHERE IT IS NECESSARY `TO •HAVE THE BUS ZONE :, MOVED TEM- F'ORARILY TO FACILITATE" THE WORM.. SHE WILL ARRANGE FOR THE BUS STOP SIGN TO BE REMOVED I1 HAVE A TEMPORARY ZONE INSTA- LLED NEARBY. METRO REOUIRES THAT THE SIDEWALK ADJACENT TO THE BUS ZONE BE WIDENED TO 9FT TO PROMOTE MAXIMUM ACCESSIBILITY,STARTING AT THE BUS SIGN & PROCEEDING SOUTH FOR AT LEAST 10' IN LENGTH. 29. The exempt meter work shall include a State Department of Health approved double check valve assembly. 30. Driveways shall comply with City commercial standards. Driveway width shall be a 25' minimum and 35' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 10'. AFTER THE SIDEWALK CONSTRUCTION IS COMPLETED THE CONTRACTOR SHALL CONTACT PAUL ALEXANDER/METRO BUS ROUTE FACILITIES PLANNING @ 206-684-1599 TO HAVE THE BUS ZONE RETURNED. 31. Hauling over 50 cy shall require application for a Hauling Permit prior to any associated activity. Refer to item: 33 and 34 afar ha'u 1 i ng permit requirements. A capy`af the der ti Fate of Irisuran� Caverag f �intu`nru o 5�i',pp0 nantiing °'titre, ity of Tukw111 as: i`nsu 4. • A.,:$2:,000 `bond: made, out ta,:the .City, ofr::possi.b.le property .' am caused :by activities. • A :map; which; shows :the. haul route. o heavy equipment, shall be_ allowed on SEATTLE PUBLIC • UTILITIES`;:RIGHT OF'. WAY: • SEATTLE PUBLIC' UTILITIES SHALL BE NOTIFI (386 = 1800) MIN T DAYS B'E FdRE'`WOR KS °IN SEATTLE PUBLIC UTILITIES R :IGH. OF . WAY I h BEGUN DE • SHALL FOLLOW' ALL THE: C ONGISIQNS OF CITY SEATTLE` • • . . • EAT.TL`E U BLIC UTILITIES Uti 1,1 t�f �rossi.ng :Consen Ayr ?ee nt. '97'01 .(345:,414) .which'` atteched.'a .part.. of this per mi,ti.. ny dwa ter.1 ng w 1.1 ; require priar appr oval by SEATTLE - : UBLIC, UTILITY DEPT ' AND V:A `STAMPED PLAN aPREPARED' BY THE YDROLOGI:S'T • WITH I1YD0f REPORT OUTLINING SURVEY. ND MONITORING `OF..TH BOW !Al;E +FIPE';LINE. FOR ANX.k • • T Imo' ALSO : A SEATTLE PUBLICu UTILITI t REQU '`TH THE .-f • ITY OF SE TTLE BE OTI:FI.EG 4t' ,HFS Icy ..ADVANCE,;OF' ANY OF THE '0N'�TRUCT ;I< ACTIVITIES. UPON'' THE BP PROPERTY SO THAT ' t EATTLE,' PUBLI UtILITTE' MAY .INITIATE DEPLOYMENT { OFD APPRQP ZATE A ND.'NECESSARY ". PEGTORS''T BE : LOCATED: ::jON `SITE ,Ta IQ NITQR iTHE- CONST PROCESSES rtJ Le ; Laurie Anderson, Finance FROM Brenda Holt, Permit Center DATE: August 11, 1998 SUBJECT: Refund Permit Fee - D97-0095 City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director MEMORANDUM Please refund $629.80 for a building permit fee paid on 10-17-97 and $1,475.00 for public works permits for a total refund of $2,104.80. The permit for the Southcenter BP convenience store was canceled on 12-2-97. I have enclosed a copy of the receipt for your reference. Please make the check payable to Roger 011enburg and Associates. Please return the check to the permit center and it will be forwarded to the applicant. Tha k you! i . iltiagii I ii . A.,.., ,..„,,, Blinding Official Date 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431•3670 • Fax (206) 431-3665 Telt:phew 42S 4S1-1232 FAX 425 451-1841 rogeroOnwlink.coin Roger. 011enburg and Associates drchinnaural and Divelopmtent Services SSS 116th Avenue NE, Suite 155 Bellevue, Washington 98004 Please cancel this permit D97-0095. Permit foes to be refunded per ordinance. Regards, ;`Water:: Meter '.Type:: Wa'ter.Meter� Size ::: Quantity, ;; Work Uric er, Vo ". 'UDLIC ,WORKS'.ENGI•NEER FEES $950.00 $225° $:.-00 $100.00 $350:° :00 $175.00 $ : 00: $: 00 $. $1A 0Q .. 00 $10.00 $15.00 $.00 $15 .00 $25 0Q $.00 ; $25.00`' s.00 $.00 $.q0 00 QQ $.00 errl t Status: ite Address: Location •Connection} Fees Install D.epos'i.t: Install Deposit: P Fe,e Inspection Fee.. Water .Turn,.4n;.Fe: Special ` Assessmen;t : Other Fee T.ITAL WATER • 0. Project Name/Tenant: 13P C 0 A.1Vt: •JI6��E Erb itS Val of Construction: g /2S,P4o. Site Address: City State/Zip: I w6 ST VALt 14.41 NWP , ThI -wrtA, (IA cie 18e, Tax Parcel Number: 000580 •0038 Property Owner: 'tUl~l,u1LA S'Z,ATt L , L .C. • Phone: 206.6.24- gs11 Street Address: City State /Zip: °lo i/4N 2 IL. xx - :.&.c , 000 WCs? td:+166 NbDt1ti -I, rdAtat 111244 qe/0 c t Fax #: ea .611. 4'a(o6 Contractor: Phone: Street Address: City State /Zip: Fax #: Architect: 12.0(.4k K. 0W:rivet-IRA . Phone; •Ob •4S /. /23 2 Street Address: City State /Zip: sly • I I 6 tt. AIL fut; ii.2.nv.. 1361.L£Vu 6. WA q$664 Fax #: 206. 46/ • 1 E 3 4 . 1 Engineer: YI.AMAL a&SOC/AT6S Phone: zo6 " 2 - • ood¢ Street Address: City State /Zip: 6S. , )as6\I &z wetY,u &A-rrL.6 ,WA 98/05 Fax #: 20o •523. Contact Person: 2 yL CUltfk)0U Phone: 2ob.4s/•/232- Street Address,' City State /Zip: GU; .116'U Me tut: td 24,2. 16 u ,Wt\ 4' e'0d 4 Fax #: 206 .45/. /g4 i Description of work to be done: Q 2 /(,(,/ evo C /y 4...)6'W CDC vE,v /6-,ye6 sr'ar66 e5U/L..D/ /PC60i trn Arre4fibe T st G-' I(E-Lv,e/24ervT Existing use: ❑ Retail ❑ Restaurant ❑ Multi family ❑ Warehouse 171 Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Proposgd use: 0 Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Will there be a change of use? ❑ yes ® no If yes, extent of change: fire protection features: ❑ sprinklers ❑ automatic fire alarm 7 ge r l : none ❑ other (specify) Building Square Feet: existing /40 new Area of Construction: Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating ❑ yes 11 no quantities & Material Safety Data Sheets CITY OF TU Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 FOR STAFF USE ONLY Project Number: PRL 42 - 03 Cp J)Cf — DO 6 5 Permit Number: New Commercial / Addition / Multi - Family Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) ❑ Channelization /Striping FJ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ® Storm Drainage ❑ Street Use Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is Issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: 3 as-- 97 Date application expires: App is icy aken by: (initials) J PLEASE SIGN BACK OF APPLICATION FORM NCPERMIT.DOC 1/29/97 ALL NEW COMMERCIAL/ADDITION /M' • ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER • ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Copy of recorded Legal Description from King County ❑ ❑ Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- 0179 for servicing district. ❑ ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433 -0179 for servicing district. ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which include : ❑ ❑ Site Plan 1. North arrow and scale. 2. Existing and proposed utilities and existing hydrant location(s). 3. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements. 4. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions. 5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dump - ster recycling screening. 6. Location and screening of outdoor storage. 7. Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's boundaries, erosion control measures & three buffer protection measures. 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). 9. Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12. Lowest finished floor elevation (if flood control zone permit required). 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). ❑ ❑ Vicinity Map showing location of site ❑ ❑ Building Elevations (Include dimensions of all building facades and major architectural elements) ❑ ❑ Mechanical Drawings ❑ ❑ Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) ❑ ❑ Architectural drawings ❑ ❑ Specifications (if separate document) ❑ ❑ Structural Calculations ❑ ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping ❑ ❑ Height Analysis ❑ ❑ Soils Report stamped by Washington State licensed Geotechnical Engineer ❑ ❑ Topographical and Boundary Survey ❑ ❑ Tree Coverage Analysis (Multifamily only ) ❑ ❑ Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 ❑ ❑ Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". !Buil Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a ding notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. I HEREBY CERTIFY THAT / HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHOR! ED AGENT: MEW Print name: / 6(7i (4 4e' d po/ 6 Signature: C . Address: 67 1/6 f' A V f!.. / N" 2'62' NCPERMIT.DOC 1/29/97 I- FAMILY PERMIT APPLICATIONS MU E SUBMITTED WITH THE FOLLOWING: Date: 4 .Phone:? , 4f --/ / 23 7 Fax #:7 400 City /State /Zip: /;tqa - V C%E `L 1 9geN Con\Pni.ellICa ***********k**%thk***k*******k*************kkk******A**IcA** CITY OF 'TUKWILA. WA D 9---) TRANSMIT ****A**k************* * * **IPPX TRANSMIT Number: R9700556 Amount: 511.71 03/25/97 10:15 Payment , Method: CHECK Notation: ZX ENTERPRISES Inst. SL8 Permit No: D97-0095 Type: DEVPERM DEVELOPMEN1 PERMIT Parcel •No: 000580-0038 Site Address: 16200 WEST VALLEY HY Total Fees: 1.303.46 This Payment 511.71 Total ALL Pmts: 511.71 Ualancet 791.75 Account Code Description Amount 000/345.830 PLAN CHECK - NONRES 511.71 ;371 03/26 9717 TOTAL 2155.88 ,A k*"•A *A**kA k *A* t:kshkAk+4 k * . **kA•!4irk•� kkr%*•k4•k** E •.*•.t• CITY OF TUKWILA WA, TRANSMIT. * **:k **,:A*:4k* *.tk **AkAk *A h; 1/,*•J l** sA* Ak** k****- kkAfik•,t*•4* *:t **kA:4A*•k**•A TRANSMIT Number: 8.97.00661 Amount: 2,376.75 1.0/17/97 15:19 Payment Method: CHECK Notation: ZX ENTERPRISES nit AB Permit No. D97- 0095. Type: DEVPERid DEVELOPMENT . PERMIT Parcel No 000580 -0.0J8 Site Address. 16200 WEST VALLEY HY Total Fees: 2,888.46 Payment 2,376.75. Total ALL Pmts : 2,888.4.6 Balances .00 k * *ot ***S * **SA•A.* * *koA ** AAA4* ro1k* k* i* 44kA * * *A*A* ** *4A * * *,A *4 *4 ** Account Code; Description 401/388..101 WATER SPECIAL CONNECT 000/322.100 BUILDING - NONR[S 000/345.K10 PLAN CHECK - UTILI1•Y 000/345.030 PLAN CHECK - WATER METER 000/386.904 ST BUILDING SURCHARGE 000/342.400 INSP. FEE -- UTILITY. 401./342.400 INSP FEE - FL.H /LI /W,ME 412/342.400 .INSP FEE - STORM DRAIN 402/342.400 INSP FEE SME/64S 401/388.10.2 WATER CONNECTION 401/:{86.520 WATER INSTALLATION (DEP) 401/342.400 WATER INSPECTIONS FEE 401/343.405 WATERS TURN-ON FEE. 000/322.100 LAND ,ALTERING PERMIT. FEE 135.00 000/345.830 LAND :;• ALT CR ING PLAN CHEC,;!98 .10/10 0719 3 0T6`& Amount - 125. 78.7.25 50.00 30.00. 4.50 30.00 30.00 15.00 20.00 550.00 700.00 45.00 75.00 2376.75 Projec p Type of ' • j ct j : art Da te called: 7 4. ' ,�, a.m. p.m. A res • . GO Special instructions: Date wanted: Requester Phone No.: '•J I /- 1,11 '0271, Folr INSPECTION RECORD ,Retain.atcopy with permit INSPECTION NO " • CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 pproved per applicable codes. Date: PERMIT NO. (206) 431 -3670 Corrections required prior to approval. ri $42.00 INSPECTION FEE REQUIRED. Prior to ins' =ctio , fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Prepared for: Emerald City Construction' December 11, 1996 RECEIVED DEC 1 1 1996 PUEE 1)(41-- 00 cr5 TRAFFIC IMPACT ANALYSIS for SR 99/S 146th Street Chevron City of Tukwila Prepared for Emerald City Construction December 11, 1996 , • Prepared by: The TRANSPO Group, Inc, 14335 NE 24th Street, Suite 201 Bellevue, WA 98007-3737 (206) 641-3881 FAX: (206) 747-3688 „ , . Traffic Impact Analysis for Tukwila Chevron December 11, 1996 TABLE OF CONTENTS INTRODUCTION 3 Project Description 3 EXISTING CONDITIONS 6 Roadway Network 6 Existing Traffic Volumes 6 Operational Analysis 6 Traffic Safety 9 Pedestrian/Non - Motorized Facilities 9 Transit Service 9 FUTURE CONDITIONS WITHOUT THE PROJECT 11 Planned Transportation Improvements by 1998 11 Future Without - Project Traffic Volumes 11 Operational Analysis 11 PROJECT IMPACTS 14 Trip Generation 14 Trip Distribution and Assignment 15 Operational Analysis 15 Traffic Safety Impacts" 20 Pedestrian /Non - Motorized Impacts 20 Transit Service Impacts 21 MITIGATION 22 Project - Related Mitigation 22 TABLES Table 1. 1996 Existing Weekday Peak Hour Level of Service Summary 9 Table 2. Intersection Accident Summary (October 1, 1992, to Sept. 30, 1995) 10 Table 3. (1998) Without- Project Weekday Peak Hour Level of Service Summary 14 Table 4. Weekday Peak Hour Trips, 2,200 sf 8- Fueling Position Gas Station 16 Table 5. (1998) With - Project Weekday Peak Hour Level of Service Summary 20 FIGURES Figure 1. Site Vicinity 5 Figure 2. Site Plan 6 Figure 3. 1996 Existing Traffic Volumes 8 Figure 4. Existing Pedestrian Volumes 11 Figure 5. 1998 Without Project Traffic Volumes 13 Figure 6. Project Trip Assignment 17 Figure 7. Pass -By Project Trip Distribution 18 Figure 8. 1998 With Project Traffic Volumes 19 Pa e 96706,001M:1961967061WP196706R2 The TRANSPO Group, Inc. Page 2 This report presents the transportation impact analysis prepared for the proposed Lakha Chevron development located on Pacific Highway S (SR 99) near S 146th Street in the City of Tukwila. This traffic analysis was performed to address the potential project-generated traffic impacts on roadways and intersections in the site vicinity in accordance with City of Tukwila guidelines. In addition, the analysis is intended to identify the appropriate "fair- share" pro rata mitigation associated with the impacts of the proposal. Project Description The Lakha Chevron project proposes to construct a 2,200-gross square foot (gst) convenience market and gas station with 8 fueling positions. The general location of the proj- ect site is shown on the Figure 1 vicinity map. More specifically, the proposed Lakha Chevron would be located on the site bounded by Pacific Hwy. S to the west, and approximately 140 feet south of S 146th Street The existing site is currently vacant Access to the project site is proposed obtained via two full access driveways on Pacific Hwy. S. Figure 2 shows the proposed site plan. Traffic Impact Analysis for Tukwila Chevron December 11, 1996 INTRODUCTION [.. 96746.00 96196706IWP196706R2 The TRANSPO Group, Inc. Page 3 Figure 1 Site Vicinity CHEVRON .1: = 1 ■1 11,: : • 'I 4 v. ' :1 ' . ••• 1; try' , .... , SEA ric s '13e0 11 PAW a ': ..! k; :i * list! , 136iH •st " : • ; 7... • .. . !e: Ca CO:2Ni 1: 11.■. 2.: , .. ,1 ...... 2 4 . S 1;sas11; 4...). . •, •.111• • ' ,T i t-- • :7CTr1 S' ST • "3* SaJT, SATELLITE TErirslIrdlt. • 4 ,a,111.1 eit trArlir ' • ; I ; I rAlIfitT1 INTERNATIONAL I i A IRRORT ; ; I : 1 S 161S1 5 • I roCkAft. I st g ZiP I 7 6 96706.00 REV 11/1/96 11:\96\96706\CAO\GRAPHIC (A) (PRNPLOT.PCP) r MtIlli 124 11 IMP . (\/ t tr,S111.c Ifrth rt,tr! ▪ V I I st SC4111(1 PLA2A ••siarAli, • .ARC111 . .• - • •• • :oRRoRATE oR ii :oRpoRpt s romur 4a - • Tn:isp TUKWILA The TRANSPO Group, Inc. 96706,00 REV 11/1/96 11:\96\96706\CAD\GRAPHIC (B) (PRNPLOT.PCP) Figure 2 Site Plan CHEVRON TUKWILA The TRANSPO Group. Inc. Traffic Impact Analysis for Tukwila Chevron December 11, 1996 Roadway Network SR 99 is a five lane north /south arterial, with a posted speed limit of 45 mph that provides direct access to the site. There are no pedestrian or bicycle facilities on the segment of SR 99 adjacent to the project site, however, paved sidewalks are provided north of the site along the frontage of new developments. SR 99 provides access to SR 509, and is a major north /south corridor through the region. S 146th Street. is an east /west neighborhood collector that provides access to single and multi - family residences. There are no pedestrian or bicycle facilities on this roadway, and the posted speed limit is 25 mph. There is no proposed direct access from the project site onto S 146th Street. Existing Traffic Volumes EXISTING CONDITIONS Through coordination with City of Tukwila staff, the scope of this analysis was determined to be limited in size, and includes the intersection of SR 99 and S 146th Street. Weekday traffic volume counts were conducted at the intersection to evaluate the existing operating conditions, and provide a base which could be used to compare the with- project conditions. Figure 3 shows the existing weekday AM, PM and mid -day peak hour traffic volumes for approaches to the study area intersection. Weekday (1996) peak hour traffic volumes for the study area intersection were collected in October of 1996. Traffic volumes for the AM, PM, and mid -day peak hours were collected to determine the most critical time period in which the proposed project would have the greatest impact to the study area. Operational Analysis Transportation analyses were conducted in the study area to evaluate the current operational characteristics of the existing roadway system. As required by the City of Tukwila, two separate methodologies were employed to evaluate traffic operations in the study area. First, individual intersection levels of service (LOS) were calculated at the study area intersec- tions. Second, an intersection queuing analysis was performed to evaluate the potential for vehicle queuing at the study area intersection and site access driveways. The methodology incorporated for the LOS and the queuing analyses used procedures identified in the Highway Capacity Manual (TRB Special Report 209, 1994). The following sections discuss the operational analysis in more detail. 96706.001111:1961967061WP196706R2 The TRANSPO Group, Inc. Page 6 AM PEAK HOUR MID —DAY PEAK HOUR S 146111 ST 96706,00 REV 11/19/96 11\96 \96706\CA0 \GRAPHIC (0) (PRHPLOT.PCP) PM PEAK HOUR S 146TH ST Figure 3 1996 Existing Traffic Volumes TUKWILA CHEVRON The TRANSPO Group, Inc. Traffic Impact Analysis for Tukwila Chevron December 11, 1996 Level of Service Level of service (LOS) analysis was performed to determine the existing operating con- ditions of the unsignalized intersection within the study area. The intersection was analyzed to evaluate the potential for project - related traffic impacts. Existing AM, PM, and mid -day peak hour levels of service were calculated at the study area intersection using the I994 High- way Capacity Manual (Transportation Research Board) methodology. Levels of service are used to evaluate and quantify operating conditions and traffic congestion at the intersection. Level of service values range from LOS A, indicating free -flow traffic conditions, to LOS F, symbolizing extreme congestion and long vehicle delays. Table 1 summarizes the existing AM, PM, and mid -day peak hour levels of service results. Detailed level of service reports for all calculations are included in Appendix A. Table 1. 1996 Existing Weekday Peak Hour Level of Service Summary Unsignalized Intersections LOS' Delay LOS Delay LOS Delay Pacific Hwy S /146St. S Eastbound Approach C 14.6 C 18.7 F 56.2 Westbound Approach B 9.3 D 20.4 F 67.3 Northbound Left Turn A 3.3 A 4.6 B 8.4 Southbound Left Turn A 4.8 A 4.7 A 4.3 1 LOS = Level of service. 2 Delay = Average seconds of delay per vehicle. The City of Tukwila has specified in its Comprehensive Plan the threshold for operational standards to be LOS E along the Pacific Highway corridor. As shown in Table 1, the east and west minor street approaches of the study intersection are estimated to be currently operating at LOS F during the PM peak hour, and LOS D or better during the mid- day and AM peak hours. The LOS F condition represents long delays for minor street left - turning vehicles. The long delays are primarily a result of the high volume of traffic on SR 99. SR 99 is a five -lane facility that has a continuous two -way, center left -turn lane that also serves as a refuge lane for minor street left - turning vehicles. This auxiliary lane enables drivers to make a left turn in two steps; first turning into the refuge lane and second merging with oncoming traffic. This two step maneuver suggests that the LOS for minor street left - turning traffic is better than reported for the PM peak hour; it is likely that delays for left - turning traffic are lower and hence LOS closer to the D/E range. Queuing Analysis A queuing analysis was conducted to determine the operating conditions of conflicted movements at the study intersection. The methodology applied is consistent with those 96706.0 01 M:1961967061 W P196706R2 The TRANSPO Group, Inc. 1996 Existing Conditions AM Peak Hour Mid -day Peak Hour PM Peak Hour Page 8 � Traffic Impact Analysis for Tukwila Chevron suggested in the Highway Capacity Manual, and estimate 95th percentile queue length as a function of traffic volume and capacity. For the purposes of this study, the 95th percentile vehicle queue lengths for left turn movements on Pacific Highway and S 146th Street were calculated. With the existing traffic volumes, the analysis estimated Pacific Highway to be less than two vehicles, during any of the AM, mid -day, or PM peak hours. On S 146th Street, a queue of one vehicle is expected to occur during the mid -day peak hour, and two to three vehicles during the PM peak hour. Traffic Safety Accident data was reviewed for the study area intersection for the three -year period from January 1, 1993, to December 31, 1995. Table 2 summarizes accident data at the study area intersections identified by WSDOT and the City of Tukwila. Table 2. Intersection Accident Summary (October 1, 1992, to September 30, 1995). Accident Type Fixed Right Ped/ Fatal Total Acc/ Unsignalized Intersections RE AT Object Angle SS Bike Acc Acc Year Pacific Highway S/S 146th Street 6 2 1 1 2 3 0 15 5 1 RE = rear end; AT = Approach turn; SS = side swipe; Ped/Bike = pedestrian or bicyclist. The results of the traffic safety analysis indicate that the study intersection is not a significant safety hazard with an average of five accidents per year, which is not atypical of an unsignalized intersection along a major arterial. Rear -end accidents were the predominant accident type with 6 of the 15 total. The review of accident types do not suggest any unusual safety problems. Pedestrian/Non- Motorized Facilities Transit Service 96706.001 M:1961967061 W P196706R2 The TRANSPO Group, Inc. December 11, 1996 The existing pedestrian and bicycle facilities in the project vicinity are minimal. There are currently no sidewalks adjacent to the site, and no definitive crosswalk markings at the intersection of SR 99 and S 146th Street. As requested by the City of Tukwila, TRANSPO conducted pedestrian counts at the study intersection and segment of SR 99 adjacent to the project site during the peak hours. Figure 4 summarizes the count results for the AM, PM, and mid -day peak hours. As shown, there is high pedestrian activity at the study intersection relative to the cross -street activity near the project site. Transit services are provided by King County Metro Transit along SR 99. Routes 174 and 184 service the project site at a frequency of 10 -20 minutes during the AM and PM peak hours, and every 30 minutes during the off -peak hours. Page 9 0 11 ITE S 146TH ST AM PEAK HOUR i 18 I 15 i 15 MIL.M.V.••••••.V. I TE S S 146TH ST MID —DAY PEAK HOUR 96706.00 REV 11/20/96 11: \96 \96706 \CAD \GRAPHIC (C) (PRNPLOT.PCP) 16 1 11 2 22 11 29 18 5 146TH ST PM PEAK HOUR Figure 4 Existing Pedestrian Volumes TUKWILA CHEVRON The TRANSPO Group, Inc. Traffic Impact Analysis for Tukwila Chevron FUTURE CONDITIONS WITHOUT THE PROJECT This section of the analysis establishes the future without- project conditions against which project impacts are measured. Project impacts were identified by comparing with - project conditions to without - project conditions. For this analysis, 1998 was used as the horizon year because the proposed project is scheduled to be occupied and operational by 1998. Planned Transportation Improvements by 1998 There are no planned roadway or signal improvements in the study area defined in the City of Tukwila's 1997 -2002 Transportation Improvement Program that would alter capacity or affect traffic operation for the year of full build out. Future Without- Project Traffic Volumes Figure 5 illustrates 1998 forecast traffic volumes without the project. Traffic volumes were forecast based on direction provided by the City of Tukwila with regard to approved projects in the study area that have yet to be constructed. In general, the analysis added the effect of projects defined by Tukwila staff as in the pipeline. In addition, general growth in background traffic volumes was assumed to occur in addition to the identified pipeline projects. One project was specifically included in the pipeline and added to the 1998 without - project traffic volumes. The proposed 26 -room Sea -Tac Motel is located on Pacific Highway near S 138th St. The traffic impact study for the motel estimated four to five project trips traveling on Pacific Hwy., adjacent to the proposed Chevron site, during the critical PM peak hour. Traffic volumes for this project were taken from published traffic studies to assure consistency with previous planning efforts. In addition, the potential exists for future devel- opment projects not identified by the city. These projects are much more speculative in nature (not yet defined, and /or unapproved). As a result, a general growth rate of two percent per year was applied to the 1996 existing traffic volumes at the study area intersections in the City of Tukwila. The resulting analysis is based on a conservatively high, reasonable, yet worst - case estimate of baseline traffic conditions. Operational Analysis Operational analyses was performed to determine the future 1998 operating conditions of the roadway network without the proposed project. Level of Service 96706.00IM:1961967061 WPI96706R2 The TRANSPO Group, Inc. December 11, 1996 Levels of service for the 1998 without- project condition are summarized in Table 3. Page 11 AM PEAK HOUR MID —DAY PEAK HOUR 685 25 25 // 15 -' 5 --r 25 � 730 755 20 5 20 20 20 715 S 146T14 ST 96706.00 REV 11/19/96 11: \96 \96706 \CAD \GRAPHIC (E) (PRNPLOT.PCP) 1204 ' Y, 20 35 /35 Y' .41- 5 25 25 0 30 1259 680 PM PEAK HOUR 99) 30 25 625 S 146TH ST TUKWILA Figure 5 1998 Without-Project Traffic Volumes CHEVRON The TRANSPO Group, Inc. Queuing Analysis 96706.001M:1961967061WPI96706R2 The TRANSPO Group, Inc. v Traffic Impact Analysis for Tukwila Chevron December 11, 1996 Table 3. 1998 Without-Pro'ect Weekda Peak Hour Level of Service Summa 1998 Without-Project Conditions AM Peak Hour Mid-day Peak Hour PM Peak Hour Unsignalized Intersections LOS Delay LOS Delay LOS Delay Pacific Hwy S/146St. S Eastbound Approach C 16.1 C 19.3 F 67.4 Westbound Approach B 9.1 D 24.9 F 120.6 Northbound Left Turn A 3.3 A 4.7 B 8.9 Southbound Left Turn A 5.0 A 4.9 A 4.5 1 LOS = Level of service. 2 Delay = Average seconds of delay per vehicle. The level of services for the 1998 without-project condition are the same as reported for existing conditions. During the PM peak hour, the east and westbound approaches are expected to operate at LOS F. As discussed in the existing conditions section of the report, the minor street left turns are likely to operate better than reported in Table 3. A queuing analysis was performed on the 1998 without-project traffic volumes for the intersection of SR 99/S 146th Street. The analysis indicated that 95th percentile vehicle queues with 1998 traffic volumes would be unchanged from those queues described in the existing conditions section of this report. Page 13 Traffic Impact Analysis for Tukwila Chevron December 11, 1996 PROJECT IMPACTS The purpose of this section is to document the traffic impact that the proposed project would have on the vicinity street system. The following steps were used in the identification of project traffic volumes and the analysis of project impacts on street and intersection opera- tions. First, the project- generated traffic volumes were determined. Then, project trips were distributed and assigned to the vicinity street system. Finally, project traffic was added to the 1998 without- project traffic volumes to reflect cumulative conditions with the proposed project. Trip Generation The development would include a 2,200 square foot convenience store with eight fueling positions. Table 4 summarizes PM peak hour trips that would be generated by the development. Calculations are based on the Institute of Transportation Engineers' (ITE) Trip Generation, 5th Edition, February 1995 update. ITE Land Use 845, "Gas /Service Station with Convenience Market" using fueling positions as the independent variable. Not all of the trips generated by the proposed development would be new trips to the immediate project vicinity. Trips made to a gas station development must be divided into two components to fully understand their traffic impact characteristics. The determination of these trip components is dependent on the size, type, and location of the proposed facility and the location of similar competing facilities. The two trip components that make up the total driveway trip generation are pass -by and net new trips. The following paragraphs provided a more detailed description of the two trip types: • Pass -By Trips - A trip that is already on the roadway network en route to another destination. For example, a trip to the gas station made on the way home from work because it is convenient is a pass -by trip. Pass -by trips do not impact the streets adjacent to a facility, but would impact the turning movements at the site driveways. • New Trips - A single - purpose trip generated by the proposed center. New trips generally begin and end at the same location whether it is home, work, shopping, etc. It was assumed that pass -by trips would account for 75 percent of the total driveway trips. The pass -by rate is based on a number of studies that address trip types related to gas stations with convenience markets. Two such studies are: "Trip Characteristics of Convenience Markets with Gas Pumps," the Montana Technical Committee of the Intermountain Section (MTCIS) of ITE, ITE Journal, July 1987, and "Transportation Characteristics of Convenience Stores with Gas Pumps," William E. Tipton, Sr., and William E. Tipton, Jr., ITE Journal, June 1990. 96706, 001 M:1961967061 W P 196706 R2 The TRANSPO Group, Inc. Page 14 Tragic Impact Analysis for Tukwila Chevron December 11, 1996 Table 4. Weekday Peak Hour Trips, 2,200 sf 8- FuelinjPosition Gas Station AM Peak Hour Trip Distribution and Assignment Operational Analysis 96706.001M:1961967061WP196706R2 The TRANSPO Group, Inc. Mid -day Peak Hour PM Peak Hour Trip Type Daily In Out Total In Out Total In Out Total Total Trips 1,302 40 40 80 23 23 46 54 53 107 Pass -By Trips (75 %) 976 (30) (30) (60) (17) (17) (34) (41) (40) (80) Net New Trips 326 10 10 20 6 6 12 13 13 26 Based on the information described in the Table 4, it is estimated that the proposed development would generate a total of 20 weekday AM peak hour trips, 12 mid -day peak hour trips, and 26 PM peak hour trips. On a daily basis, the project would generate 1, 302 trips, with 326 net new trips to the roadway network. The distribution of project generated traffic was based on review of local travel patterns and the location of major population and employment centers within the immediate vicinity of the project. Typically, a gasoline station /convenience market is expected to draw customers /vehicles to the site from within a two mile radius. This is due the nature of its use and proximity of competition. For the purposes of this study, it was estimated that 45 percent of new trips would be generated from the north, and 45 percent form the south on SR 99. The remaining 10 percent was estimated to be from the east and west on S 146th Street, equally split. Figure 6 shows the project trip assignment. Pass -by trips are assumed to come from existing traffic on roadways adjacent to or near the site. Therefore, the trip distribution pattern for pass -by trips was derived relative to traffic volumes on these adjacent streets. Because pass -by trips are part of the existing traffic stream, they primarily affect the site access driveways only. Due to the close proximity of S 146th Street, it was estimated that up to six percent of total pass -by trips could be attributed to traffic diverted from S 146th Street. The remaining portion of pass -by trips were assumed to be from SR 99. As traffic patterns shift during the course of the day, the distribution for pass -by trips varies for each peak hour. The pass -by distribution for the AM, PM, and mid -day peak hours is summarized in Figure 7. Having established the trip generation and distribution of all components, the total project trips were then added to the 1998 without- project traffic volumes to obtain the 1998 with- project traffic volumes shown on Figure 8. Operational analyses was performed to determine the future 1998 with- project operating conditions. The operational characteristics of the 1998 with- project conditions were compared to the 1998 without- project conditions to evaluate project impacts to the roadway network. The same level of service methodologies employed to evaluate existing and without- project conditions were used for future with- project conditions. Page 15 fw / 25 —13 AM PEAK HOUR 19 28 10 rfe.12 —6 14 19 MID —DAY PEAK HOUR S 146TH ST 96706.00 REV 11/19/96 11: \96 \96706\CAD \GRAPHIC (F) (PRHPLOT.PCP) PM PEAK HOUR 0 o—� 3 � —17 29 16 p► 12 —8 if 4 18 15 33 r —9 26 L 0 S 146TH ST Figure 6 Project Trip Assignment TUKWILA CHEVRON The TRANSPO Group, Inc. AM PEAK HOUR MID —DAY PEAK HOUR 99) S 146TH ST 96706,00 REV 11/18/96 ( 33% 1,1: \96 \96706 \CAD \GRAPHIC (0) (PRNPLOT.PCP) PM PEAK HOUR 1 ; S 146TH ST Figure 7 Pass -by Project Trip Distribution TUKWILA CHEVRON The TRANSPO Group, Inc. L L MID—DAY PEAK HOUR (9 6) 725 15 5 27 / 4 Cs- 12 750 25 -01 696 24 15 722 L I(' a 8 12 726 L 20 5 21 5 146TH sr 96706.00 REV 11/19/96 U:\96\96706\CADVWHIC (H) (PRI1PLOTICP) 1242 25 33 /38 PM PEAK HOUR G 6 .). / 0. 25 671 34 1230 1 4. i fs. 12 1234 ti67 18 15 33 34 C 29 649 L20 ••■■••■•• 5 27 SITE S 146T1i Si Figure 8 1998 With-Project Traffic Volumes TUKWILA CHEVRON The TRANSPO Group, Inc. Traffic Impact Analysis for Tukwila Chevron Level of Service December 11, 1996 Table 5 summarizes the results of the 1998 with- project level of service analysis. The site access driveways are included in this stage of analysis to estimate the on -site operating conditions. Table 5. (1998) With- Project Weekday Peak Hour Level of Service Summary Unsignalized Intersections 1998 With- Project Conditions AM Peak Hour Mid -day Peak Hour PM Peak Hour LOS Delay LOS Delay LOS Delay Pacific Hwy S /146St. S Eastbound Approach C 15.0 C 19.7 F 75.4 Westbound Approach C 10.5 D 27.8 F 177.6 Northbound Left Turn A 3.4 A 4.8 B 9.2 Southbound Left Turn A 5.1 A 5.0 A 4.6 North Access Driveway Westbound Left Turn Southbound Left Turn South Access Driveway Westbound Left Turn D 23.2 E 34.9 F 163.0 Southbound Left Turn B 5.7 B 5.5 B 5.1 1 LOS = Level of service. 2 Delay = Average seconds of delay per vehicle. As shown above, the AM and mid -day peak hour levels of service are expected to remain at or above the City of Tukwila's LOS E threshold for all study intersections, including the site access driveways. The addition of project trips during the AM and mid -day peak hours only caused the westbound approach of SR 99/S 146th Street to degrade in service from LOS C to LOS D. Levels of service during the PM peak hour for the study intersection are expected to remain consistent with the addition of project trips. The level of service analysis indicates that the site access driveways will operate at or above the City's standards for the AM and mid -day peak hours, and below the standard for the PM peak hour. This LOS F condition at the site access driveways is due to the delay experienced by drivers making a left turn movement from the site onto SR 99. The analysis does not however, take into account the two -way left turn lane on SR 99. As discussed in the existing conditions section of this report, the two -way, center left -turn lane provides a refuge for drivers making a left to cross northbound traffic and pause to wait for a gap in southbound traffic, thereby suggesting a LOS better than LOS F. Furthermore, the traffic volumes on S 146th Street are not high enough to warrant the need for a traffic signal. Any turn restrictions at the intersection would result in circuitous travel patterns in the area with additional U- turns on SR 99. Therefore, it is recommended that S 146th Street remain an unsignalized intersection with full left -turn movement allowed. 96706.00I M:1961967061 W P196706R2 D 22.5 E 33,3 F 96.4 B 5.7 B 5.5 B 5.2 The TRANSPO Group, Inc. Page 19 . Traffic Impact Analysis for Tukwila Chevron December 11, 1996 The level of service on SR 99 at the site access driveways is expected to remain at LOS B or above for all peak periods with the proposed project. Further review of the operating conditions on SR 99 is discussed in the subsequent section. Queuing Analysis A queuing analysis of the with- project traffic volumes at the study intersection and site access driveways suggest no change from 1998 without project conditions in the vehicle queue lengths. The east and west approaches of SR 99/S 146th Street have an estimated 95th percentile queue length of three to four vehicles during the PM peak hour. As summarized in the existing and without- project conditions, 95th percentile vehicle queues were previously between two and three vehicles. The site access driveways are expected to have 95th percentile vehicle queues during the PM peak hour, of up to two vehicles. The analysis estimated SR 99 to have at most a one vehicle queue for any left turn movements at the study intersection or site access driveways. Traffic Safety Impacts The traffic volumes at the study intersection are expected to increase between 1996 and 1998, which could result in a commensurate increase in accident occurrences. However, the proposed project will generate less than two percent of the total traffic at the study intersection and should not contribute any significant adverse safety affects to the intersection. The proposed Chevron project would construct two new access driveways. Sight lines between the driveways and the street will be maintained. Pedestrian/Non- Motorized Impacts It was assumed that four percent of all trips made to the project site would be by non - motorized modes of transportation. The non - motorized proportion is based on a mode -split study conducted by the TRANSPO Group at four different gas station /convenience market locations similar to the proposed project. This rate equates to one (1) pedestrian during each of the AM, mid -day, and PM peak hours. As summarized in Figure 4, there is currently up to seven peak hour pedestrian mid -block crossings on SR 99 near the project site. With the addition of the proposed facility, there is potential of one additional pedestrian crossing SR 99 mid - block, if the pedestrian wishes to cross the street at all. Site frontage improvements will include adequate sidewalks for pedestrian travel along the site frontages and the south perimeter of the site. The frontage improvements are an improvement over current pedestrian facilities, and provide safe passage along SR 99 and to the proposed convenience market. Thus, the proposed project would likely have a positive impact to pedestrians in the area. 96706.001 M:1961967061 WP196706R2 The TRANSPO Group, Inc. Page 20 96706.0011:1961967061WP196706R2 The TRANSPO Group, Inc. The proposed project does not impede on any existing transit facilities, such as bus stops or bus pullouts. The current transit routes provide an alternative mode of transportation the project site, which could potentially reduce the number of motorized trips. Page 21 _ Traffic Impact Analysis for Tukwila Chevron December 11, 1996 MITIGATION This section of the report identifies mitigating measures that would offset or reduce transportation impacts of the proposed gas station with convenience market development. To mitigate the impacts generated by the proposed development, the City of Tukwila requires the development to (1) identify improvements necessary to offset project impacts;: and (2) contribute pro -rata share costs to improvements identified in the City of Tukwila's Impact Fee Program. The operational analysis revealed the PM peak hour to be the most critical time period to on and off-site intersections in the project vicinity. The study intersection is estimated to operate at LOS F in 1998, with or without the project. Because the future traffic volumes, rather than project trips, degrade the level of service to F, no mitigation is necessary by the developer. Besides the minor approaches at LOS F, all other approaches at the study intersection are above the City's standards. The City of Tukwila has developed a list of improvements to which a developer must contribute pro -rata share costs if their project impacts a listed location. The proposed Chevron facility does not impact any of the identified improvements, thus, no off: site mitigation is required. 967OG.00 W:t96t967O6►WPt96706R2 The TRANSPO Group, Inc. Page 22 • Center For Microcomputers In Transportation • HCS: Unsignalized Intersection Release 2.1 Page 1 **************************************************************** File Name Streets: (N-S) Pacific Hwy Major Street Direction.... Length of Time Analyzed... Analyst Date of Analysis Other Information Two-way Stop-controlled Intersection No. Lanes 1 Stop/Yield Volumes 10 PHF. .98 Grade MC's (t) • 0 SU/RV's (%) 2 CV's (%) 0 • Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road AMEXIST.HCO S NS 60 (min) TL 10/25/96 AM Peak Hour - Existing Northbound Southbound T R L T R ---- 2< 0 1 1 1 N N 739 3 11 .394 7 .98 .98 .82 .82 .82 0 0 0 0 0 0 0 2 2 7 7 7 0 0 0 0 0 PCE's 1.01 1.01 1.01 1.03 1.03 1.03 Adjustment Factors Critical Gap (tg) 5.00 5.50 6.00 6.50 (E-W) S'146th St Eastbound L T R 0> 1< 0 10 7 7 .55 .55 .55 0 0 • 0 01 0 8 8 81 7 • 0 0 01 0 1.04 1.04 1.0411.03 Westbound L T R 0> 1< 0 7 4 19 .63 .63 .63 0 0 7 7 • 0 0 • 1.03 1.03 Follow-up Time (tf) 2.10 2.60 3.30 3.40 ..',.; ... L. L. 1 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 **************************************************************** WorkSheet for TWSC Intersection • Step 1: RT from Minor Street Conflicting Flows: (vph) 371 394 Potential Capacity: (pcph) 898 874 Movement Capacity: (pcph) .898 874 Prob. of Queue-free State: 0.97 0.98 Step 2: LT from Major Street • Conflicting Flows: (vph) 742 401 Potential Capacity: (pcph) 759 • 1104 Movement Capacity: (pcph) 759 1104 Prob. of Queue-free State: 0.98 0.99 Step 3: TH from Minor Street Conflicting Flows: (vph) 1162 1157 Potential Capacity: (pcph) • 268 • 270 Capacity Adjustment Factor due to Impeding Movements 0.97 0.97 Movement Capacity: (pcph) 261 263 Prob. of Queue-free State: 0.98 • 0.95 • Step 4: LT from Minor Street Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) SB • NB WB EB 1162 0.92 WB EB • WB 225 0.94 1158 226 0.95 0.96 0.93 0.93 208 210 „ • Center' For' Microcomputers; In.Transportation HCS: Unsignalized Intersection :• Release 2.1 Page 3: Intersection Performance Summary 11 208 > 6' 261: > 435._ 31 898 > Intersection Delay = FlowRate MoveCap SharedCap Avg. Total Delay M ovement v(pcph) Cm(pcph) Csh(pcph) Delay. LOS. By App EB :`L 19 210 EB ',T 14 263. > 294 > 14 6 .: > C 14.6 ES R 14 874 . Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 **************************************************************** ■1413 File Name 146AMBK-.HC0 Streets: (N-S) Pacific Hwy S (E-W) S 146th St Major Street Direction NS Length of Time Analyzed 60 (min) Analyst TL Date of Analysis 10/25/96 Other Information AM Peak Hour - 1998 Without Project Two-way Stop-controlled Intersection No. Lanes Stop/Yield Volumes PHF Grade MC's ( SU/RV's (W) CV's (t) PCE's Northbound 1 Southbound Eastbound L T RI L. T R L T R 1 2< 0 N 10 770 5 .98 .98 .98 • 0 O . 00 2.2 2 O 0 .0 1 1 1 Left Turn Major Road Right Turn Minor Road Through Traffic Minor. Road Left Turn Minor Road 5.00 5.50 6.00 6.50 3 Westbound L T R 1 .1 1 0> 1< 0 0> 1< 0 N 10 410 5 10 5 5 5 5 20 .82 .82 .82 .55 .55 .55 .63 .63 .63 0 0 0 O 0 0 0 0 0 0 0 0 7 7 7 8 8 8 7 7 O 0 0 0 0 01 '0 0 11 1 1 1. 11 1 1 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) 0 1 Center For Microcomputers In1TranspOriation • frICS'::::Unsignalized Intersection Release 2.1" Page -2 WorkSheet for TWSC Intersection Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 388 410 Potential Capacity: (pcph) 881 858 Movement Capacity: (pcph) 881 858 Prob. of Queue-free State: 0.96 0.99 Step 2: LT from Major Street SB NB Conflicting Flows: (vph) 775 415 Potential Capacity: (pcph) 732 1087 Movement Capacity: (pcph) 732 1087 Prob. of Queue-free State: 0.98 0.99 Step 3: TH from Minor Street WE EB Conflicting Flows: (vph) 1208 .1205 Potential Capacity: (pcph) . 253 254 Capacity Adjustment Factor due to Impeding Movements 0.97 0.97 Movement Capacity: (pcph) 247 248 Prob. of Queue-free State: 0.97 0.96 Step 4: LT from Minor Street WB EB Conflicting Flows: (vph) 1208 1206 Potential Capacity: (pcph) 212 212 Major LT, Minor TH Impedance Factor: 0.94 0.94 Adjusted Impedance Factor: 0.95 0.96 Capacity Adjustment Factor due to Impeding Movements 0.94 0.92 Movement Capacity: (pcph) 200 195 Center :For Microcompu InTransportation HCS: Unsignalized Intersection, `R 2.1, Page: 3: • Intersection. Performance Summary FlowRateMoveCap SharedCap Avg. Total Delay; Movement v(pcph) Cm(pcph) Csh(pcph). Delay LOS $Y 16 .. 1 ..0 ` 16 10:. 1087 3.3 A 0.0 12 732 5.0 A 0.1 Intersection Delay 0.5 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 **************************************************************** File Name 146AMWP.HCO Streets: (N-S) Pacific Hwy S (E-W) S 146th St Major Street Direction NS Length of Time Analyzed 60 (min) Analyst TL Date of Analysis 11/13/96 Other Information AM Peak Hour - 1998 With Project Two-way Stop-controlled Intersection • No. Lanes Stop/Yield Volumes PHF • Grade MC's (%) SU/RV's (k) (TV's (%) • PCE's Northbound Southbound 1 Eastbound L T R 'L T RI L T R ---- - ---- ---- 1 2< 0 1 1 11 0> 1< 0 N NI 12 789 7 10 428 51 9 5 8 .98 .98 .98 .82 .82 .82 .55 .55 .55 0 .0 0 0 0 0 0 0 01 0 0 0 2 2.2 7 7 71 8 8 8 0 •0 0 0 0 01 0 0 0 1 1 1 .1 1 11 1 1 1 Vehicle Maneuver Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road Adjustment Factors Critical Follow-up Gap (tg) Time (tf) 5.00 5.50 6.00 6.50 Westbound L T 0> I< 7 5 .20 .63 .63 .63 0 0 0 7 7 7 0 0 0 1 1 1 2.10 2.60 3.30 '3.40 Center For Microcomputers In Transportation HCS Unsignalized Intersection Release 2.1 Page 2 *****************************************************+********** • • WorkSheet for TWSC Intersection Step 1: RT from Minor Street Conflicting Flows: (vph) 398 428 Potential Capacity: (pcph) 870 840 Movement Capacity: (pcph) 870 840 Prob. of Queue-free State: 0.96 0.98 Step 2: LT from Major Street SB NB Conflicting Flows: (vph) 796 . 433 Potential Capacity: (pcph) •716 1066 Movement Capacity: (pcph) 716 1066 Prob. of Queue-free State: 0.98 0.99 Step 3: TH from Minor Street WB EB Conflicting Flows: (vph) 1248, 1246 Potential Capacity: (pcph) 241 242 Capacity Adjustment Factor .due to Impeding Movements ,.0.97 0.97 Movement Capacity: (pcph) ' 234. 235 , Prob. of Queue-free State: 0.97 ' 0.96 Step 4: LT from Minor Street EB 'WE( EB Conflicting Flows: (vph) 1250 1244 Potential Capacity: (pcph) 200 202 Major LT, Minor TH Impedance Factor: 0.93 0.94 Adjusted Impedance Factor: 0.95 0.95 Capacity Adjustment Factor due to Impeding Movements 0.93 0.92 Movement Capacity: (pcph) 187 185 Intersection Delay; _ EB. L 16 ' 185 > > E B : T 9 : 235 E B R 15: ' 840 > WB L 11 187 234 '870 1066 3 4 SB L 12 716 5.1. Center For Microcomputers In Transportation HCS Unsignalized'Intersection Release 2.1 Page 3 FlowRate.MoveCap SharedCap , Avg. .Total Delay Movement ; v (pcph) . 'Cm(pcph) Csh (pcph) ' Delay LOS BY `App Center For Microcomputers In Transportation 11dS:'Unsignalized Intersection Release 2 . Page 1 • File Name MIDEXIST.HCO • Streets: (N-S) Pacific Hwy S (E-W) S 146th St Major Street Direction NS Length of Time Analyzed 60 (min) Analyst TL Date of Analysis 10/25/96 Other Information Mid-day Peak Hour - Existing Two-way Stop-controlled Intersection Northbound L T R L No. Lanes 1 2< 0 1 Stop/Yield Volumes 18 686 17 26 PHF .8 .8 .8 .8 Grade 0 MC's (%) 0 0 0 0 SU/RV's (t) 1 1 1 1 CV's (t) 0 0 0 0 PCE's 1 1 • Left Turn Major Road Right Turn Minor Road /- Through Traffic Minor Road t Left Turn Minor Road Southbound Eastbound TRL1' R 1 • 1 0> 1< • 0 N 659 25 15 6 23 .8 . .8 .7 .7 .7 O 0 O 0 0 0 0 1 1 4 4 4 O 0 0 0 0 1 1 1 1 .Adjustment Factors . 5.00 5.50 6.00 6.50 Westbound L T ____• 7 ___ 0> 1< Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) 2.10 2.60 3.30 3.40 Center For Microcomputers In Transportation HCS:Unsignalized Intersection Release 2.1 Page 2 WorkSheet for TWSC Intersection Step l: RT from Minor Street WB Conflicting Flows: (vph) 352 659 Potential Capacity: (pcph) 918 642 Movement Capacity: (pcph) 918 642 Prob. of Queue -free State: 0.96 0.95 Step 2: LT from Major Street Conflicting Flows: (vph) 703 684 Potential Capacity: (pcph) 793 809 Movement Capacity: (pcph) 793 809 Prob. of Queue -free State: 0.96 0.97 Step 3: TH from Minor Street ,Conflicting Flows: (vph) 1422 1406 Potential Capacity: (pcph) 196. 200 Capacity Adjustment Factor due to Impeding Movements 0.93 0.93 Movement Capacity: (pcph) 183 187 Prob. of Queue -free State: 0.95 0.95 Step 4: LT from Minor Street SB NB WB EB WB EB Conflicting Flows: (vph) 1412 1406 Potential Capacity: (pcph) 161 162 Major LT, Minor TH Impedance Factor: 0.89 0.88 Adjusted Impedance Factor: 0.91 0.91 Capacity Adjustment Factor due to Impeding Movements 0.87 0.88 Movement Capacity: (pcph) 140 142 Center For Microcomputers In Transportation, HCS: Unsignalized Intersection Release',2.1 , • Page Intersection Performance Summary ;FlowRate MoveCap SharedCapAvg.Total, Delay :146 '.V(pcph) Cm(pcph) Csh(pcph) Delay LOS ' By App EB L 21 142 187 > 255 > 18.7 > C 18.7 EB R 33 642 28 140 > WB T 10 183 > 249 > 20.4 > D 20.4 35 NB L 22 809 32 793 4.7 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 **************************************************************** File Name 146MIDWO.HCO Streets: (N-S) Pacific Hwy S Major Street Direction NS Length of Time Analyzed 60 (min) Analyst TL Date of Analysis 11/13/96 Other Information Mid-day Peak Two-way Stop-controlled Intersection No. Lanes Stop/Yield Volumes PHF Grade MC's (W) SU/RV s (%) CV's (W) PCE' s Northbound L •T R 1 2< 0 N 20 715 20 .8 .8 .8 0 0 0' 0 1 1 1 0 00 1 1 1 Adjustment Factors S 146th St Hour - 1998 Without Project Southbound Eastbound 1 Westbound L T RI L T 'R .• • N 1 1 • 1 .0> 1< 01 0> 1 25 685 25 15 5 251 20 5 20 .8 .8 .8 . .7 .7 •71 :6 .6 ' .6 0 0 I 0 0 0 0 0 0 01. 0 0 0 1 1 1 4 4 41 7 7 7 0 0 0 •0 0 01 0 0 0 1 1 1 1 1 11 1 1 1 , Vehicle Critical Follow-up • Maneuver Gap (tg) Time (tf) Left Turn Major Road 5.00 2.10 • Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 • 3.30 Left Turn Minor Road 6.50 3.40 • HCS: Unsignalized Intersection Release 2.1 Page 2 **************************************************************** WorkSheet for TWSC Intersection Step 1: RT from Minor Street Conflicting Flows: (vph) 368 685 • Potential Capacity: (pcph) 901 623 • Movement Capacity: (pcph) 901 623 Prob. of Queue-free State: 0.96 0.94 Step 2: LT from Major Street Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue-free State: Step 3: TH from Minor Street Center For Microcomputers In Transportation Conflicting Flows: (vph) , ' 1480 1465 Potential Capacity: (pcph) . 182 ' 186 Capacity Adjustment Factor due to Impeding Movements 0.93 0.93 .. '. Movement Capacity: (pcph) 169 173 Prob. of Queue-free State: 0.95 0.96 Step 4: LT from Minor Street WB EB SB ' NB 735 710 765 787 • 765 787 0.96 0.97 WB EB WB EB Conflicting Flows: (vph) 1470 • 1460 Potential Capacity: (pcph) 149 151 Major LT, Minor TH Impedance Factor: 0.89 0.89 Adjusted Impedance Factor: • 0.92 0.91 Capacity Adjustment Factor due to Impeding Movements 0.86 0.88 Movement Capacity: (pcph) 129 133 .:,Cente For Microcomputers` I T ransportation " Imp,: Unsignal Intersection' Release '2'.1.': "Page 3, Intersection Performance Summary FlowRate SharedCap Avg.Total Delay Movement' _ (pcph) _ . _ . Delay EB..L 21 133 > > ... EB 7 173 > 250 >..19.3 > C 19.3 EB• R' 36 : 623 WB, .:,L . 33 129 WB. : T 8 169 > 218 >: 24.9 •. >. D 24.9 • •WB R 33 901 > > 25 787 4.7 A 0.1 B L 31, 765''.. 4.9: A:: 0 .2 .. Intersection Delay = 1.4 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 Streets: (N -S) Pacific Hwy Major Street Direction:... Length of Time Analyzed... Analyst Date of Analysis.... Other Information No. Lanes Stop /Yield Volumes PHF Grade MC's (%) SU /RV's ( %) CV's . (sk) PCE's Northbound L Left Turn Major Road - Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road Two -way Stop- controlled Intersection 146MIDWP.HC0 S ( E -W) S 146th St NS 60 (min) TL 11/13/96 Mid -day Peak Hour 1998 With Project Southbound L. T R Adjustment 5.00 5.50 6.00 6.50 Factors Critical Gap (tg) Westbound L T:: 2.10 2.60 3.30 3.40 f Center For Microcomputers In:Transportation ACS:-Iinsignalized Intersection Release 2:1: Page 2 '.. , ,.: • WorkSheet for TWSC Intersection Step 1: RT from Minor Street Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue-free State: Step 2: LT from Major Street Conflicting Flows: (vph) 748 721 Potential Capacity: (pcph) 754 777 Movement Capacity: (pcph) 754 777 Prob. of Queue-free State: 0.96 0.97 Step 3: TH from Minor Street Conflicting Flows: (vph) Potential Capacity: (pcph) Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) Prob. of Queue-free State: Step 4: LT from Minor Street WB EB 374 696 895 615 895 615 0.96 0.94 SB NB WB EB 1504 1490 177 180 0.93 0.93 164 167 0.95 0.96 WB EB Conflicting Flows: (vph) 1496 1483 Potential Capacity: (pcph) 144 147 Major LT, Minor TH Impedance Factor: 0.89 0.88 Adjusted Impedance Factor: 0.91 0.91 Capacity Adjustment Factor due to Impeding Movements 0.86 0.88 Movement Capacity: (pcph) 123 129 Center For Microcomputers In.Transportation HCS ; Unsignalized`Intersection Release 2.1 Page 3,: Intersection Performance Summary: 4:8• A 0.1'. 5.0. A•` 0.2 FlowRate MoveCap SharedCap Avg :Total.: Delay Movement . (pcph) ' Cm (pcph) •. Csh (pcph) - . Delay; LOS By App :ES' „L 21 129 >_ > EB:.:T 7 167 : > 250 . > 19.7' > C :.19.7' EB ` R :39 615 27:8 i Existing t. • „ . •,......• .„.., . • Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 **************************************************************** File Name PMEXIST.HCO Streets: (N-S) Pacific Hwy S Major Street Direction NS Length of Time Analyzed.. Analyst Date of Analysis Other Information Two-way Stop-controlled Intersection Northbound L T R No. Lanes 1 2< Stop/Yield Volumes 29 595 PHF .84 .84 Grade 0 MC's (%) 0 0 SU/RV's (%) 1 1 CV's (%) 0 0 PCE's 1.00 1.00 1.00 Vehicle Maneuver 0 N 26 .84 0 1 0 Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road . 60 (min) TL 10/25/96 PM Peak Hour - Southbound L T R 11 1 N 36 1153 36 .96 .96 .96 0 O 0 0 1 1 1 O 0 0 1.00 1.00 1.00 Adjustment Factors Critical Gap (tg) 5.00 5.50 6.00 6.50 • Page 1 (E-W) S 146th St Eastbound Westbound. L T. R L R 0> 1< 0 0> 1< 0 26 0 29 22 .81 .81 .81 .6 0 0 0 0 0 4 4 4 7 0 0 0 0 1.02 1.02 1.02 1 Follow-up Time •(tf) 2.10 2.60 3.30 3.40 3 ae .6 .6 0 7 7 00 1 .1 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 1153 361 361 0.90 1189 465 465 0.92 WorkSheet for TWSC Intersection Step 1: RT from Minor Street Conflicting Flows: (vph) 310 Potential Capacity:. (pcph) 964 Movement Capacity: (pcph) 964 Prob. of Queue -free State: 0.97 Step 2: LT from Major Street SB Conflicting Flows: (vph) 621 Potential Capacity: (pcph) 867 Movement Capacity: (pcph) 867 Prob. of Queue -free State: 0.96 Step 3: TH from Minor Street Conflicting Flows: (vph) Potential Capacity: (pcph) Capacity Adjustment Factor due to. Impeding Movements Movement Capacity: (pcph) Prob. of Queue -free State: Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) WB EB 1862 1839 115 " 118 0.88 102 0.95 Step 4: LT from Minor Street WB 0.82 74 . 0.88 104 1.00 EB 1832 92 0.88 0.84 0.91 0.88 0.85 78 Intersection Delay Performance Summary F1owRate MoveCap. Shared Cap AvgTotal Movement ';: Cm(pcph)Csh(pcph) Delay. • L' 37 74 . :> T �5 102 .: R 30 964 >' L 35 465 L • 38 867. .4.3 Center' For MicrocomputersIn Transportation HCS Unsignalized Intersection Release 2.1 Page 3 No.'Lanes Stop /Yield Volumes PHF Grade • MC'S (t) ,.SU /RV's CV's ( %)' PCE's Center For Microcomputers In Transportation HCS:;Unsignalized Intersection Release 2.1 Page 1 File Name. 146PMW0.HC0 Streets: (N -S) Pacific Hwy S (E -W) S 146th St Major Street Direction . Length of. Time Analyzed 60 (min) Analyst TL Date of Analysis 11/18/96 Other Information PM Peak Hour - 1998 Without Project Two-way Stop-controlled Intersection Northbound Southbound L T R L T R l 2< .0 1 1 1 N N 30 625 25 35 1204 .35 .84 .84 .84 .96 .96 .96 0 0 0 0 0 0 0. 0 1 1 1 1 1' 1 0 0 ' 0 0 0 0 1 1 1 1 1 1 Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road. Left Turn Minor Road 5.00 5.50 6.00 6.50 Adjustment Factors Vehicle Critical Follow -up Maneuver Gap (tg) Time (tf) L. 1 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 **************************************************************** Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 325 1204 Potential Capacity: (pcph) 948 340 Movement Capacity: (pcph) 948 340 Prob. of Queue-free State: 0.97 0.89 WorkSheet for TWSC Intersection Step 2: LT from Major Street Conflicting Flows: (vph) 650 1239 • Potential Capacity: (pcph) 840 440 • Movement Capacity: (pcph) 840 440 Prob. of Queue-free State: 0.96 0.92 Step 3: TH from Minor Street Conflicting Flows: (vph) 1942 1919 F Potential Capacity: (pcph) 104 107 g • Capacity Adjustment Factor • due to Impeding Movements 0.88 0.88 ic • Movement Capacity: (pcph) 91 94 -, t Prob. of Queue-free State: 0.91 1.00 h E ' f 1 , ; ] t 5 Step 4: LT from Minor Street Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) SB NB • WB EB WB 1922 1914 82 83 0.88 0.91 0.81 66 EB 0.80 0.85 0.82 68 Center For Microcomputers In Transportation HCS: Unsignalized Intersection :Release 2.1 Page 3 Flow Rate Move Cap Shared Cap Avg Total Delay . • : .,.. Movement v (pcph) . Cm (pCph) Csh (Pcph) Delay . . • LOS . ' : . By App EB L , 31 68 ' > > 120 674 F 67.4 340 > > > WB L 42. 66 > WB T 8. 91 > 109 >1206 WB R 33 948 > . NB L 36 440 8.9 36 . 840 '4.5 Intersection Delay = Li hi Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 **************************************************************** File Name 146PMWP.HCO Streets: (N-S) Pacific Hwy S (E-W) S 146th St Major Street Direction NS Length of Time Analyzed 60 (min) Analyst TL Date of Analysis 11/15/96 Other Information PM Peak Hour - 1998 With Project Two-way Stop-controlled Intersection NO.', Stop/Yield yolumes'. .PHF' Grade SU/RV's-(t) PCE's Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road = = Northbound 1 Southbound Eastbound Westbound L TR1LTRLTRLT 1 2< 01 1 1 .1 0> 1< 0 0> 1< 0 NI N 34 649 281 24 1223 34 25 0 33 27 5 20 .84 .84 .841 96 .96 .96 .81 .81 .81 .6 .6 .6 0 1 0. 0 0 O 0 01 0 0 0 0 0 0 0 1 1 11 1 1 1 4 4 4 7 7 7 O ,0 0100000 0 0 0 1 1 11 1 1 1 1 1 11 1 «1 Adjustment Factors 5.00 5.50 6.00 6.50 Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) 2.10 2.60 3.30 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 **************************************************************** 1 L. WorkSheet for TWSC Intersection Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 338 1223 Potential. Capacity: (pcph) 933 332 Movement Capacity: (pcph) 933 332 Prob. of Queue-free State: 0.96 0.88 Step 2: LT from Major Street SB Conflicting Flows: (vph) .677 1257 Potential Capacity: (pcph) 816 432 Movement Capacity: (pcph) 816 432 Prob. of Queue-free State: 0.97 0.91 Step 3: TH from Minor Street WB EB Conflicting Flows: (vph) 1978 1958 Potential Capacity: (pcph) 100 • 102 • Capacity Adjustment Factor due to Impeding Movements 0.88 0.88 Movement Capacity: (pcph) '88 • 90 Prob. of Queue-free State: 0.91 1.00 Step 4: LT from Minor Street WB EB Conflicting Flows: (vph) 1961 1950 Potential Capacity: (pcph) • 77 79 Major LT, Minor TH Impedance Factor: 0.88 0.80 Adjusted Impedance Factor: • 0.91 0.85 Capacity Adjustment Factor • due to Impeding Movements 0.80 0.82 Movement Capacity: (pcph) • 61 64 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 **************************************************************** Intersection Performance Summary Flow Rate Move Cap Shared Cap Avg Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS ' , By App WE L 45 ' 63. > > 177.6 WE R 2 33 ' 933 • NB L 40 432 9.2 SE L 25 816 4.6 Intersection Delay = 6. _ Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 ***********************************************************+**** File Name NDWYAMWP.HCO Streets: (N-S) SR 99 (E-W) NORTH SITE DRIVEWAY Major Street Direction NS Length of Time Analyzed 60 (min) Analyst TL Date of Analysis 11/14/96 Other Information AM PEAK HOUR - 1998 WITH PROJECT No. Lanes Stop/Yield Volumes PHF Grade MC's (t) SU/RV's CV's (*) PCE's Northbound 1 Southbound L T RI L T R O 2< 01 1 2 0 NI ' N 766 121 23 413 .95 .95 .95 .95 O 1 0 O 01 0 0 O 01 0 0 O 01 0 0 1.1 1.11 1.1 1.1 HAdjustment Factors . Vehicle Critical Maneuver. Gap (tg) Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road. 6.50 3.30 Left. Turn Minor Road 7.00 3.40 ,„) Step 1: RT from Minor Street ..: For Microcomputers In Transportation .. Intersection Release WorkSheet for TWSC Intersection Conflicting Flows: (vph) 389 Potential Capacity: (pcph) 879 Movement Capacity: (pcph) 879 Prob. of Queue-free State: 0.96 Conflicting Flows: (vph) 778 Potential Capacity: (pcph) • 655 Movement Capacity: (pcph) • 655 Prob. of Queue-free State: Step 4: LT from Minor Street Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor:. Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) ,,Center For.: Microcomputers .In"Transportation • HCS : ; ; Unsignalized.: ` Intersect io n Re lease2 1 Page 3 :: * ** *************'*.*** * * * * * * * * * *,t * * * *'r * * **4 * * * ** *44444 *'r► *'4444.** Intersection: Performance Summary. 'FlowRate MoveCap.SharedCap,Avg.Total Delay ovement v (pcph) ._ Cm (pcph): • Csh (pcph) 'Delay. , LOS•, B Intersection Delay Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 **************************************************************** File Name NDWYMDWP.HCO Streets: (N-S) SR 99 (E-W) NORTH SITE DRIVEWAY Major Street Direction NS Length of Time Analyzed 60 (min) Analyst TL Date of Analysis 11/14/96 Other Information MID-DAY PEAK HOUR - 1998 WITH PROJECT Two-way Stop-controlled Intersection No. Lanes Stop/Yield Volumes PHF Grade MC's. (%) SU/RV's (%) CV's (t) 'PCE's Vehicle Maneuver . Northbound L T R O 2< 0 N 747 6 .95 .95 0 O 0 0 0 O 0 1.1 1.1 Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road Southbound Eastbound Westbound L T R L T R R 1 2 0 0 0 0 N 15 725 .95 .95 0 O 0 00 O 0 1.1 1.1 Adjustment Factors Critical Gap (tg) 5.50 5.50 6.50 7.00 1 0 1 6.15 .95 .95 0 Follow-up Time (tf) 2.10 2.60 3.30 3.40 0 0 0 . 1:1 1 Center For Microcomputers In Transportation HCS Unsignalized Intersection;: ' Release 2 - y Rage 2 . , WorkSheet for TWSC Intersection ' Step 1: RT from Minor Street Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue-free State: Step 2: LT from Major Street SB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue-free State: Step 4: LT from Minor Street Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) Gi Center. For Microcomputers In Transportation }ICS: Unsignalized:Intersection Release 2.1 Page 3 Intersection Performance Summary Flow Rate Move Cap SharedCap Avg.Total Delay Movement ; „v(pcph):.':Cm(pcph) Csh(pcph) Delay LOS BY APP Li • Center For Microcomputers In Transportation HCS Unsignalized Intersection Release 2.1 Page 1 **************************************************************** File Name NDWYPMWP.HCO Streets: (N-S) SR 99 (E-W) NORTH SITE DRIVEWAY Major Street Direction NS Length of Time Analyzed... 60 (min) Analyst TL Date of Analysis 11/18/96 Other Information PM PEAK HOUR Two-way Stop-controlled Intersection No. Lanes Stop/Yield Volumes PHF • Grade MC's CO SU/RV's •(t) CV's (t) • PCE' Northbound Southbound L T R L T R O 2< 0 1 2 0 N 667 12 38 1242 .95 .95 .95 .95 O 0 O 0 0 0 O 0 0 0 0 •0 0 •0 • 1.1 1.1 1.1 1.1 • Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road -.1998 WITH PROJECT 5.50 5.50 6.50 7.00 Eastbound Westbound L •T R L 0 0 0 1 0 1 16. • '.95 •.95 Adjustment Factors Vehicle Critical Follow-up • Maneuver Gap (tg) Time (tf) 2.10 2.60 3.30 3.40 Center For Microcomputers In Transport jidS:,phsignalized Intersection Release •,:!. - . WorkSheet for. TWSC Intersection Step 1: RT from Minor Street Step 4: LT from Minor Street Conflicting Flows: (vph) 679 Potential Capacity: (pcph) 741 Movement Capacity: (pcph) 741 Prob. of Queue-free State: 0.94• Conflicting Flows: (vph) 1953 Potential Capacity: (pcph) 60 Major LT, Minor TH Impedance Factor: 0.94 Adjusted Impedance Factor: 0.94 Capacity Adjustment Factor due to Impeding Movements 0.94 Movement Capacity: (pcph) 56 Conflicting Flows: (vph) 340 Potential Capacity: (pcph) 931 Movement Capacity: (pcph) 931 Prob. of Queue-free State: 0.96 Step 2: LT from Major Street Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 , Page 3 ******44*********************4.********************************** Intersection Performance Summary FlowRate MoveCap SharedCap Avg Total - Delay Movement' v(pcph) Cm (Pcph) (Pcph) . Delay LOS By App • Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 **************************************************************** File Name SDWYAMWP.HCO Streets: (N-S) SR 99 Major Street Direction NS Length of Time Analyzed 60 (min) Analyst TL Date of Analysis 11/14/96 Other Information AM PEAK HOUR 1998 WITH PROJECT Two-way Stop-controlled Intersection No. Lanes Stop/Yield Volumes PHF Grade MC's (t) • SU/RV's (t) CV's (•) PCE's Northbound L T R O 2< 0 N 772 25 .95 .95 0 0 0 0 1.1 Vehicle Maneuver Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 01 0 01 0 01 0 1.11 1.1 11 409 .95 .95 0 0 0 0 1.1 Southbound L T R ---7 1 2 0 N Adjustment Factors Critical Gap (tg) 5.50 5.50 6.50 7.00 (E-W) SOUTH SITE DRIVEWAY" Eastbound 0 0 0 Westbound L T R 1 0 1 19 14 .95 .95 0 0 O 0 0 O 0 1.1 1.1 Follow-up' Time (tf) 2.10 2.60 3.30 3.40 0 1 2! A 4 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue-free State: 398 870 0.98 Step 2 : LT from Major Street SB Conflicting Flows: (vph) 797 Potential Capacity: (pcph) 640 Movement Capacity: (pcph) 640 Prob. of Queue-free State: 0.98 Step 4: LT from Minor Street WB E Conflicting Flows: (vph). 1204 Potential Capacity: (pcph) 180 Major LT, Minor TH Impedance Factor: 0.98 Adjusted Impedance Factor: 0.98 Capacity Adjustment Factor • due to Impeding Movements 0.98 Movement Capacity: (pcph) 176 Center For Microcomputers In Transportation HCS : Unsignalized 'Intersection Release 2 .1 ' Page 3 Intersection - P erformance 'Summary FlowRate MoveCap . SharedCap' Avg . Total . - Delay Movement v (pcph) • Cm (pdph) Clh (pCph): , Delay . • LOS By 'App [ --.., .:r Center For Microcomputers In Transportation HCS Unsignalized Intersection. Release 2.1: Page 1 File Name SDWYMDWP.HCO Streets: (N-S) SR 99 (E-W) SOUTH SITE DRIVEWAY Major Street Direction.... NS • Length of Time Analyzed... 60 (min) • • Analyst TL Date of Analysis ..... 11/14/96 Other Information MID-DAY PEAK HOUR- 1998 WITH PROJECT Two-way Stop-controlled Intersection No. Lanes 0 2< 0 1 • Stop/Yield N Volumes 750 12 .8 722 • PHF .95 .95 .95 •.95 Grade • 0 0 MC's CO 0 0 0 • SU/RV's (%) 0 0 0 0 • CV's (t) 0 0 0 0 PCE's 1.1 1.1 1.1 1.1 • Adjustment Factors • Vehicle Critical. • 'Follow Maneuver • ,Gap.(tg) Left' Turn Major Road Right Turn Minor Road Through Traffic Minor Left Turn Minor Road Northbound Southbound . Eastbound Westbound. L T R L T R L •T R L T. Road 2 0 0 0 01 0 1 - N 5.50 5.50 6.50 7.00 12 .95 0 1.1 0 Time. (tf) Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) Center For Microcomputers In Transportation HCS:: Unsignalized Intersection Release 2.1 Page 2 for TWSC Intersection Step l: RT from. Minor Street WB EB Conflicting Flows: (vph) 381 Potential Capacity: (pcph) 888 Capacity: (pcph) 888 Queue -free State: 0.99 Step 2: LT from Major Street • SB Conflicting Flows: (vph) 762 Potential Capacity: (pcph). 668 Movement Capacity: (pcph) 668. Prob. of Queue -free State: 0.99 Step 4: LT from Minor Street WB EB 1486 119 i • i Center For Microcomputers In Transportation HCS Unsignalized Intersection Release 2.1 Page 3 **************************************************************** InersectiOn.PerforMance'Summary FlowRate MoveCap Shared Cap Avg.Total Delay • Movement v (pcph) Cm (pcph) Csh (PCph) Delay. LOS - By App WE3 L 14 117 34.9 Intersection Delay = 0 3 ::,,,,,,,.,...,...• • •••. ...:.,..,. ..... ,. . ,,•-,...•.•- _...,........,....:. • •,. .. ••_ .• '..2:-,:,::••.•:-..' ...,..... ., ..• ...•,....,..„.. ......,„, ...........: Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 File Name SDWYPMWP.HCO Streets: (N-S) SR 99 (E-W) SOUTH SITE DRIVEWAY Major Street Direction NS Length of Time Analyzed 60 (min) • Analyst TL Date of Analysis 11/18/96 Other Information PM PEAK HOUR Two-way Stop-controlled Intersection Northbound 1 Southbound Eastbound 1 Westbound LT RI L T R L. T :RI .L T R No Lanes 0 2< 01 2 0 0 0 01 1 Stop/Yield N N Volumes 671 25 18 1234 PHF .95 .95 .95 .95 Grade 0 0 0 MC's (t) 0 0 0 0 SU/RV's (t) 0 0 0 0 0 0 0 0 PCE's • 1.1 .1.1 1.1 1.1 Vehicle :• Maneuver Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road Adjustment Factors - 1998 WITHPROJECT Critical Gap (tg). 5.50 5.50 6.50 7.00 t - - 33 15 .9 .95 0 0 0 : 0 0 0 6 , 1.1 Follow-up Time (ft) 2.10 2.60' • 3.30 3.40 _ Center For Microcomputers In Transportation HCS Unsignalized Intersection Release 2.1 Page 2 **************************************************************** WorkSheet for TWSC.InterseCtion, Conflicting Flows: (vph) 348 Potential Capacity: (pcph) 923 Movement Capacity: (pcph) 923 Prob. of Queue-free State: 0.98 Step 2: LT from Major Street sg Conflicting Flows: (vph) • Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue-free State: Conflicting Flows: (vph) 1936 Potential Capacity: (pcph) 61 Major LT, Minor TH Impedance Factor: 0.97 Adjusted Impedance Factor: 0.97 Capacity Adjustment Factor due to Impeding Movements 0.97 Movement Capacity: (pcph) 59 Movement Center; For Microcomputers In Transportation HCS: Unsignalized:Intersection , Release '.2 1 Page Intersection Performance Summar FlowRate'MoveCap SharedCap: v(pcph) Cin(pcph) Csh(pcph) Delay:: Intersection!. Delay 163.0 " ti Geotechnical Engineering Exploration and Analysis vv. • Southcenter BP 16200 West Valley Highway Tukwila, Washington RECEIVED MAR 3 1 '1997 Prepared for: Roger 011enburg and Associates Bellevue, Washington March 4, 1997 Project No. 6G-9702009 RECEIVED CITY OF TUKWILA MAR 25 1997 PERMIT CENTER GILES ENGINEERING (9SSOCIATES, INC. PROcUr 0.34• Dc11- ooctS • Dallas, TX • Los Angeles, CA • Madison, WI • Milwaukee, WI . . • Seattle, WA • Washington, D.C. Roger 011enburg and Associates 515 -116th Avenue NE, Suite 202 Bellevue, Washington 98004 Attention: Mr. Roger 011enburg Dear Mr. 011enburg: GILES ENGINEERING HSSOCIATES, INC. 'GEOTECHNICAL, ENVIRONMENTAL & CONSTRUCTION MATERIALS CONSULTANTS Subject: Geotechnical Engineering Exploration and Analysis Southcenter BP 16200 West Valley Highway Tukwila, Washington Project No. 6G- 9702009 In accordance with your request and authorization, Giles Engineering Associates, Inc. (Giles) has conducted a Geotechnical Engineering Exploration and Analysis for the above - referenced project. The conclusions and recommendations developed from the analysis are discussed in detail in the accompanying report. We appreciate the opportunity to have been of service on this project. If there are any questions or if we may be of further service, please do not hesitate to call at any time. Respectfully submitted, GILES ENGINEERING ASSOCIATES, INC. WA , S1►. 19019 36th Avenue West • Suite G • Lynnwood, WA 98036 206/771-5775 • Fax 206/771 -5557 • E -Mail seattle @gilesengr.com John E. Zipper, P.E. Regional Manager `EXPIRES 1 / 24 / S 7 i © Giles Engineering Associates, Inc. 1997 TABLE OF CONTENTS GEOTECHNICAL ENGINEERING EXPLORATION AND ANALYSIS PROPOSED SOUTHCENTER BP FACILITY 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON PROJECT NO. 6G-9702009 1.0 EXECUTIVE SUMMARY 1 2.0 SCOPE OF SERVICES 3 3.0 SITE AND PROJECT DESCRIPTION 4.0 SUBSURFACE CONDITIONS 5.0 CONCLUSIONS AND RECOMMENDATIONS 5 5.1 Site Preparation Recommendations 6 5.2 Structural Fill 8 5.3 Utility Trenching and Backfilling 11 5.4 Temporary and Permanent Slopes 13 5.5 Foundation Design Parameters 14 5.5.1 Shallow Foundations 14 5.5.2 Augercast Pile Foundations 14 5.6 Floor Slab and Canopy Slab -on -Grade Design Parameters 17 5.7 Drainage Considerations 17 5.8 Underground Storage Tanks 18 5.9 Pavement Design Parameters 19 6.0 Conclusion 20 APPENDICES - Appendix A- General Comments - Appendix B- Figures - Appendix C -Field Procedures and Exploration Logs - Appendix D- Laboratory Testing and Classification GEOTECHNICAL ENGINEERING EXPLORATION AND ANALYSIS 1.0 EXECUTIVE SUMMARY PROPOSED SOUTHCENTER BP 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON PROJECT NO. 6G-9702009 The following is a brief summary outline of the geotechnical conclusions and recommendations contained in this report. This summary should be read in complete context with the accompanying report for proper interpretation. Subsurface Conditions • The subsurface exploration program consisted of completing five hollow -stem auger borings which extended to depths of 14 to 34 feet. • Explorations typically encountered variable depths of asphalt surfacing and crushed rock base. Underlying soils in borings B -1, B -2, B-4 and B -5 consisted of loose, silty fine sand and soft to medium stiff silt. Several of these borings encountered very loose to loose, saturated sand below a depth of 9 to 10 feet. • Boring B -3 encountered a substantial thickness of probable fill soils, extending to up to 29 feet in depth. The probable fill consisted of sand and silt with scattered wood debris and apparent buried trees or branches. Underlying soils consisted of firm, fine sandy silt. • Groundwater was encountered at the time of drilling, at depths varying from 8 to 16 feet. Mottling of soils indicates that groundwater levels may fluctuate to higher levels. Site Preparation Recommendations • In areas where existing grass and sod are present, removal of organic rich soil from areas to be developed will be necessary. Average stripping depths of about 9 inches are anticipated during dry site conditions. • Apparent uncontrolled deposits of variable quality fill have been placed over the entire site. Because of its loose relative density, it is recommended that the upper 1 to 2 feet of material be reworked and compacted as structural fill. • Structural fill should be compacted to at least 90 percent of modified Proctor maximum dry density. Fill in the top 1 foot of pavement/slab subgrades should be compacted to 95 percent of this value. Place fill in lifts of not more than 8 inches loose thickness, at moisture content within 2 percent of optimum, and compact uniformly with suitable equipment. 1 Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 2 Excavations Building and Canopy Foundations • Utility excavations will likely encounter silty sand and silt of variable density. Trenches should meet sloping and shoring requirements of all applicable ordinances. Perched groundwater seepage may be encountered in excavations and could be removed with filtered sump pumps. • Temporary cut slopes in loose granular soils and soft native silt should not exceed an inclination of 1.5H:1 V (Horizontal:Vertical). Flatter angles may be necessary where variable conditions are encountered. Permanent cut and fill slopes should not exceed 2H:1 V. • Fill placed on pre- existing slopes should be keyed and benched into at least a firm native subgrade. • Conventional, shallow spread footings for the convenience store should be designed for 2,000 psf maximum, net, allowable soil bearing capacity if the foundations are supported on a minimum of 2 feet of properly compacted structural fill. • Isolated canopy foundations at a depth of 5'/2 feet below finished grade should be designed for 1,000 psf maximum, net allowable soil bearing capacity. The footings should be supported on a minimum of 2 feet of compacted structural fill. • Carwash foundations should consist of augercast piles extended through existing fill. A pile depth of 35 feet is recommended, based on conditions in boring B -3. A working capacity of 20 tons is recommended for 12 -inch diameter augercast piles. • It is recommended the fill below the building and canopy foundations be compacted to at least 90 percent of the modified Proctor maximum. • Perimeter subsurface drains should be provided around foundations if interior moisture is a concern. Building Floor Slab and Canopy Slab -on -Grade • Building floor slabs could consist of a 4 -inch (minimum) conventional slab -on -grade while canopy slabs -on -grade should be at least 6 inches thick, both of which should be underlain by a 6 -inch granular base course and 6 -mil polyvinyl moisture barrier. Floor subgrade should consist of a minimum of 2 feet of structural fill soils compacted to at least 90 percent of the modified Proctor maximum dry density. • A pile - supported structural slab is recommended for the carwash structure in order to minimize differential settlement. Alternatively, a slab -on -grade is anticipated to settle up to several inches due to consolidation of existing fill soils. 1 Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 3 Pavements 2.0 SCOPE OF SERVICES 3.0 SITE AND PROJECT DESCRIPTION • A new heavy -duty pavement section consisting of a minimum 3'A-inch thick asphaltic concrete surface over an 6 -inch thick aggregate base course, depending on traffic volume, is considered adequate. • Compact the upper 1 foot of pavement subgrade to at least 95 percent of modified Proctor maximum dry density prior to paving. Areas where compaction cannot be achieved may require overexcavation and . replacement and/or geotextile reinforcement. The authorized scope of services performed by Giles Engineering Associates, Inc. (Giles) for this project included a visual site reconnaissance, subsurface exploration consisting of five hollow - stem auger borings, laboratory testing, geotechnical engineering analyses, and preparation of this report. Work was performed as described in Giles proposal number 6GP- 961112. Giles' work was authorized by Mr. Roger 011enburg of Roger 011enburg and Associates, including modification to the approved scope of work as described in Giles' memorandum dated February 14, 1997. The purpose of this study was to establish general subsurface conditions from which conclusions and recommendations regarding foundation design and earthwork construction could be formulated. Giles' scope of services did not include the collection or screening of soil or water samples for contamination by hazardous or dangerous materials. This report has been prepared in accordance with generally accepted geotechnical design practice and has been prepared for the exclusive use of Tukwila Station L.L.C., Roger 011enburg and Associates, and their agents for specific application to this project. The recommendations contained herein are based in part on preliminary project information provided to date to Giles which included a preliminary site layout. The Site and Exploration Plan (Figure 1) is included in Appendix B of this report. It is recommended that final design drawings and specifications be reviewed by Giles to verify that the recommendation contained in this report have been incorporated into the design. The site is located at 16200 West Valley Highway in Tukwila, Washington. The parcel covers an area of approximately two acres. The parcel was formerly occupied by Andy's Diner. Site topography is relatively flat across much of the site, with ground surface elevations of 23 to 25 feet. A closed depression near the southeast property corner has a bottom elevation of about 16 feet, with side slopes extending onto the south portion of the subject property. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 4 Based on the preliminary development plan provided to Giles, it is anticipated that development will include construction of six fueling islands with canopy covers, a 52 by 44 foot convenience store building with a storage room, bathroom and vending machines, and two underground storage tanks. A carwash building would be located along the south side of the site, with roughly a 30 by 100 feet plan dimension. It is understood that finish grades of the structures would vary from about 25 to 27 feet. 4.0 SUBSURFACE CONDITIONS The site conditions were evaluated for this study on February 15, 1997. Surface, subsurface, and groundwater conditions are discussed below. The subsurface explorations performed for this study consisted of five hollow -stem auger borings. The approximate boring locations are indicated on the Site and Exploration Plan (Figure 1) enclosed in Appendix B. The subsurface conditions described below have been simplified for ease of report interpretation. Copies of the boring logs and field procedures are enclosed in Appendix C and should be consulted for a more detailed description of the conditions encountered. Laboratory test procedures and results are presented in Appendix D. Soil Conditions Explorations typically encountered variable depths of asphalt surfacing and crushed rock base. Underlying soils in borings B -1, B -2, B -4 and B -5 consisted of loose, silty fine sand and soft to medium stiff silt. Several of these borings encountered very loose to loose, saturated sand below a depth of 9 to 10 feet. Boring B -3 encountered a substantial thickness of probable fill soils, extending to up to 29 feet in depth. The probable fill consisted of sand and silt with scattered wood debris and apparent buried trees or branches. Underlying soils consisted of firm, fine sandy silt. Groundwater Conditions Groundwater was encountered at the time of drilling, at depths varying from 8 to 16 feet. Mottling of soils indicates that groundwater levels may fluctuate to higher levels. ' Soil moisture contents at the time of the exploration program varied from moist to saturated with saturated conditions observed where groundwater perching occurred. Descriptors used to describe moisture content include "dry", "damp ", "moist ", "wet ", and "saturated" and are assigned to the description of the soil in the logs based on estimates of soil moisture content observed in the field and generated by laboratory moisture content testing. A "moist" soil is generally estimated to be within ±2 percent of the optimum value for compaction as would be determined by Proctor (moisture /density relationship) testing. It should be realized that optimum moisture values of the site soils have not been determined by laboratory testing and that optimum values can vary widely among the soil types existing at the site. "Saturated" soils are said to have nearly all of their void Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 5 space filled with water. The other moisture descriptors used in this report indicate intermediate moisture conditions and can cover rather broad moisture ranges. Generally, the near - surface, weathered site soils were found to be in a moist to wet condition while soils at a groundwater perching layer exhibited wet to saturated conditions. Site soil moisture conditions and the presence of perched groundwater will depend upon season, precipitation, and on- and -off site utilization. It should be noted that the exploration program for this study was performed at the height of the wet season following unusually heavy precipitation amounts. Seismic Conditions According to the Seismic Zone Map of the United States contained in the 1994 Uniform Building Code, the project site lies within seismic risk zone 3. Based on soil conditions encountered at the site, the subsurface site conditions are interpreted to correspond to a seismic soil profile type S3 as defined by Table 16 -J of the 1994 Uniform Building Code. Soil profile type S3 applies to a profile consisting more than 20 feet of soft to medium stiff clay but not more than 40 feet of soft clay. Except for a few layers of sand of limited thickness, the site soils within the depth of the borings are not considered to be prone to liquefaction. 5.0 CONCLUSIONS AND RECOMMENDATIONS The conditions imposed by the proposed development have been evaluated on the basis of the assumed development plan, the engineering characteristics of the subsurface materials encountered in the test pits, and the anticipated soil behavior both during and after construction. Based on the information obtained from our subsurface exploration program, the project appears feasible with respect to soil and groundwater conditions encountered at the site. However, the very soft soils encountered will require the consideration of foundation design alternatives varying from shallow foundations supported on improved bearing soils to deep foundation systems. The conclusions and recommendations for foundation, floor slab, and pavement design, along with site development recommendations and considerations, are discussed in the following sections of this report. 5.1 Site Preparation Recommendations Based upon the subsurface conditions encountered during exploration, the following site preparation procedures have been developed and include recommendations regarding site drainage, stripping, subgrade protection, proofrolling and subgrade compaction. However, site preparation effort is expected to be dependent upon the time of year that construction proceeds. Therefore, bids for site preparation, earthwork, and paving operations should be based upon the time of year that construction will proceed. It is recommended that a representative of Giles observe the soil conditions prior to and during site preparation activities to evaluate the suitability of stripped subgrades prior to placement of fill, foundation elements, floors, and paving. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 6 Site Drainage and Surface Water Control Adequate temporary and permanent control of surface water runoff and subsurface seepage will be required in order to allow site access, grading, as well as construction of underground utilities and storage tanks to proceed. Excavation, filling, subgrade and grade preparation should be performed in a manner and sequence that will provide drainage at all times and proper control of erosion. Surface water should be pumped or drained to provide a suitable working platform. Successful drainage of local saturated zones due to perched groundwater flow and accumulations of surface water runoff could be accomplished by localized ditching and/or the installation of cut -off trenches or "french" drains. The site should be graded to prevent water from ponding in construction areas and/or flowing into excavations. Exposed grades should be crowned, sloped, and smooth -drum rolled at the end of each day to facilitate drainage. Accumulated water must be removed from subgrades and work areas immediately and prior to performing further work in the area. Equipment access may be limited and the amount of soil rendered unfit for use as structural fill may be greatly increased if drainage effort are not accomplished in a timely sequence. Project delays and increased costs could be incurred due to the greater quantities of wet and unsuitable fill or poor access and muddy conditions if a working drainage system is not utilized. All drainage should be performed only after adequate erosion and silt control measures are established as required by applicable codes. Site Stripping Site preparation will require removal of any surface vegetation and organic soils or other deleterious materials in planned building and pavement areas. The existing building in the central portion of the site will be razed and the foundation elements removed. Site grades are anticipated to be raised roughly 1 to 2 feet. If construction proceeds during a generally wet construction period, typically October through May, and the moisture sensitive, silty sand fill soils are allowed to increase in moisture content, they will become unstable. Therefore, the bids for site grading operations should be based upon the time of year that construction will proceed. It is expected that in wet conditions additional soils may need to be removed and/or other stabilization methods used, such as a coarse crushed rock working mat to develop a stable condition if subgrade soils are disturbed in the presence of excess moisture. The severity of construction problems will be dependent, in part, on the precautions that are taken by the contractor to protect the moisture and disturbance- sensitive site soils. If overexcavation due to disturbance is necessary, it should be confirmed through continuous monitoring and testing by a Giles representative. As previously discussed, it appears the site has experienced previous filling over the very soft native silt soils. The very loose relative density of this fill could affect development in pavement and structural areas. It is anticipated that this fill would not adversely affect the long -term Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 7 performance of the drives and parking areas provided compaction specifications could be met. If wet or pumping fill material is encountered, it may become necessary to "bridge" the unsuitable material with up to 18 inches of select granular fill possibly in conjunction with the geotextile fabric. Subgrade Protection Soils exposed by subgrade preparation operations will contain a high silt fraction and are considered to be moisture and disturbance sensitive. These soils. will become unstable if disturbed (rutted) by construction equipment while at elevated moisture contents requiring additional soil removal at an increased cost. Therefore, site preparation and initial construction activities should be planned to minimize disturbance to the existing ground surface particularly during the wet season (typically October through May) when the presence of excess moisture would render the site soils more prone to disturbance and softening. Construction traffic should be restricted to specific drive areas to prevent excessive disturbance of the subgrade. If site stripping and grading activities are performed during extended dry weather periods, extensive subgrade stabilization is not expected to be necessary. However it should be noted that intermittent wet weather periods during the summer months could delay earthwork if soil moisture conditions become elevated above the optimum moisture content. The use of a working surface of sand and gravel, crushed rock, or quarry spalls may be required to protect the silty soils particulary in areas supporting concentrated equipment traffic. Methods of constructing a working surface from an advancing fill surface could be used to avoid trafficking the exposed subgrade soils. Proofrolling and Subgrade Compaction Following the recommended site stripping procedures, the exposed stripped subgrade should then be scarified, adjusted in moisture content, and recompacted to the required density. Low areas and excavations may then be raised to the planned finished grade with compacted structural fill. Subgrade preparation and selection, placement, and compaction of structural fill should be performed under engineering controlled conditions in accordance with the project specifications. Overexcavation/Stabilization The near- surface silty soils are considered extremely moisture sensitive. During wet weather conditions, typically associated with early spring, late fall or winter construction, subgrade stability problems and grading difficulties are expected to develop due to the moisture and disturbance sensitive soils and/or the presence of perched groundwater. Construction during extended wet weather periods could create the need to overexcavate exposed soils if they become disturbed and cannot be recompacted due to elevated moisture content and or weather conditions. Even during dry weather periods, soft/wet soils, which may need to be overexcavated, may be encountered in localized portions of the site. If overexcavation is necessary, it should be confirmed through Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 8 continuous monitoring and testing by a Giles representative. Soils that have become unstable may require drying and recompaction. Selective drying may be accomplished by scarifying or windrowing surficial material during extended periods of dry and warm weather. If the soils cannot be dried back to a workable moisture condition, remedial measures in the form of one or a combination of the following may be required: 1. Removal of affected soils to expose a suitable bearing subgrade and replacement with compacted structural fill. 2. Mechanical stabilization with a coarse crushed aggregate compacted into the subgrade, possibly in conjunction with a geotextile. 3. Chemical modification of the affected soils with hydrated lime or Portland cement (depending on soil type) and subsequent recompaction. 5.2 Structural Fill Frozen Subgrades If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw and then be recompacted prior to placing subsequent lifts of structural fill or foundation components. Alternatively, the frozen material could be stripped from the subgrade to reveal unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen soil should not be reused as structural fill until allowed to thaw and adjusted to the proper moisture content, which may not be possible during winter months. All structural fill should be placed in accordance with the recommendations presented herein for structural fill. Prior to the placement of structural fill, all surfaces to receive fill should be prepared as previously recommended. Structural fill includes any fill material placed under footings, pavements, or other permanent structures or facilities. The use of on -site soils for structural fill should be limited as described in this report. Materials typically used for import structural fill include clean, well - graded sand and gravel ( "pit run "); clean sand; various mixtures of gravel; crushed rock; controlled - density fill (CDF); and lean-mix concrete. Recycled concrete derived from crushed parent material is also useful for structural fill provided the material is thoroughly crushed to a size deemed appropriate by the geotechnical engineer (usually less than 2 inches). Structural fill materials should be free of deleterious, organic, or frozen matter and should contain no chemicals that may result in the material being classified as "contaminated ". Import structural fill for raising site grades can consist of a combination of "common" and "select granular" material. Select granular fill should contain less than 5 percent by weight passing Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 9 the U.S. No. 200 sieve, based on the fraction passing the U.S. No. 4 sieve. Select granular fill is recommended for use in wet weather conditions, as discussed in the pertinent sections of this report. Common structural fill should consist of predominantly granular soil, free of organics and deleterious materials, which is compactable to a firm and unyielding condition at the specified compaction levels. Common structural fill should meet the requirements of specification 9- 03.14(3), "Common Borrow" in the 1996 WSDOT /APWA Standard Specifications for Road, Bridge, and Municipal Construction. Select structural fill should meet the requirements of specification 9- 03.12(2) "Gravel Backfill for Walls" of the 1996 WSDOT /APWA Standard Specifications. The suitability of soils used for structural fill depends primarily on the gradation and moisture content of the soil when it is placed. As the fines content (that portion passing the U.S. No. 200 sieve) of a soil increases, it becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult or impossible to achieve. Soils containing more than about 5 percent fines by weight, such as the majority of the near - surface site soils, cannot be consistently compacted to the recommended degree when the moisture content is more than about 2 percent above or below optimum. Drying of the site soils may only be accomplished during favorable dry weather by methods such as scarifying and windrowing. It is therefore recommended that grading activities be scheduled for the driest time of year in consideration of the moisture sensitive nature of the site soils and the amount of surface water and subsurface perched groundwater likely to be present at the site during winter months. The contractor should anticipate a significant, but unavoidable, commitment of effort to adjust the moisture content of the site soils. If it is not possible to complete the earthwork during dry weather, the design team and contractor should anticipate that a significant portion of the site soils will not be available for reuse for fill applications including utility backfill. If inclement weather or soil moisture content prevent the use of on -site or non - select material as structural fill, it is recommended that use of select granular fill be considered. It should be noted that the placement of structural fill is in many cases weather- dependent and delays due to inclement weather are common even when using select granular fill. When moisture conditioning of the soils is required to increase the moisture content of dry- of- optimum soils, it is recommended that the soils be uniformly blended with the added moisture to provide a uniform moisture content throughout the affected soils. Structural fill should be placed in lifts not exceeding 8 inches in loose thickness. Individual lifts should be compacted such that a minimum density of at least 90 percent of the modified Proctor maximum dry density is achieved. Higher compaction levels should be achieved where called for in the project specifications of the local development standards. It is recommended that the upper 1 foot of subgrade soils below pavement areas and all base course materials be compacted to 95 percent of the modified Proctor dry density. The top 12 inches of compacted structural fill should have a maximum 3 -inch particle diameter and all underlying fill a maximum 6 -inch diameter unless specifically approved by the soils engineer. It is recommended that a geotechnical engineering .. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 . _.. Page 10 representative be present during the placement of structural fill to observe the work and perform a representative number of in -place density tests. In this way, the adequacy of earthwork may be evaluated as grading progresses. 5.3 Utility Trenching and Backfilling Reuse of On -Site Soil On -site soils, which are comprised of existing fill material, may be reused as structural fill for foundation, floor slab, and pavement support, provided the soil does not contain significant organic content or other deleterious materials and is placed and compacted at a suitable moisture content to specified compaction levels. Native soils below the on -site fill are not considered suitable for reuse as structural fill and should be wasted off -site when applicable. The site soils consist primarily of silty sands and sandy silts and were generally found to be in a moist to wet state at the time of the exploration program (February 1997). It is anticipated that grading activities (including utility installation) performed during winter or early spring months would encounter compaction problems with the site soils due to their over - optimum condition or potential for exposure to moisture once excavated. The silty sand and sandy silt soils must be placed within a relatively narrow range of the optimum moisture content for proper compaction. Some drying of on -site soils is expected to be needed if grading occurs during the winter or spring months, and the feasibility of grading with on -site soils will depend on whether adequate drying time occurs. Typically, drying is difficult or impossible during wet winter and spring months. It is anticipated that the moisture content of the site soils would be reduced in mid to late summer months and the probability of drying any remaining over optimum soils increases during this time of year. Excess soils may require stockpiling for extended periods of time before they can be used. It is recommended that all stockpiled soils intended for reuse as structural fill be protected with anchored visqueen plastic. Anchoring the sheet plastic should be completed in accordance with Section 8- 01.3(8), Placing Jute Matting, Erosion Control Blanket, or Clear Plastic Covering presented in the 1996 WSDOT /APWA Standard Specifications for Road, Bridge, and Municipal Construction. All utility subgrades should be firm and unyielding, and free of all soils which are loose, disturbed, or pumping. Such soils should be removed and replaced, if necessary. Utilities which will be supported on the very soft, native silts should be supported on a minimum of 12 inches of 4 -inch minus quarry spalls or crushed ballast rock. Spalls or other clean, crushed aggregate could be placed under water, if necessary, and would require a minimum compactive effort. All structural fill used to replace overexcavated soils should be compacted as specified and as recommended in this report. Where water is encountered in the excavations, it should be removed prior to fill placement. Alternatively, quarry spalls or pea gravel could be used above the water level. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 11 It is recommended that utility trenching, installation, and backfilling conform to all applicable Federal, State, and local regulations such as WISHA and OSHA regulations for open excavations. In order to maintain the function of any existing utilities, temporary excavations shall not encroach upon the bearing splay of existing utilities. Likewise, utility excavation should not encroach on the bearing splay of footings or floor slabs. This bearing splay should be considered to begin 3 feet away from the widest point of the pipe or foundation and extending downward at a 1 H: 1 V slope. If, due to space constraints, an open excavation cannot be completed without encroaching on a utility, shoring of the new utility excavation with a slip box or other suitable equipment is recommended. Utility bedding and cover should be placed in accordance with manufacturer's recommendations and local ordinances. Generally, it is recommended that a minimum of 6 inches of bedding material be placed in the trench bottom. Bedding material for rigid and flexible pipe should conform with Sections 9 -03.15 and 9- 03.16, respectively, of the 1996 WSDOT /APWA Standard Specifications for Road, Bridge, and Municipal Construction. All excavations should be wide enough to allow for compaction around the haunches of the pipe and underground tanks. Otherwise, materials such as controlled density fill or pea gravel could be used to eliminate the compactive effort required if allowed by the project specifications. Backfilling for the remainder of the trenches could be completed utilizing common fill or select granular fill, depending on soil moisture and weather conditions. Compaction of backfill material should be accomplished with soils within plus or minus 2 percent of their optimum moisture content in order to achieve the minimum specified compaction levels set forth in this report and project specifications. Initial backfill lift thickness over utilities may be increased to manufacturer's recommended level to avoid damage to pipe by compacting equipment. Caving Some excavation bank stability problems for utility construction may occur where excavations extend into saturated, cohesionless soil and due to the presence of existing fill or groundwater. Relatively flat slopes, benching or temporary bracing may be needed. Temporary excavation stability is a function of many factors including the presence and abundance of groundwater, the type and density of the various soil strata, the depth of excavation, surcharge loadings adjacent to the excavation, the length of time the excavation is open, and weather conditions. It is exceedingly difficult under these variable circumstances to pre - establish a safe and "maintenance free" temporary excavation slope angle. Therefore, it should be the responsibility of the Contractor to maintain safe slope configurations since the Contractor is continuously at the job site, able to control some of the factors, and able to observe and alter the nature and condition of cut slopes. Exceptions to typical slope angles should be made for any excavations which are open during wet weather, any excavations which encounter groundwater, and excavations encountering variable conditions. All utility excavations should conform to applicable sloping or shoring Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 12 standards for worker access, such as WISHA and OSHA, for open excavations. Based on soil conditions encountered in the exploration, the site soils would generally fall into Type C categories according to the classification system established in Chapter 296 -155 WAC, Part N, Excavation, Trenching, and Shoring. Construction Dewatering Groundwater was encountered at a depth of approximately 8 to 16 feet below grade. Dewatering techniques are anticipated to be necessary for dewatering excavations that terminate below the water table. There is a strong possibility that dewatering may be necessary to complete the underground storage tank excavation and construct a stable subgrade. The soils exposed by the tank excavation will likely consist of silt overlying sand layers which could be water - bearing. In general, the silts are not anticipated to generate significant quantities of water. However, depending on groundwater levels, the bottom of the tank excavation could heave or possibly boil if groundwater levels are within a few feet ± of the base of excavation. Therefore, it is Giles' opinion that the contractor should evaluate the groundwater conditions prior to construction and develop an appropriate dewatering plan. Dewatering should extend the groundwater level at least 2 feet below the base of the excavation. 5.4 Temporary and Permanent Slopes Temporary slope stability is a function of many factors, including the following: • The presence and abundance of groundwater; • The type and density of the various soil strata; • The depth of cut; • Surcharge loadings adjacent to the excavation; • The length of time the excavation remains open. It is exceedingly difficult under the variable circumstances to pre - establish a safe and "maintenance- free" temporary cut slope angle. Therefore, it should be the responsibility of the Contractor to maintain safe temporary slope configurations since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and groundwater conditions encountered. It may be necessary to drape temporary slopes throughout the site with plastic sheeting or other means to protect the slopes from the elements and minimize sloughing and erosion. Unsupported vertical slopes or cuts deeper than 4 feet are not recommended if worker access is necessary. The cuts should be adequately sloped, shored, or supported to prevent injury to personnel from local sloughing and spalling. The excavation should confirm to applicable Federal (OSHA), State (WISHA), and local regulations. It is tentatively anticipated that temporary slopes in dewatered, very loose granular and very soft cohesive soils at the site could be excavated at an inclination of 1.5H:1 V for slopes up to 15 feet high. Where perched groundwater conditions have saturated the surficial soils, slope angles of 2.5H:1 V to 3H:1V may be required for both temporary and permanent slope construction. Shallow french drains excavated through the perching layer could be used to intercept perched groundwater upgradient from excavations or permanent slopes. Groundwater Seepage in Permanent Cut Slopes ` - Groundwater was encountered within all of the explorations. It is recommended that Giles be allowed to review significant permanent excavations periodically as site grading progresses to determine if seepage quantities (if encountered) warrant temporary or permanent stabilization measures. If required, any seepage areas encountered could be stabilized with french drains, rock blankets, or graded filters, as the situation warrants. Specific recommendations for seepage stabilization on permanent excavation slopes are best developed in the field at the time of construction, when the actual excavation conditions can be observed. It is recommended that all permanent cut and fill slopes be designed at a 2H:1V inclination or flatter. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 13 5.5 Foundation Design Parameters The subsurface conditions observed in our explorations are sufficient to support the planned construction, contingent on special measures to mitigate settlement due to loose, surficial soil and deeper, soft soil conditions. 5.5.1 Shallow Foundations All footings should be founded upon a prism of at least 2 feet of compacted structural fill which is placed above the very soft native or very loose fill materials on a stripped and properly prepared subgrade. The prism of structural fill should extend laterally beyond the foundation edges a distance equal to the depth of fill below the footing. This fill should consist of pit -run select sand and gravel, crushed gravel, crushed recycled concrete, or control density fill (CDF). A geotextile, such as Mirafi 600X should be placed below all fill prisms except if the CDF is used. Footings should not be founded on or within loose or disturbed native or fill soil, topsoil, or pre - existing fill material. The high sensitivity to disturbance of the silty site soils may require that the footing excavations be covered with a lift of crushed rock or a lean concrete "mud mat" to minimize disturbance of the bearing surface during construction in wet weather or wet subgrade conditions. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 14 5.5.2 Augercast Pile Foundations If unsuitable bearing soils are encountered at the proposed foundation bearing grade, or within the foundation influence zone, they should be recompacted, if feasible, or removed to a suitable bearing subgrade. The overexcavation should extend laterally away from each side of the foundation a distance equal to the depth of the overexcavation and should be backfilled with compacted structural fill. Controlled density fill (200± psi) backfill may be used in vertical excavations below the entire foundation width as an alternate to help limit lateral overexcavation required with soil backfill. Stepped or thickened continuous strip footings and uniformly thickened isolated column footings may also be used to extend to suitable bearing soils. Augercast piles would support foundation loads for the new building on stable soils at depth, below potentially liquefiable and settlement susceptible soils zones. An augercast pile is formed by drilling to an appropriate predetermined depth with a continuous flight, hollow -stem auger. Cement grout is then pumped down the stem of the auger under high pressure as the auger is withdrawn. The final result is a cast -in -place pile. Reinforcing can be lowered into the unset concrete to provided lateral and/or tension capabilities. Pressure grouting methods typically result in a grout column diameter in excess of the nominal diameter of the drilled hole. It is anticipated that grout volumes within the bearing soil will be on the order of 11/4 times or more the nominal volume of drilled holes. The contractor should be required to stagger the pile grouting and drilling operations, such that all completed piles within 10 feet of the pile being drilled have set for at least 24 hours. Augercast piles could gain their vertical compressive capacity from side friction between the pile and the native soils, as well as from end bearing. Augercast piles should extend a minimum of 35 feet below the existing ground surface elevations in order to develop full end - bearing capacity and have a minimum embedment of 5 feet into the bearing layer. This penetration depth may need to be confirmed periodically in the field by removing the auger to observe the soil on the auger flights. Modifications to pile lengths may be required in the field if the bearing soil layer varies in depth. Augercast pile unit capacities for skin friction and end bearing, as well as lateral load bearing capacity of selected configurations, are presented in Table 1 below. Vertical compressive pile capacity is developed through a combination of resistance at the pile tip and skin friction along the shaft of the pile. Uplift pile capacity will develop as a result of skin friction between the pile and the adjacent soil, along with the weight of the pile. The vertical pile capacities presented assume that adjacent piles are located at least seven pile diameters apart. If piles are located closer together, a reduced pile capacity should be used to account for pile group effects. Giles would be pleased to provide capacities for specific pile group arrangements, if requested. If the pile arrangement selected Table 1 Vertical Compressive End Bearing Capacities for Augercast Piles (See Text) Pier Diameter (inches) Allowable End Bearing Capacity (tons) • Ultimate Lateral Capacity for 1 -inch deflection at Ground Surface (Tons) 12 20 - 5 i Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 15 for the design is not in the table, Giles should be allowed to provide specific recommendations for the chose configuration. For uplift design, allowable skin friction values for each augercast pile of 100 pounds per square foot (psf) between 2 and 30 feet depth, and 500 psf below 30 feet in depth, acting on the surface of the pile shaft are recommended. The exploratory borings did not encounter rocks or other large obstacles which would obstruct pile installation, however, such obstacles can always be encountered. Buried logs and wood debris were encountered in the fill , indicating that obstructions may be present in the fill soils. Piles should be designed based on the depth to suitable bearing soils (35 feet) presented on our boring logs and unit capacities presented above. It may be necessary to periodically remove the pile auger from the holes during drilling in order to verify depths of fill soils and penetration into bearing soil. Anticipated settlement of pile foundations constructed as recommended is '/2 inch or less, with differential settlement of Y2 inch or less. Concrete floor slabs could be supported on foundation piles, or could be constructed on grade, as descried below, if the estimated settlement performance of slab -on -grade floors is acceptable. Allowable Bearing Pressure Continuous or column footings cast atop a minimum of 2 feet of structural fill compacted to a minimum of 90 percent of the modified Proctor maximum dry density may be designed for a net maximum allowable bearing pressure of 2,000 psf (live - plus -dead loads) at a depth of 2'/2 feet or less below finished floor, and 1,000 psf for deeper footings such as the canopy footings. A one -third increase in bearing capacity can be applied due to transient loading. It is recommended that foundation support for the proposed structure be obtained utilizing shallow spread and strip footings founded on properly compacted structural fill. The prism of compacted fill should extend a minimum of 2 feet below the base of structural elements and laterally on a 1 H:1 V slope from the bottom edge of the foundation. The actual foundation design should be determined by the project structural engineer. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 16 Minimum Required Embedment Depth The local building code is understood to require a minimum 18 inch foundation embedment depth; therefore, a minimum embedment depth of 18 inches below the finished exterior grade is recommended for perimeter footings. Interior footings should be placed at least 12 inches below the floor slab within heated portions of the building. All footings must be protected against weather damage both during and after construction, and must be supported by suitable bearing materials as recommended herein. Estimated Settlement It is estimated that the total settlement of foundation members founded within the above mentioned soils may approach 1 inch. Differential settlement of foundations founded within the same soil type could approximate one -half of the total settlement. It should be noted that differential settlement could approach the total settlement values if adjacent footings are founded on different bearing strata. Foundation settlement is oftentimes the function of the condition of the footing excavation subgrade. Footing excavations should be free of loose or soft soil, slough, debris or water prior to pouring concrete. If disturbed or soft soils are left beneath the footing area prior to concrete placement, future settlements may be greatly increased.. For that reason, it is recommended that the footing subgrade soils be observed by a representative of Giles prior to pouring footing concrete to document that the condition of the bearing soils is consistent with the recommendations contained in this report. Fill placed to raise site grades may cause settlement in the range of 1 to 3 inches. It is anticipated that this settlement will occur within the first 30 days after fill is placed. It is recommended that construction of settlement - sensitive features be deferred until 30 or more days after site filling. 5.6 Floor Slab and Canopy Slab -on -Grade Design Parameters Floor slab and canopy slab -on -grade subgrades should be prepared in accordance with the previous site preparation recommendations. The slab -on -grade and capillary break material should be founded on pre - rolled or compacted native ground or structural fill compacted to a minimum of 90 percent relative density. It is recommended that the floor slab be underlain by a nominal 4 -inch thickness of clean crushed rock or pea gravel containing less than 3 percent fines passing the No. 200 sieve, based on that soil fraction passing the U.S. No. 4 sieve with at least 30 percent retained on the U.S. No. 4 sieve. Aggregates similar to those specified in WSDOT 1996 Standard Specifications for Road, Bridge, and Municipal Construction, listed under specifications 9- 03.12(4), 9 -03.15 or 09- Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 17 5.7 Drainage Considerations 03.16 can be used for capillary break material. This layer of granular fill is intended to serve as a capillary break and working surface. A minimum 6 -mil impervious moisture barrier should also be placed between the capillary break and the floor slab. If the base course in contact with the vapor barrier has sharp, angular particles, a 2 -inch thick sand cushion layer or geotextile is recommended in order to provide protection against puncture. Any holes or punctures in the vapor barrier membrane should be repaired prior to the placement of the floor slab concrete. Given the anticipated subgrade conditions, it is anticipated that concrete slabs could be designed using standard concrete thickness and welded wire reinforced criteria. The actual floor. slab design, including thickness, reinforcing and joint details should be provided by the structural engineer. Estimated Settlement With the recommended site preparation and monitoring, the post - construction total and differential settlements of the floor slab constructed as recommended are estimated to be less than 0.75 inch and 0.5 inch, respectively, which are considered within tolerable limits. The carwash slab may be subject to long -term settlement due to consolidation of debris -laden fill. It is recommended that the slab be either supported on pile foundations, or designed to tolerate settlements in the range of 2 to 4 inches. It is recommended that the building be provided with a perimeter footing drain system to collect free water if moisture inside the building is considered a problem. Footing drains, with clean outs, should consist of at least 4 -inch diameter, perforated, PVC pipe fully enveloped in pea gravel or washed rock and be placed at the footing subgrade elevation around the outside perimeter of the foundation. The pea gravel envelope should be wrapped on the top and sides with a non -woven geotextile fabric to prevent the migration of fine grained soils into the drain rock. If possible, all utility lines and bedding materials should enter the building footprint at or above the invert elevation of the foundation drain. All drainage systems should be sloped to drain by gravity to a storm sewer or other suitable discharge location. Water from downspouts and surface water should be independently collected and routed to a storm sewer. This water must not be allowed to enter the footing drain system. Additionally, it ( is recommended that the finished grades around the building be designed to route surface water away from the building. Final exterior grades should promote free and positive drainage from the building areas at all times. Water must not be allowed to pond or to collect adjacent to foundations or within the immediate building area. It is recommended that a gradient of at least three percent for a minimum Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 18 distance of 10 feet from the building perimeter be provided, except in paved locations. In paved locations, a minimum gradient of one percent should be provided unless provisions are included for collection and disposal of surface water adjacent to the structure. Under no circumstances should any concentrated stormwater flow be allowed to drain onto the slopes at the site. 5.8 Underground Storage Tanks It is understood that two underground storage tanks will be installed on the site. Typical tank excavations extend about 12 to 15 feet below subgrade elevation depending on the diameter of the tanks. Depending on the time of year, groundwater conditions could vary from 100 percent saturation at the ground surface to slight perched groundwater seepage in sandy zones. Therefore, it is Giles' recommendation that the contractor should evaluate the groundwater conditions prior to construction and develop an appropriate dewatering plan. Dewatering should continuously maintain the groundwater level at least 2 feet below the base of the excavation. If there is enough space to construct an open cut to install the tanks, it is recommended that temporary dewatered cuts be no steeper than 1.5H:1 V. The temporary slopes may need to be flatter depending on the groundwater conditions. It is unlikely that the excavated soil will be suitable for reuse due to the anticipated moisture content. As such, it is recommended that an appropriate substitute be imported. The native soils at the bottom of the excavation will be fine- grained and very moisture sensitive. If elevated moisture conditions are present, it will be impossible to compact the exposed subgrade. It is recommended that the final 1 foot of the excavation be completed with a smooth edged bucket to minimize the need for subgrade compaction. It is further recommended that a minimum 1- foot -thick layer of quarry spalls underlain by a reinforcing fabric, such as Mirafi 600X, be constructed to provide more uniform support of the USTs. It is recommended that the tanks be tied down with deadman anchors to resist fully submerged, buoyant forces assuming that the tanks have minimum product inside them. Soil over the tanks would also contribute resistance to buoyant forces and a unit weight of 115 pcf may be assumed for design purposes. If an open excavation is not feasible, it is likely that sheet piling will be necessary to shore the excavation. Sheet piles are installed either by vibrating or driving into place with an appropriate - sized pile - driving hammer. Sheet piles are typically driven to a specified depth in order to provide the necessary resistance to lateral loads and rotation. Lateral load capacity of short steel sheet piles sections is gained from stiffness where deeper sections require anchors or cross - bracing. Alternative deep shoring includes soldier pile retaining walls. Given the recommended lateral earth pressures presented herein, it is our opinion that the contractor should select the most appropriate shoring system. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 19 It is recommended that a triangular fluid pressure distribution for cantilever walls or walls provided with a single row of anchors or bracing. Allowable active and at -rest lateral earth pressures of 35 and 52 pcf, respectively, may be used for design above the groundwater level outside the sheets. Below the groundwater level, saturated active and at -rest pressures of 85 and 100 pcf, respectively, are recommended. An allowable passive earth pressure of 125 pcf may be assumed beginning 2 feet below the bottom of the excavation. For lateral toe or kick -out resistance, it is recommended that the sheets or piles extend at least 10 feet below the base of the excavation. An appropriately sized uniform surface surcharge should be applied to the wall to take into account parked vehicles, stockpiled materials, or other temporary surcharges that would be placed above the wall. 5.9 Pavement Design Parameters It must be recognized that pavement design is a compromise between high initial cost and little maintenance on one side and low initial cost coupled with the need for periodic repairs. As a result, the owner will need to take part in the development of an appropriate pavement section. Critical features which govern the durability of the surface include the stability of the subgrade soils, the traffic volume, and the frequency of use by heavy vehicles. Subgrade The subgrade soils are anticipated to generally consist of silty sand fill soils or similar soils used as structural compacted fill. Silty sand is usually rated as a good -to -fair subgrade material with estimated field CBR values ranging from 10 to 40 based on the Unified Soil Classification of SM and if the soils have been properly compacted. An estimated CBR of 10 was used for pavement design. In order to use this CBR value, the upper 2 feet of fill should be compacted to the minimum levels presented in this report in order to develop adequate pavement support characteristics and must be placed under engineering controlled conditions. The design assumes that the subgrade and any structural fill will be prepared in accordance with the recommendations presented in this report. The top 12 inches beneath the pavement should be compacted to a minimum of 95 percent relative compaction, using AASHTO T -180 (ASTM D -1557) as a standard. Stabilizing the subgrade with a fabric such as Mirafi 500X or 600X may be necessary during wet weather conditions if a stable subgrade cannot be achieved. Proper geotextile fabrics will maintain segregation of the subgrade soil and base course materials. If the subgrade soils are allowed to migrate upwards into the base course, the result would be decreased pavement support. The use of stabilization fabric will not reduce the necessary base rock thickness, as fabric does not provide structural strength at such shallow depths. If the subgrade is disturbed when wet, overexcavation may be required with subsequent backfill using imported, select granular fill. Recommended Pavement Sections Traffic Type Asphalt Thickness (inches) Crushed Base/ Top Course (Inches) ATB* Substitute for Crushed Aggregate (Inches) Heavy 3'/2 6 4 Light 21/2 6 4 Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 20 Asphaltic Concrete Pavement Specifications for pavements and crushed base /top course should conform to specification presented in the 1996 Washington State Department of Transportation, Standard Specifications for Road, Bridge, and Municipal Construction. In lieu of crushed gravel base /top course, asphalt treated base (ATB) can be substituted. The ATB would provide a more durable wearing surface if the pavement subgrade areas will be exposed to construction traffic prior to final paving with Class B asphalt. Some degradation of the ATB should be expected if it is subjected to concentrated construction traffic. Repair of degraded areas would be required prior to final Class B paving. The following table presents recommended pavement sections for anticipated light and heavy duty traffic levels. *ATB: Asphalt Treated Base, may be substituted for Crushed Base/ Top Course beneath Class B asphalt Pavement design recommendations assume proper drainage and construction monitoring and are based on AASHTO Design parameters for a 20 -year design period. However, continual flexible maintenance along with a major rehabilitation after about ± 8 to 10 years should be expected to obtain a 20 year service life. 6.0 Conclusion The conclusions and recommendations presented in this report are based, in part, on the explorations accomplished for this study. The number, location, and depth of the explorations were completed within the constraints of budget and site access so as to yield the information to formulate the recommendations. It is therefore recommended that Giles be provided the opportunity for general review of the project plans and specifications when they become available in order to confirm that the recommendations and design considerations presented in this report have been properly interpreted and implemented into the project design package. The integrity of earthwork, structural fill placement, and foundation and pavement performance depend greatly on proper site preparation and construction procedures. It is recommended that Giles be retained to provide geotechnical engineering services during the ■•■ earthwork and foundation construction phases of the project. If variations in the subsurface conditions are observed at that time, Giles would be able to provide additional geoteclmical engineering recommendations to the contractor and design team in a timely manner as the project construction progresses. Giles Engineering Associates, Inc. appreciates the opportunity to have been of service on this project and would be pleased to discuss the contents of this report or other aspects of this project with you at your convenience. If you have any questions, please do not hesitate to call. • GENERAL COMMENTS The soil samples obtained during the subsurface exploration will be retained for a period of thirty days: If no instructions are received, they will be disposed of at that time This report has been prepared exclusively for the client in order to aid in the evaluation of this property and to assist the architects and engineers in the design and preparation of the project plans and specifications. Copies of this report may be provided to contractor(s), with contract documents, to disclose information relative to this project. The report, however, has not been prepared to serve as the plans and specifications for actual construction without the appropriate interpretation by the project architect, structural engineer, and/or civil engineer. Reproduction and distribution of this report must be authorized by the client and Giles. This report has been based on assumed conditions/characteristics of the proposed development where specific information was not available. It is recommended that the architect, civil engineer and structural engineer along with any other design professionals involved in this project carefully review these assumptions to ensure they are consistent with the actual planned development. When discrepancies exist, they should be brought to our attention to ensure they do not affect the conclusions and recommendations provided herein. The project plans and specifications may also be submitted to Giles for review to ensure that the geotechnical related conclusions and recommendations provided herein have been correctly interpreted. The analysis of this site was based on a subsoil profile interpolated from a limited subsurface exploration. If the actual conditions encountered during construction vary from those indicated by the borings, Giles must be contacted immediately to determine if the conditions alter the recommendations contained herein. The conclusions and recommendations presented in this report have been promulgated in accordance with generally accepted professional engineering practice in the field of geotechnical engineering. No other warranty is either expressed or implied. ;tii C L The Site and Exploration Plan contained herein was prepared based upon information supplied by Giles' client, or others, along with Giles' field measurements and observations. The diagram is presented for conceptual purposes only and is intended to assist the reader in report interpretation. Figure 1- Boring Location Map Proposed Southcenter BP 16200 West Valley Highway Tukwila, Washington Project No. 6G9702009 Feb. 19, 1997 Original Drawing by Roger 011enburg and Associates dated 02/07/97 I' :t 0 40 80 • ry EXPLANATION S B -1 Boring Number and Approximate Location . ...,?turttEo ra - ?RCN KCMG( 141•• f T FOOD 4+ • • IR -if 80 ••■■ ' 1••• • , . .••• • . • -r- • ____ , . _ 41 EXPLANATION S B-1 14rAr g4 •• _ __________ . __ •• _____________ ....... ....... yot .......... ■•■••• ...... ..... ••.... ........... .................... .......... IOW .................. ......... ...... .•.• .............. • ••• ...................... ..... • .......... ..... ••• ..• •••• Boring Number and Approximate Location .1, z Giles ENGINEERING -- )SSOCIATES, INC. G EOTECHNICAL GEOEIVIRONMENTAL AND CONSTRUCTION MATERIALS' CONSULTANTS' • • ,•••••••,, APPENDIX C FIELD PROCEDURES AND EXPLORATION LOGS The field operations were conducted in general accordance with the procedures recommended by the American Society for Testing and Materials (ASTM) designation D 420 entitled "Standard Guide for Sampling Soil and Rock" and/or other relevant specifications. Soil samples were preserved and transported to Giles' laboratory in general accordance with the procedures recommended by ASTM designation D 4220 entitled "standard practice for preserving and transporting soil samples." Brief descriptions of the sampling, testing and field procedures commonly performed by Giles are provided herein. The Erploration Logs and related information enclosed herein depict the subsurface (soil and water) conditions encountered at the specific exploration locations on the date that the exploration was performed. Subsurface conditions may differ between exploration locations and within areas of the site that were not explored. The subsurface conditions may also change at the exploration locations over the passage of time. } 1). Test Boring Locations and Elevations Test Boring Methods GENERAL FIELD PROCEDURES Surface and subsurface conditions at the project site were explored on February 15, 1997. The surface evaluation consisted of visual reconnaissance, and the subsurface exploration consisted of advancing five hollow -stem auger soil borings to depths of approximately 14 to 34 feet below existing grades. The borings are designated B -1 through B -5 on the Boring Location Plan (Figure The location and depth of the explorations were selected with regard to the proposed site developments and under the constraints of budget and site access. The locations of the explorations were determined using a site plan provided to Giles and by measuring from existing site features with a hand -held measuring tape. Elevations were interpolated from contours on a site plan provided by the client. As such, the exploration locations shown on Figure 1 and elevations noted on the logs should be considered accurate only to the degree implied by the measuring methods. It should be emphasized that the explorations revealed subsurface conditions only at discrete locations on the project site and that actual conditions could vary at other locations. The nature and extent of any such variations would not become evident until construction activities have begun. If significant variations are observed at that time, the conclusions and recommendations may need to be modified to reflect actual conditions. Soil borings were advanced with 41/4-inch I.D. continuous flight hollow -stem auger, using a truck - mounted drill rig operated by an independent firm working under subcontract to Giles. An experienced geotechnical engineer from Giles continuously observed the boring, logged the subsurface conditions, obtained representative soil samples, and transported the samples to Giles' laboratory for further classification and testing as deemed necessary. Throughout the drilling operation, soil samples were obtained from the borings at 2 1 /2foot to 5-foot depth intervals by means of Standard Penetration Test procedure (ASTM:D-1586). This test and sampling method consists of driving a standard 2 -inch (outside diameter) split - barrel sampler a distance of 18 inches into the soil with a 140 pound hammer free falling a distance of 30 inches. The number of blows required to drive the sampler through each of three 6 -inch penetration intervals is counted, and the total number of blows struck during the final 12 inches is considered the Standard Penetration Resistance, or `blow count". If a total of 50 blows is struck within one 6- inch interval, the driving is ceased and the blow -count is recorded as 50 blows for the actual number of inches of penetration. The resulting Standard Penetration Resistance values (N- values) provide a measure of the relative density of granular soils and the relative consistency of cohesive soils. RECORD OF SUBSURFACE EXPLORATION BORING NO. &LOCATION: SURFACE ELEVATION: 24.0 COMPLETION DATE: 2/15/97 FIELD REPRESENTATIVE: DEK PROJECT: Proposed Southcenter BP PROJECT LOCATION: 16200 West Valley Highway Tukwila, Washington PROJECT NUMBER: 6G- 9702009 GILES ENGINEERING ASSOCIATES, INC. Dallas Madison Seattle Milwaukee Los Angeles Washington, D.C. MATERIAL DESCRIPTION Feet Below Surface Sample No. & Type N qu (tsf) qp (tsf) q s (tsf) w ( %) PID NOTES 3.25" Asphalt over 5" crushed sand and gravel base - - - 14 5 5 5 0.25 21 12 35 41 • Firm, wet, brown, silty fine SAND with - trace fine gravel and fine sand lenses - Grades to moist, gray, fine sandy SILT - 1-SS 5- - - - Loose, moist, gray, silty fine SAND - - - Grades to loose, wet, gray with brown _ mottling, silty fine SAND - 2 -SS 10- - 3 -SS 15- V - _ - - Medium stiff, saturated, gray, fine sandy _SILT _ Grades to medium stiff, saturated, gray, clayey SILT with trace fine sand 4 -SS WATER OBSERVATION DATA REMARKS WATER ENCOUNTERED DURING DRILLING: 16 ft WATER LEVEL AFTER REMOVAL: CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: y. turra CAVE DEPTH AFTER HOURS: 1. 1 I_ Ch anges In strata Indicated by the Ilnes are approximate boundary between soli types. The actual trans on may be gradual and may vary considerably et6 wain borings. Location of Test Boring is shown on the Boring Location Plan. RECORD OF SUBSURFACE EXPLORATION GILES ENGINEERING ASSOCIATES, INC. Dallas Madison Seattle Milwaukee Los Angeles Washington, D.C. BORING NO. &6OOATION: SURFACE ELEVATION: 24.0 COMPLETION DATE: 2/15/97 FIELD REPRESENTATIVE: DEK PROJECT: Proposed Southcenter BP PROJECT LOCATION: 16200 West Valley Highway Tukwila, Washington PROJECT NUMBER: 6G- 9702009 • MATERIAL DESCRIPTION Feet Below Surface Sample No. & Type N Qu (tsf) 4 p (tsf) qs (tsf) w (%) PID NOTES - Coarse gravel f _ – – 6 3 a 20 39 26 Loose, moist, brown, silty fine SAND with – trace gravel – Grades to soft, wet, brown, fine sandy SILT – – 1 -SS – Z – 2 -SS 3 -ST Very loose, saturated, dark brown to black, – fine SAND with trace silt 10 – 4 -SS WATER OBSERVATION DATA REMARKS Z WATER ENCOUNTERED DURING DRILLING: WATER LEVEL AFTER REMOVAL: 9 ft CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: 2 .T- - y nge in stra 1 dl td b t Iin are ap i ate boun etwean so on ma be g ra an ma var con era y il types. The actual trans bdual d era rin s Locatioatn c of Test e Boring e s ee shown on the ro bon Loca on ary P a n. RECORD OF SUBSURFACE EXPLORATION BORING NO. &10CATION: SURFACE ELEVATION: 24.0 COMPLETION DATE: 2/15/97 FIELD REPRESENTATIVE: DEK PROJECT: Proposed Southcenter BP PROJECT LOCATION: 16200 West Valley Highway Tukwila, Washington PROJECT NUMBER: 6G- 9702009 GILES ENGINEERING ASSOCIATES, INC. Dallas Madison Seattle Milwaukee Los Angeles Washington, D.C. MATERIAL DESCRIPTION Feet Below Surface Sample No. & Type N qu (tsf) qp (tsf) qs (tsf) w (%) PID NOTES 2.5" asphalt over 6" crushed sand and gravel base - - - 18 14 19 5 50/6" 17 33 13 24 21 27 15 33 41 31 39 33 31 • • Firm, moist, brown, silty fine SAND with - trace gravel Grades to dark brown -gray, fine sandy SILT with trace gravel 1 -SS 5- - - - 2-SS - Stiff, moist, brownish gray, sandy SILT with - buried trees - - Grades to medium stiff, moist, dark - brownish gray, organic SILT with little - gravel, fine sand, and wood debris - 3 -SS 10 - - - 4 -SS 5 -SS 15- Q - - Firm, saturated, dark brown to black, fine - SAND with trace silt and buried trees - - - - - Grades to firm, saturated, dark brown to black, fine SAND with fine sandy SILT ,black, and trace wood debris 6 -SS 20- - 7 -SS 25- - 8 -SS 30- - - - _ Firm, saturated, dark grayish brown, fine sandy SILT - 9 -SS WATER OBSERVATION DATA REMARKS Z WATER ENCOUNTERED DURING DRILLING! 6.5 ft WATER LEVEL AFTER REMOVAL: CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: • Overstated blowcounts because of buried trees 7 - I :i Ch anges in strata 1 n cated b the lines are ap roxlmate boun ary etween soli types. The actual transition may be gradual and may vary considerably between borings. Location of Test Boring is shown on the Boring Location Plan. RECORD OF SUBSURFACE EXPLORATION BORING NO. &LOCATION: P PROJECT: Proposed Southcenter BP GILES ENGINEERING MATERIAL DESCRIPTION B Below N No & N N q q q qp q q s ( %) P PID N NO 2.25" asphalt over 4.5" crushed sand and gravel base [ - - 5 2 21 - Loose, moist, brown, silty fine SAND with - 1 -SS 5 5 2 — 2-ST 3 -SS 4 10 4 -SS 3 Very loose, saturated, dark brown to black, _ 5 -SS 3 • WATER OBSERVATION DATA R REMARKS V. W WATER ENCOUNTERED DURING DRILLING: WATER LEVEL AFTER REMOVAL: 9 ft TT- C I W wan C C L t i4nges I n strioa a i di ca s ted b tf lines wn are on apt e Bp rox im ate b oue on n P between . sole types. The actual transition may be gradual and may vary considerably between L ocat o T et Bor n s sho ng L oc RECORD OF SUBSURFACE EXPLORATION GILES ENGINEERING ASSOCIATES, INC. Dallas Madison Seattle Milwaukee Los Angeles Washington, D.C. BORING NO. &60gATION: SURFACE ELEVATION: 24.0 COMPLETION DATE: 2/15/97 FIELD REPRESENTATIVE: DEK PROJECT: Proposed Southcenter BP PROJECT LOCATION: 16200 West Valley Highway Tukwila, Washington PROJECT NUMBER: 6G- 9702009 MATERIAL DESCRIPTION Feet Below Surface Sample No. & Type N qu Itsf) qp Itsf) q s Itsf) W 1 %) PID NOTES 3" asphalt over 5" crushed sand and gravel base I — - 4 2 2 8 4 18 38 43 26 29 — Very loose, moist, brown, silty fine to — coarse SAND with little gravel (Fill) 1 -SS — Very soft, wet, brown, clayey SILT with — trace fine sand — Grades to very soft, wet, brown with gray — mottling, clayey. SILT with trace fine sand 5 — Q — 2 - SS 3 -SS — Loose, saturated, dark brown to black, fine — SAND with trace silt and gravel — 10 — 4 -SS 5 -SS WATER OBSERVATION DATA REMARKS 5Z WATER ENCOUNTERED DURING DRILLING: 8 ft WATER LEVEL AFTER REMOVAL: CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: 5 ., :T: 1 Ch nges in strata I cated by tfye lines are approxCin`ate boundary etween soli types. The actual transition may be gradual and may vary considerably between borings. Location o Test Borings shown on Um boring Location P an. SAMPLE IDENTIFICATION All samples are visually classified in general accordance with the Unified Soil Classification System (ASTM D- 2487 -75 or D- 2488 -75) DESCRIPTIVE TERM (% BY DRY WEIGHT) Dd: LL- PL: PI: LOI: Gs: I<: w: qp: SOIL STRENGTH CHARACTERISTICS COHESIVE (CLAYEY) SOILS UNCONFINED COMPARATIVE BLOWS PER COMPRESSIVE ^-ONSISTENCY FOOT (N) STRENGTH (TSF) 'ery Soft 0-2 0 - 0.25 .off 3 -4 0.25 - 0.50 vledium Stiff 5-8 0.50 -1.00 'tiff 9 -15 1.00 - 2.00 'ery Stiff 16-30 2.00 - 4.00 lard 31+ 4.00+ DEGREE OF LASTICITY one to Slight ;light 'tedium Igh to Very High 3EA446 /kah Dry Density (pcf) Liquid Limit, percent Plastic Limit, percent Plasticity Index (LL-PL) Loss on Ignition, percent Specific Gravity Coefficient of Permeability Moisture content, percent Calibrated Penetrometer PI 0-4 5 -10 11 -30 31+ GENERAL NOTES DEGREE OF EXPANSIVE POTENTIAL Low Medium High G LEs PARTICLE SIZE (DIAMETER) Boulders: 8 in and larger Cobbles: 3 in to 8 in Gravel: coarse- 3/4 to 3 in fine- No. 4 (4.76mm) to 3/4 in Sand: coarse- No. 4 (4.76mm) to No. 10 (2.0mm) medium- No.10 (2.0mm) to No. 40 (0.42mm) fine- No. 40 (0.42mm) to No. 200 (0.074mm) Silt: No. 200 (0.074mm) and smaller (Non - plastic) Clay: No. 200 (0.074mm) and smaller (Plastic) DRILLING AND SAMPLING SYMBOLS SS: ST: CS: DC: AU: DB: CB: WS: RB: BS: Bulk Sample Note: Depth intervals for sampling shown on Record of Subsurface Exploration are not indicative of sample recovery, but position where sampling initiated. Spltt-Spoon Shelby Tube - 3' O.D. (except where noted) 3' O.D. California Ring Sampler Dynamic Cone Penetrometer per ASTM Special Technical Publication No. 399 Auger Sample Diamond Bit Carbide Bit Wash Sample. Resistance, tsf Rock - Roller Bit qs: Vane -Shear Strength, tsf qu: Unconfined Compressive Strength, tsf qc: Static Cone Penetrometer Resistance. Correlated to Unconfined Compressive Strength, tsf PID: Results of vapor analysis conducted on representative samples utilizing a Photoionization Detector calibrated to a benzene standard. Results expressed in HNU -units (BDL =Below Detection Limits) N': Penetration Resistance per 6 inch interval, or fraction thereof, for a standard 2 inch O.D. (1 -3/8 inch I.D.) split spoon sampler driven with a 140 pound weight free - falling 30 inches. Performed in genral accordance with Standard Penetration Test Specifications (ASTM D- 1586). N in blows per foot equals sum of N' values where plus sign is shown. Nc: Penetration Resistance per 1 -3/4 inches of Dynamic Cone Penetrometer. Approximately equivalent to Standard Penetration Test N -Value in blows per foot. N(: Penetration Resistance per 6 Inch interval, or fraction thereof, for California Ring Sampler driven with a 140 pound weight free - falling 30 Inches perASTM D -3550. Not equivalent to Standard Penetration Test N- Value. NON - COHESIVE (GRANULAR) SOILS RELATIVE BLOWS PER DENSITY FOOT (N) Very Loose 0-4 Loose 5-10 Firm 11 -30 Dense 31 -50 Very Dense 51+ PI 0-15 15-25 25+ eNGINCERING ASSOCtTES, INC. Recycled Paper • .,„ • • ' , • , •... APPENDIX D LABORATORY TESTING AND SOIL CLASSIFICATION The laboratory testing was conducted under the supervision of a geotechnical engineer in general accordance with the procedures recommended by the American Society for Testing and Materials (ASTM) and/or other relevant specifications. Brief descriptions of laboratory procedures, testing results, and soil classifications are included herein. LABORATORY TESTING AND CLASSIFICATION tLl oisture Content (w) (A.STM :D -2216) Moisture content is defined as the ratio of the weight of water contained within a soil sample to the weight of the dry solids within the sample. Moisture content is expressed as a percentage. Particle Size Distribution (ASTM :D -421. D -422) This test is performed to determine the distribution of specific particle sizes (diameters) within a soil sample. The distribution of coarse - grained soil particles (sand and gravel) is determined from a `Sieve analysis'; which is conducted by passing the sample through a series of nested sieves. Soils passing the U.S. No. 200 sieve are considered fine- grained soils consisting of silt and clay. Atterberg Limits (ASTM:D-423. D -424) Atterberg limits are used primarily for classification and indexing of cohesive soils. The liquid and plastic limits are two of the five Atterberg limits and are defined as the moisture content of a cohesive soil at arbitrarily established limits for liquid and plastic behavior, respectively. Liquid and plastic limits were established for selected samples in general accordance with ASTM :•D - 423 and ASTM :•D -424, respectively. The results of the Atterberg limits are presented adjacent to the appropriate samples on the exploration logs in Appendix A. Boring No. I Sample Depth (ft) I Water Content % B -1 S -1 2.5 -4.0 20.9 B -1 S -2 7.5 -9.0 12.1 B -1 S -3 12.5 -14.0 34.7 B -1 S -4 17.5 -19.0 40.6 B -2 S -1 2.5 -4.0 19.9 B -2 S -2 5.0 -6.5 38.5 B -2 S -4 10.0 -11.5 26.2 B -2 S -5 12.5 -14.0 38.0 B -3 S -1 2.5 -4.0 21.1 B -3 S -2 5.0 -6.5 26.8 B -3 S -3 7.5 -9.0 14.6 B -3 S -4 10.0 -11.5 32.6 B -3 S -5 12.5 -14.0 40.5 B -3 S -6 17.5 -19.0 31.2 B -3 S -7 22.5 -24.0 38.6 B -3 S -8 27.5 -29.0 32.5 B -3 S -9 32.5 -34.0 31.3 B -4 S -1 2.5 -4.0 21.2 B -4 S -3 7.5 -9.0 47.7 B -4 S -4 10.0 -11.5 28.9 B -4 S -5 12.5 -14.0 35.9 B -5 S -1 2.5 -4.0 18.4 B -5 S -2 5.0 -6.5 37.5 Southcenter BP (6G- 9702009) Moisture Content Table Feb. 25, 1997 Southcenter BP (6G-9702009), Moisture Content Table Sample No. LL PL PI Soil Decription B -1, S -4 27.5 I11I.... - U Line: Non - plastic SILT B -4, S -3 35.8 32.1 3.7 Low plasticity SILT - ` Ip= 0.9(w -8) / - _ A Line IIIIII I III MI I IfI i Ili i,fI i1Il iyII 1111 I11I.... - U Line: / - ` Ip= 0.9(w -8) / - _ A Line / _ ` _ Ip= 0.73(w,, -20) / - _ a� i \ .. MH or OH _ _ 7 /. \ 1 1 1 1 i - _ / _ _ / _ — — / •CL —ML or 0 1 1 1 1 i� 1 1 1 1 1 1 1 I l f I 1 1 i , f I ) i ) 1 1 1 1 1) I I 1 1 1 1 ) 10 20 30 40 50 60 70 80 90 101 Project name :Southcenter BP Tested by : NV Location of project :Tukwila, Washington 6 5 u ;., 20 10 7 . 4 - 0 ATTERBERG LIMITS TEST RESULTS ASTM Std. D -4318 Project No. : 6G- 9702009 Date of test : 2/25/97 Liquid limit, w GILES ENGINEERING I /SSOCIATES, INC. 100 90 BO 70 Cu" eo t so 40 30 20 u 0 . 4 r I t 4 al 4 1 1 J 1 I ` 1 1 I 1 1 1 . 1 500 U 5 STANDARD SIEVE OPENING N INCHES U.S. STANDARD SIEVE NUMBERS • e 4 3 2 VA 1 11 14 •J, 3 4 e e 10 14 10 20 30 40 50 70 100 140 200 100 60 10 5 1 0.5 GRAN SIZE N MILLIMETERS 0.1 0.05 HYDROMETER 001 0005 0 0001 COOBLES GRAVEL COARSE l SAND FINE 1 COARSE 1 MEOIU•A 1 FINE 1 SILT 011 CLAY 10 20 30 40 34 50 g 0 u e0 E. 70 80 D0 100 Boring No. 13-1 * 13-2 * B -3 Sample No. S -3 S -2 S -9 Depth (Ft) 12.5 -14.0 5.0 -6.5 32.5 -34.0 Classification SILT SILT SILT Nat. w % 34.7 38.5 31.3 Southcenter BP Project No.: 6G- 9702009 Tukwila, Washington Feb.24, 1997 1 REPORT OF SOIL ANALYSIS ASTIU STANDARD * Not shown graphically, the samples have more than 80 % (by weight) passing 200 sieve. GILES ENGINEERING ( JSSOCIATES, INC. UNIFIED SOIL CLASSIFICATION ;TM D•2487) a Div.ston of GM aria SM groups into suoowistons of o and is are for roads and airfields only Suomvs.on .s Dased on Atteroerg limits, suffix O used wnen L.L. is 28 or less 100 the P I. is 6 or less. the suffix u used wn•n L.L. is greater than 28. 0 BorOerlrne claiHficatuOnf. used for soils possessing characteristics of two groups, are designatecl Dy cOmO.nations of group tvmDOlf. For example: GW•GC, wit l•graoed gravel•san0 mature with clay binder. SSOCI1 T€S, I Group Symbols Typical Names Laboratory Classification Criteria Gravels More than hall of coarse fraction is larger than No. 4 sieve size) GW Well graded gravels, gravel sand mix- tures, little or no fines Determine percentages of sand and gravel from grain-size curve. Depending on percentage of lines (fraction smaller than No. 200 sieve sue), coarse•grained soils are classified as follows: Less than 5 per cent GW, GP, SW, SP More than 12 per cent GM, GC, SM, SC 5 to 12 per cent Boideilrne casts tequrnng dual symbols Z • • 060 4: Cc • 1030, C — greater than between 1 and 3 0 10 Oto X a6o GP Poorly graded gravels, gravel -sand mix- Lures, little or no fines Not melting all gradation requirements for GW GMa I d u Silty gravels, gravel-sand-silt Atterberg limits below "A" line or P.I. less than 4 Above "A" line with P.I. between 4 and 7 are border• Atterberg limits below "A" line with P,I. greater than 7 line cases requiring use of dual symbols GC Clayey gravels. gravel-sand-clay tures SW Well-graded sands, gravelly or no fines 2 060 C • Sr C • I��o) 1 greater than between and 3 OW 010 X 060 SP Poorly graded sands. gravelly sands, little or no fines Not meeting all gradation requirements for SW SM d u Silty sands, sand•silt mixtures Atterberg limits above "A" line or P.I. less than 4 Limits plotting in hatched zone with P.I. between 4 and 7 are borderline cases requiring use o f dual sym- bol SC Clayey sands, sand.clav mixtures Atterberg limits above "A" line with P I. greater than 7 Fine- grained sods More than hall material is smaller than No. 200 sieve) Silts and clays (Liquid limit less than 501 ML Inorganic silts and very line sands, rock flour, silty or clayey fine sands, or clayey silts with slight plasticity Plasticity Chart rn CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Plasttctly index rJ W P v. O O O O O C 01. Organic silts and organic silty clays of low plasticity CH ~ Silts and clays (Liquid limit greater than 501 • • MH Inorganic silts, micaceous or diatoma• ceous fine sandy or silty soils, elastic silts , , r . OH and MH CH inorganic clays of high plasticity, fat clays CL OH Organic clays of medium to high plasticity, organic silts Cl.. ML ,!,.- , 4 ML rnd O L I,/ v 0 10 20 30 40 50 60 70 80 90 100 Liquid limit . `-' o, a N S p Pt Plat and other highly organic sons UNIFIED SOIL CLASSIFICATION ;TM D•2487) a Div.ston of GM aria SM groups into suoowistons of o and is are for roads and airfields only Suomvs.on .s Dased on Atteroerg limits, suffix O used wnen L.L. is 28 or less 100 the P I. is 6 or less. the suffix u used wn•n L.L. is greater than 28. 0 BorOerlrne claiHficatuOnf. used for soils possessing characteristics of two groups, are designatecl Dy cOmO.nations of group tvmDOlf. For example: GW•GC, wit l•graoed gravel•san0 mature with clay binder. SSOCI1 T€S, I CUAKACTtKISTIC5 AND RATINGS OF UNIFIED SOIL SYSTEM CLASSES FOR SOIL CONSTRUCTION Class Compaction Characteristics Dry Density Standar Proctor Compressibility Drainage and (pcf) and Expansion Permeability Value as an Embankment Material Value as Subgrade when Not Subject to Frost Value As Base Course Value as Temporary Pavement With Duet Palliative With Bituminous Treatment GW Good: tractor, rubber- tired, steel wheel or vibratory roller 125 -135 Almost none Good drainage, pervious Very stable Excellent Good Fair to poor Excellent GP Good: tractor, rubber- tired, eteel wheel, or vibratory roller 115 -125 Almost none Good drainage, pervious Reasonably stable ExcellentPoor to Poor to good fair GM Good: rubber -tired or light sheepsfoot roller 120 -135 Slight Poor drainage, semipervious Reasonably stable Excellent Fair to Poor to good poor Poor to fair GC Good to fair: rubber- tired or eheepsfoot roller 115 -130 Slight Poor drainage, impervious Reasonably stable Good Good to Excellent fair •R Excellent SW Good: tractor, rubber- tired or vibratory roller 110 -130 Almost none Good drainage, pervious Very stable Good Fair to Fair to poor poor Good SP Good: tractor, rubber- tired or vibratory roller 100 -120 Almost none Good drainage, pervious Reasonably stable when dense Good to Poor Poor fair Poor to fair SM Good: rubber -tired or sheepsfoot roller 110 -125 Slight Poor drainage, impervious Reasonably stable when dense Good to Poor Poor fair Poor to fair SC Good to fair: rubber- tired or sheepsfoot roller 105 -125 Slight to medium Poor drainage, impervious Reasonably stable Good to Fair to Excellent fair poor Excellent ML Good to poor: Rubber- tired or sheepsfoot roller 95 -120 Slight to medium Poor drainage, impervious Poor stability, high density required Fair to Not Poor poor suitable Poor CL Good to fair: sheepsfoot or rubber -tired roller 95 -120 Medium No drainage, impervious Good stability Fair to Not Poor poor suitable Poor OL Fair to poor: sheepsfoot or rubber -tired roller 80 -100 Medium to high Poor drainage, impervious Unstable, should not be used Poor Not Not suitable suitable Not suitable MH Fair to poor: Sheepsfoot or rubber -tired roller 70 -95 High Poor drainage, impervious Poor stability, should not be used Poor Not Very poor suitable Very poor CH Fair to poor: sheepsfoot roller 80 -105 Very high No drainage, impervious Fair stability, may soften on expansion Unstable, should'Very not be used Poor to Not Very poor very poorauitable poorNot Not suitable suitable Not suitable Not suitable O Fair to poor: sheepsfoot roller 65 -100 High No drainage, impervious Pt Not suitable Very high Fair to poor drainage Should not be used Not Not Not suitable suitableauitable Not suitable "The Unified Classification: Appendix A - Characteristics of So Groups Pertaining to Roade and Airfields, and Appendix B - Characteristice of Soil Groupe Pertaining to Embankments and Foundations," Technical Memorandum 357, U.S. Waterways Experiment Station, Vicksburg, 1953. 0 + Not suitable if subject to frost. G IIES CriGIMEERIriG ASSOCINE5.111C. GII,E5:-ENGINEERING,A$SOCIATES;•INc • • • Dallas, TX (214) 358-5885 . (214) 358-5884 (Fax No.) • Madison, WI (608) 838-9708 (608) 838-3194 (Fax No.) Seattle, WA (206) 771-5775 (206) 771-5557 (Fax No.) Washington, D.C. (301) 210-1212 (301) 210-1215 (Fax No.) Los Angeles, CA (714) 779-0052 (714) 779-0068 (Fax GILES ENGINEERING e)SSOCIATES, INC. GEOTECHNICAL, ENVIRONMENTAL & CONSTRUCTION MATERIALS CONSULTANTS • . , 9/9797 '6:2.:46, pm. avid'Evans,& Associates li , . . TUKWILA BP OEVTO65. OFFSITE CONVEYANCE 10YR' STORM ' BASIN -RESULT .SUMMARY AS IN ' 7 - - - VOLaME - - - RATE ----;TIME Hydrograph ". Area „ ID cf Ac ft --cfs- -min- hours Methodology Acres • 872 0.02 0.07 470 7.83 SBUH Method 0:09 1937 .0.04 0.,15 . 470 7.83 SBUH Method 0.20 III .'969” 0.02 0.09 470 7 83 SBUH Method 0.10 IV 484 0.01 0.05 470 7.83 SBUH Method 0.05 • V 1066 0.02 0.10 470 7.83 SBUH Method 0.11 , . 0.08 470 7.83 SBUH Method 0.09 RECEIVED CITY OF TUKWILA SEP 1 0 1997 PERMIT CENTER .� 9/9/97 m � ^^ ..' : 90 ' `oo : 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 ..OFFSITE CONVEYANCE lOyR STOBM BASIN ID: I 8BUH METHODOLOGY TOTAL AREA • RAINFALL TYPE PRECIPITATION TIME INTERVAL 10 ' 310 zo . � 320 ,o 330 � ` "» � 340 50 � .�' 0.0003 350 60 0.0009 360 ABSTRACTION COEFF: 0'30 impTcReach - Channel L: 83.00 ko:21'00 o: PEAK RATE: 0.07 cfs VOL: 0.02 Ac-ft TIME DESIGN ` TIME DESIGN TIME RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) 0.0014 0.0019 0.0023 0.0026 0.0033 0.0040 0.0044 0.0047 0.0050 0.0052 0.0059 0.0067 0.0070 0.0072 0.0074 0.0075 0.0083 0.0091 0.0093 0.0094 0.0095 0.0096 0.0105 0.0114 6:2:46 David Evans & Associates TUKWILA 8P <OEVTOO5 370 380 390 400 410 420 430 440 450 460 470 480 490 500 510 520 530 540 550 560 570 580 590 600 0.0116 0.0117 0.0118 0.0119 0.0128 0.0138 »'»14o 0.0141 0.0141 0.0142 0.0169 0.0199 0.0202 0.0235 0.0271 0.0387 0.0651 0.0627 0.0372 0.0254 0.0212 0.0208 0.0176 0.0140 0.0137 0.0137 0.0137 0.0137 0.0137 0.0137 610 620 630 640 aso 660 670 680 690 700 710 720 730 740 750 760 770 780 790 800 810 820 830 840 850 860 870 880 890 900 DETAII, BASIyJ SUMMARY NAME: lOYR 0.09 Acres KC24HR 2.90 inches 10.00 min DESIGN RUNOFF (cfs) 0.0137 0.0137 0.0137 0.0137 0.0126 0.0114 0.0113 0.0113 0.0113 0.0113 0.0113 0.0113 0.0113 0.0113 0.0113 0.0113 0.0102 0.0090 0.0089 0.0089 0.0089 0.0089 0.0089 0.0089 0,0089 0.0089 0.0089 0.0089 0.0084 0.0079 TIME (mm) 910 920 930 940 950 960 970 980 990 1000 1010 1020 1030 1040 1050 1060 1070 1080 1090 1100 1110 1120 1130 1140 1150 1160 1170 1180 1190 1200 0.0078 0.0078 0.0078 0.0078 0.0078 0.0078 0.0078 0.0078 0.0078 0.0078 0.0071 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0,0063 0.0063 0.0063 0.0063 Inc 0.0050 TIME: TIME (min) 1210 1220 1230 1240 1250 1260 1270 1280 1290 1300 1310 1320 1330 1340 1350 1360 1370 1380 1390 1400 1410 1420 1430 1440 1450 1460 1470 1480 1490 1500 BASB : ' O-OO cfs ' ' IMP AREA..: . 0.00 Acres 0.03 Acres CN 0.00 98.00 TC 0.00 min . 5.93 min - Bellevue page DESIGN RUNOFF (cfs) 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0034 0.0003 470 min TIME DESIGN RUNOFF (min) (cfs) zsm 1520 1530 1540 oe 1560 zsm ' 1580 1590 � 1600 1610 1620 1630 1640 asv 1660 1670 1680 1690 1700 1710 1720 1730 1740 1750 1760 1770 1780 1790 1800 • , . ,- • • 9/9/97 6:2:46 pm David Evans & Associates TUKWILA BP OEVT005 OFFSITE CONVEYANCE 10yR:STORM• BASIN ID: II SBUH METHODOLOGY TOTAL AREA... .. . . RAINFALL TYPE PRECIPITATION....: TIME INTERVAL TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF . RUNOFF RUNOFF . (minl (cfs) (min) • , (cfs) (min) (fs) 10 310 0.0258 20: 320 0.0260 30 330 0.0262 340 0.0264 50 0.0008 350 0.0285 . 60 . .0.0020 360 0.0308 70 0.0032 370 0.0311 80 0.0042 388 0.0312 90 0.0050 390 0.0314 100 0.0058 400 0.0315 110 0.0073 410 0.0377 120 0.0089 420 .0.0444 130 0.0098 430 0.0449 140 0.0105 440 0.0524 150 0.0111 450 0.0603 160 0.0116 460 0.0866 170 0.0132 470 0.1463 180 0.0150 480 0.1392 190 0.0156 490 0.0812 200 0.0160 500 0.0558 210 0.0164 510 0.0468 220 0.0168 520 0.0463 230 0.0184 530 0.0388 240 0.0202 540 0.0309 250 0.0206 550 0.0305 260 0.0209 560 0.0304 270 0.0212 570 0.0304 280 0.0214 580 0.0305 290 0.0234 590 0.0305 300 0.0255 600 0.0305 DETAIL BASIN SUMMARY NAME: 10YR 0.20 Acres KC24HR 2.90 inches 10.00 min Inc - Bellevue page BASEFLOWS: 0.00 cfs PERV. IMP AREA..: 0.00 Acres 0.20 Acres CN 0.00 98.00 TC 0.00 min 5.66 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 35.00 ns:0.0110 p2yr: 2.00 s:0.0200 PEAK RATE: 0.15 cfs VOL: 0.04 Ac TIME: 470 min. TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) 610 0.0305 910 0.0174 1210 0.0140 1510 620 0.0305 920 0.0174 1220 0.0140 1520 630 0.0305 930 0.0174 1230 0.0140 1530 640 0.0305 940 0.0174 1240 0.0140 1540 650 0.0279 950 0.0174 1250 0.0140 1550 660 0.0252 960 0.0174 1260 0.0140 1560 670 0.0250 970 0.0174 1.270 0.0140 1570 680 0.0250 980 0.0174 1280 0.0140 1580 690 0.0250 990 0.0174 1290 0.0140 1590 700 0.0250 1000 0.0174 1300 0.0140 1600 710 0.0250 1010 0.0158 1310 0.0140 1610 720 0.0250 1020 0.0141 1320 0.0140 1620 730 0.0250 1030 0.0140 1330 0.0140 1630 740 0.0250 1040 0.0139 1340 0.0140 1640 750 0.0250 1050 0.0139 1350 0.0140 1650 760 0.0250 1060 0.0140 1360 0.0140 1660 770 0.0226 1070 0.0140 1370 0.0140 1670 780 0.0200 1080 0.0140 1380 0.0140 1680 790 0.0198 1090 0.0140 1390 0.0140 1690 800 0.0198 1100 0.0140 1400 0.0140 1700 810 0.0198 1110 0.0140 1410 0.0140 1710 820 0.0198 1120 0.0140 1420 0.0140 1720 830 0.0198 1130 0.0140 1430 0.0140 1730 840 0.0198 1140 0.0140 1440 0.0140 1740 850 0.0198 1150 0.0140 1450 0.0074 1750 860 0.0198 1160 0.0140 1460 0.0005 1760 870 0.0198 1170 0.0140 1470 1770 880 0.0199 1180 0.0140 1480 1780 890 0.0187 1190 0.0140 1490 1790 900 0.0175 1200 0.0140 1500 1800 _ 9/9/97 6;2:46 pm David Evans & Associates Inc TUKWILA BP DEVTOO5 OFFSITE IOYR STORM DBTAII, BASIN SUMMARY Bellevue evo page BASIN ID: III 0�J��: IO�8 SBUH METHODOLOGY TOTAL AREA 0.10 Acres BASE FLOWS: 0.00 cfs ' RAINFALL RAINFALL TYPE KC24HR ` C3 ' PERV ' IMP PRECIPITATION 3'90 inches AREA..: 0.00 Acres 0.10 Acres TIME INTERVAL • 10.00 min CN • 0.00 98.00 TC....: 0.00 min 0.66 min ABSTRACTION COEFF:. 0'20 ' lz - Sheet L: 35'00 ns:0.0110 p2yr: 2.00 a:0.0300 PEAK RATE: 0.09 cfs VOL: 0.02 Ac-ft TIME: 470 min TIME DESIGN TIME TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN .RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 .310 0.0128 610 0.0152 910 0.0088 1210 0.0070 1510 0.0002 20 320 0.0132 620 0.0153 920 0.0086 1220 0.0070 1520 30 330 0.0131 630 0.0152 930 0.0088 1230 0.0070 1530 40 340 0.0133 640 0.0153 940 0.0087 1240 0.0070 1540 50 n'oo r om 0.0151 650 0.0128 950 0.0087 1250 0.0070 1550 oo 0.0013 360 0.0157 660 0.0123 960 0.0087 1260 0.0070 1560 70 0.0018 370 0.0154 670 0.0127 970 0.0087 1270 0.0070 1570 80 o.o=` 380 0.0158 680 0.0124 980 0.0087 1280 0.0070 1580 90 0.0027 390 0.0156 690 0.0126 990 0.0087 1290 0.0070 1590 100 0.0031 400 0.0159 700 0.0124 1000 0.0087 1300 0.0070 1600 110 0.0042 410 0.0215 710 0.0126 1010 0.0072 1310 0.0070 1610 120 0.0048 420 0.0231 720 0.0125 1020 0.0068 ozo 0.0070 1620 130 0.0050 430 0.0220 730 0.0125 1030 0,0071 1330 0.0070 1630 140 0.0054 440 0.0298 740 0.0125 1040 0.0069 1340 0.0070 1640 150 0.0056 450 0.0309 750 0.0125 1050 0.0070 1350 0.0070 1650 160 0.0059 460 0.0543 760 0.0125 1060 0.0069 1360 0.0070 1660 170 0.0072 470 0.0910 770 0.0102 1070 0.0070 1370 0.0070 1670 180 0.0078 480 0.0528 780 0.0097 1080 0.0069 1380 0.0070 1680 190 0.0078 490 0.0279 790 0.0101 1090 0.0070 1390 0.0070 1690 200 0.0082 500 0.0264 800 0.0098 1100 0.0070 1400 0.0070 1700 210 0.0082 510 0.0206 810 0.0100 1110 0.0070 1410 0.0070 1710 220 0.0085 520 0.0251 820 0.0098 1120 0,0070 1420 0.0070 1720 230 0.0099 530 0.0146 830 0.0100 1130 0.0070 1430 0.0070 1730 240 0.0104 540 0.0156 840 0.0099 1140 0.0070 1440 0.0070 1740 250 0.0103 550 0.0149 850 0.0100 1150 0.0070 1450 0.0008 1750 260 0.0106 560 0.0155 860 0.0099 1160 0.0070 1460 1760 270 0.0106 570 0.0150 870 0.0099 1170 0.0070 1470 0,0005 1770 280 0.0108 580 0.0154 880 0.0099 1180 0.0070 1480 1780 290 0.0125 590 0.0151 890 0,0089 1190 0.0070 1490 0.0003 1790 300 0.0131 600 0.0153 900 0.0086 1200 0.0070 1500 1800 _ ' - TIME / / David Associates Inc Bellevue ev�e 9,9,�7 6:2:46 Evans & euaaoo � eo oo - e � ]page TUKWILA BgDE\/TOD5 OFFSITE 10YR STORM BASIlJ'ID I\/ 'GBUH TOTAL AREA RAINFALL TYPE pBECIPIIATION TIME INTERVAL ABSTRACTION COEFF: 0'30 impTcReach - Sheet L: 35'00 oo:O'OlID p2yr: 2'00 s:0'0300 PEAK RATE: 0.05 cfs VOL: 0.01 Ac-ft TIME: 470 min 10 20 30 40 50 60 70 oo 90 � 100 110 120 130 140 150 160 oo 180 190 200 210 220 230 240 250 260 270 280 290 300 0.0003 0.0007 0.0009 0.0012 0.0014 0.0015 0.0021 0.0024 0.0025 0.0027 0.0028 0.0030 0.0036 0.0039 0.0039 0.0041 0.0041 0.0043 0,0049 0.0052 0.0051 0.0053 0.0053 0.0054 0,0062 0.0065 TIME (min) 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 510 520 530 mo 550 560 570 soo soo 600 .DESIGN RUNOFF (cm) 0.0064 0.0066 0.0065 0,0067 0.0076 0.0079 0.0077 0.0079 0.0078 0.0079 0.0108 0,0115 0.0110 0.0149 0.0154 0.0272 o.w"s5 0.0264 0.0139 0.0132 0.0103 0.0125 0.0073 0.0078 0.0074 0.0077 0.0075 0.0077 0.0076 0.0077 NAME: 10YR 0.05 Acres KC2488 2.90 inches 10.00 min TIME (min) 610 620 630 640 650 660 670 680 690 700 710 720 730 740 750 760 770 780 `»» 800 810 820 830 840 850 uso 870 880 000 900 ' . DETAII^ BASIDJ'3lMMAflY DESIGN RUNOFF (cfs) 0.0076 0.0077 0.0076 0.0076 0.0064 0.0061 0.0063 0.0062 0.0063 0.0062 0.0063 0.0062 0.0063 0.0062 0.0063 0.0063 0.0051 0.0048 0.0051 0.0049 0.0050 0.0049 0.0050 0.0049 0.0050 0.0049 0.0050 0.0050 0.0044 0.0043 TIME (min) 910 920 930 940 950 960 970 980 990 1000 1010 1020 1030 1040 1050 1060 1070 muo 1090 1100 1110 1120 1130 1140 1150 1160 1170 1180 1190 1200 BASEFLOWS: TC DESIGN TIME RUNOFF (cfs) (min) 0.0044 0.0043 0.0044 0.0043 0.0044 «'«»*3 0.0044 0.0044 0.0044 0.0044 0.0036 0.0034 0.0035 0.0034 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 1210 1220 1230 1240 1250 1260 1270 1280 1290 1300 1310 1320 1330 1340 1350 1360 1370 000 1390 1400 1410 1420 1430 1440 1450 1460 1470 moo 1490 1500 DESIGN RUNOFF (cfs) 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0004 0.0002 0.0001 0.00 cfs PERV 0.00 Acres 0.00 0.00 min TIME DESIGN RUNOFF (min) (cfs) 1510 1520 1530 1540 zsso 1560 1570 1580 1590 1600 1610 1620 1630 1640 1650 1660 1670 1680 1690 1700 1710 1720 1730 1740 1750 1760 1770 1780 1790 1800 IMP 0.05 Acres 98.00 0.66 min • 9/9/97 OFFSITE CONVEYANCE �IOYR STORM ' 6:2`46 pm David Evans & Associates Inc TUKWILA Bg`OE\/T8O5 DETAII, BASIN SUMMARY B lI ��� ev�s ���e.. 6 i BASIN ID: V NAME: 10Y8 SBUH METHODOLOGY AREA 0.11 Acres BASIlFLOWG: 0.00 ofs ` ' RAINFALL TYPE KC24HR � PERV IMP ` PRECIPITATION ` ^ 2.90 ioohea AREA..: O'DO Acres O^Il Acres TIME INTERVAL IO` 00 min CN ' 0.00 � 98.00 TC 0.00 'min 0.66 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 35.00 oo :O .0IIO p2yr: 3.00 s:0.0200 , ` ' ` PEAK RATE: 0.10 cfs VOL: 0.02 Az-ft TIME: 470 min TIME DESIGN TIME TIME DESIGN ' TIME DESIGN TIME DESIGN TIME DESIGN xonurr RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 �' ` 310 o.oz^z 610 0.0167 910 0.0097 ozo 0.0077 1510 0.0002 20 ' 320 0.0145 620 0.0168 920 0.0095 ozu 0.0077 1520 30 330 0.0144 630 0.0167 930 0.0096 1230 0.0077 1530 0.0001 40 � 340 0.0146 640 0.0168 940 0.0095 1240 0.0077 1540 50 0.0007 350 0.0166 650 0.0141 950 0.0096 1250 0.0077 1550 60 0.0015 360 0.0173 660 0.0135 960 0.0096 1260 0.0077 1560 70 0.0020 370 0.0170 670 0.0139 970 0.0096 1270 0.0077 1570 80 0.0026 380 0.0174 680 0.0136 980 0.0096 1280 0.0077 1580 90 0.0030 390 0.0172 1290 0.0077 zsonz 690 0.0139 990 . ' 100 0.0034 400 0.0174 700 0.0137 1000 0.0096 1300 0.0077 1600 ' 110 0.0046 410 0.0237 710 0.0138 1010 0.0079 1310 0.0077 zom zzo 0.0053 420 0.0254 720 0.0137 1020 0.0075 1320 0.0077 1620 130 0.0055 430 0.0242 730 0.0138 1030 0.0078 1330 0.0077 1630 140 0.0060 440 0.0328 740 0.0137 1040 0.0076 1340 0.0077 1640 150 0.0062 450 0.0340 750 0.0138 1050 0.0078 1350 0.0077 1650 160 0.0065 460 0.0598 760 0.0138 1060 0.0076 1360 0.0077 1660 170 0.0079 470 0.1001 770 0.0113 1070 0.0077 1370 0.0077 1670 180 0.0086 480 0.0581 780 0.0106 1080 0.0076 1380 0.0077 1680 190 0.0086 490 0.0307 790 0.0111 1090 0.0077 1390 0.0077 1690 200 0.0090 500 0.0290 800 0.0108 1100 0.0077 1400 0.0077 1700 210 0.0091 510 0.0226 810 0.0110 1110 0.0077 1410 0.0077 1710 220 0.0094 520 0.0276 820 0.0108 1120 0.0077 1420 0.0077 1720 230 0.0108 530 0.0161 830 0.0110 1130 0.0077 1430 0.0077 1730 240 0.0114 540 0.0172 840 0.0109 1140 0.0077 1440 0.0077 1740 250 0.0113 550 0.0164 850 0.0110 1150 0.0077 1450 0.0009 1750 260 0.0117 560 0.0170 860 0.0109 1160 0.0077 1460 1760 270 0.0116 570 0.0165 870 0.0109 1170 0.0077 1470 0.0005 1770 280 0.0119 580 0.0169 880 0.0109 1180 0.0077 1480 1780 290 0.0137 590 0.0166 890 0.0098 1190 0.0077 1490 0.0003 1790 300 0.0144 600 0.016e 900 0.0094 1200 0.0077 1500 1800 9/9/97. 6:2:46 pm David Evans & Associates TUKWILA BPOEVT005 OFFSITE.CONVEYANCE 10YR. , STORM DETAIL BASIN SUMMARY BASIN ID: VI NAME: 10YR SBUH METHODOLOGY TOTAL AREA 0.09 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV IMP. PRECIPITATION 2.90 inches AREA..: 0.00 Acres 0.09 Acres TIME INTERVAL 10 00 min CN 0.00 98.00 TC 0.00 min 0.66 min ABSTRACTION COEFF: 0.20 impTcReach - .Sheet L: 35.00 ns:0.0110 p2yr: 2.00.s:0.0200 PEAK RATE: 0.08 cfs VOL:. 0.02 Ac -ft TIME: 470 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs). 10 310 0.0115 610 0.0137 910 0.0079 1210 0.0063 1510 0.0001 20 320 0.0119 620 0.0138 920 0.0078 1220 0.0063 1520 30' 330 0.0118 630 0.0137 930 0.0079 1230 0.0063 1530 40' .340 0.0120 640 0.0138 940 0.0078 1240 0.0063 1540 50 0.0006 350 0.0136 650 0.0115 950 0.0079 1250 0.0063 1550 60 0.0012 360 0.0142 660 0.0110 960 0.0078 , 1260 0.0063 1560 70 0.0017 370 0.0139 670 0.0114 970 0.0079 1270 0.0063 1570 80 0.0021 380 0.0142 680 0.0111 980 0.0078 1280 0.0063 1580 90 0.0024 390 0.0141 690 0.0113 990 0.0079 1290 0.0063 1590 100 0.0028 400 0.0143 700 0.0112 1000 0.0078 1300 0.0063 1600 110 0.0038 410 0.0194. 710 0.0113 1010 0.0065 1310 0.0063 1610 120 0.0043 420 0.0208 720 0.0112 1020 0.0061 1320 0.0063 1620 130 0.0045 430. 0.0198 730 0.0113 1030 0.0064 1330 0.0063 1630 140 0.0049 440 0.0268 740 0.0112 1040 0.0062 1340 0.0063 1640 150 0.0051 450 0.0278 750 0.0113 1050 0.0063 1350 0.0063 1650 160 0.0054 460 0.0489 760 0.0113 1060 0.0062 1360 0.0063 1660 170 0.0065 470 0.0819 770 0.0092 1070 0.0063 1370 0.0063 1670 180 0.0070 480 0.0475 780 0.0087 1080 0.0062 1380 0.0063 1680 190 0.0070 490 0,0251 790 0.0091 1090 0.0063 1390 0.0063 1690 200 0.0074 500 0.0238 800 0.0088 1100 0.0063 1400 0.0063 1700 210 0.0074 510 0.0185 810 0.0090 1110 0.0063 1410 0.0063 1710 220 0.0077 520 0.0226 820 0.0089 1120 0.0063 1420 0.0063 1720 230 0.0089 530 0.0132 830 0.0090 1130 0.0063 1430 0.0063 1730 240 0.0093 540 0.0141 840 0.0089 1140 0.0063 1440 0.0063 1740 250 0.0092 550 0.0134 850 0.0090 1150 0.0063 1450 0.0007 1750 260 0.0096 560 0.0139 860 0.0089 1160 0.0063 1460 1760 270 0.0095 S70 0.0135 870 0,0090 1170 0.0063 1470 0.0004 1770 280 0.0097 580 0.0138 880 0.0089 1180 0.0063 1480 1780 290 0.0112 590 0.0136 890 0.0080 1190 0.0063 1490 0.0003 1790 300 0.0118 600 0.0138 900 0.0077 1200 0.0063 1500 1800 PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 1 0..130 470 1744 cf 0.18 2 0.293 470 3875 cf 0.40 3 0-182 470 1939 cf 0.20 4 " 0.091 470 970 cf 0.10 5 0.300 470 3200 cf 0.33 6 1.306 470 15024 cf 1.55 9/9/97 6:246 ptn Davi.d Evans & Associates Inc - Bellevue page • TUKWILA BP OEVT005 OFFSITE CONVEYANCE 10YR STORM Evans & Associates Inc - Bellevue page TUKWILA BP OEVT005 • • ,9/9197 6:2:46 pm • , OOFSITECONVEYANCE 1OYRSTORM IIYI)ROGRAPII No. . 1 Peak runoff : 0.1303 cfs Total Vol: TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF . RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (Min) (cfs) (min) (cf 410 . 20 . 420 40 '430 .440 50 0.6007 - 450 . ' • '60' ..0.001B 460 70 ' 0.0028 470 80. 0.0037 480 ,. • 90 -p.0045 490 100 0.0052, 500 110 • , 0.0066 . 510 .120 . • 0.0080 520 130 06088 530 140 0.0094 .540 . 150. 0.0099 550 160 - 0.0104 560 170 . 0.0119 570 180 0.0134 ' 580 190 0.0140 590 • 260 0.0144 • 600 210 0.0148 610 220 0,0151 620 230 0.0165 630 240 0.0181 640 250 0.0185 650 260 0.0188 660 270 0.0191 670 280 0.0193 680 290 0.0210 690 300 0.0229 700 310 0.0232 710 320 0,0234 720 330 0.0236 730 340 0.0237 740 350 0,0256 750 360 0.0277 760 370 0.0280 770 380 0.0281 780 390 0.0282 790 400 0.0284 800 0.0338 0.0398 0.0404 0.0470 0.0541 0.0773 0.1303 0.1254 0.0744 0.0509 0.0424 0.0417 0.0351 0.0280 0.0274 0.0274 0.0274 0.0274 -0.0274 0.0274 0.0274 0.0275 0.0275 0.0275 0.0252 0.0227 0.0225 0.0225 0.0225 0.0225 0,0225 0.0225 0.0225 0.0225 0.0225 0.0225 0.0204 0.0181 0,0179 0.0179 David )DETAIL HYDROGRAPH SUMMARY. 810 820 830 840 850 860 870 880 890 900 910 920 930 940 950 960 970 980 990 1000 1010 1020 1030 1040 1050 1060 1070 1080 1090 1100 1110 1120 1130 1140 1150 1160 1170 1180 1190 1200 0.0179 1210 0.0179 1220 0.0179 1230 0.0179 1240 0.0179 1250 0.0179 1260 0.0179 1270.. 0.0179 1280 0.0169 1290 0.0158 1300 0.0157, 1310 0.0157 1320 0.0157 1330 0,0157- 1340 0.0157 1350 0.0157. 1360 0.0157 1370 0.0157 1380 0.0157 1390 0.0157 1400 0.0143 1410 0.0127 1420 0.0126 1430 0.0126 1440 0.0126 1450 0.0126 1460 0.0126 1470 0.0126 1480 0.0126 1490 0.0126 1500 0.0126 1510 0.0126 1520 0.0126 1530 0.0126 1540 0,0126 1550 0,0126 1560 0.0126 1570 0.0126 1580 0.0126 1590 0.0126 1600 0.0126 0.0126 0.0126 0.0126 0.0126 0.0126 0.0126 0.0126 0.0126 0.0126 0.0126 0.0126 0.0126 0.0126 0.0126 0.0126 0.0126 0.0126 0.0126 0.0126 0.0126 0.0126 0.0126 0.0126 0.0068 0.0006 0.04 ac-ft TIME DESIGN RUNOFF (min) (cfs) 1610 1620 1630 ' 1640 1650 1660 1670 1680 1690 1700 1710 1720 1730 1740 1750 1760 1770 1780 1790 1800 1810 1820 1830 1840 1850 1860 1870 1880 1890 1900 1910 1920 1930 1940 1950 1960 1970 1980 1990 2000 9, , "5/9/97 5:2:46 pm David Evans .ssociates Inc-',BelievUe page: 10 . " TUKWILA Bp OEVT005' OFFSITE-CONVEYANCE icriR STORM • - HYDROGRAPH No. Peak runoff : TIME DESIGN RUNOFF (min) (cfs) TIME (min) 10 , 410 20 . :420 : .••• 430 - . ..40 : 440 50 0.0015 « .450 .60 • 0.0040 . 460 . ,• 70 0.0063 470 ' 80' 0.0083 ' 480 ' 0.0101 •. 490 100 0...0116. 500 110 0.0147 510. .120 0.0179 520 ':130 . 0.0196 • 530 140 0.0209 540 150 . 0.0221' 550 160 0.0232 560 170 0.0265 570 .180 • 0.0299 580 190 0.0311 590 200 0.0320 600 210 0.0328 610 220 0.0335 620 230 0.0369 630 240' 0,0404 640 250 0.0412 650 260 0.0418 660 270 0.0424 670 280 • 0,0428 680 290 0.0468 690 300 0.0510 700 310 0.0516 • 710 320 0.0521 720 330 0,0524 730 340 0.0528 740 350 0.0571 750 360 0.0616 760 370 0.0622 770 380 0.0625 780 390 0.0628 790 400 0.0630 800 2 0.2925 C:1!:3 DESIGN • TIME DESIGN RUNOFF ' RUNOFF (cfs) • (min) • (cfs) 0.0754 810' 0.0887 820 0.0899 830 0.1048 840 0.1207 850 0.1732 860 0.2925 .870 0.2785 880 0.1624 890 0.1115 900 0.0936 910 0.0925 920 0.0776 930 0.0619 940 0.0609 • 950 0.0609 960 0.0609 970 0,0609 980 0.0609 990 0.0610 1000 0.0610 1010 0.0610 1020 0.0610 1030 0.0610 1040 0.0559 1050 0.0503 1060 0.0500 1070 0.0500 1080 0.0500 1090 0,0500 1100 0.0500 1110 0.0500 1120 0.0501 1130 0.0501 1140 0.0501 1150 0.0501 1160 0,0452 1170 0.0400 1180 0.0397 1190 0.0397 1200 DETAIL HYDROGRAPH SUMMARY 0.0397 0.0397 0.0397 0.0397 0.0397 0.0397 0.0397 0.0397 0.0374 0.0350 0.0348 0.0348 0.0348 0.0348 0.0348 0.0349 0.0349 0.0349 0.0349 0.0349 0.0316 0.0281 0.0279 0.0279 0.0279 0.0279 0.0279 0.0279 0.0279 0.0279 0.0279 0.0279 0.0279 0.0279 0.0279 0.0279 0.0279 0,0279 0.0279 0,0279 Total •I/o1': "TIME • DESIGN TIME • RUNOFF (min) • (cfs) • (min) 1210 1220 1230 1240 1250 1260 1270 1280 1290 1300 1310 1320 1330 1340 1350 1360 1370 1380 1390 1400 1410 1420 1430 1440 1450 1460 1470 1480 1490 1500 1510 1520 1530 1540 1550 1560 1570 1580 1590 1600 0.0279 0.0279 0.0279 0.0279 0.0279 0,0279 0.0279 0.0279 0.0279 0.0279 0.0279 0.0279 0,0279 0.0279 0.0279 0.0279 0.0279 0.0279 0.0279 0.0279 0.0279 0.0279 0,0279 0.0279 0.0148 0.0009 1610 1620 1630 1640 1650 1660 1670 1680 1690 1700 1710 1720 1730 1740 1750 1760 1770 1780 1790 1800 1810 1820 1830 1840 1850 1860 1870 1880 1890 1900 1910 1920 1930 1940 1950 1960 1970 1980 1990 2000 0.09 ac-ft • DESIGN ; • RUNOFF .• (cfs) • �� Bellevue page 11 ^o: ` 0.0002 440 0.0597 840 56 450 0.0618 au` o.00zo� ^oo ` 0.1087 ` 4 / '�� � `o.vo�� • ' 70 0.1821 � o.0047 , 480 0,1056 . ''o0/ n;oos ' . z10 '. 0.0062 ' '110 v.mm* 510 120. ` ���'o.mmo, 520 130' o ' o.loo�. . 530 ` .u.omo 540 150 ` ' 0.0113 550 z«« 0.011 560 'zro � o'oms .570 180 0.0156 580 190 um5o. 590 200 u.uzm� �600 • 210 0.0165 610 ozo 230 240 250 zav 270 280 290 - 3oo 310 320 330 340 350 360 370 380 390 400 ��. 3/9.q G;3;4' pm David Evans ����Z�0000iates Inc ��- TDKWILABP `OB\/TOD5��`�� OFFSITE -- __�_ IOYR STOBM_�. - DETAIL HYDROGRAPH SUMMARY `No�� 3 ' :Pe����' - ���:` �' 0.I821 of/ Total. Vol: z TIME ' TIME DESIGN zzmo DESIGN • TIME .DESIGN :TIME .� DESIGN � DESIGN � � � a ~ aomorn RUNOFF RUNOFF � ' 'RUNOFF ` RUNOFF �, • � � • • . � � ' � ' � ' � • � (cfs) � � (cfs) . ' (min) ^ .-` '`�i� • ^:�� ' ��n) � ��,/` ,min� ' *^y) (min) `oz= �iv/ pzzo/ 10 �� '� �' 410 � v.cm�z .�� 810 o.ozoz 1210 0.0140 1610 uo' �. . `�zn ocmuz 820 o�ozm ' 1220 n.omo 1620 `0.'���' `� 430 0.0441 830 0.0200 1230 0,0140 1630 o oz^o 1640 o.uzoz 1240 . »so 0.0199 1250 0.0140 'zoso 860 0.0198 1260 0.0140 �.�zoao 870 0.0199 1270 0.0140 �zom 880 0'0198 zzoo � 0.0140 1680 wo� o.os0.0557 � 890 0.0177 1290 0.0140 `m4«� 1690 � soo 0.0528 ' 900 0.0172 1300 0.0140 1700 0.0411 910 ' 0.0176 1310 0.0140 ozo 0.0501 920 0.0173 1320 0.0140 nzo � 0.0293 930 0.0175 om o.o"o 1730 . 0'0313 940 0.0173 1340 0.0140 1740 0.0298 950 0.0175 1350 0.0140 1750 0.0309 960 0.0174 1360 0.0140 1760 0.0301 970 0.0175 1370 0,0140 1770 � 0.0308 oao 0.0174 1380 0.0140 oav 0.0302 990 0.0175 1390 0.0140 1790 0.0307 1000 0.0174 1400 0.0140 1800 0.0304 1010 0.0144 1410 0.0140 1810 0.0170 620 0.0306 1020 0.0136 1420 0.0140 1820 0.0197 630 0.0304 1030 0.0142 1430 0.0140 zso 0,0208 640 0.0306 1040 0.0138 1440 0.0140 1840 0.0205 650 0.0256 1050 0.0141 1450 0.0016 1850 0.0212 660 0.0245 1060 0.0138 1460 1860 0.0212 670 0.0254 1070 0.0140 1470 0.0010 1870 0.0216 680 0.0247 1080 0.0139 1480 1880 0.0250 690 0.0252 1090 0.0140 1490 0.0006 1890 0.0261 700 0.0249 1100 0.0139 1500 1900 0.0256 710 0.0251 1110 0.0140 1510 0.0003 1910 0.0264 720 0.0249 1120 0.0139 1520 1920 0.0261 730 0.0251 1130 0.0140 zoo 0,0002 1930 0.0266 740 0.0250 1140 0.0139 1540 1940 0.0303 750 0.0251 1150 0.0140 1550 0.0001 1950 0.0315 760 0.0250 1160 0.0139 1560 1960 0.0308 770 0.0205 1170 0.0140 1570 1970 0.0316 780 0.0193 1180 0.0140 1580 1980 0.0312 790 0.0202 1190 0.0140 1590 1990 0.0317 800 0.0195 1200 0.0140 1600 2000 '" , 9/9/97 G;� ' 2:46'zv ,p OFFSITE CONVEYANCE lOYR ` STORM ��� HYDROGRAPH N o Poak r000f : . TIME DESIGN RUNOFF ��" �� ���n! (cis) TIME (min) David .� Associates Inc ' _' Bellevue 12 Evans & TDBWIIA BP O8VTOO5' 4 ` ' O'OqIO 'DESIGN TIME RUNOFF. >' ` (min) DETAIL HYDROGRAPHSUMMARY of s``� DESIGN RUNOFF (cfs) Total Vol: TIME ' DESIGN ' TIME RUNOFF (min) (cfs) (min) . � -^ -- 1210 ' '' `" . 410 0.0215 "`"� 0.0100 `,`" """'" �`^^" -' ' - - _ 20 �. ' �`�� �,o .v,001 � 820 0.0098 1220 0.0070 1620 30 `` ,` �.43o 0.0220 830 0.0100 1230 0.0070 1630 *o�� ;'��' �� 440 0.0298 om 0.0099 1240 0.0070 1640 o 450 o m 850 oo 1250 o ouno 1650 sm' «`v«»! �s � ` »y » »� »« ' ' ���� 0.0013 460 0.0543 860 0.0099 1260 0.0070 1660 ` ' a 470 oe 870 0.0099 1270 o oom 1670 m om«z *� o ' ' z» o' ' ` . ` 80 0.0023 480 0.0528 880 0.0099 1280 0.0070 1680 90 0.0027 490 'o.ozro 890 � 0.0089 1290 0.0070 1690 900 oo « 1300 0.0070 1700 �ou� 0.0031 . .,on 0.0264 oo o. oo?o o � . 110 0.0042 .sm . 0.0206 910 0.0088 ozo 0.0070 1710 zzu 0.0048 .520 0.0251 920 0.0086 1320 0.0070 ` 1720 ` 130 0.0050 530 0.0146 930 0.0088 1330 0.0070 1730 ' 0.0054 s^n o.ozs . 940 0.0087 1340 0.0070 1740 150 ' o.00ss 550 0.0149 950 0.0087 1350 0.0070 1750 160 0.0059 ' 560 0.0155 960 0.0087 1360 0.0070 1760 170 0.0072 570 0.0150 970 0.0087 1370 0.0070 1770 180 0.0078 580 0.0154 980 0.0087 1380 0.0070 000 190 0.0078 590 0.0151 990 0.0087 1390 0.0070 1790 200 0.0082 600 0.0153 1000 0.0087 1400 0.0070 moo 0.0070 1810 210 0.0082 610 0.0152 mm 0.0072 1410 o. 220 0.0085 620 0.0153 1020 0.0068 1420 0.0070 1820 230 0.0099 630 0.0152 1030 0.0071 1430 0.0070 1830 240 0,0104 640 0.0153 1040 0.0069 1440 0.0070 1840 250 0.0103 650 0.0128 1050 0.0070 1450 0.0008 1850 260 0.0106 660 0.0123 1060 0.0069 1460 1860 270 0.0106 670 0.0127 1070 0.0070 1:70 0,0005 mm zoo 0.0108 680 0.0124 1080 0.0069 1480 moo 290 0.0125 690 0.0126 1090 0.0070 1490 0.0003 1890 300 0.0131 700 0.0124 1100 0.0070 1500 1900 310 0.0128 710 0.0126 1110 0.0070 1510 0.0002 1910 320 0.0132 720 0.0125 zmo 0.0070 1520 1920 330 0.0131 730 0.0125 1130 0.0070 1530 1930 340 0.0133 740 0.0125 1140 0.0070 1540 1940 350 0.0151 750 0.0125 1150 0.0070 1e50 1950 360 0.0157 760 0.0125 1160 0.0070 1560 1960 370 0.0154 770 0.0102 1170 0.0070 zrm 1970 380 0.0158 780 0.0097 1180 0.0070 1580 1980 390 0.0156 790 0.0101 1190 0.0070 1590 1990 400 0.0159 800 0.0098 1200 0.0070 1600 2000 O��O3` DESIGN .".~� .... ` '-. ~^� `"""/ ) !' • • 9/9/97 6:2:47 pm David Evans & Associates Inc - Bellevue page 13 TUKWILA BP OEVT005 OFFSITE CONVEYANCE 10YR STORM DETAIL:HYDROGRAPH•SUMMARY HYDROGRAPH No. 5 Peak runoff : 0.3004 cfs Total Vol : TIME . .DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cis) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 0.0710 810 0.0331 1210 0.0230 1610 0.0761 820 0.0325 1220 0.0230 1620 0.0727 830 0.0330 1230 0.0230 1630. 30 • 430. 40 :-,.6.0603 ..440 00984 840 0.0326 1240 0.0210 1640 50 0 0022 . -450 0.1019 850 0.0329, 1250 0.0230 1650 60 '0.0644 . 460 0.1793 860 0.0327 1260 0.0230 . 1660.. ' 70. . 0.6061 470 0.3004 870 0.0328 1270 0.0230 1670 80 '. .0.0077 480. . 0.1743 880 0.0327 1280 0.0230 ' 1680 90 i0.0090 490 0.0920 890 0.0293 1290 0.0230 1690 100 0,0102 500 .0.0871 900 0.0283 1300 0,0230 1700 110... 0.0118 510 0.0679 910 0.0290 1310 0.0230 1710 120 0.0158 520 0.0827 920 0.0285 1320 0.0230 1720 .130 0 530. 0,0483 930 0.0289 1330 0.0230 1730 . 140 0.0180 540 0 940 0.0286 1340. 0,0230 1740 - 150 0.0186 550 0.0491 .950 0,0289 1350 0.0230 1750 160 0.0196 560 0.0511 960 0.0287 1360 0.0230 1760 170 0.0238 570 0.0496 970 0.0288 1370 0,0231 1770 180 0.0257 • 580 0.0508 980 0.0287 1380 0.0231 1780 ' 0,0258 590 0,0499 990 0.0288 1390 0.0231 1790 200 0:0270 600 0.0506 1000 0.0287 1400 0.0231 1800 210 0.0272 610 0.0501 1010 0.0237 1410 0.0231 1810 220 0.0281 • 620 0.0505 1020 0.0225 1420 0,0231 1820 230 0.0325 630 0.0502 1030 0.0234 1430 • 0.0231 1830 240 • 0.0343 640 0.0505 1040 0.0227 1440 0.0231 1840 250 0.0339 650 0.0422 1050 0.0233 1450 0.0027 1850 . 260 0.0350 660' 0,0405 1060 0.0228 1460 1860 270 0.0349 670 0.0418 1070 0.0232 1470 0.0016 1870 280 0.0357 680 0.0408 1080 0.0229 1480 1880 290 0.0412 690 0.0416 1090 0.0231 1490 0.0009 1890 300 0.0431 • 700 0.0410 1100 0.0230 1500 1900 310 0.0423 710 0.0415 1110 0.0231 1510 0.0005 1910 320 0.0435 720 0.0411 1120 0.0230 1520 • 1920 330 0.0431 730 0.0414 1130 0.0231 1530 0.0003 1930 340 0,0439 740 0.0412 1140 0.0230 1540 1940 350 0,0499 750 0.0414 1150 0.0230 1550 0.0002 1950 360 0,0519 760 0.0413 • 1160 • 0.0230 1560 • 1960 370 • 0.0509 770 0.0338 1170 0.0230 1570 0,0001 1970 380 0.0521 780 0.0319 1180 0.0230 1580 1980 390 0.0515 790 0.0333 1190 0.0230 1590 1990 400 0.0523 800 0.0323 1200 0,0230 1600 2000 0.07 ac-ft • • ' 6:.2:47 pm . .„ 'OFFSITE CONVEYANCE :I0YR STORM HYDROGRAPH No. 6 Peak runoff: 1.3059 cfs 410 420 430 ,• 40 .0.0010 440 50 ''.0.0085 450'. 60 ,0.0185 . 460. • ' '70' 0.0269 470 80 0.0346 480 90 .-.0 490 ' • 100 0.0468 500 110 0.0619 510 • .120 0.0724 520 130 0.0770 530 140 ' 0.0831. 54 ' - 150 0.0868 550 • 160 0.0913 560 .170 0.1084 570 180 '0.1189 580 190 0.1208 590 200. 0.1258 600 210 ,0.1275 610 220 0.1311 620 230 0.1490 630 240 0,1593 640 250 0.1594 650 260 0.1637 660 • 270 0.1641 670 280 0.1670 680 290 0.1888 690 300 0.2005 700 310 0.1992 710 320 0.2034 720 330 0.2028 730 340 0.2056 740 350 0.2294 750 360 0.2419 760 370 0.2397 770 380 0.2438 780 390 0.2425 790 400 0.2452 800 David Evans & Associates Inc - Bellevue page 14 TUKWILA BP OEVT005 DETAIL HYDROGRAPH SUMMARY Total. Vol: ac - TIM DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME , DESIGN RUNOFF ' RUNOFF. RUNOFF ' RUNOFF (min) (cfs) (min) (cfs) (cfs) 0.3181 810 0.1548 1210 0.3522 820 0.1529 1220 0.3441 830 0.1544 1230 0.4411 840 0.1533 1240 0,4744 850 0.1542 1250 0,7775 860 0.1535 1260 1.3059 870 0.1541 1270 0.9160 880' 0.1537 1280 0.5072 890 0.1403 1290 0.4184 900 0.1341 1300 0.3355 910 0.1359 1310 0,3774 920 0.1343 1320 0.2548 930 0.1355 1330 0.2416 940 0.1346 1340 0.2327 950 0.1353 1350 0.2383 960 0.1348 1360 0.2341 970 0.1352 1370 0.2375 980 0.1349 1380 0,2351 990 0.1352 1390 0.2371 1000 0.1350 1400 0.2357 1010 0.1155 1410 0.2369 1020 0.1069 1420 0.2361 1030 0.1093 1430 0.2369 1040 0.1072 1440 0.2052 1050 0.1088 • 1450 0.1920 1060 0.1076 1460 0.1955 1070 0.1085 1470 0.1924 1080 0.1078 1480 0.1948 1090 0.1084 1490 0,1931 • 1100 0.1080 1500 0.1945 1110 0.1083 1510 0.1935 1120 0.1080 1520 0,1943 1130 0.1082 1530 0.1937 1140 0.1081 1540 0.1942 1150 0.1082 1550 0.1939 1160 0.1081 1560 0.1648 1170 0.1082 1570 0.1519 1180 0.1082 1580 0.1555 1190 0.1082 1590 0.1523 1200 0.1082 1600 RUNOFF (min)' (cfs) • (min) (cfs) 0.1082 • 1610 0.0001 0.1082 1620 0.1082 1630 0.1082 • 1640 0.1082 1650 0.1082 1660 0.1082 1670 0.1082 1680 0,1082 1690 0.1082 1700 0.1082 1710 0.1082 1720 0,1083 1730 0.1083 1740 0.1083 1750 0.1083 1760 0.1083 • 1770 0.1083 1780 0,1083 1790 0.1083 1800 0.1083 1810 0.1083 1820 0.1083 1830 0.1083 1840 0.0296 1850 0.0015 1860 0.0048 1870 1880 0.0027 1890 1900 0,0016 1910 1920 0.0009 1930 1940 0.0006 1950 1960 0,0003 1970 1980 0.0002 1990 2000 ...• •,' . • .. • .9/9/97 6:2:47 pm David OFFSITE CONVEYANCE 10YR STORM PIPE REACH ID No. From: To: Pipe Diameter: 1.00 ft Pipe Length : 121.00 ft Up invert : 19.87 •ft Collection Area: • Design Flow : • Pipe Capacity Design Vel Pipe Full Vel PIPE REACH From: To: Pipe Diameter: Pipe Length Up invert Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel PIPE REACH From: To: Pipe Diameter: Pipe Length Up invert Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel PIPE REACH From: To: Pipe Diameter: Pipe Length Up invert Collection Area: Design Flow Pipe Capacity 0.10 Ac. 0.09 cfs 2.94 cfs 1.61 fps 3.85 fps ID No 1.00 84.00 ft 19.26. ft 0.33 Ac. 0.30 cfs 2.94 cfs 2.29 fps 3.85 fps ID No. CB12. 1.50 ft 73.00 ft 18.34 ft Evans & Associates Inc - TUKWILA BP OEVT005 1.55 Ac. 1.31 cfs 28.79 cfs 7.83 fps 16.72 fps CB10 ID No. CB7 1.00 ft 198.00 ft 21.79 ft 0.18 Ac. 0.13 cfs 2.94 cfs REACH SUMMARY n: 0.0120 s: 0.0050 down invert: 19.26 ft Dsgn Depth: Travel Time: CB11 n: 0.0120 s: 0.0050 down invert: 18.84 ft Dsgn Depth: Travel Time: n: 0.0120 d . 0.0550 Own invert: Dsgn Depth: Travel Time: n: 0.0120 . 0.0050 dOwn invert: . Dsgn Depth: Bellevue'page 1 0.12 ft 1.25 min 0.22 ft 0.61 min 14.32 ft 0.23 ft 0.16 min 20.80 ft 0.15 ft _ /97 - 6':2:47 pm David Evans "E4 Associates 'Inc - Bellevue page TUKWILA BP: OEVT005 OFFSITE CONVEYANCE . . REACH SUMMARY PIPE REACH ID No. CB8 From: To: Pipe Diameter: 1.00 ft n: 0.0120 Pipe Length : 124.00 ft s: 0.0050 Up invert : 20.80 ft down invert : 20.18 ft Collection Area: 0.40 Ac. Design Flow : 0.29 cfs Dsgn Depth: 0.22 ft Pipe Capacity : 2.94 cfs Design Vel 2.27 fps Travel Time: 0.91 min Pipe Full Vel : 3.85 fps PIPE REACH' " ID No. CB9 From: To "Pipe Diameter: . 1.00 ft n: 0.0120' Pipe' Length : 61.00 ft. s:'0.0050 Up invert : 20.19 ft down invert:. Collection Area 0.20 Ac. Design Flow : 0.18 cfs Dsgn Depth: Pipe Capacity : 2.94 cfs Design Vel 1.98 fps Travel Time Pipe Full Vel : 3 .85 fps 1 • I.: 410 ACC . 'II ' .' 11. 4 Ca nl tnE all ACRES ,( \- � � e �' o 24' SIR CASK tll YIN SAFO f- EA51. O10110 91 181 STA 1554964, 44.08' L1. - C.11 - 111:111 - 1 GE 2165 LL 19.26 Ir CONC SD 121LFIt ( SO Ia 11104 91 181 34.00' SREL WOK STRAPS CASING DETAIL 0850''0' ROM t RESET (1051. 906 EASING U?CER0101N0 POKR 4161 CAME 10 MIR 93 01 12' M. 4(REY CLIMAXES FRCP 10 91 161 Slit 157417 1.011. CR p4 TrlE I GL 2160 LE 1967 11 50' N Y S 91 161 51A 15747604 34 Ce• 11. LE. tall a 5D E (N> C6 IrlE GE 2156 LL tale cost. 06110-\ Eaaa.24.0 COPK1EDl1E1 ENCASED N 24 SM. TALI S1EEl CASK PPE RATED 216 9005 B(F*E14 121 NOS RIPPED 10111 SECTION A -A LCOLK NORM CAU1101 E7f.S111C I/QI 0010 POIIR 6 41 (20 MUM 0R 110 11( 41 COACT RN M RPM SMR1 o1MV1X S1S1E1. =Kt Mt SOJC DUCT FR01 ro EOINC 81 616UC1101 10 ARGNCE 101 IRLOCAI01 AWD 4.14111011 REIKK RESET EAST. 5101 FRONTAGE`IMPROVEMENTS PLAN 1' • JO' RO01 SLOPE PROR000N 12' 1 YAW KU LARD OW ROPE CNN wos r/ ROCX SPMLS CU +. NET ROOT 12101. Wr0 EASING CROOK EASIWC UIOERCRO10 PolOt AOA61 MADE TO au CASNO 6TIrMk 1.(REr ammo PRIO9 70 CO6I8JC001 A 0051 60' MTER YAW I•a 39941. I' • S'V *49001A1 MIS C( 0036 9.01 PROTIUM REY01(t IMAM EX IF r 061 92 EX 10' M1ER YAM l0[R 10 011A Ir 8012' YN 46181 (E0T - 00091IM St021K 1.0181 QEMMICES Pq0 10 C061RUC11ON I FRONTAGE IMPROVEMENTS PROFILE 15 '*E MAW Ca le I0 I- 31.06' I). GL 24.42 lE 2000 SEE SHEET C1 AND C2 FOR ON -SITE IMPROVEMENTS 4 a a .0r d r4Atx _ `A! f2' � to, Walla I9e LF. if cm SO * W A *SE VALLEY 14014/A1 EASE. AS'H. PAVE 3 I/7' COMPACTED OIPM ASPHALT CONa[TE QASS 9 a 8 Rau HAW '1209 4 ma awl CONC SICCIUAL PER arr OF R SID. RS -II 6'0O4APACTED OEM CSOC 2' COMPACTED 4' �AC rc7 009 OEPM AM [0 QM COW. C01C 6' COP ACTED OCPM GRAM SORROW KR RCA. QIiE CONTRACIOf 0 MANIA* P PO9M( CUM TYPICAL SECTION WEST VALLEY HIGHWAY 91 161 514 159407 10 5I■ 161/6105 IONIC 14114 A EMENTS PLAN • • EEL CAW IWR MI • TV. let • C mac siliO' EMENTS PROFILE SAW COY PAVEMENT Al FOG LONE mom ONIEWAY PER RAMA 51D. ' -9 N0051' VW* MU A llOMIATE OPTS OF 9031 SL R P902C1101 ROM R[f1AC1 Ex 04MNA W W MQDNAL EIO 1 '1' PARIE51RPE5 /I ' [ ' �.. r� twcr. � d723/7l ',sir ' AtlNON ,' r , Z d A WMlS (. "� -- D. it I . 4 „ 1 1 _ ' — — 'aI ` :J ` : — _ ?\air° . 1 1 lC �.�. . �,`., �, � : =121 1 �P —._ _ �.= a= = =- = ..0. 1r Et s 81 s >4 ar Ut 9, &� S • a , 1 . t AAAN' Bi .t i - Ili 8 4 a TOP OF Ex 10' EATER RAN MR 10 OEAR BY 12' 811. NSIALL 1ER1. watvaBYtdIG-8L pG 1011 OEARARKS RiCii ID CB A nPF I.34o8' LT GG 24.42 LC. 2080 SEE SHEET C1 AND C2 FOR ON - SITE IMPROVEMENTS OF alit 19B19B lf, 12 CONC SD W OSOS t PES1111E EASYINO FMK 1144 elME W 'N9 MST. ASPN. PAY! 3 I/2 c 4CIEO DEPTH ASPHALT CONCRETE MASS B A AI 4 RRNAI WC D l o P C' TH SBC A COMPACTED 08P0I AIB 9 C011PACI10 DEPTH CAAKI BORROr 101 ROII* 1 LL 21 r C. o Z es - . 1 - � l t3' CF CJRB 8'i - EA U 4 4 S • NOT CEMENT CONE SURALO PER OTT OF IURwLA SID. RS -11 7 COMPACIED OEPDI CROWD SLWAONC :CP COARSE CEMENT CONE. 1(ROCA1 awe k CUTTER CCgqTRACI11 10 NWT IORMS A M M P C 04AI IO O S TYPICAL SECTION WEST VALLEY HIGHWAY SR Ill 51A 159102 t0 51k 1 148105 MK NORM 2 181 1 1 4 SFD, 11108.80 8 g 1 DA1R, J/301 0001014, sY DRAWN, iV 8010u0, V8 000101041 NUMB: sou. 1 MOST 40. C3 Of 3 RUM 8 0801/104/ ■PPO, .MILS $ 100101 1.111171111 z Pr F'; • • PAVID EVANS AND ASSOCIATES, CLIENT %1 i / ��jj JOB DESCRIPTION {/ /1� �i'sin e ' cS , J9J ,Z .k /shn ,5 6'1%7 r-- • . hay � SA0/ ! 44 >r � he•A� n T— fp �r -✓ Zc� ✓� G�12� G! r _ r � " — /3 ia0 C /, h.�l'G / �'1 .►�G ,G`� //? T fir .SG 1 /s eXr...sSla l .. ' GL'z /i i..o� = , c71.2el 2r .--,---..-....--,.. '' LT i r INC. BY SHEET a� h ......._. 1 _ . .......... c y4P...0 .. si Ar r Se/ g/ , 7236 ..._ �s _.......... a� ...�t a ... i .. Vic= fir _.... _ � f � G 4 fi / Gr 11-6vrao r�Pl // /l OF / DATE ' /9 2 n3/ - 7. GO F� . SHEETS (0910 2.2 [/DAR HUB SCr Or SALT( 821(8 0598[1 579 188703 05 117 RC 0(121(9211 Cr 808 LAO( PVC 129 0(829[00 M.08 NM 1/7 R(aAR AAO CAP 8515524 (8/11/15) [(111(92X4( PIP. 12. Co rfANS 0/W (0100 1/7' MAR • CM (5/5524 (84175) + 89139. RO( M 111' Cb70KT� 411 70184 7707 140 08 8194040 - AREA . ..PROPERTY 84.859.21 IRO 4 1.95 x189 IRAK0 •YXYr 8(3110 CMS • 2r TS' -13 -» n - M2r 1800 101 ;819 010/3 010 01 I • 7101 FP T'11 AR/ T •••• roc L4 L 2 039311/08 AP S/A 154.71510 10«0 PRY 18110 0/ CON[ 9/ 0(128 Mr « C01C (9/13) 017222 4 �•� 2 -- - - -../.- P.S.P. & L. Co R/GHT�F G7A1�'" 1 � d, ♦ 0972 7•71 8 1I1 7..070) 087 182 15 UIBITY (25(12(34[ R 30 _ �- -J- A/T NO. 8506141047 Ira , s 01223,24" E 791.76' 0 ' — —\ ..0.2* ""' 722 E 791.3'1 re) CIO API n - T2N' Yn .311 >7' 001. 3042 a so v , ••.11129 d}f J ti , i I 811 5101 PO111 07 [(ONIc (808) l a a 5 ) 1 P 157 1 GRAPHIC SCALE (f1 N15) NOTES I lo+ • w 175310(112(N31 1\01409 10391. 5720084 011-94020 (5 5CCON0 , N517 1 8012007). 12(7)100 115(0- 11(20 0-11(052 MM 9011142 (3(20 4C9SUR1(NIS ANO ANGLES AC 332 -130 -070 OAT( Or SU01iy AMC 1995 2081100 001291(0098 (C -2) 01000 70.41• 7081(11 (31000 INS11RACC RATE 12AP. PAN[1 328 Or 850) 9980.80 597 BACK RCOURVINCTS ; 79093 200' (8.SB.2.) 5100 30.0• REAR 100' 1211 9550435 PARCEL 120 000580 -0038 BENCHMARKS IBY - 0(1 08 N11RA BY 2 0 -7 (1210 79) 131180 812 915415 11810 MC 007 00 180 11700A117 30 MOWN 0( ACR0 VOLUM ON 503/1(953 20(R 0' 811(95,2011 9C11(131 91001(8 PARK (951910 Ulf ' -1• 5199120(9. (L(V21700 • 25501 5C7 012 /1 YI SP•'( b1 312[ CAST 90C Or POW* INS( AI 040 110410 SVC C 04( 50130 (113RANCt Cr 401 012(0 (2(893103 • 2944' 5(1 BR [0340$ 0 SILL Purr 709 04( 30211995500 02 00100 - 2054 LECENO 0 701.•82 ( X 1108844(117 81 2.150 • (X 22181992 801 • 70-1210 CZ 900(94(127 ® (7 P09(R MK /0010 CX 79[40811110 0 CI CAS*KRR • S[7 1/7 R(9AR 8 CAP 15/55244 0 [2 CAS 8418 x =12•— Q 0 0882 1/7' 1903 NH 09 X (l 704/712 ...C1209 801 COS 9raw (AO TD) O. (I 070118 8011 l - 77'� O C. 57039 42091E -, (8 07r AN( «Y 41 T' - J1• a (8 CA101 8998 01 [X 14011 7474 «r u • (918• -1r• O CX 5[109 993102[ 4:( l .901 y1( 8 CI AMR 84K I 0300011¢5 !RC( • ���1 s0 (r 10129 YKK w 9129120[ t ry \ >' 3\ • ' O Cr 7128[ 0(1099117 X 12`7(09 711(( Wc • -0- CI 045 UN( TR -OP —Cf OKAM90 POKR (P C) i --I-- (8 l R0 090 80188 LA( -or -11 01(RNC20 713[01040 - - (X 050 1.1 U N ( LR4( —(1 MICR ,, =5� CI 510312 1212[ lY i (2 Sulrwr 5(1[9 LIL NOM 212• 290(001011.0 03014(5 97018 409204 A44 82500 50-171 ▪ uCw 4!(091271083 8901800 911 071(0(5 1004 01 • pYS NO2 2(0(81 RS'SPC•9B1373 09 955UK 142e01a (01 •••., MON ACCURACY 0 COAPS(rr40SS (0-90 1ACX w ((AO 0/09ASS 91849 LSI 2222) (1/93) 01 18014( 5 40-8191175 MAIN • O18 Cl 73484014 SCAM - Oh' 0 10 SORO • On' a 72817..■ CAS - 91210[910.91994 CAS POL8 • PVC. 801(9 718183301( - 05 •57 •NI O (0•8770111•1 TAT 887 PC SCA 11771012 (012.0 14'0 702(0 R/ CO9C 0/ RA4 w CO31 (1/95) • K onowrotra R 8, r• T 8 03 A A9 /12.08 -Nr MYORO 09409 91 194 010119 OAR 19301/9'3* 01• •O 11304398 1,0 1403,, . . " ". ... . SANITARY SEWER CONSTRUCTION NOTES: 41 1100030310. 00 141401! 0407 0 0 rm1M(L 00 IN OR 0 1011.0 0444311(11* RID= MO (0404004 SIM011021 110 WOW 4101 0 01( q H. 130 ©1075 {' 14.33490(1x1.100( © 1 ,V 1' /3C UYQ .14304 01.44007 a 033. M 10 IL 011 01 V 1 1rL 0311x1.110{ O IL MI! 31 V 1' 13 L 4* 1U • M 173 010401 a 3105 14 11 100 0 ntrr,vc sot 1M1.001u.o O 1 0 (L(i1 ( 3 1 111 a. 10 1 01 r m' Na-34 ® uu rai0.f190( YU.Lx2 ® 04( 033. 7311 ® LL Ysmarmy Vlun .Ayr 07-03 If00 GM. 440 1773. 71111 IL 1610 0 a(AY “rtaanto •041(0 304114 107 -C■ 7300 144 RN Or. 710. IC 2130 ®0/11(4 171010 Olrn our 110.34 IN 073 7310 11. 7(111 14101 14211 00004 IN 104* 404411041 0 0140x4* w 0!Mai O4100_10T 0 001 n "r �d� (0 man 1 aim 04 00 (1411400(0 WATER SYSTEM CONSTRUCTION NOTES: 01 310.•02•••• APO 881(003 903 x • Al20010a Mk M On 0 111•H •111111204* 090 MO 030111CO31 1120/42 fa 0101.111 11114 931011 0 N11(C1 x• 820 to (010 r U(mvc 1717 r ay. 0 320142441 V r all. 0 17 1.10 IIIAI LortC4 00 We M (11110 r 181 0104 1 -r 0 1/r 100 11140 WC 0031 10004 r pan Y1rtt ! $ V r 071.057 041( ma 1 1/14 1001 Ina I•• W me 8411 lb WO a00r0 I' .110&!100 971100 •44 0013 2003010 1.14 r0' 440101 11 IL Of 11484 404010 Ma 41010 4110111 1 -1100 02 114 1110m1 1343111 •M 0/04110000 0 403•04 00 14114a (430.( 04(1 140 210 117 14 0.637 14 1414 a)t (1 r1 I -r to K10 1840 am 1a07 411*00 M11r102103 2134 of ow wan 04 010 ual 00 0 at 10- 004 11 100 M W101 y I ,14.1017 COM1((•C( 91040 07' a 14' M. 11004 (IEV. 34.10 o . c - a�� .�,....�< ,b, � ° < .02. I L n .4* � 5 , p 9s-/ .0341" r ... 4 +1!14 - " r►� :...;:ji '. 114( 1441 °36° J. �37[u'C alit 1.• i `(; r "140(17 rM y2 L ter 4I '01( VµlC a;. _ ►�� r' N , 111 es "y[ 1013 13. ? LI4( 10040301440 90 PUN Mt ‘.J , 302 (Alan 01001023 WPCS I E 0 401 It 101031 040 1001494C 9ur41 301 90 11030104 AM 011C)1 00110. 1 •411.190 NO YAWLS 9407 if a 4 410( 104 I nMO01110 41041 ••11•3111101011 11 lila( 304•314 17021•21•C 1 in 033111* R 10 11 X 10 4181*301 KMRAO 4i 40 40.0410 J OrTr 101 NO M 01NC071 941L Mal 9111007(04(0/ 20 1111(44 1� a 104 MI 111((1 103310 2(10( 1110180 00007(14. • 440/ 1 1.CI3 14 RAM 4 00 0 .(410 9 0•0100 9111. 1190(0 IO It 1•10101. 101 110 10 40401000 1 / tJ ,/ 0011 00• 111000 010100 044 00401 8444010 M 1110 040. 044 Mat • V. C OY 0401111'1100 lm rtmW •Ot. rA 104 • 10 .... DING, DRAINAGE AND UTILITY PLAN .......... .. ............. 1 f0' 1 1 140.41. ■ 1340 I' - 20' 00101 1011044 0 � N•3 11.019/5 2.2 - R•nn •..,144004'11' • R • )1 M' TUKWI `- --"-`_ ITY TRAIL 5 0,0•24. 3 _ n _w4* - 414 0. 1 013. TUKWILA C sW77'lY(- 12';g7: - 19M191t = _. _.• � .� d &'fl Map 9007 7143a so filar I' Z2 Mr 00r • 4114 ' 440 Ma 9. 01 01 0 10 ▪ Mn•1004 • an 1411. 11010 PA31 1 0/r 00.1(00 O*• •100(.1 00Q03 11.44 14301320 °14 r w r • 011.413 Wrw WNW 1004140 - 2100004 11101 000 0401101 14 •r ft 033400 � a 1401 TYPICAL SITE SECTION 091 504.10? 1•14483 f0a1s 420 14* Mal 00, ru'or 0 '011 mw °n 1tr Ma Mr14* .' 1.40 0:1[31 0}c 9x•011 Iq 011 0 71/14 910 3-11 r 0304C012 EXPO 0041•0 97113040 10 0443( C{ 3 t 011 _ IQ9 x 61113! < 4 t 0 i 00 g 111110(047 TYPICAL SECTION WEST VALLEY HIGHWAY r 0Y4030 YIM 0416 .0x0. 1 40 0.020 II t 4 0 f = t r Imm 1 m s m s 01moom rom0 ▪ la MI 001 001 04 w 084 FM 141 01 1 1? 040[0 a. 40101.1( 14.1 1TeI [31 cacao : +W. 4010 l. aq 4040( Ou 1 10 111160 MI ` 4444 . 1 3111 Mr 1111.14004(10 40 CONCRETE VALLEY GUTTER gla 14V I 40 4440 ql SI w.. .'40010 a{ f1u141M1IaI404 EXTRUDED CEMENT CONCRETE CURB COMBINATION CURB and SIDEWALK it 44 11211 1401 0 0 0840 • MR 4• C2 a 3 • C _ 6/20/97 5:21:42 pm David Evans & Associates SOUTHCENTER BP OFFSITE HIGHWAY AREA BASIN RESULT SUMMARY BASIN VOLUME- -RATE- TIME : Hydrograph Are ID cf - Ac ft " -min- hours Methodology Acres. PR0_10YR ' 3135 0.07 0.27 470 7.83 SBUH Method 0.33 PR0_25YR " 3726 0.09 0.31 470 7.83 SBUH Method 0.33 ex_10yr 3040 0.07 0.26 470 7.83 SHIJII Method 0.34 ex_25YR 3639 '" 0.08 0.31 470 7.83 SBUH Method 0.34 , '"',• • • "- • '6/20/97 5:21:42 pm David Evans & Associates Inc - Bellevue page 2 SOUTHCENTER. BP OFFSITE HIGHWAY AREA BASIN ID: PRO 10YR SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE PRECIPITATION TIME INTERVAL • TIME (min) ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 35.00 ns:0.0110 p2yr: 2.00 s:0.0200 impTcReach - Channel L: 200.00 kc:21.00 s:0.0050 PEAK RATE: 0.27 cfs VOL: 0.07 Ac-ft TIME: 470 min " ,10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 DESIGN RUNOFF (cfs) 0.0002 0.0016 0.0037 0.0055 0.0071 0.0084 0.0096 0.0124 0.0149 0.0158 0.0170 0.0179 0.0187 0.0219 0.0245 0.0249 0.0257 0.0262 0.0268 0.0302 0.0329 0.0328 0.0334 0.0338 0.0342 0.0384 0,0415 TIME DESIGN RUNOFF (min) (cfs) 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 510 520 530 540 550 560 570 580 590 600 0.0412 0.0417 0.0420 0.0423 0.0469 0.0503 0.0498 0.0502 0.0504 0.0507 0.0641 0.0741 0.0719 0.0887 0.1005 0.1534 0.2659 0.2135 0.1023 0.0839 0.0725 0.0756 0.0587 0.0469 0.0500 0.0492 0.0495 0.0494 0.0495 0.0495 DETAIL BASIN SUMMARY NAME: OFFSITE PROPOSED 10 YE 0.33 Acres KC24HR 2.90 inches 10 00 min TIME DESIGN RUNOFF (min) (cfs) 610 620 630 640 650 660 670 680 690 700 710 720 730 740 750 760 770 780 790 800 810 820 830 840 850 860 870 880 890 900 0.0495 0.0496 0.0496 0.0496 0.0439 0.0398 0.0409 0.0406 0.0407 0.0407 0.0407 0.0407 0.0407 0.0407 0.0407 0.0407 0.0354 0.0315 0.0325 0.0322 0.0323 0.0323 0,0323 0.0323 0.0323 0.0323 0.0323 0.0323 0.0298 0.0280 TIME (min) 910 920 930 940 950 960 970 980 990 1000 1010 1020 1030 1040 1050 1060 1070 1080 1090 1100 1110 1120 1130 1140 1150 1160 1170 1180 1190 1200 BASEFLOWS: 0.00 cfs PERV AREA..: 0.01 Acres CN 85.00 TC 5.00 min DESIGN TIME RUNOFF (cfs) • (min) 0.0285 0.0283 0.0284 0.0284 0.0284 0.0284 0.0284 0.0284 0.0284 0.0284 0.0248 0.0222 0.0229 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 1210 1220 1230 1240 1250 1260 1270 1280 1290 1300 1310 1320 1330 1340 1350 1360 1370 1380 1390 1400 1410 1420 1430 1440 1450 1460 1470 1480 1490 1500 DESIGN TIME RUNOFF (cfs) (min) 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0,0228 0.0085 0.0006 1510 1520 1530 1540 1550 1560 1570 1580 1590 1600 1610 1620 1630 1640 1650 1660 1670 1680 1690 1700 1710 1720 1730 1740 1750 1760 1770 1780 1790 1800 IMP 0.32 Acres 98.00 2.91 min DESIGN RUNOFF.' (cfs) ; .���� tAs _^_-�-��� 1 6/30/97 5:21:42 � � David Evans & Associates Inc -��Bellavoe. /a � 3 S BP � OFFSITE HIGHWAY AREA '`1BAgZD[ID: PRO 25YR SBlH TOTAL AREA ' RAINFALL TYPE PRECIPITATION .TIME INTERVAL ABSTRACTION COEFF: ` TIME (min) 10 , � 20 30 40 50 60 70 80 so 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 DESIGN RUNOFF (cfs) 0.0010 0.0036 0.0063 0.0084 0.0102 0.0117 0.0131 0.0166 0.0197 0.0206 0.0218 0.0228 0.0236 0.0275 0.0307 0.0309 0.0318 0.0323 0.0329 0.0370 0.0401 0.0400 0.0406 0.0410 0.0414 0.0463 0.0501 0.20 DETAIL BASIN SUMMARY NAME: OFFSITE PROPOSED 10 YE 0.33 Acres KC24HR 3.40 inches 10.00 min BA8EFLOWS: AREA,.: C0 • TC • impTcReach - Sheet L: 35.00 no:0'0110 p2yr: 2,00 o:0,0200 impTcReach - Channel L: 200,00 ko:3I.00 o/0'0050 PEAK RATE: 0.3I cfs VOL: 0'09 Ac-ft TIME: 470 min TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 510 520 530 540 550 560 570 580 590 600 0.0496 0.0501 0.0504 0.0507 0.0561 0.0601 0.0594 0.0599 0.0601 0.0603 0.0762 0.0881 0.0854 0.1052 0.1191 0.1816 0.3144 0.2522 0.1208 0.0990 0.0856 0.0892 0.0692 0.0553 0.0589 0.0580 0,0583 0.0583 0.0583 0.0583 610 620 630 640 650 660 670 680 690 700 710 720 730 740 750 760 770 780 790 800 810 820 830 840 850 860 870 880 890 900 0.0583 0.0584 0.0584 0.0584 0.0517 0.0468 0.0481 0.0478 0.0479 0.0479 0.0479 0.0479 0.0479 0.0479 0.0479 0.0479 0.0417 0.0370 0.0382 0.0379 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0351 0,0329 910 920 930 940 950 960 970 980 990 1000 1010 � zmn 1030 1040 1050 1060 1070 1080 1090 1100 1110 1120 1130 1140 1150 1160 1170 1180 1190 1200 ' " 0.0335 0.0333 0.0334 0.0334 0.0334 0.0334 0.0334 0.0334 0.0334 0.0334 0.0292 0.0261 0.0269 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0268 0.0268 0.0268 0.00 cfs PERV 0.01 Acres 85.00 5.00 min TIME DESIGN RUNOFF (min) (cfs) 1210 1220 1230 1240 1250 1260 1270 1280 1290 1300 1310 1320 1330 1340 1350 1360 1370 1380 1390 1400 1410 1420 1430 1440 1450 1460 1470 1480 1490 1500 0.0268 1510 0.0268 1520 0.0268 1530 0.0268 � 1540 0.0268 1550 0.0268 1560 0.0268 1570 0.0268 1580 0.0268 1590 0.0268 1600 0.0268 1610 0.0268 1620 0.0268 1630 0.0268 1640 0.0268 1650 0.0268 1660 0.0268 1670 0.0268 1680 0.0268 1690 0.0268 1700 0.0268 1710 0.0268 1720 0.0268 1730 0.0268 1740 0.0099 1750 1760 0.0007 oru 1780 1790 1800 TIME DESIGN RUNOFF (min) (cfs) IMP � 0.32 Acres m 98.00 2'9l min a (�. '6/20/97 5:21:42 pm David Evans &Associates Inc - Bellevue page SOUTHCENTER•BP OFFSITE HIGHWAY AREA TIME DETAIL BASIN SUMMARY BASIN ID: ex_10yr NAME: OFFSITE EXISTING 10 YEAR SBUH METHODOLOGY TOTAL AREA 0.34 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 2.90 inches AREA..: 0.06 Acres 0.28 Acres TIME INTERVAL 10.00 min CN 85.00 98.00 TC 5.00 min 2.41 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 35.00 ns:0.0110 p2yr: 2.00 s:0.0200 impTcReach - Shallow L: 200.00 ks:27.00 s:0.0050 PEAK RATE: 0.26 cfs VOL: 0.07 Ac -ft TIME: 470 min DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 0.0372 610 0.0489 910 0.0286 1210 0.0229 1510 20.. 320 0.0379 620 0.0490 920 0.0284 1220 0.0230 1520 30 330 0.0382 630 0.0490 930 0.0285 1230 0.0230 1530 40 0.0002 340 0.0387 640 0.0491 940 0.0285 1240 0.0230 1540 50 0.0015 350 0.0432 650 0.0433 950 0.0285 1250 0.0230 1550 60 0.0034 360 0.0464 660 0.0394 960 0.0285 1260 0.0230 1560 70 0.0049 370 0.0459 670 0.0406 970 0.0285 1270 0.0230 1570 80 0.0063 380 0.0466 680 0.0402 980 0.0285 1280 . 0.0230 1580 90 0.0074 390 0.0469 690 0.0404 990. 0.0285 1290 0.0230 1590 100 0.0085 400 0.0472 700 0.0404 1000 0.0285 1300 0.0230 1600 110 0.0111 410 0.0606 710 0.0404 1010 0.0248 1310 0.0230 1610 120 0.0132 420 0.0698 720 0.0405 1020 0.0223 1320 0.0230 1620 130 0.0140 430 0.0675 730 0.0405 1030 0.0230 1330 0.0230 1630 140 0.0150 440 0.0847 740 0.0405 1040 0.0228 1340 0.0230 1640 150 0.0157 450 0.0956 750 0.0406 1050 0.0229 1350 0.0230 1650 160 0.0165 460 0.1487 760 0.0406 1060 0.0229 1360 0.0230 1660 170 0.0195 470 0.2594 770 0.0351 1070 0.0229 1370 0.0230 1670 180 0.0217 480 0.2024 780 0.0314 1080 0.0229 1380 0.0230 1680 190 0.0219 490 0.0969 790 0.0325 1090 0.0229 1390 0.0230 1690 200 0.0227 500 0.0827 800 0.0321 1100 0.0229 1400 0.0230 1700 210 0.0231 510 0.0702 810 0.0323 1110 0.0229 1410 0.0231 1710 220 0.0236 520 0.0744 820 0.0322 1120 0.0229 1420 0.0231 1720 230 0.0268 530 0.0567 830 0.0323 1130 0.0229 1430 0.0231 1730 240 0.0290 540 0.0460 840 0.0323 1140 0.0229 1440 0.0231 1740 250 0.0289 550 0.0493 850 0.0323 1150 0.0229 1450 0.0081 1750 260 0.0296 560 0.0483 860 0.0323 1160 0.0229 1460 1760 270 0.0300 570 0.0487 870 0.0323 1170 0.0229 1470 0.0008 1770 280 0.0305 580 0.0487 880 0.0324 1180 0.0229 1480 1780 290 0.0346 590 0.0488 890 0.0298 1190 0.0229 1490 1790 300 0.0374 600 0.0488 900 0.0280 1200 0.0229 1500 1800 '6/20/97.. 5:21:42 pm David Evans & Associates Inc - Bellevue page SOUTHCENTER BP :,OFFSITE HIGHWAY AREA. DETAIL BASIN SUMMARY BASIN ID: ex 25YR NAME: OFFSITE EXISTING 25 YEAR SBUH METHODOLOGY TOTAL AREA '0.34 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 3.40 inches AREA..: 0.06 Acres 0.28 Acres TIME INTERVAL 10.00 min CN 85.00 98.00 TC 5.00 min 2.41 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 35.00 ns:0.0110 p2yr: 2.00 s:0.0200 impTcReach - Shallow L: 200.00 ks:27.00 s:0.0050 PEAK RATE: 0.31 cfs VOL: 0.08 Ac -ft TIME: 470 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) • (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 0.0453 610 0.0581 910 0.0338 1210 0.0271 1510 20 320 0.0461 620 0.0582 920 0.0336 1220 0.0271 1520 30 330 0.0465 630 0.0582 930 0.0337 1230 0.0271 1530 40 0.0010 340 0.0469 640 0.0583 940 0.0337 1240 0.0271 1540 50 0.0033 350 0.0523 650 0.0514 950 0.0337 1250 0.0271 1550 60 0.0056 360 0.0561 660 0.0467 960 0.0337 1260 0.0271 1560 70 0.0075 370 0.0555 670 0.0482 970 0.0337 1270 0.0272 1570 80 0.0090 380 0.0563 680 0.0477 980 0.0337 1280 0.0272 1580 90 0.0104 390 0.0565 690 0.0479 990 0.0337 1290 0.0272 1590 100 0.0116 400 0.0569 700 0.0479 1000 0.0337 1300 0.0272 1600 110 0.0148 410 0.0729. 710 0.0480 1010 0.0294 1310 0.0272 1610 120 0.0175 420 0.0839 720 0.0480 1020 0.0264 1320 0.0272 1620 130 0.0182 430 0.0811 730 0.0480 1030 0.0272 1330 0.0272 1630 140 0.0193 440 0.1016 740 0.0481 1040 0.0269 1340 0.0272 1640 150 0.0201 450 0.1146 750 0.0481 1050 0.0271 1350 0.0272 1650 160 0.0209 460 0.1778 760 0.0481 1060 0,0270 1360 0.0272 1660 170 0.0245 470 0.3095 770 0.0416 1070 0.0270 1370 0.0272 1670 180 0.0271 480 0.2417 780 0.0372 1080 0.0270 1380 0.0272 1680 190 0.0272 490 0.1158 790 0.0385 1090 0.0271 1390 0.0272 1690 200 0.0280 500 0.0986 800 0.0381 1100 0.0271 1400 0.0272 1700 210 0.0285 510 0.0837 810 0.0382 1110 0.0271 1410 0.0272 1710 220 0.0290 520 0.0885 820 0.0382 1120 0.0271 1420 0.0272 1720 230. 0.0329 530 0.0675 830 0.0382 1130 0.0271 1430 0.0272 1730 240 0.0357 540 0.0547 840 0.0382 1140 0.0271 1440 0.0272 1740 250 0.0356 550 0.0586 850 0.0383 1150 0.0271 1450 0.0096 1750 260 0.0365 560 0.0574 860 0.0383 1160 0.0271 1460 1760 270 0.0369 570 0.0579 870 0.0383 1170 0.0271 1470 0.0009 1770 280 0.0375 580 0.0578 880 0.0383 1180 0.0271 1480 1780 290 0.0423 590 0.0580 890 0.0353 1190 0.0271 1490 0.0001 1790 300 0.0457 600 0.0580 900 0.0332 1200 0.0271 1500 1800 BASIN: VOLUME - - =- cf •- Ac -ft David Evans & Associates SOUTHCENTER`BP - - -- TIME - == Hydrograph:; min hours,Methodology 3135 007. 0.27 470 7.83 - SBUH:Method. 0.33 3726 "•0 09 0.33. 470 7.83 SBUH'Method 0:33 3040: . 0:07 0:26' 470 7 `SBUH Method 0:34 3639 0:08 0.21 470 ,:' 7 ''SHUH: Method ,, ellevue pa B�8I� IIl� IOYR �BO ' -- uBuH x 'TOTAL • ,RAINFALL TYPE PRECIPITATION� � TIME (min) zv� 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 zyo' 200 210 220 230 240 250 260 270 280 290 300 310 320 330 0.0002 340 0.0016 350 0.0037 360 0.0055 370 0.0071 380 0.0084 390 0.0096 400 0.0124 0.0149 0.0158 0.0170 0.0179 0.0187 0.0219 0.0245 0.0249 0.0257 0,0262 0.0268 0.0302 0.0329 0.0328 0.0334 0.0338 0.0342 0.0384 0.0415 410 420 430 440 450 460 470 480 490 500 510 520 530 540 550 560 570 580 590 600 0.0412 0.0417 0.0420 uu*x3 0.0469 0.0503 0.0498 0.0502 0.0504 0.0507 0.0641 0.0741 0.0719 0.0887 0.1005 0.1534 0.2659 0.2135 0.1023 0.0839 0.0725 0.0756 0.0587 0.0469 0.0500 0.0492 0.0495 0.0494 0.0495 0.0495 0.33 Acres KC24HR 3.90 inches 10.00 min 610 620 630 640 650 660 670 680 690 700 710 720 730 740 750 760 770 780 790 800 810 820 830 840 850 860 870 880 890 900 0.0495 0.0496 0.0496 0.0496 0.0439 0.0398 0.0409 0.0406 0.0407 0.0407 0.0407 0.0407 0.0407 0.0407 0.0407 0.0407 0.0354 0.0315 0.0325 0.0322 0.0323 0.0323 0.0323 0.0323 0.0323 0,0323 0.0323 0,0323 0.0298 0.0280 910 920 930 940 950 960 970 980 990 1000 1010 1020 1030 1040 1050 1060 1070 1080 1090 1100 1110 1120 1130 1140 1150 1160 1170 1180 1190 1200 6/30/97 ,'5:22:48 pm David Evans & Associates Inc SOUTHCENTER BP OFFSITE HIGHWAY AREA DETAIL BASIN SUMMARY : NAME: OFFSITE PROPOSED 10 YE BASEFLOWS: 0.00 cfs . PERV ' IMP AREA-,: 0.01 Acres 0'32 Acres CN ' 85.00 98.00 TC 5.00 min 2.91 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 35'00 ns:0.0110 p2yr: 2'00 o:0.0200 impTcReach - Channel L: 200'00 }co:3I.00 o:0.0050 PEAK RATE: � 27 cfs VOL: 0.07 J\o �� TIME: 470 min �a». � u . � ' - � . DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) 0.0285 0.0283 0.0284 0.0284 0.0284 0.0284 0.0284 0.0284 0.0284 0.0284 0.0248 0.0222 0.0229 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0,0227 0.0227 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 'o.ozza 0.0228 1210 1220 1230 1240 1250 1260 1270 1280 1290 1300 1310 1320 1330 1340 1350 1360 1370 1380 1390 1400 1410 1420 1430 1440 1450 1460 1470 1480 1490 1500 ��� �� � `� Bellevue 2 - ']p��e'� 0'0228 1510 0.0228 1520 0.0228 1530 0.0228 1540 0.0228 1550 0.0228 1560 0.0228 1570 0.0228 1580 0.0228 1590 0.0228 1600 0.0228 1610 0.0228 1620 0.0228 1630 0.0228 1640 0.0228 1650 0.0228 1660 0.0228 1670 0.0228 1680 0.0228 1690 0.0228 1700 0.0228 1710 0.0228 1720 0.0228 1730 0.0228 1740 0.0085 1750 1760 0.0006 1770 1780 1790 1800 DESIGN RUNOFF (cfs) ' ' ' 6/20/97: 5:22:48 pm OFFSITE HIGHWAY AREA BASIN ID: PRO 25YR SBUH METHODOLOGY. TOTAL AREA RAINFALL TYPE. PRECIPITATION TIME INTERVAL ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 35.00 ns:0.0110 p2yr: 2.00 s:0.0200 impTcReach - Channel L: 200.00 kc:21.00 s:0.0050 PEAK RATE: 0.31 cfs VOL: 0.09 Ac-ft TIME: 470 min TIME DESIGN RUNOFF '(min) (cfs) 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 0.0010 0.0036 0.0063 0.0084 0.0102 0.0117 0.0131 0.0166 0.0197 0.0206 0.0218 0.0228 0.0236 0.0275 0.0307 0.0309 0.0318 0.0323 0.0329 0.0370 0.0401 0.0400 0.0406 0.0410 0.0414 0.0463 0.0501 TIME DESIGN RUNOFF (min) (cfs) 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 510 520 530 540 550 560 570 580 590 600 0.0496 0.0501 0.0504 0.0507 0.0561 0.0601 0.0594 0.0599 0.0601 0.0603 0.0762 0.0881 0.0854 0.1052 0.1191 0.1816 0.3144 0.2522 0.1208 0.0990 0.0856 0.0892 0.0692 0.0553 0.0589 0.0580 0.0583 0.0583 0.0583 0.0583 („) David Evans & Associates Inc - SOUTHCENTER BP DETAIL BASIN SUMMARY 610 620 630 640. 650 660 670 680 690 700 710 720 730 740 750 760 770 780 790 800 810 820 830 840 850 860 870 880 890 900 NAME: OFFSITE PROPOSED 10 YE 0.33 Acres KC24HR 3.40 inches 10.00 min TIME DESIGN RUNOFF (min) (cfs) 0.0583 0.0584 0.0584 0.0584 0.0517 0.0468 0.0481 0.0478 0.0479 0.0479 0.0479 0.0479 0.0479 0.0479 0.0479 0.0479 0.0417 0.0370 0.0382 0.0379 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0351 0.0329 BASEFLOWS: 0.00 cfs PERV • IMP AREA..: 0.01 Acres 0.32 Acres CN • 85.00 98.00 TC 5.00 min 2.91 min TIME DESIGN RUNOFF (min) (cfs) 910 920 930 940 950 960 970 980 990 1000 1010 1020 1030 1040 1050 1060 1070 1080 1090 1100 1110 1120 1130 1140 1150 1160 1170 1180 1190 1200 0.0335 0.0333 0.0334 0.0334 0.0334 0.0334 0.0334 0.0334 0.0334 0.0334 0.0292 0.0261 0.0269 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0268 0.0268 0.0268 TIME DESIGN RUNOFF (min) (cfs) 1210 1220 1230 1240 1250 1260 1270 1280 1290 1300 1310 1320 1330 1340 1350 1360 1370 1380 1390 1400 1410 1420 1430 1440 1450 1460 1470 1480 1490 1500 Bellevue page .3 0.0268 1510 0.0268 1520 0.0268 1530 0.0268 1540 0.0268 1550 0.0268 1560 0.0268 1570 0.0268 1580 0.0268 1590 0.0268 1600 0.0268 1610 0.0268 1620 0.0268 1630 0.0268 1640 0.0268 1650 0.0268 1660 0.0268 1670 0.0268 1680 0.0268 1690 0.0268 1700 0.0268 1710 0.0268 1720 0.0268 1730 0.0268 1740 0.0099 1750 1760 0.0007 1770 1780 1790 1800 TIME DESIGN RUNOFF (min) (cfs) 6/20/97 1 , 5:22:48 pm David Evans & Associates Inc - Bellevue page SOUTHCENTER BP OFFSITE HIGHWAY AREA • BASIN ID: ex 10yr .; METHODOLOGY TOTAL AREA • • RAINFALL TYPE ' • PRECIPITATION TIME INTERVAL ABSTRACTION COEFF:. 0.20 • impTcReach - Sheet L: 35.00 ns:0.0110 p2yr: 2.00 s:0.0200 impTcReach - Shallow L: 200.00 ks:27.00 s:0.0050 PEAK RATE: 0.26 cfs VOL: 0.07 Ac-ft TIME: TIME (min) 10 20 30 40 • 50 • 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 DESIGN TIME RUNOFF (cfs) 0.0002 0.0015 0.0034 0.0049 0.0063 0.0074 0.0085 0.0111 0.0132 0.0140 0.0150 • 0.0157 0.0165 0.0195 0.0217 0.0219 0.0227 0.0231 0.0236 0.0268 0.0290 0.0289 0.0296 0.0300 0.0305 0.0346 0.0374 (min) 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 510 520 530 540 550 560 570 580 590 600 DESIGN RUNOFF (cfs) 0.0372 0.0379 0.0382 0.0387 0.0432 0.0464 0.0459 0.0466 0.0469 0.0472 0.0606 0.0698 0.0675 0.0847 0.0956 0.1487 0.2594 0.2024 0.0969 0.0827 0.0702 0.0744 0.0567 0.0460 0.0493 0.0483 0.0487 0.0487 0.0488 0.0488 NAME: OFFSITE EXISTING 10 YEAR 0.34 Acres KC24HR 2.90 inches 10.00 min TIME (min) 'DETAIL BASIN SUMMARY 610 620 630 640 650 660 670 680 690 700 710 720 730 740 750 760 770 780 790 800 810 820 830 840 850 860 870 880 890 900 DESIGN RUNOFF (cfs) 0.0489 0.0490 0.0490 0.0491 0.0433 0.0394 0.0406 0.0402 0.0404 0.0404 0.0404 0.0405 0.0405 0.0405 0.0406 0.0406 0.0351 0.0314 0.0325 0.0321 0.0323 0.0322 0.0323 0.0323 0.0323 0.0323 0.0323 0.0324 0.0298 0.0280 TIME (min) 910 920 930 940 950 960 970 980 990 1000 1010 1020 1030 1040 1050 1060 1070 1080 1090 1100 1110 1120 1130 1140 1150 1160 1170 1180 1190 1200 AREA..: CN TC DESIGN RUNOFF (cfs) 0.0286 0.0284 0.0285 0.0285 0.0285 0.0285 0.0285 0.0285 0.0285 0.0285 0.0248 0.0223 0.0230 0.0228 0.0229 0.0229 0.0229 0.0229 0.0229 0.0229 0.0229 0.0229 0.0229 0.0229 0.0229 0.0229 0.0229 0.0229 0.0229 0.0229 BASEFLOWS: 0.00 cfs PERV 0.06 Acres 85.00 5.00 min TIME (min) 1210 1220 1230 1240 1250 1260 1270 1280 1290 1300 1310 1320 1330 1340 1350 1360 1370 1380 1390 1400 1410 1420 1430 1440 1450 1460 1470 1480 1490 1500 DESIGN RUNOFF (cfs) 0.0229 0.0230 0.0230 0.0230 0.0230 0.0230 0.0230 0.0230 0.0230 0.0230 0.0230 0.0230 0.0230 0.0230 0.0230 0.0230 0.0230 0.0230 0.0230 0.0230 0.0231 0.0231 0.0231 0.0231 0.0081 0.0008 470 min TIME (min) 1510 1520 1530 1540 1550 1560 1570 1580 1590 1600 1610 1620 1630 1640 1650 1660 1670 1680 1690 1700 1710 1720 1730 1740 1750 1760 1770 1780 1790 1800 A IMP 0.28 Acres 98.00 2.41 min DESIGN RUNOFF (cfs) 4 • • • ' 6/20/9.7 5:22:48 pm David Evans & Associates Inc - Bellevue page SOUTHCENTER BP OFFSITE HIGHWAY AREA DETAIL BASIN SUMMARY .:. BASIN ID: ex 25YR NAME: OFFSITE EXISTING 25 YEAR •: .SBUH METHODOLOGY TOTAL AREA 0.34 Acres BASEFLOWS: 0.00 cfs :•RAINFALL TYPE KC24HR PERV . : IMP . . . PRECIPITATION 3.40 inches AREA..: 0.06 Acres 0.28 Acres TIME INTERVAL 10 00 min CN - 85.00 98.00 TC 5.00 min 2.41.min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 35.00 ns:0.0110 p2yr: 2.00 s:0.0200 impTcReach RATE: IT 1 7)8 27 AC (2° ft s: TIMET 470 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN' , RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (min) ' (cfs) (min) (cfs) , (cfs) (min) (cfs) (min) (cfs) (min) (cfs) CI • . 10 310 0.0453 610 0.0581 910 0.0338 1210 0.0271 1510 1 ' 20 320 0.0461 620 0.0582 920 0.0336 1220 0.0271 1520 30 330 0.0465 630 0.0582 930 0.0337 1230 0.0271 1530 40 0.0010 340 0.0469 640 0.0583 940 0.0337 1240 0.0271 1540 50 0.0033 350 0.0523 650 0.0514 950 0.0337 1250 0.0271 1550 60 0.0056 360 0.0561 660 0.0467 960 0.0337 1260 0.0271 1560 70 0.0075 370 0.0555 670 0.0482 970 0.0337 1270 0.0272 1570 80 0.0090 380 0.0563 680 0.0477 980 0.0337 1280 0.0272 1580 90 0.0104 390 0.0565 690 0.0479 990 0.0337 1290 0.0272 1590 100 0.0116 400 0.0569 700 0.0479 1000 0.0337 1300 0.0272 1600 110 0.0148 410 0.0729 710 0.0480 1010 0.0294 1310 0.0272 1610 120 0.0175 420 0.0839 720 0.0480 1020 0.0264 1320 0,0272 1620 130 0.0182 430 0.0811 730 0.0480 1030 0.0272 1330 0.0272 1630 140. 0.0193 440 0.1016 740 0.0481 1040 0.0269 1340 0.0272 1640 150 0.0201 450 0.1146 750 0.0481 1050 0,0271 1350 0.0272 1650 160 0.0209 460 0.1778 760 0.0481 1060 0.0270 1360 0.0272 1660 170 0.0245 470 0.3095 770 0.0416 1070 0.0270 1370 0.0272 1670 180 0.0271 480 0.2417 780 0.0372 1080 0.0270 1380 0.0272 1680 190 0.0272 490 0.1158 790 0.0385 1090 0.0271 1390 0.0272 1690 200 0.0280 500 0.0986 800 0.0381 1100 0.0271 1400 0.0272 1700 210 0.0285 .510 0.0837 810 0.0382 1110 0.0271 1410 0.0272 1710 220 0,0290 520 0.0885 820 0.0382 1120 0.0271 1420 0.0272 1720 230 0.0329 530 0.0675 830 0.0382 1130 0.0271 1430 0.0272 1730 240 0.0357 540 0.0547 840 0.0382 1140 0.0271 1440 0.0272 1740 250 0.0356 550 0.0586 850 0.0383 1150 0.0271 1450. 0.0096 1750 260 0.0365 560 0.0574 860 0.0383 1160 0.0271 1460 1760 270 0.0369 570 0.0579 870 0,0383 1170 0.0271 1470 0.0009 1770 280 0,0375 580 0.0578 880 0.0383 1180 0.0271 1480 1780 290 0.0423 590 0.0580 890 0,0353 1190 0.0271 1490 0.0001 1790 300 0.0457 600 0.0580 900 0.0332 1200 0.0271 1500 1800 Tukwila,; Washington Prepared for: Roger 011enburg/Architect 515 116th Avenue NE, Suite 202 Bellevue, WA 98004 Prepared by: David Evans and Associates, Inc: 415 -118th Ave SE Bellevue, WA 98005. December, 1996 PRq,. oBb X97 - 0045 RECEIVED CITY OF TUKWILA MAR 2 5 1997 PERMIT CENTER DAVID`: EVANS AND .ASSOCIATES, 3209 Rockefeller Avenue Everett, Washington 982ot Tel: 206.259.4099 Fax: 206.259.3230 Section 11! Downstream Analysis has been amended with the following information ADDENDUM BP. SERVICE STATION RETAIL DEVELOPMENT SURFACE WATER TECHNICAL INFORMATION REPORT Tukwila, Washington Prepared by: David Evans and Associates 3209 Rockefeller Avenue Everett, WA 98201 Date: March 24, 1997 The existing outfall from the site via a 6" pipe at the northeast corner of the site was found not to discharge to the existing ditch along the west side of the Union Pacific railroad embankment. Site Runoff is discharged to a 4" perforated pipe which is failing. Existing surface patterns naturally flow to the east and to the existing ditch . along the railroad embankment. Runoff from the site will be discharged via a new 12" pipe connecting to catch basin no. B -3 of the Northwest Expo Center and conveyed to the north by the construction of a new piped system and ditch improvements. Plans for this new system have been previously approved by the City of Tukwila Public Works for the Northwest Expo Center as shown on sheets S -14 and S -15. •■■1101' ( ) 1,1 , 1,1,2,1212,,! to 04 B E R SITIAIR 0 ° TABLE OF CONTENTS Page # SECTION I. Overview 1 SECTION II Preliminary Conditions Summary 5 5 5 6 9 9 11 13 15 16 17 17 21 19 20. 21 22. Core Requirements Special Requirements Sensitive Areas Ordinance Requirements SECTION III Off Site Analysis DOWNSTREAM ANALYSIS SECTION IV Water Quantity and Quality Control SECTION V Conveyance System Analysis and Design SECTION VI Special Reports and Studies SECTION VII Basin and Community Plan Areas SECTION VIII Other Permits SECTION VIII Other Permits SECTION IX Erosion and Sedimentation Control Design SECTION X Bonds SECTION XI Maintenance and Operations Manual Conventions and Abbreviations Definitions Tables and Figures Figure 1 - Technical Information Report Worksheet 2 Figure 2 - Vicinity Map 4 Figure 3 - Drainage Basins and Site Characteristic's 7 Figure 4 - Soils Map 8 Precipitation values 11 Site Subbasin and Hydrologic Data 11 Figure 5 - Site Plan, Facility Improvement Map 14 This Storm Water Technical Report (TIR) provides storm water requirements and design calculations for the new BP Service Station Retail Development in Tukwila, Washington. The project is located at 16200 West Valley Highway, in the Green River Basin, Section 25, Township 23 North, Range 4 East (see Figure 2). The project consists of developing a new service station with underground tanks and overhead canopy, a convenience store building, a conveyor system car wash, paved circulation and parking areas, and landscape planters. Proposed frontage improvements along West Valley Highway include curb, gutter and a 6' sidewalk and a storm drain system. The area is primarily commercial. The site is bordered by a hotel to the north, a restaurant to the south, the Union Pacific Railroad to the east, and West Valley Highway to the west. The site is relatively flat, sloping gently to the northeast. EXISTING DRAINAGE SYSTEM AND PROBLEMS The existing site consists of a restaurant building and asphalt paved parking area with landscaped planters. Existing site runoff is collected in two catch basins located near the middle of the parking lot. Flow is conveyed via a 6" pipe and an 8" pipe to the west edge of the property where it is discharged. Off -site flow along the West Valley Highway sheet flows to the large vegetated depression located near the northwest corner of the site. PROPOSED DRAINAGE SYSTEM The drainage system will consist of catch basins and a closed pipe system that discharges on -site flows to a biofiltration swale that will discharge to the existing catch basin and pipe at the northeast corner of the site. This pipe discharges flow to the existing ditch on the east edge of the property. Runoff from frontage improvements to West Valley Highway will be collected in catch basins and conveyed via a pipe system to the depression at the northwest corner of the site. VARIANCES and EXCEPTIONS Overview 1 The proposed drainage system is designed to meet the 1990 Surface Water Design Manual and no variances are necessary. King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 1 . PROJECT OWNER AND PROJECT ENGINEER Project Owner /v /t Address 600 kV,rt /,re Al • Sea It/ r. Phone (2o4) 6Z 85/7 Project Engineer Ca / l n c 2 os c<. , P. E. Company ,Dig vi d Eve P s z Ass oa Address Phone 4 // 807 Ave SE Bt / rvvr, W. 'CO5 96/09 (2°6) 4.55- 35F/ PART 3 TYPE OF PERMIT APPLICATION Q Subdivision Short Subdivision Q Grading (5Z] Commercial Q Other PART 5 SITE COMMUNITY AND DRAINAGE BASIN Community 0/ Drainage Basin ("refn Plirr PART 6 SITE CHARACTERISTICS Q River Q Stream Q Critical Stream Reach Depressions /Swales Q Lake O Steep Slopes E] Lakeside /Erosion Hazard Soil Type Slopes l ees tiia n 2 70 ED Additional Sheets Attatched PART 2 PROJECT LOCATION AND DESCRIPTION Project Name BP • rv'c c Ste• r7 Re .7` / Location /JrvC /cy r [ Township Z3 N Range 4 E. Section 25 Project Size / • / 0 Upstream Drainage Basin Size AC n/ /y AC Page 1 of 2 PART 4 OTHER PERMITS DOF /G HPA El COE 404 Cl DOE Dam Safety Q FEMA Floodplain Q COE Wetlands Q Shoreline Management Q Rockery Structural Vaults Q Other Q HPA Q Floodplain Q Wetlands Q Seeps/Springs n High Groundwater Table Q Groundwater Recharge El Other PART 7 SOILS Erosion Potential sl , gn�' Erosive Velocities .;h 1/' King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 8 DEVELOPMENT UMITATIONS REFERENCE n Ch, 4 - Downstream Analysis a Additional Sheets Attatched MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Sedimentation Facilities Stabilized Construction Entrance Perimeter Runoff Control Clearing and Grading Restrictions Cover Practices Construction Sequence Other LIMITATION/SITE CONSTRAINT A/0/16 PART 9 ESC REQUIREMENTS a PART 10 SURFACE WATER SYSTEM Grass Lined Channel Pipe System Open Channel Dry Pond Wet Pond Brief Description of System Operation Rv, ?orf will he (onvtv'cl in Facility Related Site Limitations Reference Facility ED Tank D Infiltration Q Vault Q Depression Q Energy Dissapator Q Flow Dispersal 0 Wetland Waiver Q Stream O Regional Detention Limitation Method of Analysis Seui4 Compensation/Mitigation of Eliminated Site Storage will h. 'olii.F' ' n nii�rh hv; n- and low ‹ n='ras In G hsollii 5ttx. e. Q Additional Sheets Attatched PART 11 STRUCTURAL ANALYSIS (May require special structural review) Q Cast in Place Vault Retaining Wall O Rockery > 4' High O Structural on Steep Slope Q Other MINIMUM ESC REQUIREMENTS FOLLOWING CONSTRUCTION Stabilize Exposed Surface Remove and Restore Temporary ESC Facilities Clean and Remove All Silt and Debris Ensure Operation of Permanent Facilities Flag Limits of NGPES Other Page 2 of 2 PART 12 EASEMENTS/ TRACTS Q Drainage Easement Access Easement Native Growth Protection Easement Tract Other PART 14 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attatchments. To the best of my knowledge the information provided here is accurate. C i.� %!•G �,• t.i :: ✓ /2 $Jg,wdn.i. 1/90 .� SECTION II Preliminary Conditions Summary This section will address the requirements set forth by the King County Surface Water Management Design Manual Core and Special Requirements listed in Chapter 1. King County Surface Water Management Design Manual Core Requirements 1. Discharge at a natural location (1.2.1): Flow from the site currently discharges to the east via two pipes. The developed site will discharge via the catch basin at the northeast corner. Off-site Analysis (1.2.2): A level 1 downstream analysis was performed for the downstream tributary. A complete summary of the off -site analysis can be found in Section III. 3. Runoff Control (1.2.3): A. Peak Rate Runoff Control: No detention will be provided as this project does not increase the flow in the 100 year event by 0.5 cfs or more. The site is currently paved, and the developed condition will not increase impervious area significantly. B: Biofiltration: Biofiltration facilities have been designed to meet DOE water quality requirements for site impervious surfaces subject to traffic through the use of a swale. 4. Conveyance Facilities (1.2.4): Closed pipe systems used to convey on -site runoff will be designed to carry the 25 -year event flow and provide a minimum of 0.5 feet of freeboard between the hydraulic grade line and the top of the structure. 5. Erosion /Sedimentation Control Plan (1.2.5): Erosion control measures are outlined in Section IX. 6. Maintenance and Operation (1.2.6): Maintenance and Operations are covered in section X. No special maintenance will be necessary. 7. Bonds and Liability (1.2.7): This issue is covered in section XI. King County Surface Water Management Design Manual Special Requirements 1. Critical Drainage Areas (1.3.1): This project does not lie within a critical drainage area. 2. Compliance with an Existing Master Drainage Plan (1.3.2): The project is located within the Tukwila Nelson Place /Longacres Way Sub -basin which lies within the Green River Basin. This project complies with improvements identified in the Tukwila Nelson Place /McLeod /Boeing CSTC Storm Drainage Study Technical Report. 3. Conditions Requiring a Master Drainage Plan (1.3.3): The project does not require a master drainage plan. Conditions Summary 5 Adopted Basin or Community Plans(1.3.4): The project drainage report and plans were prepared in conformance with the City of Tukwila Surface Water Standards Ordinance No. 1755 and King County Green River Basin Plan. Special Water Quality Controls (1.3.5): The project will not increase impervious area subject to vehicular use by one acre or more the drainage basin. Therefore, no special water quality controls are required. Coalescing Plate Oil/Water Separators (1.3.6): The project will not increase impervious area subject to vehicular use by five acres or more within a given drainage basin. Therefore, no coalescing plate oil /water separators are required. Closed Depressions (1.3.7): The project is not tributary to a closed depression. Use of Lakes, Wetlands or Closed Depressions for Peak Rate Runoff Control (1.3.8): The project will not use a lake, wetland or closed depression for peak runoff control. Delineation of 100 Year Floodplain (1.3.9): The project is not located within any FEMA designated floodplain. 10. Flood Protection Facilities for Class 1 and 2 Streams (1.3.10): There are no Class 1 or 2 streams within the project area, therefore, no flood protection facilities are proposed. 11. Geotechnical Analysis and Report (1.3.11): The Geotechnical Analysis for the site has not yet been completed, and will be included in the final TIR. 12. Soils analysis and report (1.3.12): The soils underlying this project have been mapped by the United States Department of Agriculture Soil Conservation Service. The maps, issued in November, 1973, identify the soils as "Urban," which is classified as a variable soil type. Sensitive Areas Ordinance Requirements According to the Sensitive Areas Map Folio, there are no sensitive areas located within or adjacent to this project. Conditions Summary 6 Figure 3 - Drainage Basins and Site Characteristic's =; Show tributary basin boundaries, location of and indicate future outflow, detention and water quality facilities, show and indicate longest length Of travel to R/D facility, 500 foot; stationing, streams, wetlands Conditions Summary 7 o L5 HAP ri,,t)12E _ SECTION III Off Site Analysis This section identifies the tributary basin areas upstream of the project site, and evaluates upstream and downstream drainage system problems. The intent of this section is to demonstrate the proposed project will neither aggravate existing problems or create new drainage problems. DOWNSTREAM ANALYSIS Standard Requirements (based on Design Manua/ and SAO) 1. Analysis shall extend to a point where the project site constitutes no more then 15% of the basin but in no case Tess then 1/4 mile (1.2.2 -11. 2. Level 1 Analysis shall show on a map downstream pipe sizes, channel characteristics and a narrative of problems (1.2.2 -2) 3. Level 2 Analysis is required if it is found there is a lack of capacity; overtopping, scouring, bank sloughing, or sedimentation; flooding of structures, road access, or septic fields; significant destruction of aquatic habitat. Analysis shall be performed at each problem site for the 2, 10, and 100 year events; using mannings equation and with tape and hand level measurements. Evaluate problem for existing and proposed conditions. (1.2.2 -3) 4. Level 3 Analysis is require where the proposed project site constitutes 15% of the flow. Analysis must be done using licensed survey and standard step back water methods (1.2.2 -2) 5. Solution of Problem - It must be shown that either the project will neither aggravate an existing problem or cause a new one. Where the project will aggravate a problem then mitigation must be provided. (1.2.2 -3) 6. Discharge at Natural location is required and produce no significant impacts to the downstream property (1.2.1 -1). Special Requirements (based on P- suffix, basin or community p /ans, and critical designations) None Upstream Analysis There are no upstream basins tributary to the site. Runoff from West Valley Highway will continue to discharge to the large vegetated depression located near the northwest corner of the site. It appears this depressed area is connected with a pipe to a depressed area directly across West Valley Highway. However, no pipe was found due to the thick vegetation. The depressed area on the west side of West Valley Highway then drains directly to the Green River. Level 1 Downstream Analysis Field Inspection A field review was performed for the subject property by David Evans and Associates, on Tuesday morning, December 24, 1996. The weather was overcast with a temperature of approximately 40 degrees. The results of the field review are noted below. No problem areas were identified that needed to be specifically looked at for assessment. Drainage System Description and Problem Screening Level 1 - Field review Runoff from the site will be discharged via the existing 6" pipe connected to the catch basin located at the northeast corner of the site. This pipe discharges to the existing ditch located Off Site Analysis 9 along � ' ' . .~. feet. ���"�°~` "��..~~.���.� ~'.``~~^ ~~~^'~''~~'~'~~~~~^'~~'~.~^^`~.~'~~=="''"' m �-. The ditch has a bottom width . 3 4 feet, .e of available ' depth with 3:1 side sidesiope to the west and 2:1 side slope the east. A 24" corrugated black plastic pipe picks up the flow ffrom the o behind the Embassy Suites parking lot ="*,"."~°"�..�*+.~~=~'._/..~~~/`^,���.~~ An 50' section, ~=='`~'"'`""'"''~ approximately 150 feet. . =^° '"' approximately 4' wide at the bottom, 2' high with 3:1 side slopes carries flow from the 24" pipe to another section of 24" corrugated black plastic pipe. This pipe is roughly 30 feet long and ties into a drainage structure at S 1 58th Street At this point a4/'8"u1'4O" . high box culvert provides the east-west conveyance from S 158th Street to the Burlington Northern Railroad tracks. The analysis was terminated at the railroad tracks which is over 1/4 mile from the discharge point of the BP Service Station. The ditch along the Union Pacific Railroad did not show signs of overtopping or erosion. to the Nelson Place/McLeod Boeing CSTC Storm Drainage Study the 24" pipe at from the entire sub basin which includes the proposed BP Service Stat site There are no signs of erosion at the pipe intakes or outfalls. Level 2 and Level 3 analysis were not performed for the project, and additional review of the dmxvnmt��rndnainaBmdoamnotappeartobavvonant�d. • ` ' Mitigation includes water quality for the area - Mitigation � _ ^'�~~" providing �*~° ^~~,~^ impervious surface subject • Off Site Analysis 10 Site Subbasin and Hydrologic Data, (Area in acres, Tc in Minutes) 2yr Existing Proposed Basin Area CN Imp. Area Tc Pery Area CN Imp. Area Tc 0.11 85 0.99 8.97 0.21 85 0.89 8.43 Precipitation values used in Hydrologic Analysis (in /24- hours) 2yr 10yr 2.9" 25yr 3.4" 100yr 3.9" 2.0" SECTION IV Water Quantity and Quality Control SITE HYDROLOGY (parts A & B) Calculations for this section are contained in the appendix. Part A - Existing Site Hydrology The majority of the existing site hydrology is building and pavement areas with landscaped planters. Flow from the site is collected in catch basins and discharged via a pipe system to the east side of the site. Part B - Developed Site Hydrology The developed site hydrology includes construction of a paved parking and circulation area for a service station, car wash and convenience store with landscaped areas. The roof area for the car wash, building and canopy is 11,184 SF (0.26 Ac) and is discharged to the sanitary sewer system. The developed site impervious area subject to vehicular traffic is 27,450 SF (0.63 Ac). The new drainage system will collect surface runoff in catch basins and carry the water via underground pipes to a biofiltration swale located at the northeast corner of the site. PART C - DETENTION PERFORMANCE REQUIREMENTS Standard Requirements (based on Design Manual and SAO) 1. Flow rate must release flow at or below existing 2 and 10 year peak rates, the volume to reduce flow to these rates will be increased be 30 %. The system will then be evaluated at the 100 year level and if adverse impacts occur addition mitigation may be required 11.2.3 -2 &3). Existing condition are those that were present in May 1979 (1.2.3-1) 2. Detention ponds are to be open ponds unless there is no practicable alternative and may be combined with wetponds (1.2.3 -3) 3. Retention facilities must be evaluated for the 7 day 100 year event and downstream over flow path evaluated (1.2.3. 4)11.3.7 -1). 4. Wetland shall not be used for detention unless there is no alternative, it is a type 3 wetland with its only major function is storage, and the facility is regional in nature. 154(91.C)) 5. Flow control is not required if there is less than 5,000 s.f. of new impervious surface, flow increase is less than 0.5 cfs for the 100 year event, or discharges to the Cedar, Green, Duwamish, Sammamish, Skykomish, Quantity and Quality 11 Existing Flow (cfs) Developed Flow (cfs) 2yr 10yr 100yr 2yr 10yr 100yr 0.47 0.72 0.85 0.45 0.69 0.82 Snoqualamie, White or Stuck rivers; or Lake Sammamish or Washington; or to Puget Sound (1.2.3 -5). Flow control is also not required if discharging to a lake, wetland, or closed depression if the increase of floodplain is less than 0.1 feet and permission is secured form affected property owners, water quality treatment is provided before discharge, and if there is an outlet it may need to modified to retain existing 2, 10, and 100 year flow rates (1.3.8- 1) 6. Bypasses may be permitted is discharge is to the same subbasin and flow rate is compensated for at the detention facility (1.2.3 -6) 7. Off -site flow greater then 50 percent of the 100 year on -site flow must be carried in a separate system around the detention facility (1.2.3 -6) Special Requirements (based on P- suffix, basin or community plans, and critical designations) None, see preliminary conditions, section II. PART D - WATER QUANTITY CONTROL As can be seen in the calculations in the appendix, the flow from the site in the proposed condition will not increase by 0.5 cfs in any of the three major design storm events. The flow rates are as follows. Based on these findings, no peak rate runoff control is proposed for the site. WATER QUALITY Standard Requirements (based on Manual) There are four levels of water quality facilities defined in the 1990 Surface Water design Manual, each level is additive and they do not overlay or replace lower level facilities. These levels are as follows: 1. OiI /Water Separation - required in all pipe conveyance systems serving paved areas. (1.2.4 -3) 2. Biofiltration Facility - required in addition to Oil/Water Separation when the new impervious area subject to vehicular use exceeds 5000 s.f. (1.2.3 -1) 3. Water Quality Pond - required in addition to the biofiltration facility when the new impervious area subject to vehicular use or chemical storage exceeds one acre. (1.3.5) 4. Coalescing Plate Separators - required in addition to Water Quality Pond if there are 5 acres or more of new impervious surface subject to any of the following: 2500 ADT, chemical or petroleum storage, heavy equipment use. (1.3.6) Special Requirements (based on P- suffix, basin or community plans, and critical designations) None, see section II Due to the fact that impervious area on the site that is subject to vehicular use is being cut in half, this site is not subject to standard requirements for water quality. However, the proposal calls for the installation of a biofiltration swale for the parking lot and circulation area. Sizing of this facility is based on the 6 -month storm event. See the appendix for sizing calculations for this facility. Quantity and Quality 12 None SECTION V Conveyance System Analysis and Design Standard Requirements (based on Design Manual and SAO) 1. Facilities must convey 100 year flow without overtopping crown of roadway, flooding buildings, and if sheet flow occurs it must pass through a drainage easement. (1.2.1 -3) 2. New pipe systems and culverts must convey the 25 year flow with at least 0.5 feet of freeboard. (1.2.4 -1) 3. Bridges must convey the 100 year flow and provide a minimum of 2 feet of varying up to 6 feet of clearance based on 25% of mean channel width. (1.2.4- 2)(4.3.5 -6) 4. Drainage ditches must convey the 25 year flow with 0.5 feet of freeboard and the 100 year flow without overtopping. (1.2.4 -2) 5. Floodplain Crossings must not increase the base flood elevation by more than 0.01 feat 141(83.C)1 and shall not reduce the flood storage volume 137(82.A) 41(83.A)1. Piers shall not be constructed in the FEMA floodway. [41 (83.F.1)I 6. Stream Crossings shall require a bridge for class 1 streams that does disturb the stream bed or banks. For type 2 and 3 stream open bottom culverts or other methods may be used that will not harm the stream or inhibit fish passage.160(95.B)1 7. Discharge at Natural location is required and produce no significant impacts to the downstream property (1.2.1 -1). Special Requirements (based on P- suffix, basin or community plans, and critical designations) The Facility Improvement Map at the end of this section shows a schematic of proposed improvements. Detailed information and calculations are contained in the appendix. OFF -SITE CONVEYANCE There is no off -site conveyance. ON -SITE CONVEYANCE The design of both open channel and closed conduit systems are based on the Rational Formula Methodology. Because the SBUH hydrology method uses rainfall information developed on hourly averages, the Rational formula has been used to develop peak flow rates for conveyance facilities where the time of concentration is less than 30 minutes. Although the Rational Formula make many simplifying assumptions it's rainfall data base is more closely related to smaller times of concentration. Peak flows developed for impervious surface using the rational formula, with times of concentration less then 30 minutes are more conservative then those using the SBUH method. Calculations showing the sizing of the system are included in the Appendix. Conveyance System 13 •R/D,.arid waterduality Figure 5 Site Plan, Facility Improvement Map - show location and sizing of conveyance, crossings, : Conveyance System 14 SECTION: VI Special Reports and. Studies `. Sensitive areas within, adjacent, or significantly affected by a project shall require a special study unless there is a;. ,.. substantial showing that the project will not affect the area contrary to the goals of the. Sensitive Area Ordinance 9814 [8(5)1. . There are no special reports or studies for this project. Special Reports 15 COMMUNITY PLAN (1.3.4-1) BASIN PLAN (1.3.4-1) The project lies within the City of Tukwila South CBD Basin Plan. The drainage report and plans were prepared in conformance with the basin plan and the requirements outlined in the City of Tukwila Storm Drainage Ordinance No 1755. The project does not lie within an identified Community Planning Area. The plans were prepared in conformance with the City of Tukwila development standards. MASTER DRAINAGE PLAN (1.3.2-1) This project does not require a Master Drainage Plan. CRITICAL DRAINAGE AREAS (1.3.1-1) This project does not lie within an identified Critical Drainage Basin. Basin and Community Plan 16 Other. Permits • 17 • Standard Requirements (based on Design Manual and SAO) Erosion/Sediment Control Plan shall include the following: 1. Facilities required include; rock quarry pad construction access, sedimentation pond, and filter fabric fencing in smaller areas (1.2.5-1) 2. Timing - For the period between November 1 through March 1 disturbed areas greater than 5,000 s.f. left undisturbed for more than 12 hours must be covered with mulch, sodding or plastic covering. A construction phasing plan shall be provided to ensure that control measures are installed prior clearing and grading (1.2.5-1). Planning- Plan shall limit tributary drainage to an area to be cleared and graded. Delineate dimension, stake, and flag clearing limits (1.2.5-1). 4. , Revegetation - Revegitate areas to be cleared as soon as practicable after grading. (1.2.5-1) Special Requirements (based on P-suffix, basin or community plans, and critical designations) DRAFT Erosion control measures will include silt fences, straw check dams, catch basin inlet protection and ground cover practices. Silt fences will be placed at the downstream edges of all disturbed areas. The plans ill include details and notes for the use and maintenance of straw check dams, catch basin protection and ground cover practices. DRAFT SECTION IX Erosion and Sedimentation Control Design Erosion and Sediment Control 18 ECTION Bonds The bond quantity worksheet will be included in the appendix of the final TIR. '...:,DRAFT,'NOTINCLUDED'AT TIME STANDARD MAINTENANCE Facilities will be maintained by standards set forth in the King County Surface WaterDesigniMantial. „ . SPECIAL MAINTENANCE: ;.:. None • H.' • • „• • SECTION XI Maintenance and Operations Manual Maintenance and Operations 20 Conventions and Abbreviations Reference Conventions Use of brackets [) indicates reference to the Sensitive Areas Ordinance; [page #(section #)1 Use of O indicates reference to the Surface Water Design Manual; (section # - page #) Abbreviations Ac - Acres' CF- Cubic feet Cubic feet per second COE - United. States Army Corp of Engineers DDES - King County Department of Development and Environmental Services DOE Washington Department of Ecology EPA . United States Environmental Protection Agency FEMA - Federal Emergency Management Agency FIRM - Flood Insurance Rate Map FPS Feet per second SF - Square feet SWM - King County Surface Water Management TIR - Technical information report Tc - Time of concentration WDF - Washington Department of Fisheries WDW - Washington Department of Wildlife Conventions and Abbreviations 21 i" �^ ���t� •� • • Definitions .� ~~..."0N=ons • Base flood 100 year event, 1Y6 chance of occurring ina given year. [17(21)] Flood Hazard Area - Areas flooded during base flood associated with streams, rivers, lakes, Landslide Hazard Area - 15% slope with silt or clay soils and have ground water seepage; or areas showing movement since the Holocene epoch (10,000 year ago); or unstable area adjacent to rapid ` ^ stream incision or erosion; area on an alluvial fan that may inundated by debris flow. [44(47)] Steep Slope Hazard Area - inclination of 40% within a vertical change of 10 feet or more. (29(68)] Stream '[3O(8g)] Class 1, inventoried as shorelines of the State; Class 2, streams that flow year around or are used by salmonids; Class 3, intermittent or ephemeral during years of normal rainfall. Drainage and irrigation ditches shall not be considered streams unless the are used by salmonids. [32(76)] Class 1, Unique and Outstanding rating #1, supports endangered or threatened species, 40% open water with two classes of vegetation, greater then 10 acres with 3 classes of wetland including open water, presence of infrequent plant associations; Class 2, Significant rating #2, greater than 1 acre, less than 1 acre with 3 or more wetland classes or classified as forested wetland, contains heron rookeries or raptor nesting sites; Class 3, Lesser concern rating #3, less than 1 acre with up to 2 wetland classes; Where vegetation has been removed an area may be classified as a wetland if there is presence of hydric soil with documentation of previous existence of a wetland. Zero Rise Floodway - Floodway necessary to contain base flood without causing a rise of greater than 0.01 feet. Boundary of floodplain on Flood Insurance studies shall be considered as boundaries of zero rise floodway. (22137.D)] Definitions 22 - '. X's ') (/2 ( 8 9 .t ')(zoo:') o)(-4.5 9 . , ( )(I.° •)•+ ( 3 SF' •-: (a ./' ,„, • • ••.• : • . • • Y..£/r?./.7 / j O 7... 0 • // / 9 • ; ••• .• • • •.: . , (.,:... 5: . .) • , • • ..• 9 ..•• • • • j Foci.; 0.639 4 c. • , . " . 11. are A (..)11/eet j r■ all A/ 4 S 11 04 OA p v (.1J e f.t14 17( ce4 h 17 eet napy 605Y40 ) 4 ( ! i Ince /12r( 11 = e,28.6 (o.as 6 , k41; (30'X 50') +(-5'7')(zo') 1/, •/..54 e, e 7;• I We e• r 4,0 h: ,L — 0.20 = 0 0:3 .4 • ( 24 BASIN ID: Al NAME: 2-YEAR EXISTING SBUH METHODOLOGY TOTAL AREA 1.10 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 2.00 inches AREA..: 0.11 Acres 0.99 Acres TIME INTERVAL - 10.00 min CN 85.00.' ' 98.00 TC 5.00 min 8.97 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 180.00 ns:0.0110 p2yr: 2.00 s:0.0100 impTcReach - Channel L: 155.00 kc:42.00 s:0.0070 PEAK RATE: 0.47 cfs VOL: 0.15 Ac-ft TIME: 480 min •••,". • • 12/23/96 3:18:34 pm David Evans & Associates Inc - Bellevue page BP SERVICE STATION RETAIL DEVELOPMENT WATER QUANTITY CALCULATIONS BASIN SUMMARY BASIN ID: A2 NAME: 10-YEAR EXISTING SBUH METHODOLOGY TOTAL AREA 1.10 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 2.90 inches AREA..: 0.11 Acres 0.99 Acres TIME INTERVAL 10 00 min CN 85.00 98.00 TC 5.00 min 8.97 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 180.00 ns:0.0110 p2yr: 2.00 s:0.0100 impTcReach - Channel L: 155.00 kc:42.00 s:0.0070 PEAK RATE: 0.72 cfs VOL: 0.23 Ac-ft TIME: 480 min BASIN ID: A3 NAME: 100-YEAR EXISTING SBUH METHODOLOGY TOTAL AREA 1.10 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 3.90 inches AREA..: 0.11 Acres 0.99 Acres TIME INTERVAL 10.00 min CN • 85.00 98.00 TC 5.00 min 8.97 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 180.00 ns:0.0110 p2yr: 2.00 s:0.0100 impTcReach - Channel L: 155.00 kc:42.00 s:0.0070 PEAK RATE: 0.99 cfs VOL: 0.32 Ac-ft TIME: 480 min 12/23/96 3:18:34 pm David Evans .& Associates Inc - Bellevue page BP SERVICE STATION RETAIL DEVELOPMENT WATER QUANTITY CALCULATIONS BASIN SUMMARY BASIN ID: A4 NAME: 2 -YEAR DEVELOPED SBUH METHODOLOGY TOTAL AREA 1.10 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 2.00 inches AREA..: 0.21 Acres 0.89 Acres TIME INTERVAL 10.00 min CN 85.00 98.00 TC 5.00 min 8.43 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L. 150.00 ns:0.0110 p2yr: 2 00 s:0.0080 impTcReach - Channel L: 100.00 kc:42.00 s:0.0070 PEAK RATE: 0.45 cfs VOL: 0.15 Ac ft TIME: 480 min. BASIN ID: A5 NAME: 10 -YEAR DEVELOPED SBUH METHODOLOGY TOTAL AREA 1.10 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 2.90 inches AREA..: 0.21 Acres 0.89 Acres. TIME INTERVAL 10.00 min. CN 85.00 98.00 TC 5.00 min 8.43 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 150.00 ns:0.0110 p2yr: 2.00 s:0.0080 impTcReach - Channel L: 100.00 kc:42.00 s:0.0070 PEAK RATE: 0.69 cfs VOL: 0.22 Ac -ft TIME: 480 min BASIN ID: A6 NAME: 100 -YEAR DEVELOPED SBUH METHODOLOGY TOTAL AREA 1.10 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 3.90 inches AREA..: 0.21 Acres 0.89 Acres TIME INTERVAL 10.00 min CN 85.00 98.00 TC 5.00 min 8.43 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 150.00 ns:0.0110 p2yr: 2.00 s:0.0080 impTcReach - Channel L: 100.00 kc:42.00 s:0.0070 PEAK RATE: 0.96 cfs VOL: 0.31 Ac -ft TIME: 480 min 2 • 12/20/96 2:47:49 pm David Evans & Associates Inc - Bellevue page 1 I3P SERVICE STATION RETAIL DEVELOPMENT WATER QUALITY CALCULATIONS BASIN ID: Al NAME: 6-MONTH EVENT SBUH METHODOLOGY TOTAL AREA . • :RAINFALL TYPE.:...: PRECIPITATION • TIME INTERVAL • ABSTRACTION COEFF: impTcReach - Sheet impTcReach - Channel PEAK RATE: 0.20 cfs BASIN ID: A7 SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE PRECIPITATION.... TIME INTERVAL ABSTRACTION impTcReach - impTcReach - PEAK RATE: BASIN SUMMARY 0.84 Acres BASEFLOWS: 0.00 cfs KC24HR PERV IMP 1.33 inches AREA..: 0.21 Acres 0.63 Acres 10.00 min CN 85.00 98.00 TC 5.00 min 8.43 min 0.20 L: 150.00 ns:0.0110 p2yr: 2 00 s:0.0080 L: 100.00 kc:42.00 s:0.0070 VOL: 0.06 Ac-ft TIME 480 min NAME: 100-YEAR EVENT 0.84 Acres BASEFLOWS: 0.00 cfs PERV. IMP 3.90 inches AREA 0.21 Acres 0.63 Acres 10.00 min CN 85.00 98.00 TC 5.00 min 8.43 min KC24HR COEFF: 0.20 Sheet L: 150.00 ns:0.0110 p2yr: 2.00 s:0.0080 Channel L: 100 00 kc:42.00 s:0.0070 0.72 cfs VOL: 0.23 Ac-ft TIME: 480 min - PROJECT: DESCRIPTION: BEGIN LOCATION: END LOCATION: LENGTH BP Southcenter. Biofiltration Swale CHANNEL DESIGN FORM LF The above indicates the design for biofiltration function for the 6 -month event. DCS i jn WGtc r Sv( tct r o.„ ( Zoo') 34o 5F E �ivalt�� Wal-cr Sac -.„6 Ivo' 054' 80 725' Frcc lord 9 pc3i1 O p+h = 0.33 TYPICAL SECTION Input Output FREEBOARD DEPTH (FT) f = 1 WATER DEPTH (FT) y = 0.33 Velocity = 0.23 SIDE SLOPE 1 = (1/H) H1 = 3 Flow, CFS = 0.20 SIDE SLOPE 2 = (1/H) H2 = 3 Top Width = 9.68 BOTTOM WIDTH IN FEET b = 1 .7 MANNINGS VALUE n = 0.35 SLOPE OF CHANNEL FT /FT s = 0.02 PROJECT: DESCRIPTION: BEGIN LOCATION: END LOCATION: LENGTH BP Southcenter. Biofiltration Swale CHANNEL DESIGN FORM LF The above indicates the design for biofiltration function for the 6 -month event. DCS i jn WGtc r Sv( tct r o.„ ( Zoo') 34o 5F E �ivalt�� Wal-cr Sac -.„6 Ivo' 054' 80 725' Frcc lord 9 pc3i1 O p+h = 0.33 TYPICAL SECTION PROJECT: DESCRIPTION: BEGIN LOCATION: END LOCATION: CHANNEL, DESIGN FORM BP Southcenter Biofiltration Swale FREEBOARD DEPTH (FT) WATER DEPTH (FT) SIDE SLOPE 1 = (1/H) SIDE SLOPE 2 = (1/H) BOTTOM WIDTH IN FEET MANNINGS VALUE SLOPE OF CHANNEL FT /FT Input Output Y =. H1 = H2•'= • b:•_ n . s= 1 0.33 3 3 1.7 0.04 0.005 Velocity Flow, CFS = Top Width = 1.00 0.89 9.68 The above indicates the swale conveyance and stability calculations. The actual swale slope and Mannings "n" value are used. The swale has the capacity to conveys the 100 -year design flow of 0.72 cfs and maintain . a freeboard of 1 foot with a velocity of less than 1.5 ft /sec. TYPICAL SECTION „e0?7v c / s 170,10/ / „ (4) = /. / 4G, e'..s • sm4 Aft /o. z ALG)C5o -.• (a 39 e: ) vr) • s i-c eye /2” o#1C,(/ 1.49 2/ 42 5 • • 6 z.,, 2.5/ e s 2,01 efts 2.2/ , Z ( /7ej /7 1/ - /2 e DP ; =, a 74 0.:92.12,/6 2.01 24 0 02..(2-4-5)( 2. 2/ ' els , A Pl'5"Y" 0. 73c sA, REVIEWERS INITIAL REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F Qtrmit CrdinG±y Go PLAN REVIEW /ROUTING S ACTIVITY NUMBER D97 -0095 PROJECT NAME D PARTMENT: IV DIVISION h tE PREVENTION C UP/0 5K1 s'rR 4e) ❑ 1 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE NOT COMPLETE C COMMENTS TUES /THURS ROUTING: PLEASE ROUTE . (1 NO FURTHER REVIEW REQUIRED El ROUTED BY STAFF Cl (If routed by staff, make copy to master file & enter Sierra.) APPROVALS OR CORRECTIONS: (ten days) CORRECTION DETERMINATION: SOUTHCENTER BP — CONVENIENCE STORE (REVISION) DATE APPROVED n APPROVED W/ CONDITIONS ❑ NOT APPROVED (attach comments) ❑ DATE APPROVED 1 APPROVED W/ CONDITIONS p NOT APPROVED (attach comments) 0 DATE DATE 9/09/97 PLAING jMIQN Ci PIT CO ORDIN III DUE DATE 9/11/97 NOT APPLICABLE ❑ DUEDATE 9/25/97 DUE DATE (Certification of occupancy required. ) Y' d'.i!":S,Stit). '�'I(+�it iL "�)Z t 1 :2!17y5'Ct'41n:`r:�;i.: J3.it i�i%:4r1 {x REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F ACTIVITY NUMBER D97 -0095 a'L,G'✓'$.2'7i1:t:'.l'tiF}$. t :mow t+ DETERMINATION OF COMPLETENESS: (T,Th) COMPLETEgg NOT COMPLETE E COMMENTS CORRECTION DETERMINATION: APPROVED 11 APPROVED W/ CONDITIONS PLAN REVIEW / ROUTING SLIP PROJECT NAME SOUTHCENTER BP — CONVENIENCE STORE (REVISION) DUE DATE NOT APPLICAB TUES /THURS ROUTING: PLEASE ROUT NO FURTHER REVIEW REQUIRED ROUTED BY STAFF Fi (If routed by staff, make copy to master file & enter Sierra.) DATE k C r? DATE �l (Z3 I5,) REVIEWERS INITIAL DATE DATE 9/09/97 9/11/97 DEPARTMENT: BUILDING DIVISION r FIRE PREVENTION C PLANNING DIVISION PUBLIC WORKS [J STRUCTURAL n PERMIT COORDINATOR El 1 t APPROVALS OR CORRECTIONS: (ten days) DUE DATE 9/25/97 APPROVED APPROVED W/ CONDITIONS l 1. NOT APPROVED (attach comments) ri • t DUE DATE NOT APPROVED (attach comments) U (Certification of occupancy required. ) M4Ii .tt UMIAamIr PROJECT NAME DEPARTMENT: BUILDING DIVISION PUBLIC WORKS COMPLETE El COMMENTS REVIEWERS INITIAL ACTIVITY NUMBER D97 -0095 DETERMINATION OF COMPLETENESS: (T,Th) REVIEWERS INITIAL O APPROVALS OR CORRECTIONS: (ten days) CORRECTION DETERMINATION: APPROVED Ell APPROVED W/ CONDITIONS IRIS !? 1 ? iad' -S 1R £ltd „i..? PLAN REVIEW / ROUTING SLIP SOUTHCENTER BP — CONVENIENCE STORE (REVISION) FIRE PREVENTION . PLANNING DIVISION ❑ STRUCTURAL E PERMIT COORDINATOR Q 4 NOT COMPLETE E NOT APPLICABLE TUES /TIIURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED ROUTED BY STAFF [1 (If routed by staff, make copy to master file & enter Sierra.) DATE l 1 1//177 APPROVED n APPROVED W/ CONDITIONS I I. NOT APPROVED (attach comments) Q DATE I REVIEWERS INITIAL DATE C:ROUTE -F DATE 9/09/97 DUE DATE 9/11/97 DUE DATE 9/25/97 DUE DATE NOT APPROVED (attach comments) 0 (Certification of occupancy required. E: lillitiC !wa,'{ ACTIVITY NUMBER D97 -0095 PROJECT NAME SOUTHCENTER BP — CONVENIENCE STORE (REVISION) DEPARTMENT: BUILDING DIVISION fl PUBLIC WORKS DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE El COMMENTS • TUES /TIIURS ROUTING: PLEASE ROUTE C NO FURTHER REVIEW REQUIRED ROUTED BY STAFF EL (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL L AAT PLAN REVIEW / ROUTING SLIP APPROVALS OR CORRECTIONS: (ten days) REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED El APPROVED W/ CONDITIONS REVIEWERS INITIAL C :ROUTE -F .u."WO, „VtVY?�tF TM!�2;v,.rr. =1'.cr•x*.tR+c ax'!rrsv�tw.r,Ta�e.�ic?.vw ;rta of DATE 9/09/97 FIRE PREVENTION C PLANNING DWISION , STRUCTURAL Ei PERMIT COORDINATOR 0 DUE DATE 9/11/97 NOT COMPLETE E NOT APPLICABLE DATE i l l t APPROVED 17 APPROVED W/ CONDITIONS E NOT APPROVED (attach comments) Q DATE I DATE DUE DATE 9/25/97 DUE DATE NOT APPROVED (attach comments) 0 (Ccrtificadoa of occupancy required. ) ft1 41.1, r PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 -0095 PROJECT NAME DEPARTMENT: BUILDING DIVISION MI PUBLIC WORKS REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE 1 NOT COMPLETE C COMMENTS SOUTHCENTER BP — CONVENIENCE STORE (REVISION) TUES /THTJRS ROUTING: PLEASE ROUTE NO FURTHER REVIEW REQUIRED E ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL / O Y t Q - -- CQ.- CORRECTION DETERMINATION: APPROVED 1 APPROVED W/ CONDITIONS FIRE PREVENTION l PLANNING DIVISION El STRUCTURAL n PERMIT COORDINATOR DATE I : t C1-7 .. .wr..w n.notnay DATE 9/09/97 DUE DATE gilt R7 NOT APPLICABLE APPROVALS OR CORRECTIONS: (ten days) DUE DATE cl(2SIcn APPROVED n APPROVED WI CONDITIONS t21 NOT APPROVED (attach comments) Q DATE t011 Z( DATE DUE DATE NOT APPROVED (attach comments) 0 (Certification of occupancy required. ) � j uY. tu. a�J'+ ii"% n".. K�:§ �} ifi 'f'tul.'J2':.Yt;•'w•!.{fS.t:�. ACTIVITY NUMBER b - 009 B DATE b-10 PROJECT NAME 50 ct �Q - C© n V r I en ce o r co CC c21--ion 0- 1 DE �j TMENT: G DIVISION IX FIRE PREVENTION ❑ 14t 7 -i -, i - 9-i UBLIC WORKS ith, STRUCTURAL ❑ I DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE ❑ NOT COMPLETE ❑ COMMENTS TUES /T ffl RS ROUTING: PLEASE ROUTE n NO FURTHER REVIEW REQUIRED ❑ ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL I APPROVALS OR CORRECTIONS: (ten days) 3 APPROVED n APPROVED W/ CONDITIONS ❑ NOT APPROVED (attach com ❑ REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED ❑ APPROVED W/ CONDITIONS ❑ NOT APPROVED (attach comments) ❑ REVIEWERS INITIAL Perm Coord. CON PLAN REVIEW / ROUTING SLIP DATE DATE DATE PLANNING DIVISION E t t' - 7- -q7 PE COORDINATOR ■ D U E D A T E 7 - 1 7 /7 NOT APPLICABLE ❑ DUE DATE 7 DUE DATE (Cerdficadon of occupancy required. ) . ai; �s`: �w�?:';: iC �i'; r::k=. 1:;,':;:. c' fti';". ilCit`: t,'< 1'; is:'. �F:.' A57). TiY+:+ a' �Tf.' 7.: t4: JyRStikkSN: vaZtiP:. t' ,'4nNrti�nr?ahU�lt'+x:r�rnsrecx_w �ut+a•.++r.x ».+•�a"t�`t +riYY w• �a�mrN' arvwl^ n+++. x�. rarl.«..... usmew�a:.M+ �awnat +v+cMrx+rofe.aww.m....n.s•. r.+w�: • PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER T ctl - 009 5 DATE 6 a J 97 PROJECT NAME a unccff\ er )P -Convenience 5�O re Goff sec -Hon ' - 1 DEPARTMENT: BUILDING DIVISION FIRE PREVENTION C PLANNING DIVISION ❑ PUBLIC WORKS ❑ STRUCTURAL ❑ PERMIT COORDINATOR ❑ DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE fl NOT COMPLETE n COMMENTS TUES /THURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED C ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) APPROVED 0 APPROVED W/ CONDITIONS REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED I I REVIEWERS INITIAL C:ROUTE -F DATE DUE DATE 7- NOT APPLICABLE ❑ DATE DUE DATE 7 NOT APPROVED (attach comments) ❑ DATE 7-A-9 DUE DATE APPROVED W/ CONDITIONS ❑/ NOT APPROVED (attach comments) ❑ (Cer ificatioa of occupancy required. PUBLIC WORKS COMPLETE COMMENTS • +sYJiYfn17`EJ1:inri?e:7 C::ieS�4`� N rk+:i,nlffi4Y5fl�1 REVIEWERS INITIAL C:ROUTE -F DEPARTMENT: BUILDING DIVISION L S`t PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER • 0 0 DATE b (D- _17 PROJECT NAME 5O u+hcff\ \ l gP - Convenience �� r Goere -ion 0' J DETERMINATION OF COMPLETENESS: (T,Th) TUES /THTJRS ROUTING: PLEASE ROUTE C REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) APPROVED APPROVED W/ CONDITIONS E CORRECTION DETERMINATION: FIRE PREVENTION 11 PLANNING DIVISION 0 STRUCTURAL PERMIT COORDINATOR En DUE DATE 7 NOT COMPLETE NOT APPLICABLE Q ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) DATE 7//719 DATE `h'V RYAk,1C. Wl MR: Yte,ttl VK4VvwU% 4, Hnl Mm' gaN+ NMW.4YMttellfnS'MM..lsflte.Mhwf/: /... •-•• (7 NO FURTHER REVIEW REQUIRED DUE DATE 7 - J 97 NOT APPROVED (attach comments) Q t REVIEWERS INITIAL DATE DUE DATE APPROVED • n APPROVED WI CONDITIONS L NOT APPROVED (attach comments) 0 (Certification of occupancy required. ) :: fine,:. is {:,4;:t,', :.L,' - "; :;n1t_+:,. f +•iM1( P'i4fK:* 1f{'v V'.I11.; _ i6i'at�Y ra.:41t}W:airaITACZI e11,,,t:::n'nan'..Kr. -4V.W W..6% ran: ax.. xVeV4.+: wn e7+, aaeSA4 V. n.. rnro- en» ,547.uxmra.;...1.w0:.+..nersn.R« At04rnnr rm,nwcmwy.ma4.46 PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER Gn - O 0 C 5 DATE b (D 97 PROJECT NAME a l,Cmr.e n t BP - Con 'Jr e i'en ce 5A r �o��r e c- icon " DEPARTMENT: BUILDING DIVISION El FIRE PREVENTION PLANNING DIVISION a PUBLIC WORKS L, STRUCTURAL PERMIT COORDINATOR 0 1 DUEDATE 7 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE E_ NOT COMPLETE El COMMENTS NOT APPLICABLE El TUES /THURS ROUTING: PLEASE ROUTE NO FURTHER REVIEW REQUIRED ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL N DATE 1// 7 /q I APPROVALS OR CORRECTIONS: (ten days) DUEDATE 7" /5 APPROVED VI APPROVED W/ CONDITIONS E NOT APPROVED (attach comments) Q REVIEWERS INITIAL 3 CORRECTION DETERMINATION: APPROVED REVIEWERS INITIAL APPROVED W/ CONDITIONS DATE DATE ?lo ('fi 1- DUE DATE NOT APPROVED (attach comments) 0 (Cerdficadon of occupancy required. _ ) Y:t'7Mi:,r7i�xvtta+r..w� +. MI , asp + a•Mam as4/0A1 vAWN•4nR ,,n∎rtlmcwannw.wo-.nr.. s++i ACTIVITY NUMBER PROJECT NAME DEPARTMENT: BUILDING DIVISION PUBLIC WORKS 4 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE gi COMMENTS • Perrot Cw�ino.tor C�S PLAN REVIEW / ROUTING SLIP D97 -0095 TUES /THURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED I ! ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL I 1 APPROVALS OR CORRECTIONS: (ten days) APPROVED n APPROVED W/ CONDITIONS Co( n Le REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED El REVIEWERS INITIAL C :ROUTE -F SOUTRCENTER BP (CONVENIENCE STORE) FIRE PREVE TION APPr . ��c I q STRUCTURAL in P‘PPY . 51141 NOT COMPLETE p • DATE DATE NOT APPLICABLE p DUE DATE m,orn .:v or, ..}4 3 ..nrMCIVIIV74 .+w AMosr .),W mcev. ernuan.< errWAVrn .,Ne DATE 3/25/97 PLANNING DIVISION PERMIT COORDINATOR, DUE DATE 3/27/97 DUE DATE 4/10/97' 81c10. NOT APPROVED (attach comments) J C �`' g (Cl IeiWu ( CJ-i q-/,, w. APPROVED W/ CONDITIONS p NOT APPROVED (attach comments) 0 (Certification of occupancy required. nti4f'.i.:iin:; :v.mkia ::ra t,:.'• tSr.•ua2,y?fi.aua2s+tsR�ts:3 :*nI= !4a!HVteth st. t 4:'. WK. 1tant*IhPFYt tR' PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 -0095 DATE 3/25/97 PROJECT NAME SOUTHCENTER BP (CONVENIENCE STORE) DEPARTMENT: BUILDING DIVISION la FIRE PREVENTION I l PLANNING DIVISION PUBLIC WORKS COMPLETE L DETERMINATION OF COMPLETENESS: (T,Th) STRUCTURAL C PERMIT COORDINATOR E NOT COMPLETE COMMENTS TUES /THURS ROUTING: PLEASE ROUTE ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL I I APPROVALS OR CORRECTIONS: (ten days) DUE DATE 4/10/97• APPROVED APPROVE WI CONDITIONS C NOT APPROVED (attach comments) Er- REVIEWERS INITIAL DATE 4/07 CORRECTION DETERMINATION: APPROVED n APPROVED W/ CONDITIONS REVIEWERS INITIAL DATE s e DATE DUE DATE 3/27/97 NOT APPLICABLE C NO FURTHER REVIEW REQUIRED E 27 / DUE DATE NOT APPROVED (attach comments) (Certification of occupancy requlrcd. ACTIVITY NUMBER PROJECT NAME DEPARTMENT: BUILDING DIVISION P PUBLIC WORKS COMPLETE E COMMENTS REVIEWERS INITIAL APPROVE]) REVIEWERS INITIAL 4 CORRECTION DETERMNATION: APPROVED REVIEWERS INITIAL C :ROUTE -F ') D97 -0095 DETERMINATION OF COMPLETENESS: (T,Th) TUES /THURS ROUTING: PLEASE ROUTE APPROVALS OR CORRECTIONS: (ten days) APPROVED W/ CONDITIONS APPROVED W/ CONDITIONS DATE DATE o^r.!rtM'tmxvnIf N:: �ICtM +A.wWb+YSw.wrx+n. as «.xnurnet. ... ov+ nn«. o. m. .a..�wsi.wa«iallv!11Wrat . PLAN REVIEW / ROUTING SLIP SOUTHCENTER BP (CONVENIENCE STORE) NOT COMPLETE E NOT APPLICABLE ROUTED BY STAFF ❑ (If routed by staff, make copy to master file & enter Sierra.) DATE V/2/17 DATE 3/25/97 FIRE PREVENTION 1111 PLANNING DIVISION E STRUCTURAL C PERMIT COORDINATOR ❑ 4 DUEDATE 3/27/97 NO FURTHER REVIEW REQUIRED ,A07 r I DUE DATE 4/10/97' NOT APPROVED (attach comments) DUE DATE NOT APPROVED (attach comments) ❑ (Certificadoa of occupancy required. ) COMPLETE REVIEWERS INITIAL COMMENTS ACTIVITY NUMBER PROJECT NAME DEPARTMENT: BUILDING DIVISION PUBLIC WORKS PLAN REVIEW / ROUTING SLIP L D97 -0095 SOUTHCENTER BP (CONVENIENCE STORE) FIRE PREVENTION E STRUCTURAL 1 . DETERMINATION OF COMPLETENESS: (T,Th) NOT COMPLETE Li NOT APPLICABLE TUES /TW RS ROUTING: PLEASE ROUTE E NO FURTHER REVIEW REQUIRED E ROUTED BY STAFF ri (If routed by staff, make copy to master file & enter Sierra.) DATE DATE 3/25/97 PLANNING DIVISION III PERMIT COORDINATOR ❑ DUEDATE 3/27/97 APPROVALS OR CORRECTIONS: (ten days) C:ROUTE - F CORRECTION DETERMINATION: APPROVED l l APPROVED W/ CONDITIONS REVIEWERS INITIAL DATE DATE • DUE DATE 4/10/97' APPROVED APPROVED W/ CONDITIONS C NOT APPROVED (attach comments) m► Chae( Jenkln REVIEWERS INITIAL f DUE DATE NOT APPROVED (attach comments) C (Ccnificadoo of occupancy required. ) REVIEWERS REVIEWERS INITIAL PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER PROJECT NAME DEPARTMENT: BUILDING DIVISION P PUBLIC WORKS • D97 -009 SOUTHCENTER BP (CANOPY) FIRE PREVENTION ' i PLANNING DIVISION STRUCTURAL El PERMIT COORDINATOR 1 • DETERMJNAT ON OF COMPLETENESS: (T,Th) j2;. COMPLE r.b COMMENTS NOT COMPLETE APPROVALS OR CORRECTIONS: (ten days) CORRECTION DETERMINATION: APPROVED F APPROVED W/ CONDITIONS DATE 1,.� r A? "7— DATE 3/25/97 DUEDATE 3/27/97 NOT APPLICABLE TUES /THURS ROUTING: PLEASE ROUTE NO FURTHER REVIEW REQUIRED ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) DUEDATE 4/10/97' APPROVED I APPROVED W/ CONDMONS • El NOT APPROVED (attach comments) Receiv b-I DATE C/ 7 pon - 5( I`i"q_ DUEDATE NOT APPROVED (attach comments) 0 e4 141 P 2% SLOPE OR SLOPE AS SHOWN ON PLAN TRAIL PROFILE GRADE SLOPE TO MATCH EXISTING GROUND s. v V \' \" � oiaiioioiiiiiiaiia.i � i } aii{i��a��� ia �i;.ii ai ! iiiiiii�iiooii, �; ca .9 -• 7?l <�Lit:E Zkc f �.lir[2.C•'. `,, cu • r ' r r r w I ' '' r / l NOTE: 6'. OR 4' HIGH CHAIN LINK FENCE SLOPE TO MATCH EXISTING GROUND REMOVE AND RE— COMPACT THE UPPER 12" OF EXISTING ROADBED UNDER PROPOSED PAVEMENT AND SHOULDERS. COMPACT TO 95% MAX. DENSITY E (PROCTOR W GRAVEL BASE E OVER E GEOC TEXTILE FABRIC WHERE EXISTING MATERIAL CANNOT BE PROPERLY COMPACTED 1. F D .ETAIL INFOR ABOU E SOIL REPORT ACHED TO SP - e IONS 2. SOIL STERILANT TO BE APPL ' D TO ALL EXPOSED SOIL SURFACES PRIOR TO TRAIL BACKFILL. SEE SPECIFICATIONS FOR DETAILS. • 3" COMPACTED ASPHALT CONC. PVM'T, CLASS B 2 — 1 1/2" LAYERS 6" CRUSHED SURFACING, TOP COURSE COMPACTED TO 95% MAX. DENSITY (PROCTOR MODIFY) TYPICAL TRAIL SECTION • NOTES: * REMOVE TREES WITHIN 2' MIN. CLEARANCE FROM PAVEMENT EDGE **TRIM TREE BRANCHES TO MAINTAIN 15' MINIMUM CLEARANCE EXISTING GROUND, REMOVE ALL ORGANIC AND LOOSE SURFICIAL MATERIALS ON ALL DISTURBED AREAS PRIOR TO GRADING SCALE: NOT TO SCALE <?` .L�•w "4`il"`k a;;::?; i' F :" t f ' W. Nk' . '� ' ` , - ti .;:w '' .'M,.ltC:s; Diu" s4�::. iitt riy3.: n�"' Xr? ra65� '.N�£: ?."�'iY.1�i:fCSr SHEET NUMBER(S) CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PROJECT ADDRESS: 1/02 60 WA VAL EY at4141.UAY CONTACT PERSON: 12( 1L ( )LitA3/311 d1, PHONE: 42G • 45 l . l21. 2. REVISION SUMMARY: C - tiLi IFIGA^ts bF ICI SJ rIANce (2.) SUM ITT - 6.0 1•4.11 tu.) - S ►2 %r21 oP it) //&, /97 — /0/.3/ /96 "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: Bldg. Planning Fire Public. Works nvz 1,7,.'(1'.�iST %PAM, iii IV..P:'Y ?: r".: S! 'u'.1gi i 1�1 1';iTt�+�ls� .. •!. REVISION SUBMITTAL DATE: /0/21 /91 PLAN CHECK/PERMIT NUMBER: 097 bOgS 60'6/ OC 9 7 PROJECT NAME: SEit.trt tor6- R K t� r+ccclvco CITY OF TUKWILA OCT 2 7 1997 PERMIT CENTER CITY USE ONLY 3/19/96 A GENERAL LIABILITY [X] Gen Liability [X] Occ [ ] CM [ ] OCP [X] XCU /ECU GL26704 Effective 10/31/96 Expiration 10/31/97 $ 1,000,000 General Agg $ 1,000,000 Prod /CoOps Agg $ 1,000,000 Pers /Adv Inj $ 1,000,000 Occurrence $ 50,000 Fire Damage $ 5,000 Medical Exp AUTO LIABILITY [ ] Any Auto [ ] All Owned [ ] Scheduled [ ] Hired [ ] Non -owned [ ] Garage Liab Effective / / Expiration / / $ CSL $ BI (person) $ BI (accident) A EXCESS LIABILITY [X] Umbrella [ ] Other GL26704 10/16/97 10/31/97 $ 5,000,000 Occurrence $ 5,000,000 Aggregate $ ] Each Accident $ Disease -Limit $ Disease -Empl WORKERS COMP AND EMPLOYERS LIAB / / / / / / / / $ $ Description of operations /locations ADDITIONAL INSURED: CITY OF SEATTLE RE: SOUTHCENTER BP STATION, TUKWILA, /vehicles /other & CITY OF TUKWILA WA —1 CANCELLATION Should any of the be cancelled before thereof, the issuing to mail 30 days certificate holder failure to mail obligation or liability the ompany, i C e. 4,c05 ` thbr gggigml CERTIFICATE HOLDER Hamm •...„•.,•.,. above described policies the expiration date company will endeavor written notice to the named to the left, but such notice shall pose no of any kind upon s � e � nnt� ( s `� or reps. s CITY OF TUKWILA ATTN: ROSS HELLER, PUBLIC WORKS 6300 SOUTH CENTER BLVD TU WA 98188 - -. . �d•'R tat. t' „ y`s MI CERTIFICATE OF INS 24L : PRODUCER Insurance Services Group, Inc. 1155 North 130th Street, #400 Seattle, WA 98133 (206) 367 -0555 FAX 368 -7003 INSURED TUKWILA STATION LLC C/O 600 WESTLAKE AVE. N. SEATTLE, WA 98109 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. IT DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. : {``''' ': 1 COMPANIES AFFORDING COVERAGE I COMPANY A: MUTUAL OF ENUMCLAW INSURANCE COMPANY B: COMPANY C: COMPANY D: COMPANY E: COVERAGES ::.:::•::•: >::•;:;•:;: >:• :•:•�:•$'r:�: •:�'r::r:•i:�:ti :•1:•'r'r:•'�:�':tii�:vi }: �:•i'• iii:::.}:•: • }:•i:• }::'•:'•�i:•:�:�$:•:�::} �;: {�::::$:•t'i:�:ti�: o certi Y is s`' t f .: `thait . oli c `' : y poll ies` below have been issiied'' na med above for the policy period indicated, notwithstanding any requirement, ten or condition of any contract or other document with respect to which this certificate may be issued or may pertain, the insurance afforded by the policies described herein is subject to all the tens, exclusions and conditions of such policies. Limits shown may have been reduced by paid claims. co INSURAN ,, ::..: , INSURANCE NUMBER UMB R DA TES N Lc17 -ocq'7 X, 170:' t%d1*iysrS " .�`,"eti gadl 10/24/1997 Wan CO LTA A AUTOMOBILE UA/IJTY ANY AUTO ALL OWNED AUTOS SCHEDULED AUTOS HIRED AUTOS NON-OWNED AUTOS GARAGE LIABILITY OTHER INSURED TUKWILA STATION LLC C/O 600 WESTLAKE AVE. N. SEATTLE, WA 98109 TYPE OF INSURANCE GENERAL LIABILITY X COMMERCIAL GENERAL LIABILITY CLAIMS MADE X OCCUR. OWNER'S & CONTRACTORS PROT. X XCU /ECU EXCESS LIABILITY X UMBRELLA FORM OTHER THAN UMBRELLA FORM WORKER'S COMPENSATION AND EMPLOYERS' LIABKJTY GL26704 GL26704 i PRODUCER Insurance Services Group, Inc. 1155 North 130th Street, #400 Seattle, WA 98133 (206) 367 -0555 FAX 368 -7003 (206) x �4883 ' 4583 L FX 487-4601 E POLICY NUMBER D c17 -oo cis c c1 - C.)Oc)( bcr) -009? CITY OF TUKWILA ATTN: ROSS HELLER, PUBLIC WORKS 6300 SOUTH CENTER BLVD TUKWILA WA 98188 v...r. THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. CCMPANY A MUTUAL OF ENUMCLAW INSURANCE LETTER COMPANY B Lhrret COMPANY C LETTER COMPANY D LETTER COMPANY E LETTER ..... ...........v..n..... r............. .... .. .... n... ... t..t ... r. .... ..r ..... v........:: J?:;{{{:•i i:{{ i::. i:•: J:{•:{ �:::{: :::i:ii4{Ji'l.•r.,{{ {J: :.; { :: J; {J F{• iii.:: {:.Y} } {: ii'v: ;,': ; ^y :..�:r• t....... :::� ::.�:.::..::::.:�.......... r.t.......... , .. ...,•::::r.• ................... r.. r,:. ::: •. ,•:: :J. {•:: •:::................. .::::::::r.ttt•:::•.:t,•::::: >: r. {.::.:�.r::...:::::.{.>: .. ... ............... .. 011.EI} .::::......t ..... ..:......:::::::.:.::.::::::. v:::.:;.. i.:.::::. i:.:.:{. i•.::.::...::.::. i::. i:.:::::.:. ............................... ... r...:...... r....:.::: ::::::::::::................... ..t.. .., ....t .... . .. t }. {vrr: v:.4:V vt:'tv:::::.J:: v: vv: .... v: •: v: vn +•. .v •,.•: {•v.v:::: :.•:: v:.:•; •: {::v; {•: •:. vry.v.., ..:.r....t::: :. vw::.t:J::::: Y, {.},:{:.:::: ::• • ... .......... ...... .J •n•.w::.' {; •v :'::. t w:nw...... i:....... r. .t ....... t .........:..::::::. ay........... t.:....... ..t.J..Y...,Y..r. {:::.....::... n.. n::::v:: { %i{ 2: { {$ { > {i {{ { { { {{ :::ii'•:• {:L {::'r THIS IS TO CERTIFY THAT THE POUCIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POUCY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POUCIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POUCIES. UMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. POLICY EFFECTIVE DATE (MM/DDM') 10/31/97 10/31/97 DESCRIPTION OF OPERATONS /LOCATKNISNEHICLESISPECIAL RIMS ADDITIONAL INSURED: CITY OF SEATTLE & CITY OF TUKWILA RE: SOUTHCENTER BP STATION, TUKWILA, WA COMPANIES AFFORDING COVERAGE POLICY EXPIRATION DATE (MMIDDM') 10/31/98 10/31/98 GENERAL AGGREGATE PRODUCTS - COMP/OP AGO. PERSONAL & ADV. INJURY EACH OCCURRENCE FIRE DAMAGE (My one fire) MED. EXPENSE (Any one person) COMBINED SINGLE LIMIT BODILY INJURY (Per person) BODILY INJURY (Per accident) PROPERTY DAMAGE EACH OCCURRENCE AGGREGATE STATUTORY LIMITS EACH ACCIDENT DISEASE - POLICY LIMIT 's DISEASE - EACH EMPLOYEE �������E MMIDD <>:� ........... LIFTS 10/24/1997 $ 1,000,000 s 1,000,000 S 1,000,000 S 1,000,000 $ 50,000 S $ S S S SHOULD ANY OF THE ABOVE DESCRIBED POUCIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES. 5,000 $ 5,000,000 ;s 5,000,000 ;> @ACORO .CORPORATIOI�::1gg0' Date: October 24, 1997 To: Joanna Spencer City of Tukwila Roger 011enburg and Associates Architectural and Development Services 555 116th Avenue NE, Suite 155 Bellevue, Washington 98004 Telephone 425 451 -1232 Fax 425 451-1841 rogero a nwlink.com Copy: Bill Cluckey, Seattle Public Utilities Van Zefkeles Peter Dierickx Re: Southcenter BP 9621 Groundwater and Dewatering U MAIL TRANSMITTED HEREWITH: Boring Location Map, Revised Boring Logs B-6, B -1, B -3 and 2 pages of boring procedures and notes. TOTAL PAGES INCLUDING COVER SHEET 7 ❑ FOR YOUR APPROVAL ❑ AT YOUR REQUEST ❑ PLEASE REVIEW & REPLY El FOR YOUR USE & INFORMATION COMMENTS: Boring B-6 was installed to monitor groundwater during construction. Groundwater in all three borings was at a depth of at least 16 feet. Based on this data we do not anticipate any dewatering will be necessary. Boring B -6 has been left with a locking top. Both Giles and I have keys. The Information contained In and attached to this transmittal may be proprietary, privileged and confidential. It is not to be used for any project other than the Reference, or otherwise copied without authorization by Roger 011enburg. If you receive this transmittal in error, kindly contact our office. Thank you. Depth (ft) Meters (m) 1 Profile I Standard Penetration Test Blows /ft 10 20 30 40 SPT Blows /ft (N) I adA j aldweg Sample No. (Tube No.) Lab Tests Description of Material Groundwater Instrument • 13 1 -SS Firm, dry, light brown to gray, silty, fine SAND _ —1 5- —2 • 19 2 -SS Firm, moist, dark brown to dark gray, silty, fine - X SAND with trace organics 10- • 17 3-SS Grades to fine, sandy SILT L4 g Firm, wet, gray, fine to medium SAND with trace silt 15— III' T Loose, saturated, gray to black, silty, fine to medium - SAND —5 . • 8 4-SS 10/9/97 1 0/1 0/97 20 - -6 --7 N/A 5.SS No SPT test due to heave; sample recovered • _ Boring terminated at approximately 24.0 feet 25— - -8 s —9 • 30 HOLE No. B-6 PROJECT Tukwila Station Job No. 6G Station Equipment B - 16200 West Valley Highway Method of Boring HSA . Start Date October 9, 1997 LOG OF TEST BORING Offset Casing Completion Date October 9, 1997 GILES ENGINEERING ASSO ;, INC. Bothell, Washington Tukwila, WA S.R. C.S. Ground El 24.0 Sheet 1 of RECORD OF SUBSURFACE EXPLORATION BORING NO. &e ATION: SURFACE ELEVATION: 24.0 COMPLETION DATE: 2/15/97 FIELD REPRESENTATIVE: DEK PROJECT: Proposed Southcenter BP ' PROJECT LOCATION: 16200 West Valley Highway Tukwila, Washington PROJECT NUMBER: 6G- 9702009 GILES ENGINEERING ASSOCIATES, INC. Dallas Madison Seattle Milwaukee Los Angeles Washington, D.C. MATERIAL DESCRIPTION Feet Below Surface Sample No. & Type N 1 'u (ts Itsf) (%) P NOTES 3.25" Asphalt over 5" crushed sand and gravel base j - - - 14 5 5 5 • 0.25 21 12 35 41 Firm, wet, brown, silty fine SAND with trace fine gravel and fine sand lenses Grades to moist, gray, fine sandy SILT 1-SS 5— - - Loose, moist, gray, silty fine SAND Grades to loose, wet, gray with brown mottling, silty fine SAND 2 -SS 10— - 3 -SS 15— Z - - - Medium stiff, saturated, gray, fine sandy SILT Grades to medium stiff, saturated, gray, clayey SILT with trace fine sand 4-SS • WATER OBSERVATION DATA REMARKS SZ WATER ENCOUNTERED DURING DRILLING: 16 ft WATER LEVEL AFTER REMOVAL: CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: ..^- ttta L' tA1: AVpMInYMyi" �A. WUMC .m�y�cyvN!'.NWt4:d41�11eMCiXM` .( rYMMM .r.�a.. ^...w.....�..«..w•+�.r. i> In spat c . I dlatsd b the Anse a roxim bo u nd ary ou rin Locadon or Test Borin is shown are on tbis Bori Locution P an. stwssn s types. • actual trim on may ba gradual and may vary con or y twsan RECORD OF SUBSURFACE EXPLORATION BORING NO. &LOCATION: tt33 SURFACE ELEVATION: 24.0 COMPLETION DATE: 2/15/97 FIELD REPRESENTATIVE: DEK PROJECT: Proposed Southcenter BP PROJECT LOCATION: 16200 West Valley Highway Tukwila, Washington PROJECT NUMBER: 6G- 9702009 GILES ENGINEERING ASSOCIATES, INC. Dallas Madison Seattle Milwaukee Los Angeles Washington, D.C. MATERIAL DESCRIPTION Feet Below Surface Sample No. & Type N Q u (tsf) q p (tsf) q s (tsf) w (96) PID NOTES 2.5" asphalt over 6" crushed sand and gravel base 18 14 19 5 50/6" 17 33 13 24 21 27 15 33 41 31 39 33 31 • • • • Firm, moist, brown, silty fine SAND with - trace gravel Grades to dark brown -gray, fine sandy SILT with trace gravel - Stiff, moist, brownish gray, sandy SILT with buried trees - - Grades to medium stiff, moist, dark - brownish gray, organic SILT with little - gravel, fine sand, and wood debris - 1 -SS 2 -SS 3 -SS 10 4 -SS 5 -SS 15 SL Firm, saturated, dark brown to black, fine - SAND with trace silt and buried trees - - - - - Grades to firm, saturated, dark brown to black, fine SAND with fine sandy SILT __black, and trace wood debris 6 -SS 20 7 -SS 25 8 -SS 30 _ Firm, saturated, dark grayish brown, fine - sandy SILT - 9 -SS WATER OBSERVATION DATA REMARKS V WATER ENCOUNTERED DURING DRILLING! 6.5 ft WATER LEVEL AFTER REMOVAL: CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: • Overstated blowcounts because of buried trees 7 ;:�, r x a® I actual transition may ba gradual and may vary considerably between GENERAL FIELD PROCEDURES Surface and subsurface conditions at the project site were explored on February 15, 1997. The surface evaluation consisted of visual reconnaissance, and the subsurface exploration consisted of advancing five hollow -stem auger soil borings to depths of approximately 14 to 34 feet below existing grades. The borings are designated B -1 through B -S on the Boring Location Plan (Figure 1). Test Boring Locations and Elevations The location and depth of the explorations were selected with regard to the proposed site developments and under the constraints of budget and site access. The locations of the explorations were determined using a site plan provided to Giles and by measuring from existing site features with a hand -held measuring tape. Elevations were interpolated from contours on a site plan provided by the client. As such, the exploration locations shown on Figure 1 and elevations noted on the logs should be considered accurate only to the degree implied by the measuring methods. It should be emphasized that the explorations revealed subsurface conditions only at discrete locations on the project site and that actual conditions could vary at other locations. The nature and extent of any such variations would not become evident until construction activities have begun. If significant variations are observed at that time, the conclusions and recommendations may need to be modified to reflect actual conditions. Test Boring Methods Soil borings were advanced with 41/2-inch I.D. continuous flight hollow -stem auger, using a truck- mounted drill rig operated by an independent firm working under subcontract to Giles. An experienced geotechnical engineer from Giles continuously observed the boring, logged the subsurface conditions, obtained representative soil samples, and transported the samples to Giles' laboratory for further classification and testing as deemed necessary. Throughout the drilling operation, soil samples were obtained from the borings at 2 1/2foot to 5-foot depth intervals by means of Standard Penetration Test procedure (ASTM :D -1586). This test and sampling method consists of driving a standard 2 -inch (outside diameter) split- barrel sampler a distance of 18 inches into the soil with a 140 pound hammer free falling a distance of 30 inches. The number of blows required to drive the sampler through each of three 6 -inch penetration intervals is counted, and the total number of blows struck during the final 12 inches is considered the Standard Penetration Resistance, or 'blow count': If a total of SO blows is struck within one 6- inch interval, the driving is ceased and the blow -count is recorded as 50 blows for the actual number of inches of penetration. The resulting Standard Penetration Resistance values (N- values) provide a measure of the relative density of granular soils and the relative consistency of cohesive soils. GILES C IGIf1EERIrG ASSOCNTES, ifiC Ire I, Recycled Paper Figure 1- Boring Location Map Proposed Southcenter BP 16200 West Valley Highway Tukwila, Washington Project No, 6G9702009 Feb. 19, 1997 Original Drawing by Roger 011enburg and Associates dated 02/07/97 0 40 80 EXPLANATION S B-1 Boring Number and Approximate Location INS! GILLS e riaricconG ERSSOCIATES.In( GEC/TECHNIC& GEOONIKNINEVIA. N1D ColISTRUCTIOrl MOMS COMULTSIN City of Tukwila John W. Rants, Mayor Department of Public Works Ross A. Eamst, P. E., Director NOTIFICATION OF UTILITY PERMIT ACTION TO: Permit Center FROM:. Public Works Engineering DATE: October/2, 1997 SUBJECT: BP Convenience Store /Car Wash /Canopy 16200 West Valley Highway Permit No.: D97 -0095, 0096, 0097 Contact Person: Roger 011enburg Phone: (206) 451 -1841 ALL PUBLIC WORKS ACTIVITIES FOR THE ABOVE LISTED PERMIT NUMBERS WILL BE COVERED UNDER PERMIT NUMBER D97 -0095. THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON OCTOBER', 1997: 12 JJS /sal PERMIT FEE 1" Permanent Water Meter (Convenience Store) $325.00 1 1/2" Permanent Water Meter (Car Wash) $625.00 1" Exempt Water Meter (Irrigation) $325.00 Channelization/Striping $25.00 Curb Cut/Access $25.00 Fire Loop/Hydrant $25.00 Land Altering $165.00 Landscape Irrigation $25.00 Sanitary Side Sewer $20.00 Storm Drain $25.00 Two copies of the confirmed Utility Permit Application and plans are attached for inclusion in the permit file. CF: Development File (with copy of application and plans) PW Utilities Inspector (with copy of application and plans) Finance Department (with a copy of application) TOTAL: $1585.00 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433-0179 • Fax (206) 4313665 (xi% 6,1997 }; (dsFr1 S'AUle � 1bIic V ittg i SEATTLE PUBLIC UTILITIES FAX Real Property services Dexter tlarton Building 710 2nd Avenue, Floor 9A Beattie, Weehington, 68104 DATE: Qctoper B, 1997 TO: FQSf Heller, & Joanna Spenser Oe nior angtneer PRY f Tukwlla Arllltect Roper 011enburg and Associates TO; :S TIMSI PHON0; FAX; PH FAxi +^••nt"VNam�m 12 ;12 PM (266) 440170 (425) 431 -3485 (425) 451 -1232 (425) 451 -1841' To; 0444414Clinin, PliON6: (425) 482-202Q Samar Protect Manager IAX; (425) 482 -6300 GRlea Pngineering Associates FROM; Bill Ciuckey ' PHONE; (206) 684-5970 cal property Services FAX; (206) 684 -4054 Fpt 5OHlhcenter BP Station - TukWile Washington -1R -181 Weet Valley Highway Canetructlon Dewatering for Tonic installations at OP Tukwlii $ita it uranc. Provision Requlrerilent • ECLI Pndoreernent to General Liability Policy. NO, 447 Number of pages Including cover sheet Two (2) pages REMARKS: Urgent R.p Iy ASAP Please Commepi Mesaitg* Dear Mr,ralHar; Seattle I/ bi 4.1tllltie, Engineering and Malntenenos eteffs have reviewed the attached communication from Ql se Engineering Associate., Ina, It le,SPU's opinion ang feeling that the comments within said communication rife vary general and do not directly respond to and/or address our concerns regarding the settlement of 01e 6O" pipeline, Therefore, it 11l'our resemmendagon to the City of TukwIla that the monitoring W 4 l ps drilled Well In advance of any drilling for the ewer cast pliing And any proposed dewata(Ing for tank or any other installation which could directly And/or Indirectly jeopardize and /or comprgrrisd the general overall Integrity of Seattle Public Utiligoa CD" pipe Ina, 'lled a IRO op aserld'Uopenlis yltil bulpJQ6aJ suogsanb Ja411n1 AUa anal ribA pino4S 10001d 6141104 hailed b d A11O Mot 01 tuo $3rtdb JailJnj ou seu sa11lll111 ollgncl 0I}}eas 'slUrlllrJ(hbsJ put eUdlllpUoO ese41 jo uopeoggoU pU1 luswllljllij uodil voLZ-ssE -l7Bi► uospJbLola sluuea •ii i s! Ajltoil of Uosiad 'sulladld ►09 sal111111. 8111169 jo Al!J6elul rill es(wolduloo 1nipUl! ezipiedoal Aew 1841 sesseo0ld uogitutsuoo a41 Jol1uow of ego uo pate* od dl sJotz.dsUI AleisazeU pue aleudoidde jo lusWAoldelp delgUi Aew em tell os A11edojd dO 841 undn sep(ngbe UogollitIUoo e41 jo Aue Jo 091.11)0U eq amiss to APO eq eg11uewwitibeJ sal{l111Ct o!lgnd el eag a osle s! 11 ' 1u61iedUi 1M te pUb *el ^eJnlnl eLI ill paulelJaose oa UV Ien01 eidet AitiM ail jo 6uuolluow JailtJtij tayl Os peteldwoo al lea f oid e41 Jane >leI eq sllaM all tout 1udWr /IhbsJ )1Udplppe Ue aq IiIM 11 . 91100 All le JdAlue JierU octet JateM sit Jo uo(teldep s! asail41 aUIwJalrp 01 esesoid 6Upelemap 841 BulJnp ,clll*U4110O pabljuow e1a sum as jl tete pue bUIJoleMep o1 Jalld papelsul eq IIeM dUIJolluow e leg; tuaweJlhbeJ J1ytinj b eq IIIM 11 •uo111odo1d inou3seslp jo las))e u4 enu4 pl i m elle dg e4110 6u!Jatemep 041.410 pe to ootse AgoaripUi Jo Alio/ 11P II 4 A1111 aUlluild •09 04$ 40 ti rWalllas AUy '01Is d6 out o$ !aeon sI 401(4m eu11adid X09 se1111P11 0 11ghd allless 1gJJ6a1U vit JO IIIsJd,oldwo0 Jo/pue 9ul2ippedour 040101 Jo looJlp 0 41 sI ulbouoo AJeW(J pue ledloulJd ,as111111f) ollghd a(l$edg'eoUspuodsaJJoo enolnaJd UI peUdbuew sy (Ae>f■hlo 'd'N► :•utty'el.3I g A}1sdOjcl Iea21) vtl ve'uo)Billyaem Ditties 'Joold 41bi 'enUeAA pUobig,b1J 'BUIp!!ns uolso� iu .i Jalxaa '86111111 n ollgnd a bas o1 tiles limo 1d 1eldeo an ti aseald 's1�e di' 041 jo OUIJ1}emep Jo 6 uIIIUp Aua U1IM ponIonu! AI eq IHM •lo plholh stilt wo$ aJluoo'gns Rue pue Jd10 4Uoz Iaiauao all woJj ' pSJh sul ICUoilIppt sa ellleeg jo Rllo silt pUr illmW++l jo An ate Bulwau'eoUpJneul jo ploggiao a @Aug of indolent pue lelot ;eUeq ',aware eq Aew it borne ul leJaUoB pue oon100 jb Isbell' a sy •J adolrnsd 0 41 pde sel110 4168 jd lsalalul peg ay{ ui eq whom eI 1j 'palnsu! ' Ieuoltlpps sd 6 °11!0 uloq apni3Ul pue sJCOR g 190 1r jo polled uo1leinp UJnwiuluJ a eAelj A11II10I1 Jo emoilltiad peuhsul Irllbq(ppe Pile lUswesJbbud siy$ 1841 puaWWQOAJ,CIOUO $V ollk pinoM I 'peJlnbsl sI slellbd Uo1I1Ih1 unowe oousJnau W nw U u1 rinaU euo ea a eo o At a 1 Ue ellnn�n o RlI d i?) BAIA uiweu 101 I I I V p i t 1llpps ib • s j l0 4 P 1 j 7 4i pub 6Ulleolpul RUadWOo 5oubjneui s/edolonacJ 541 UJOJ4 Ubinsul R{Illgeil to aleoll11Jee0 Y ejlnbei 01 pub Aw A11110211 !Wailes JIe 10$ $U0LU. UOpu N110J. U0 I$JAoJd pUp•Uletgo 01 N 1 1 U011049 u1I In1M''8'4 'Jedoienrp o f elltlbel .1:: I' + le u I ' . . • - • a Lb UI eq pinoM 111841 petSoIpUl iIl eyg'•uo(1ams eh,M*tI pesodo.d alp Joj UopanlIe Buliatemee pub • uIIId lee i JsBMU r416ulpJeQalJ J68etJeti I Wwd6aueW $11114 seNi( l algnd 4 61 0 , 9 11 411M b011asJanuod ruoydala$ i pb4'ane9 I 'eulledid Mae aal{IIAn allghd elp eg Id Ib116e1UI DUO uolloa$ W of 6up6Isi ulaouoo jUeliU1cild Jo Jettew o eti N #a$eIPaWWI 000001 id nd '11JOdaj 101U113.Wa6 p.11(LUdhe AishOIAeid oLp worj Io lo gel 1141 tUWJJ JeJJIp 1Uop(pUoO IlntoC Rue Ale aide Rq elleuelmilooe1 head AIlruog$ppe self lI z /2 'd 2.vb'01 Amidhio'd Weil11M 9 p/ 'WMt1i Ale ieouls • jo z ebid i4d90 s t 1,66 t ' d• ' 1•�� 10/01/1997 11:49 425 - 451 -1841 C , CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: /0 ' /' 9 7 0 PLAN CHECK/PERMIT NUMBER: P97•0o9S2M0/Po4 7 PROJECT NAME: .Cc u- tt1Cl`AJTE1t. ES. 'P PROJECT ADDRESS: 16 2 00 I,LF i 1414 i4 lu ql/ ROGER OLLENBURG PAGE 02 CONTACT PERSON: 20 crte ti OLL &MI3vad, PHONE: 42S • 4 5 . 123 2.- REVISION SUMMARY: S EA1 LE 'Qu TI Lt T LES Coru3 NT Bldg 10 Oa SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and data revisions. SUBMITTED TO: prnolvgD CITY OF TUKWILA OCi' \�.�,997 PERMIT CENTER ,() . c! CITY USE ONLY Planning Fire Lt: W Public Works 3/19/96 10/92/1997 16 41 425 =451 Oct ober 02, 1997 City of Tukwila Joanna Spencer Cut/fill quantities will be as follows: Cut: 1,695cu yds " Fill 1,250 cu yds Rog 011enburg/Archit Roger 011enburg and Associates Architectural and beeelnpnsnt Services ' ., 313 116th Avenue NE, Suitc 202 Bellevue, Washington 90704 Telephone 425 451 -1232 Fax 425 451 -1641 rogcro(a nwlink.com j 4 , tty • , , 10/01/1997 16:09 425-451-1841 Roger Olknburg and Associates Archkedurel and Development Services 515 116th Avenue NE, Suite 202 Bellevue, WA 98004 425 451-1232 FAX 425 451-1041 rogero@nwlink.com 0 MOP &Wing. Trensiniti•d Herewith: Total pager, including cover sheet; COMMENTS 4.44 s ; ; AAA Oa a. ROGER OLLENBURG .6.041 dad Nee u;d1 r , Acovd- 644,144(42). • PAGE 01 TRANSMITTAL COVER SHEET gPo OMAN. From Roger 011enbura/Ardritect Oats ALM? P rackAt. & 0 Ar Your Request E Mese Review Reply [0°For yew use Per your Infenttaiten c:i itati OCT - 1. ig97 The information contained in and attached to this transmittal may be proprietary, privileged and confidential. It is not to be used for any project other then the Reference, or otherwise copied without authorization by Roger 011enburg. If you receive this transmittal In error, kindly contact our office. Thank you. RECEIVED .. PERMIT.CENTER....- ..... To: Giles Engineering Associates, Inc. Kurt D. Merriman Joanna Spencer, City of Tukwila Public Works Bill Cluckey, City of Seattle Public Utilities Peter Dierickx Southcenter BP 9621 Groundwater Monitoring Your letter this date regarding dewatering is both informative and helpful in planning the Construction. This Information will be sent to the responsible contractors for use in their planning. This is your authorization to install a monitoring well as outlined in your letter. Plan on it being Installed approximately October 15, 1997. As It will remain during the course of construction it • will be necessary to confer with the general contractor. A location appropriate for monitoring, which will not be disturbed during construction, can be determined. Rog 011enburg/ArcfLect ROGER OLLENBURG Roger 011enbarg and Associates '•• :Architectural and Develapswai .vices 313 116th Avenue NE, Suite 202 Bellevue, Wuhington 911004 Telephone 42.5 451-1232 Fax 451-1841 rogero(Onwlink.eorn MEMORANDUM or4gt OCT - 1 1997 • PERMIT CENTER 10/01/1997 16:09 425 -451 -1841 q • Atlanta, GA • Dallas. TX • Los Angelis, CA • MMllson, WI • Milwauksl, WI • Ugric, WA • WI oilcan, oz. Dear Mr. 011enburg: 10/01/97 15:05 GILES ENGINEERING 4 425 451 1841 Roger 011enburg and Associates 515 -116th Avenue Northeast, Suite 202 Bellevue, WA 98004 ROGER OLLENBURG GILES €NGINEERING ASSOCIATES, INC. GEOTEC■NICAL, ENVINONMaNTAL & CONSTRUCTION MATERIALS CONSULTANTS October 1, 1997 Attention: Mr. Roger 011enburg Subject: Evaluation of the Effect of Dewatering on Existing Pipeline Proposed Tukwila BP Station 16000 West Valley Highway Tukwila, Washington Project No. 6G- 9702009 11807 North Creek Parkway South • Suite 102 • Bothell, WA 68011 625/482.2020 • Fax 425/482.6300 • E•Mail seenleeplleeenp►.eom PAGE 03 NO.551 P002/003 RECEIVED CITY OF TUKWILA OCT - 1 1997 PERMIT CENTER This letter presents our opinion concerning the effects of dewatering associated with underground storage tank installation on the adjacent City of Seattle water transmission pipeline. Your request for this review was made during our September 29, 1997 telephone conversation. We have previously provided a geotechnical report for the project dated March 4, 1997, as well as letters regarding the effect of new fills and auger-cast piles on the adjacent pipeline in letters dated June 24 and September 24, 1997, respectively. The proposed underground fuel storage tanks for the new BP station would be placed in excavations up to 15 feet in depth below the existing ground surface. The northernmost extent of these excavations would be approximately 125 feet away from the existing 60 -inch waterline on the City of Seattle property to the north. Based on subsurface explorations performed on this site, as well as property to the north of the pipeline, it appears that groundwater in the vicinity of the proposed new tanks will be on the order of 14 to 16 feet below the ground surface. In addition, the materials underlying the tank excavation, as well as those anticipated to be underlying the pipeline are primarily sand. Sand materials typically do not demonstrate significant consolidation as a result of dewatering. Based on subsurface explorations performed during February 1997, it appears that groundwater levels will be very close to the base of the excavation for the tanks. Therefore, significant dewatering is not anticipated. Anticipated dewatering may include localized trash pump collection and discharge of seepage within the excavation during the limited (two to three days) time that the excavations will remain open. Therefore, it is our opinion that significant lowering of groundwater level adjacent to the excavation should not occur. We concur with the recommendations of Bill Cluckey and Chris Church of the City of Seattle Public Utilities. In their facsimile transmittal dated September 30, 1997, they indicated that monitoring groundwater levels should be performed during and after the installation of underground Dq i -oo Cq5 10/01/1997 16:09 425- 451 -1841 10/01/97 15:06 GILES ENGINEERING _ 4 425 451 1841 Roger 011enburg and Associates Project No. 60.9702009 October 1, 1997 Page 2 tanks. We recommend that a single monitoring well the BP project prior to installation of the tanks. The during the installation orate tanks to confirm that no produced by the excavation. If monitoring indicates excavation or dewetering techniques may be require We are available to provide these services as information serves your needs. Should you have any do not hesitate to call. ROGER OLLENBURG cc: Joanna Spencer, City of Tukwila via facsimile (206)431 -3665 Bill Cluckey & Chris Church, Seattle Public Utilities Real Property Services Peter Dierickx via facsimile (425)827 -4134 PAGE 04 NO.551 PO03/003 GILES \ 4 1 4 .°14 ENGINEEAING ASSOCIATES, INC. be installed along the northern property line of monitoring well should be measured regularly significant affect of local groundwater has been a localized lowering of groundwater, alternate d. required to complete the project. We hope this questions or require further information, please Respectfully submitted, GILES ENGINEERING ASSOCIATES, INC. Kurt D. Merriman, P.E. Senior Project Manager G John E. Zipper, P.E. Regional Manager o fir.] o9 10/01/1997 11:49 425- 451 - 1841 ROGER OLLENBURG CITY OF SEATTLE - SEATTLE PUBLIC UTILITIES 9/19/97 UTILITY CROSSING CONSENT AGREEMENT U97 -012 (345.414) PAGE 03 OCT -,1 1997 ,. • , - 1. • • • • RECEIVED CITY OF TUKWILA PERMIT CENTER PERMISSION IS HERESY GIVEN to the following named petitioner: TUKWILA STATION. LLC, 600 Westlake Avenue N., Seattle, Washington 98101. for instelletion, maintenance and operation of two (2) underground 12* Storm Drainage Pipes within 24" steel casings. Said Storm Drainage installations to be located within the Cedar River Pipeline #4 right -of -way located within West Valley Highway (SR -181). and within Puget Sound Energy's PSE A/W. both situated in the Northwest 1/4 of the Northwest 1/4 of Section 25, Township 23 North, Range 4 East of W.M, in King County Washington: Said storm drainage pipe installations to be located in the approximate following locations: (1): Seginning at a point on the Easterly line of SR -181 (West Valley Hwy.) with the North line of the Cedar River Pipeline #4 right -of -way, said point being approximately 12 feet West of the Easterly line of the SR -181 (West Valley Highway); thence in e southerly direction to a point approximately 12 feet west of the Easterly line of SR -18 with the Southerly line of the Cedar River Pipeline e4 and the terminus of this description. (2), •spinning at a point on the Westerly line of Puget Sound Energy's PSE R/W with the North line of the Cedar River Pipeline #4 right -of -way said point being approximately 70 feet East of the Westerly line of said PSE R /W; thence in a southerly direction to a point approximately 70 feet East of the Westerly line of said PSE R/W with the Southerly line of the Cedar River Pipeline #4 and the terminus of this description. Said permit issued under the following conditions. SUBJECT to City of Seattle ordinances and regulations and to the following terms and stipulations: 1. To the fullest extent permitted by law, the Permittee Egress that the City of Seattle shall not be responsible for any injury. lose or damage of any kind or description which may accrue to or be sustained by any parson, firm, corporation or other entity by reason of the Permittee'$ sole negligence or to the extent of the Permittee's Concurrent negligence in the Construction. maintenance, operation or use of said installation, or the use and occupancy of the property referenced above by the Permittee. its successors or assigns. in the event any suit or action be brought against the City by reason thereof, the Permittea, its successors or assigns shell Indemnify End save the City harmless therefrom, and shall upon notice to it of the eetnmencement thereof. defend such suit or action at its sole cost and expense and will fully satisfy the final judgment rendered in any ouch suit or action except for that portion, if any, of such injury, loss or damage that results in such judgment, which is attributable to and proximately results from negligence of the City, its swim. employees or officers. 2. Seattle Public Utilities shall be notified (306-1800) two days before work is begun. 3. Permittee'• use of the City's right of way shell in no way interfere with the City's present or future use of said right of way for any purpose. Work to be prosecuted with diligence. and with due respect to all property, contracts, parsons, rights end the interests and convenience of the public. Permitter, agrees to restore the premises to the condition found, or batter. 4. If at any time the City shell install, repair or replace ■ pipeline or pipelines it said Sunni [trainee crossings lnextyvi, Permittee upon written notice from the City shell temporarily remove its installation at its own expense during the City's installation. repair or replacement and shall replace same at Its own expense under the supervision of the City. 8. Permittee agrees upon being billed therefor to pay for any increase in the City's cost of installing, replacing or repairing the City's pipelines or other City improvements resulting from trio existence of Permittee'$ St f rainsee P_ v 0. Permittee agrees to pay to the City the reasonable cost of repair of eny of the City's facilities damaged by the installation, operation or maintenance of Parmittee's Communication Cable. 7. Permittee agrees that the City shall not be liable for any damage to said Stnrm brelnage Svsrerr by reason of any construction, alteration or improvement by the City, its agents or representatives, except where such damage is caused by the sole or comparative negligence of the City, its agents or employees negligence of the City. its agents or employees. 8. One copy of this permit must be on -site during installation by Permittee or Permittee'$ agent. All work shall be Completed by 0eteber 31. t005. (End of month 1 year from date) 8. This permit is invalid unless approved by the City of Seattle and executed in acceptance by Permittee. APPROVE SY SEATTLE PUBLIC UTILITIES �y By Inn Date pr . 4,.1 (q 7 Manager, Re Pr rty Services Aokno ed BY: Tukwila Stetlo , LLC Date c4pZ 2 /9q7 By By Peter A, • ierickx Dcl-C)Cqc3 REVISION SUBMITTAL Bldg. I CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 DATE: q qi PLAN CHECK/PERMIT NUMBER: Oaril . 0095 PROJECT NAME: 501)141Cen 8P• Caws S PROJECT ADDRESS: l(abo West I./ CONTACT PERSON 0 • PHONE: 4 S1 • I3Z . REVISION SUMMARY: 411 FOUr CelneeS 0 ndtaxicI frt ted'. SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: 0 CITY USE ONLY Planning SO Fire CITY OF TUKWILA S E�4 PER CE MIT NTER Public Works 3/19/96 Copy: Peter Dierickx Electrical Design Associates • • • TRANSMITTED HEREWITH: Four copies of Sheet ES-2, revised 9/24/97. Sheet ES-2 with review changes indicated in red. 10 FOR YOUR APPROVAL 0 AT YOUR REQUEST 0 PLEASE REVIEW & REPLY 0 FOR YOUR INFORMATION COMMENTS: Joanna: Sheet ES-2 has been revised with all changes "clouded". Regards, SEP 2 If 1997 PERMIT CENTER Roger 011enburg and Associates Architectural and Development Services 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 Telephone 425 451-1232 Fax 425 451-1841 rogcro@nwlink.com NSMITTAL covEgsH TOTAL PAGES INCLUDING COVER SHEET 6 RECEIVED CITY OF TUKWILA The information contained in and attached to this transmittal may be proprietary, privileged and confidential. It is not to be used for any project other than the Reference, or otherwise copied without authorization by Roger Oilenburg. If you receive this transmittal in error, kindly contact our office. Thank you. , • , • • ••• • • • • • • •• • • • , • , - 10:Zi ilatfTs ere.tov25;s 1.4:0.9. ,411QeiW'.:p.6:rfa' . nv B�KR. YY' F:! 9L MIHii9A4Fne .Y.+aNNMe MO CITY OF TUKWILA Department of Community Development Building Division- Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 RECEIVED CITY OF TUKWILA SEP 1 0 1997 PERMIT CENTER REVISION SUBMITTAL DATE: 7• /0 ?2 • PLAN CHECK/PERMIT NUMBER: PTA• 94 7 PROJECT NAME: Se 0 rliCtAiren g, PROJECT ADDRESS: 200 O f! V &1,1,6 Y 141.414W0 CONTACT PERSON: tet4iht pLit it)4iit PHONE: 4 4r/• / 2-3 2 REVISION SUMMARY: C c ,C,4 -7/O&L pmt 10,4 1441,4,6 DA/410346- Pc)LT& or Cl i 6 1 CUGy 'I efl -Pfi I LIJ &f? V9! &y - SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: CITY USE ONLY Bldg: Planning Fire Public Works 3/19/96 Bldg. C. CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: / ' ?' 7 PLAN CHECK/PERMIT NUMBER: OP 009:chal# PROJECT NAME: -IbU 1TE-L &f PROJECT ADDRESS: `61 1O r ✓4t& -y Ail & hllvA� CONTACT PERSON: /& a Az Ut . PHONE: 4 ?S'• 4G/• IZZrL REVISION SUMMARY: 'DATA/LS Fort- -Crn6eT LJ6/,rS . SHEET NUMBER(S) �S ' / �� 2• "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: CITY USE ONLY Planning Fire RECEIVED CITY OF TUKWILA SEP 0 91997 PERMIT CENTER Public. Works 3/19/96 CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: $ ' , 29 . 97 • PLAN CHECK/PERMIT NUMBER: 171 vco.(90 9 PROJECT NAME: 0111 .K:KiTta- iW PROJECT ADDRESS: L 6o Z OD Lu c S7 1/A td .Y HU) Al CONTACT PERSON: Z)C YL 01.6610go1 PHONE: 42S ' 4 S 1 ' 122 REVISION SUMMARY: A Cot M &t (&&- ) Lv I.10It_4 S'29 yo J L . L , C SA ND SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: Bldg. 1 \11 edbeC90 ttt-CA 6-13 /NG st'L 1Z-14 P it& RAG( AG( y s T E-A4 . CITY USE ONLY Planning Fire DECEIVED >Ep 2 1997 COI MUNIT DEVELOPMENT Public Work ,6.1.4L4 3/19/96 XIIfrill7Gk °n }$$Ei'iS:t•'4rYem 08/29/1997 09:22 This i•.am acknowledgment by The Mcleod Group and Tukwila Station L.L.C. concerning storm drainage work to be completed by Tukwila Station L.I.C. Tukwila Station L.L.C. is planning to develop a lot st 16200 west valley Highway, tax account number 000560- 00)S■0e, The development is planned to Include a gee station, convenience store. car wash, and fast food restaurant Following is a review of the plan to connect the Tukwila Station L.L.C. storm drainage system to the system planned for the future Northwest Expo Center. The Mcleod Group IS planning to develop a project known as the Northwest Expo Center. Puget Sound Energy hag granted Mcleod a permit for property directly adjacent east of the Tukwila Station lot. This PSE property is planned to be developed for parking. This parking development if built will include a storm drainage system which hes been approved by the City of Tukwila. Tukwila Station L.L.C. has applied to the City of Tukwila for permits to construct the development outlined above. At suet) time as these permits are issued by Tukwila, Tukwila Station L.L.C., as oart of its development. wit' do the following: 1. Retain a contractor to install a portion of the Northwest Expo Center approved System. This portion is indicated on sheets S -14 and 6.16 prepared by tastside.Consultants. Job 000010. dated 3/71, last revised 2/7 /05, approved by City of Tukwila Tatter dated 3 /00/00. This work Includes the following: a. Catch basins C800 -3, C808-? and CSNB.1. All Catch basins to have :olid lids. b. Pips, ADS N12. 100 LF 12" from CAMS -3 to C808 -2, 76 LF 14" from Cafe -2 to CMMS - and 20 LF from CSMS - to a ditch. c. Rapid' 630 LP of an existing ditch. 2. Connect the Tukwila Station system with 12" ADS N12 pipe to COOD -3. 3. Coordinate with Donald L. wiles, P.E „ who will make periodic inspections of the work. the cast of services by Donald L. Miles will be paid by Tukwila Station L.L.C. 4. Retain a registered surveying company, either Eaatside Consultants or Tuuea Engineers, to (a) provide construction stakes for installation, end (b) prepare an as -built survey of the compie'ted system. Copies of the as -built survey will be provided to The Mcleod Group and Tukwila. Signatures below acknowledge the storm system work planned to be contracted by Tukwila Station L.L.C. to include a portion of the system approved for the future Northwest Expo Center and a pipe to the Tukwila Station L.L.C. lot. olio Mcleod Law 444; by Stuart Mel at • 425- 451 -1841 ROGER OLLENBURG T0' d {.,L iTnib C161:6-0,.?-g.0 :,x93 by Peter A. ierick b:t: - - ? ,�.... RECEIVED SEP 0 2 1997 r COMMUNITY MU� 08/29/97 FRI 09:35 ITX /RX NO 5280] r .4.04 : .M,v.Ft+.t:u.:m..r..�o.... 1/4„, This is an acknowledgment by The Mcleod Group and Tukwila Station L.L.C. concerning storm drainage work to be completed by Tukwila Station L.L.C. Tukwila Station L.L.C. is planning to develop a lot at 16200 West Valley Highway, tax account number 000580 - 0038 -04. The development is planned to include a gas station, convenience store, car wash, and fast food restaurant. Following is a review of the plan to connect the Tukwila Station L.L.C. storm drainage system to the system planned for the future Northwest Expo Center. The Mcleod Group is planning to develop a project known as the Northwest Expo Center. Puget Sound Energy has granted Mcleod a permit for property directly adjacent east of the Tukwila Station lot. This PSE property is planned to be developed for parking. This parking development if built will include a storm drainage system, which has been approved by the City of Tukwila. Tukwila Station L.L.C. has applied to the City of Tukwila for permits to construct the development outlined above. At such time as these permits are issued by Tukwila, Tukwila Station L.L.C., as part of its development, will do the following: 1. Retain a contractor to install a portion of the Northwest Expo Center approved system. This portion is indicated on sheets S -14 and S -15 prepared by Eastside Consultants, Job #90010, dated 3/74, last revised 2/7/95, approved by City of Tukwila letter dated 3/06/95. This work includes the following: a. Catch basins CB #B -3, CB #B -2 and CB #B -1. All catch basins to have solid lids. b. Pipe, ADS N12, 100 LF 12" from CB #B -3 to CB #B -2, 78 LF 18" from CB #B -2 to CB #B -1, and 20 LF from CB #B -1 to a ditch. c. Regrade 630 LF of an existing ditch. 2. Connect the Tukwila Station system with 12" ADS N12 pipe to CB #B -3. 3. Coordinate with Donald L. Miles, P.E., who will make periodic inspections of the work. The cost of services by Donald L. Miles will be paid by Tukwila Station L.L.C. 4. Retain a registered surv=_ying company, either Eastside Consultants or Touma Engineers, to (a) provide construction stakes for installation, and (b) prepare an as -built survey of the completed system. Copies of the as -built survey will be provided to The Mcleod Group and Tukwila. Signatures below acknowledge the storm system work planned to be contracted by Tukwila Station L.L.C. to include a portion of the system approved for the future Northwest Expo Center and a pipe to the Tukwila Station L.L.C. lot. The Mcleod Group by Stuart Mcleod Date Tukwila Station L.L.C. by Peter A. Dierickx Date RECEIVED S E P 0 2 1997 ;.;OMMUNlTV oFVELOPMENT ' 4i klYi. 4�l..• A '. lk' S IV" •4ArA1-R•1,i∎P.n'M4Twwe4 Inns.. .m+ REVISION SUBMITTAL DATE: 8'27.97 PROJECT NAME: t) 11 X01: i (- g I PROJECT ADDRESS: 110 Z On f i) 7 \A( th, CONTACT PERSON: ` e)6k rt, (OlL k)t3UQL . PHONE: 42E; ' 4 I' I2.I2 • REVISION SUMMARY: M'tr C t2. S ')NCC D (Alt,. 0PI , 6 D t12 Li 0-, 4 Moto DXUr 4on, DtZ\/ 6_J tC W 6s'r VVAL &--( 1(G -/-il uA4 ?O)tt -1 ' / i A 1Z p.AS SY l T6 SHEET NUMBER(S) (' 2 # e' "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: Bldg. CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 Planning Fire PLAN CHECK/PERMIT NUMBER: 'PV • tabgL. CRY OF T AUG41g97 PERMIT CENTER Aerrec, Public Works CITY USE ONLY 3/19/96 DATE: REVISION SUMMARY: Bldg: . ,.. &IS /9'1 r CITY OF T KWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL PROJECT NAME: \) (1 0 mil' S l sc-v PROJECT ADDRESS: 1 LP 2-es -6 3 ` VA 1-..L.. 1 l N Y CONTACT PERSON: G ZC7L..L, &.M6 j PHONE: \2 T Z- 32... (N..3 'A9' r 2,� c""�c o,- (2-v.fC7 3 /? 31 t /'-t va S °t — ( " 10 SHEET NUMBER(S) 2) /. "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: CITY USE ONLY Planning •.; PLAN CHECK/PERMIT NUMBER: £t 1 ` ° d re Public Works HtuEtVED CITY OF TUKWILA AuG 1 997 PERMIT CENTER Q.vre& 3/19/96 : F ' " ' 5 ' F g O a t + d ? V S A i r r e . K 1 4 g a e f °' � � ^ j u J ' 'r � ' k � � ; `a i t i i ' : k � 1 'd ? # ' k ' ' R 5 7Nt f � k 3 f k 1 " C � f flril5 ? °tl�l n7p eC� 7RS S V 4 `I; :ST dfSd� {Cni° V2 3thY� &2kfi R 3 s��bi�kGd�+d ?sKt r. REVISION SUMMARY: Lt s7 7�P.l`ftt p "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: CITY OI jUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL p nn . (o - (�sco DATE: 6'2 ' Z 7' PLAN CHECK/PERMIT NUMBER: 4Y[7 - Co c � PROJECT NAME: SQ ) Cizo Aer Come. \ e S t 0r e PROJECT ADDRESS: k a'OO We Va t I CONTACT PERSON: 4CItn DG UNi 6'X' • PHONE: 42S- 4C 1. 1212- SHEET NUMBER(S) 4 f/ t6 ,c-00,14/7 RECEIVED CITY OF TUKWILA JUN 2 5 i7 PERMIT CENTER 3/19/96 Telephone 425 451 -1232 Fax 425 451 -1841 rogcro @nwlink.com ROGER OLLEN BU RG /A RCH ITECT 515 116th Avenue NE; Suite 202 Bellevue, Washington 98004 PLANS CORRECTIONS AND CHANGES June 26, 1997 Application Numbers D97 -0095, -0096 and -0097 Southcenter BP - Public Works. (Submittal 2) 16200 West Valley Highway n response to letter dated May 12, 1997: Letter from Giles Engineering Associates, Inc. attached.:. RECEIVED JUN 2 7 1997 COMMUNITY DEVELOPMENT :¢n • Dallas, TX • Los Angeles, CA • Madison, WI • Milwaukee, WI • Seattle, WA • Washington, D.C. Dear Mr. 011enburg: Roger 011enburg and Associates 515 -116th Avenue Northeast, Suite 202 Bellevue, WA 98004 Attention: Mr. Roger 011enburg June 24, 1997 GILES ENGINEERING l JSOCIATES, INC. GEOTECHNICAL, ENVIRONMENTAL & CONSTRUCTION MATERIALS CONSULTANTS Subject: Evaluation of Effect of New Fill on Existing Pipeline Proposed Tukwila BP Station 16000 West Valley Highway Tukwila, \\Tashlrlgtoll Project No. 6G- 9702009 RECEIVED JUN 2 6 1997 BY•1 This letter presents our evaluation of the effects of proposed new fill to be placed during the construction of the Tukwila BP project on the adjacent City of Seattle Bow Lake pipeline. The request for this review was provided in your June 5, 1997 transmittal. Included in this transmittal was a portion of review comments from the City of Tukwila regarding the effects of new fill the adjacent City of Seattle pipeline, as well as a Grading, Drainage and Utility Plan prepared by David Evans and Associates dated March 24, 1997, their project number OEVT0005, Sheet C2. The carwash portion of the new Tukwila BP is located immediately adjacent to,the north property line. The northern wall of the carwash towards the western end will require the construction of a low retaining wall and the placement of up to 5 feet of fill to reach finish grades. The retaining wall is approximately 10 feet from the property line. It is understood that the existing 60 -inch diameter Bow Lake waterline parallels the north property line of the site a distance of some 25 feet north of the property line. Considering the compressible nature of soils in the Tukwila area, a review of the effect of the proposed new fill below the car wash on the bowlegged pipeline was requested by the City of Tukwila. Using conventional geotechnical techniques, we evaluated the stress increase imposed by the proposed new fill on the material supporting the Bow Lake pipeline. Based upon our analyses, the increase in stress is negligible in the soils above and below the existing pipeline and the presence of the new fill should not cause settlement of the pipeline. We appreciate the opportunity to be of service to you on this project. Should you have any questions or require further information, please do not hesitate to call. Respectfully submitted, GILES ENGINEERING ASSOCIATES, INC. liyti urt D. Merriman, P.E. Senior Project Manager John E. Zipper, P.E. Regional Manager 19019 36th Avenue West • Suite G • Lynnwood, WA 9811BKPIRES 11 / 20 / . ' 206/771 -5775 • Fax 206/771.5557 • E•Mail seattle @gilesengr.com \ 3 ROGER OLLENBURG /ARCJJITECT 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 Telephone 425 451 -1232 Fax 425 451 -1841 rogcro @nwlink,com PLANS CORRECTIONS AND CHANGES June 24, 1997 Application Number D97 -0095 Southcenter BP - Convenience Store 16200 West Valley Highway Four complete sets of drawings are submitted herewith. Revisions are "clouded" and all sheets dated 06/20/97 in title block Permit Review. A. Auilding nivisipn! Responses to comments dated 4/7/97: 1. Sheet CS.A9, Door Schedule revised to indicate Detex ECL /230D exit control lock; specifications attached hereto. 2. Dimensions of Men Toilet and Office revised to provide more space for urinal /lavatory clearance. Sheets CS.A1, A6 and S1 revised. 3. Sheet CS.A2, west elevation revised to indicate safety or tempered glass. Entrance doors revised to aluminum /glass; see also Sheet CS.A9, Door Schedule. 4. Sheet CS.A7, details 1 and 2, window frame anchoring added. Calculations for anchors attached hereto. 5. Sheet CS.A4, details A, B and G, and Sheet CS.A7, details 1 and 2, GWB added at inside of insulation. 6. Sheet CS.A2, glass indicated as insulated 1 ". Other Revisions: a, Sheet CS.A8, detail C, soffit hung wall indicated to have metal or wood studs. b. Sheet CS.F1, revised Equipment Schedule. c. Sheet CS.S1, revised PVC conduits. d. Sheet CS.S2, revised plan, and Sheet CS.S3, revised details, deleting framing extensions beyond outside walls, corresponding with details on Sheets CS.A3, A4 and A5. Detex ECL -230D Ezidt Control Local Function and Operation The Detex ECL-230D Exit Control Lock is a UL listed emergency egress system designed to comply with California State Fire Marshall Title 19 Public Safety Provisions for Emergency Exit and Panic Hardware. The ECL -230D is a single point deadbott locking device that deters unauthorized entrance from the outside while allowing emergency egress from the inside. It provides inside and outside key control bypaw capability. In the event of unautho- rized use of an exit door, the ECL-230D will sound a high decibel alarm and can be reset only with a special control key. This commands attention even in high noise environ- ments. Operation of the ECL-230D is straight- forward. Authorized use of the control key in the lock cylinder, inside and outside, permits unlocking the door without sounding the alarm. Locking the deadboit mechanism always arms the alarm system. When an exit occurs, the alarm is reset by switch- ing the unit off and then reloc kir~g with the authorized control key. ei==3 Installation 1 • Cylinder Not Included The ECL -2300 can be mounted on the latch side of a right or left hand door. EMERGENCY EYJ T ONLY Detex E CL-23OD Eat Control Lock Features ■ Rugged, attack - resistant housing with corrosion- resistant alloy lock body - mountable on eater left or right side of the door • Proven ECL -230 durability and reliability that includes single point, saw - resistant, deadbolt locking with h inside/outside key control bypass capability • High - decibel, electromagnetic horns that command attention even in high noise environments Optional Accessories ■ Remote signal capability with Remote Lead lit or Electric Keeper/Switch ■ Exit bar captions available in Italian, Chinese, Spanish, French Canadian, French, Dutch, or German • The Detex ECL -230D can be converted to AC operation with the optional BE -960 Battery Eliminator or ECL -1580K 6 VDC Battery Replacement Unit. SEE DETER CATALOG FOR FULL LINE OF ACCESSORIES. 3/4' What to Specify We View Freer view Physical Specifications Die -cast aluminum alloy housing with baked silver cortex finish. Lock case dimensions 103/8" high x53/4" wide x 3 3/4" deep Push plate and bar dimensions 3 1/8" high x 12 7/8" wide Power Specifications Battery: Internal 6 V lantern-type RIP Relay: SPOT contact lA @ 28 VDC 1. Model ECL -230D 2. Quantity 3. 1 each 5 Pin Rim Cylinder * Cylinder (t CL -445K) Not Included Must Re Ordered Separately Detex Warranty Comes with Detex's five year limited warranty. The ECL -230D Exit Control Lock is warranted to be free of defects in material and workmanship when property installed, used and maintained according to instructions. We will, for a period of five years from the date of purchase, repair or replace any part which, upon our examination, proves to be defective under normal use. This does not apply to batteries or to damage from battery leakage. This warranty will be honored upon presen- tation of proof that the product covered thereby was purchased directly from an authorized Detex distributor. WE SHALL NOT BE LIABLE FOR ANY DIRECT, INCIDENTAL OR CON- SEQUENTIAL LOSS OR DAMAGE ARISING OUT OF THE FAILURE OF THIS DEVICE. 0272K LY7RPORAT7ON 302 Detex Drive New Braunfels, Texas 78130 (800) 729 -3839 FAX (210) 620 -6711 In Canada Hardinge Bros. of Canada, Lid. 3375, 14th Ave. Unit #1 Markham, Ontario L3R OH2 Canada (416) 470 -8844 1-800 -387 -5065 FAX (416) 470 -2767 Dotex Corporation 53 Isaacson Road Burwell, Cambridgeshire CBS OAF, U.K. (0638) 742223 FAX (0638) 743577 Co ri Detex Co oration 1993 1286A93 • t • 1.! • , RAMAN ASSO&ATES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522-0084 .: i.... ----- ..c1 4 .• 6 „ ....___ ...• Yb • ..; $. E.A.9....4F . . , . 61.4ss_ 174 ..6 • - i .,-• .; • - • ... : . ..........L _ .1.......&ie ____,..*_..... • ..: . 3.... I., ... .............:_ _..... . . 1 r - . 1 , •:. , . . : • . • : . • •• '4 1 • , i . 1 , )7 kSU ■ ' 1 t 1 ! ; 1 t I . • i . • . . . i — - ;Re,ff. svz . y • ________ • .. • • VII is% P 610 Ca 5 14); . '? , I- a/. -_-. . 1 1....p.1..f. . VII :• 100 AP - ,r.7.1*6 . . Fr: • ‘ JOB SHEET NO CULATED BY CKED BY LE , I . - 712 , 1: . 66 o R • Or WilLt:: DATE • /611 1 C p-4" 0 ,4 . c.,tr7. OP • _ ..1.1.6 P ... . Ak 0 0 % 1 1'. /51.0A ) 1 6 1 .0.00 P.n r. :-• DATE • ...wow...no mr...N.11 L 14" 1 4 )1 • IC X e i 4 5TEU co).21)..- Pre..6 FAs , Ito bes i ( 34 UrvoU. - • _154, 4 ,‹ 1 • 2 ,'; ;17 Fli / 112 ...A $. : .... c ROGER OLLENBURG /ARCHITECT 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 Telephone 425 451 -1232 Fax 425 451 -1841 roger te PLANS CORRECTIONS AND CHANGES June 24, 1997 Application Numbers D97 -0095, -0096 and -0097 Southcenter BP - Public Works 16200 West Valley Highway Four complete sets of drawings are submitted herewith. 1. Copies of all recorded easements are attached hereto. 2. Geotechnical report pending. 3. Sheet C3 added for plan and profile of West Valley Highway. 4. WSDOT Channelization Plan sheet revised. Copy submitted to WSDOT and copy attached to plans submitted herewith. 5. WSDOT wants only the channelization plan revised. All other approvals are responsibility of Tukwila. 6. Meeting held with Public Works staff. Drainage revisions include, a) revised invert of West Valley Highway north catch basin #8 and revised discharge location from catch basin #8. Analysis has been made that indicates culvert slope can be extended to new pipe which connects to West Valley Highway crossing. Copy of analysis attached hereto. 7. Tukwila trail adjacent east of project site indicated. 8. Puget Sound Power & Light (Puget Sound Energy) right of way indicated. 9. Storm drain pipe connected to Northwest Expo Center catch basin #B -3 and discharge pipe from catch basin B -3 revised as necessary. 10 Easement not necessary. Northwest Expo Center has lease for parking and drainage. 11. Agreement with Northwest Expo Center pending. 12. Grease interceptor indicated on Sheet CS.P1, Waste and Vent Plan. 13. Locations of water and sewer connections to buildings indicated in same locations on C2 and CS.P1, CS.P2, CW.P1, and CW.P2 14. Call -out number of catch basin type I revised on Sheet C2. 15 and 16. Approval letter obtained from King County Industrial Waste Division, copy sent directly to Tukwila, attention Joanna Spencer. Per requirements of Industrial waste Division, a valve has been added just downstream of fueling system oil /water separator. 17. Street Frontal /Proportionate Fair Share Agreement pending. • ' , •,• '• .. • ROGER OLLENBURG/AHCHITECT PLANS CORRECTIONS AND CHANGES June 24, 1997 Application Numbers D97-0095, -0096 and -0097 Southcenter BP - Public Works 16200 West Valley Highway Page 2 18. Water line in northeast corner of building indicated on Sheet' C2. Bioswale revised as needed. 19. Additional gate added for access to sanitary sewer Manhole. . , ' • 20. See comment 13. ‘, , • , Other Revisions: , • a. Added two street lights. Final design of electrical connection pending with Puget Sound Energy. b. Added concrete valley system to surface drainage system to direct flow to catch basins. May 15, 1997 Mr. Roger 011enburg 515 -116th Avenue Northeast, Suite #202 Bellevue, Washington 98004 Dear Mr. 011enburg: SUBJECT: CORRECTION LETTER #1 Development Permit Application Number D97 -0095 Southcener BP 16200 West Valley Hy This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed review comments from the Building Division and Public Works Department. At this time the Planning Division and Fire Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. Sin / ely, Kelcie J. Peterson Permit Coordinator Enclosures File: D97 -0095 PRE96 -036 City of Tukwila John W Rants, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 (-- DATE: C. City of Tukwila PROJECT NAME: West Valley BP Department of Public Works Ross A. Earnst, P. E., Director PUBLIC WORKS DEPARTMENT COMMENTS May 12, 1997 PLAN CHECK NO.:D97 -0095, D97 -0096 PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. Additional Public Works comments will follow after required items are submitted. 1) Submit copies of all the recorded easements /agreements listed in the title report. 2) Update the geotechnical report to address residual settlement or movement of Seattle pipe line and public /private infrastructure as that may result from dewatering, construction and subsequent operation of the proposed BP gas site /mini -mart development (see attached). 3) Submit a plan and profile (line and grade) for proposed West Valley Highway roadway widening, curb /gutter, sidewalk, and associated street drainage. Show gutter flow line, top of curb , back of sidewalk and storm drainage profiles. Street lights are required at the back of the sidewalk as part of the frontal improvements., see Public Works Standarts. 4.) Channelization and striping shall be shown on a separate sheet. 5) Obtain WSDOT permit /approval for West Valley Highway roadway widening, sidewalk and associated sheet drainage. Contact Mr. Don Hunter at WSDOT Developers Services Group at (206) 440 -4664. 6) Additional meeting with Public Works is required to discuss drainage issues. Drainage from West valley Hwy can not be discharged to City of Seattle Contact Mr Phil Fraser, PW Surface Water Engineer @ 433 -0179. 7) Show and dimension sixteen foot (16') wide city trail with twelve foot (12') wide pavement and two foot (2') shoulders on each side. John W. Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 431.3665 8) Label and dimension t1( of Puget Power right- of -wa)' . :t the west side of the subject property. 9) The length of the proposed twelve inch (12 ") storm drain from catch basin #1 to the Northwest Expo Center is incorrect. Based on the data that Public Works has at this time, information submitted by BP does not match Northwest Expo plans. Please note that Don Miles is no longer the engineer of record for the Northwest Expo project. Show the existing infiltration trench (2' wide x 4' deep) which extends to the Embassy Suites Hotel on the west side of the Tukwila city trail. 10) Obtain easement from Puget Sound Energy (formerly Puget Power) for storm drainage connection to Northwest Expo Center project. Contact Mr. Bressler , Puget Sound Energy Real Estate Representative Q 462 -3029 11) Please provide a rightrof -entry /storm drainage easement agreement from Northwest Expo Center property owner. 12) Provide a grease interceptor or bio- enzyme grease treatment for the food service area inside the convenience store. Show this addition to the plans on the floor plans and add all information to the kitchen equipment schedule. 13) Revise location of the water service for the proposed convenience store. Sheet C SP- 2 shows the water service on the east side of the building, but sheet C2 shows the water service on the north side of the proposed building. 14) Revise the call -out number of catch basin Type I in the sanitary sewer construction notes on sheet C2. 15) Provide an approval letter for storm drainage discharge from area under canopy to sanitary side sewer via an oil water separator from King County Industrial Waste Section. Contact Mr. Arnaud Girard at (206) 689 -3012. 16) Provide an approval letter for car wash overflow discharge to sanitary side sewer from King County Industrial Waste Section. Contact Mr. Arnaud Girard at (206) 689- 3012. 17) Submit a Street Frontal /Proportionate Fair Share Agreement for remaining portion of West Valley Highway at the north end of the property. 18) Show existing water lines at the northeast corner of the property. 19) Additional gate will be required on the east side of the property of City maintenance access to the existing sanitary sewer manhole at the northeast property corner. 20) Show water service line on the north side of the car wash building per plumbing floor plan sht CW.P -1. -s Prior to conducting this goetechnical review, agreement needs to be reached between the City and the Developer as to where the relocated public water main at the north end of the property will occur., Provide Geotechnical stabilitk :filysis to determine what/if any disturbance (i Tsidual settlement or movement) may occur to Seattle Water Department's Ceder River Pipline #4 just north of the development (a.k.a. "Andy's Diner" site) as result of the construction and/or operation of the proposed BC gas station/mini-mart development This analysis will include a residual settlement calculation in the zone of • influence of Seattle Water Deaprtments' Ceder River Pipeline #4 relative to: a) surcharging the site; b) grading and construction of the bioswale (or ponds) at the north end of the site; c) installing foundations (including pilings, if appropriate) and building structures; and, d) constructing new or relocation of existing utilities. If any potential disturbance, settlement, movement or damage to Ceder River Pipeline #4 is identified as a result of this development, then the geotechnical analysis will include recommendations to eliminate development conditions under which potential damage to Pipeline #4 could occur. A review of this geotechnical report by the Seattle Water Department, and their comments will be provided as part of this submittal, including the approval of this development relative to their pipe. All utilities need to be clearly marked along with type of material, depth and size of the utilities, and any other information that could assist the geotechnical engineers conducting this analysis. If the site plan changes then the geotechnical report will be modified to reflect review of these changes and ammendments to the report be submitted along with any plan revision. Zak:Uk31'd.Cxi AA'atiltaViaiNti 1......:.. s: w.... w.,....«_.....,..- ..................,,.....,.,..-... w..,-,.,..,.. c.,. ....«... ................... ,„.,....,».....,..,+n.w.«. BUILDING DIVISION COMMENTS DATE: 4/7/97 PROJECT NAME: B P Convenience Store PLAN CHECK NO: D97 -0095 Plan Reviewer: Contact Bob Benedicto at (206) 431 -3670, if you have any questions regarding the following comments. UNIFORM BUILDING CODE 1. Door marked #7 (Sales to Exterior) is scheduled to be installed with an "Exit device surface mounted W/DCI alarm " Provide additional information regarding this device. Note: If this is a "Special Egress - control Device" as defined in UBC 1004.5 it may not be installed in a building without an approved automatic sprinkler system or an approved automatic smoke detection system. Please clarify. 2. The required clear floor space at the water closet must be provided for the men's toilet room. Specifically, the lateral distance from the center line of the water closet to the nearest obstruction, excluding grab bars, shall be 18 inches on one side and not less than 42 inches on the other side. The urinal remains an obstruction within this required clear floor space. 3. Re: Storefront glazing at West wall of building: Glazing on either side of entry door(s), entry doors(s) and the subsequent 9' glazed panels extending to the South of the entry doors, are considered glazing in hazardous locations as defined in UBC 2406.4. Specify the requirement for "Safety glazing" for this glazing, on the plans. 4. The five glass panels to the right of the entry doors are not supported on all edges. Since this is an exception to UBC 2404.1, a specific design for securing the glazing panels will have to be submitted. Design of the frame anchorage shall address the topics in UBC 2404.2. 5. Rigid insulation is shown at certain areas at the exterior wall, above the suspended ceiling), indicate on detail or otherwise note the proposed method for complying with UBC 2602.4. WASHINGTON STATE ENERGY CODE (Part B, Nonresidential). 6. The prescriptive path of compliance with the envelope requirements of the energy code is an inflexible method. Consequently, the main entry doors must be of insulating glass in addition to safety glazing. Please indicate this on door schedule and details that reference the entry doors. By: RSB- 4/7/97 -2:44 PM I SS \T1 A S S O C I A T E S CONS1.1131NG ENGINEERS May 13, 1997 A PROFESSIONAI. SERVICES . . CORPORATION 2030 PIRSrAVENUE SUITE 203 SEATTLE, 1WtSIIINOTON 98121 MAY 1 41997 PERMIT CENTER TELEPHONE: (206) 256.11103 : FAX: (206) 256 RFA #97102 -06 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 97 -T -06 (Southcenter BP - Store) Dear Mr. Griffin: D`li -ooq We have reviewed the resubmittal information for the proposed project for compliance with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. Based on our previous plan review letter dated April 8, 1997, it appears that the applicant has responded successfully to our concerns. Therefore, we have no additional comments. Enclosed are the drawings, calculations, and geotechnical report for your use. We have forwarded a copy of this letter to the architect at for your convenience. If you have any questions, you may call me directly at (425) 255 -3099. Sincerely, ROBERT FOSSATTI ASSOCIATES, INC., P.S. Crys Kolke CLK:2 a:\RFA\97t06"2.doc cc: Mr. Roger 011enburg Roger 011enburg and Associates 515 - 116th Avenue NE, Suite 202 Bellevue, WA 98004 DATE: City of Tukwila Department of Public Works May 12, 1997 PROJECT NAME: West Valley BP PLAN CHECK NO.:D97 -0095, D97 -0096 PUBLIC WORKS DEPARTMENT COMMENTS PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. Additional Public Works comments will follow after required items are submitted. 1) Submit copies of all the recorded easements/ agreements listed in the title report. 2) Update the geotechnical report to address residual settlement or movement of Seattle pipe line and public /private infrastructure as that may result from dewatering, construction and subsequent operation of the proposed BP gas site /mini -mart development (see attached). 3) Submit a plan and profile (line and grade) for proposed West Valley Highway roadway widening, curb /gutter, sidewalk, and associated street drainage. Show gutter flow line, top of curb , back of sidewalk and storm drainage profiles. Street lights are required at the back of the sidewalk as part of the frontal improvements., see Public Works Standarts. 4.) Channelization and striping shall be shown on a separate sheet. 5) Obtain WSDOT permit/ approval for West Valley Highway roadway widening, sidewalk and associated sheet drainage. Contact Mr. Don Hunter at WSDOT Developers Services Group at (206) 4404664. 6) Additional meeting with Public Works is required to discuss drainage issues. Drainage from West valley Hwy can not be discharged to City of Seattle Contact Mr Phil Fraser; PW Surface Water Engineer ® 433 -0179. 7) Show and dimension sixteen foot (16') wide city trail with twelve foot (12') wide pavement and two foot (2') shoulders on each side. John W. Rants, Mayor Ross A. Earnst, P. E., Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 4313665 : itcuclp,; liS: �! oet•,.... P ;T +ancrwnme”.. A Jil¢%M.VXA...vewttAwVva&tre Sisswp",!4,rtrron 8) Label and dimension tl :,width of Puget Power right-of-w4 :1 the west side of the subject property. 9) The length of the proposed twelve inch (12 ") storm drain from catch basin #1 to the Northwest Expo Center is incorrect. Based on the data that Public Works has at this time, information submitted by BP does not match Northwest Expo plans. Please note that Don Miles is no longer the engineer of record for the Northwest Expo project. Show the existing infiltration trench (2' wide x 4' deep) which extends to the Embassy Suites Hotel on the west side of the Tukwila city trail. 10) Obtain easement from Puget Sound Energy (formerly Puget Power) for storm drainage connection to Northwest Expo Center project. Contact Mr. Bressler , Puget Sound Energy Real Estate Representative @ 462 -3029 11) Please provide a rightrof- entry/ storm drainage easement agreement from Northwest Expo Center property owner. 12) Provide a grease interceptor or bio- enzyme grease treatment for the food service area inside the convenience store. Show this addition to the plans on the floor plans and add all information to the kitchen equipment schedule. 13) Revise location of the water service for the proposed convenience store. Sheet C SP- 2 shows the water service on the east side of the building, but sheet C2 shows the water service on the north side of the proposed building. 14) Revise the call -out number of catch basin Type I in the sanitary sewer construction notes on sheet C2. 15) Provide an approval letter for storm drainage discharge from area under canopy to sanitary side sewer via an oil water separator from King County Industrial Waste Section. Contact Mr. Arnaud Girard at (206) 689 -3012. 16) Provide an approval letter for car wash overflow discharge to sanitary side sewer from King County Industrial Waste Section. Contact Mr. Arnaud Girard at (206) 689- 3012. 17) Submit a Street Frontal /Proportionate Fair Share Agreement for remaining portion of West Valley Highway at the north end of the property. 18) Show existing water lines at the northeast corner of the property. 19) Additional gate will be required on the east side of the property of City maintenance access to the existing sanitary sewer manhole at the northeast property corner. 20) Show water service line on the north side of the car wash building per plumbing floor plan sht CW.P -1. t..\t . \4 • Provide Geotechnical stabilit alysis to determine what/if any disturbance (&Jsidua1 settlement or • movement) may occur to Seattle Water Department's Ceder River Pipline #4 just north of the development ( 7 fi lz (a.k.a. "Andy's Diner" site as result of the construction and/or operation of the proposed BC gas station/mini-mart development. This analysis will include a residual settlement calculation in the zone of influence of Seattle Water Deaprtments' Ceder River Pipeline #4 relative to: a) surcharging the site; b) grading and construction of the bioswale (or ponds) at the north end of the site; c) installing foundations (including pilings, if appropriate) and building structures; and, d) constructing new or relocation of existing utilities. • If any potential disturbance, settlement, movement or damage to Ceder River Pipeline #4 is. identified as a result of this development, then the•geotechnical analysis will include recommendations to eliminate development conditions under which potential damage to Pipeline #4 could occur. Prior to conducting this goetechnical review, agreement needs to be reached between the City and the Developer as to where the relocated public water main at the north end of the property will occur. A review of this geotechnical report by the Seattle Water Department, and their comments will be provided as part of this submittal, including the approval of this development relative to their pipe. All utilities need to be clearly marked along with type of material, depth and size of the utilities, and any other information that could assist the geotechnical engineers conducting this analysis. If the site plan changes then the geotechnical report will be modified to reflect review of these changes and ammendments to the report be submitted along with any plan revision. . R 0 B E R T FOSSA " I 1 I A S S O C I A T E S CONSUI:I'ING ENGINEERS April 8, 1997 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 97 -T -06 (Southcenter BP - Store) Dear Mr. Griffin: A PROFESSIONAL. 2030 FIRST AVENUE SERVICES SUITE 203 CORPORATION SEATTLE, 11:1SIIINC'I'ON 98121 D fl mull ZONE: (200) 256.1903 FAX: (200) 250.0197 We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The following comments should be addressed by the permit applicant: 4. Considering the significant point load at the foundation supporting the 6 3/4 GLB, the Engineer of Record should comment on the adequacy of the continuous wall footing to withstand the applied loads, especially at the north beam support. Refer to UBC Section 1915.2.1. 5. The Engineer of Record should justify why continuous footings do not contain transverse bottom reinforcing. RECEIVED APR 10 1997 COMMUNITY DEVELOPMENT RFA #97102 -06 1. The Company, Name, Date, and Report Number for the geotechnical report should be identified in the Structural Notes. 2. The Structural Notes should indicate the intended Species for wood studs. 3. Details B, C, & D /S -1 call out vertical reinforcing bars as 48" long with a 6" hook. This does not appear to be the appropriate call -out. 6. Several notes on the Framing Plan, Sheet S -2, reference details on Sheet S -4. It appears that these references should be to Sheet S -3 since Sheet S -4 does not exist. 7. Section 9/S -3 is cut on the north side of the building at the west end of the GLB, Sheet S -2, This detail shows a 6 x 10 header adjacent to the GLB, This does not appear to be the correct condition. April 8, 1997 Southcenter BP - Store Page Two The roof plywood panel layout should be identified on the plans. The roof trusses should be designed to accommodate snow drift loads, calculated per UBC Appendix Chapter 16, Section 1641.5, for accumulated weights due to the mechanical screens on the roof Design parameters should be noted on the drawings for the manufacturer's design information. 10. Page 3 of the calculations reduces the wind forces in half twice to get the reactions at the exterior walls. The wind forces are, therefore, only half of the required value. When recalculating the wind forces, a design wind pressure of 22.6 psf should be used (not 20 psf), as required by UBC Section 1618. 11. The holdown called out at Grid C2 may not be adequate for uplift forces once the actual wind loads are evaluate. The Engineer of Record should verify adequacy. 12. Details 3 & 4/S -3 should call out the nailing between the blocking at the outlookers and the top plate of the shear wall below to clarify a load path for lateral forces. The above listed review comments should be responded to in itemized letter form. We, therefore, recommend that the permit applicant have the Structural Engineer of Record, Raman Associates, respond and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office, as required. We have forwarded a copy of this letter to the architect at Roger 011enburg and Associates for your convenience. If you have any questions or require any additional clarification, please call me directly at (206) 255 -3099. Sincerely, ROBERT FOSSATTI ASSOCIATES, INC., P.S. Cryst Kolke CLK: 1 a:1RFA197t06 ^1.doc cc: Mr. Roger 011enburg Roger 011enburg and Associates 515 - 116th Avenue NE, Suite 202 Bellevue, WA 98004 DATE: 4/7/97 ;PROJECT NAME: B P Convenience Store PLAN CHECK NO: D97 -0095 Plan Reviewer: . Contact Bob Benedicto at (206) 431 -3670, if you have any questions regarding the following comments. UNIFORM BUILDING CODE 1. Door marked #7 (Sales to Exterior) is scheduled to be installed with an "Exit device surface mounted W /DCI alarm " Provide additional information regarding this device. Note: If this is a "Special Egress- control Device" as defined in UBC 1004.5 it may not be installed in a building without an approved automatic sprinkler system or approved automatic smoke detection system. Please clarify. 2. The required clear floor space at the water closet must be provided for the men's toilet room. Specifically, the lateral distance from the center line of the water closet to the nearest obstruction, excluding grab bars, shall be 18 inches on one side and not less than 42 inches on the other side. The urinal remains an obstruction within this required clear floor space. 3. Re: Storefront glazing at West wall of building: Glazing on either side of entry door(s), entry doors(s) and the subsequent 9' glazed panels extending to the South of the entry doors, are considered glazing in hazardous locations as defined in. UBC 2406.4. Specify the requirement for "Safety glazing" for this glazing, on the plans. 4. The five glass panels to the right of the entry doors are not supported on all edges. Since this is an exception to UBC 2404.1, a specific design for securing the glazing panels will have to be submitted. Design of the frame anchorage shall address the topics in UBC 2404.2. 5. Rigid insulation is shown at certain areas at the exterior wall, above the suspended ceiling), indicate on detail or otherwise note the proposed method for complying with UBC 2602.4. WASHINGTON STATE ENERGY CODE (Part B, Nonresidential). 6. The prescriptive path of compliance with the envelope requirements of the energy code is an inflexible method. Consequently, the main entry doors must be of insulating glass in add;tion to safety glazing. Please indicate this on door schedule and details that reference the entry doors. By: RSB- 4/7/97 -2:44 PM BUILDING DIVISION COMMENTS �� �=�=ep=="°e"°~ Fire Department � Review' '�� ^� � Control #D97-0085 . (51 2) Apr il`!'� 1987� 7hOm0JP. Keefe, Filv Chief � Re: ` 3puthoentar8P (oonvenienoe store ) - 16200 West Valley Highway ` eur'�S�r� � "` T e tuohed set of building plans have been reviewed by The.Fire prevention Bureau and are acceptable with the following toncerna/, ` 1, The total nu.har'of fiaextin8uimhers required for your establishment ie •oalculated at one extinguisher for 2 each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 1OB:C) dry Chemical type. Travel distance to any fire extinguisher must e 75' or less. (NFPA 10 3-1.1) A sodium bicarbonate or potassium bicarbonate dry-chemical-type portable fire extinguisher having a minimum rating of 40-R shall be installed within 30 feat (3144 mm) of commercial food heat-processing' equipment as measured along an unobstructed path of travel.- (UFC 1006.2.7\ . A fire extingiusher with a minimum rating of 2A, 208;C shall be provided and so located that it is not more than 75. from any pump, dispenser or fill-pipm • opening. (UFC 5202.3) Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the APS John W. Rants, Mayor Headquarters Station: 444 Andover Park Last • Tukwila, Washington 98188 • Phone: (206 575.4404 • Fax /2U8/5?$443A City ����. � ��� ��� .mm��m~����m� Fire " == =ep=="="° .Page number 2 ` - .bot t on e of the extinguisher and tha floor shall -not b laaa 4 inches. ` EXtinguisherm shall be Iodated so as to be in plain `v1a� (if at all ppaaible), or if not in plain via*, hey be identified with a sign stating, "Fire 'Extin8ujaher" with an arrow pointing to the unit. (NFPA 10, 1-6.3) UFC Standard 10-1) • Y ` -:.Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. .0NFPA 10 1-G 5� , .~ Fire extinguishers require monthly and yearly inspections. They must have a tag or label aecuraly, attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. (NFPA 10^ 4-3, 4-4 and 4-4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4-4.1) If the required monthly and yearly inapections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10A-4-4) 2. Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Obstructions, including storage, shall not be placed in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 1203) John W. Rant Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 w Phone: /276/575-4404* Fax. (2&6) 575-4409 City of Tukwila Fire Department John W. Rants, Mayor Thomas P. Keefe, Fire Chief De'ad .bolts.are not allowed on auxiliary exit doors un dead bolt is automatically retracted when the: door handle is engaged from inside the tenant space Exit hardware and marking shall meet the requirements of'the.Uniform Fire Code. '(UFC 1207.1 - 1212.8)• 'When two or more exits from a story,are required,_exit . shall be installed at the required'exits and 'Where otherwise necessary to clearly indicate the • direction of egress. (UBC 1013.1). Aisles leading.to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel'shall also comply with •the Building•Code requirements for accessibility. (UFC 1204.1) Exits shall not pass through kitchens, storerooms, restrooms, closets or spaces used for similar purposes. (UBC 1003.5) When two or more exits from a story are required and 'when two or more .exits from a room or an area are required by U.B.C. Section 3303, exit signs shall be • illuminated. (UBC 1013.3) 3. A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance 01742. Maintain square foot coverage of detectors per manufacturer's specifications in all areas including: closets, elevator shafts, top of stairwells, etc. (NFPA 72, 5- 1.3.4) The installation of wiring and equipment shall be in accordance with N.F.P.A. 70, Article 760, Fire Protective Signaling Systems. (NFPA 72 -1- 5.5.4) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 City of Tukwila Fire Department Page number Local U.L. central station supervision is required. (.City Ordinance #1742} All new fire alarm systems or modifications to .'existing system's shall have the "written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #1742) (UFC 1001.3) Remote alarm annunciation indication is required if the. control panel•is not visible from the main entrance. (City Ordinance #1742) When the control.panel is located inside a room, the door. to the room shall'have'a sign with one -inch •letters which.reads "Fire•Alarm" or "Fire, Alarm' Control ". (City Ordinance #1742) John W. Rants, Mayor Thomas P. Keefe, Fire Chief Key box When access to or within a structure or an area is unduly difficult because of secured openings or where immediate access is necessary for life- saving or fire - fighting purposes, the Chief may require a key box to be installed in an accessible location. The key box•shall be a type approved by the Chief and shall contain keys to gain necessary access as required by the Chief. (UFC' 902.4) Fire alarm systems shall be maintained in an operative condition at all times. Fire alarm systems and their component parts shall be inspected and tested per manufacturer's specifications and N.F.P.A. 72 at a minimum frequency of every twelve months. A copy of inspection, test and maintenance records shall be forwarded to the Tukwila Fire Prevention Bureau. (NFPA 72 (7 -3.2, 7- 3.2.1)) (City Ordinance #1742) Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (1- 5.2.8.2)) H.V.A.C. systems supplying air in excess of 2,000 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 ..cubic: feet per minute to enclosed spaces within.. buildings shall be equipped with an automatic shutoff. :Automatic shutoff shall be accomplished by interrupting. the power source of the air- moving equipment upon detection of smoke in the main . supply -air duct served by such equipment. Smoke detectors shall be labeled by an approved agency for air- duct'installation and shall be Installed in' accordance with the manufacturer's installation instructions. (UMC 608) Duct smoke detectors shall be capable of being reset from the alarm panel. (City Ordinance #1742) Call the Tukwila Fire Department at 575 -4407 for approval of any system shut down. Have job site address, name and the Tukwila Fire Department Job Number available to confirm shut down approval. (City ,Ordinance #1742) 4. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) • 5, Required fire resistive construction, including occupancy separations, area separation walls, exterior wails. due to location on property, fire resistive • requirements based on type of construction, draft stop partitions and roof coverings shall be maintained as specified in the Building Code and Fire Code and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 701) Your street address must be conspicuously posted on the building and shall be plainly visible and legible • from the street. Numbers shall contrast with their background. (UFC 901.4.4) All required hydrants and surface access roads shall be installed and made serviceable prior to and during Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57$4404 • Fax (206) 5754439 City of Tukwila Fire Department the time of construction. (UFC '901.3) Tukwila City Ordinance #1741 provides that the required width of any fire apparatus road (fire lane) shall not be obstructed in any manner, including the parking of vehicles. Minimum required widths and clearances shal 1 be maintained at al 1 times. This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use ov'rlooked hazardous condition of the adopted Fire or Codes does not imply approval of such condition or _ - _ Yocirs • 0 , The Tukwila Fire Prevention Bureau • CC: TFD file . ncd , . . ' ; I.. • . John W Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 5754439 City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director Crystal Kolke Robert Fossatti Associates Consulting Engineers 2212 Camas Circle S.E. Renton, WA 98055 Regarding: 97-T-06: Southcenter BP - Store (D97-0095) . Dear. Crystal Kolke: Please do structural review per U.B.C., 1994 Edition. Sincerely, 4aujag. "33ccUp. Shellie L. Bates Permit Technician 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431•3670 • Fax (206) 431•665 City of Tukwila FILE COPY John W. Rants, Mayor Department of Community Development Steve Lancaster, Director March 27, 1997 Mr. Roger 011enburg 515 -116th Avenue Northeast, Suite #202 Bellevue, Washington 98004 Dear Mr. 011enburg: SUBJECT: Development Permit Application Number D97 -0095 Southcenter BP (Convenience Store) 16200 West Valley Hy This letter is to inform you that your permit application received at the City of Tukwila Permit Center on March 25, 1997, was reviewed at the March 27, 1997, plan review meeting. Your application was determined to be complete. Your permit has begun the plan review process, you will be notified of any required corrections or when your plan is approved. If you have any concerns or questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. Sincerely, y(fi cl Kelcie J. Peterson Permit Coordinator File: D97 -0095 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 Kind of Fixture Fixture Units No. of Fixtures Total Fixture Units Public Private Public Private Bathtubs and/or shower 4 2 Dental units or lavatory 1 1 Dishwasher 4 2 Drinking fountain (each head) 1 1 Hose bibb or sill cock 5 3 'j. CO Laundry tub or clotheswasher 4 2 Sink, bar or lavatory 2 1 ''L "2.. (p Sink, clinic, flushing 10 10 Sink, kitchen 4 2 • Sink, other 4 " 2 .3 (2 Sink wash, circle spray 4 4 '.` Urinal, flush tank 3 3 Urinal, pedestal -. 10 10 Urinal, wall or stall 5 5 I 5 Water closet tank 5 3 2, 1 O Water closet, flush valve 10 6 KIND COUNTY Total Fixture Units Residential Customer Equivalents (RCE) 20 fixture units equal 1.0 RCE Total No. of Fixture Units _ 20 1056 (Rev. 11/96) !. bS White - King County Property Legal Address: (Last, First, Middle Initial) P17 .r O�U tL 1 Subdivision Name 6 2 ►to : i ' Lot ft 24 1/ Subdiv. # ViknO CLAIM IUb . 4(o Block # Property Street W Est VA L.I.E`I /414N W 44 `I Address 1(0 '200 WEST VAU.t,/ 41.4tl Luk"-/ City, State, Zip d'l114w(LA t COAA8 I bie Owner's Phone Number 1242112,..112%.7.1_ 511 Owner's Mailing Address: (it different from above) ° 1v _0 VA ki '46Fle -S(As ()no WKICTL'uu -L N.n►'LTt -1 6 WIN ciSIo9 A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture RCE 33 .W^cMt.. .S t+fff.., .} :.Q. u. ...2N.r v1!n �•Y.t �I .. W ude+ •t At. Non-Residential Sewer Use Certification (To be completed for all new sewer connections, reconnections or change of use of existing connections. This form does not apply to repairs or replacements of existing sewer connections.) Pursuant to King County Ordinance No. 11034, all sewer customers who establish a new service which uses metropolitan sewage facilities after February 1, 1990 shall be subject to a capacity charge. The amount of the charge is established annually by the King County Council but is limited by state law to $10.50 per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi - annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County's Wastewater Treatment Division at 684 -1740. (Please print or type) Owner's Name WI -W .A SSA i (cA) Ld...0 • Property Tax ID # A:MSB 0 - 493$ - 04• Building Name (if applicable) BP 5779 n Party to be Billed (if different from owner) Party's Mailing Address: (if different from property address) or Property Contact Phone # ( ) City or Sewer District Date of Connection Side Sewer Permit # B. Other Wastewater Flow (in addition to Fixture Units identified in Section A) Type of Facility /Process: Estimated Wastewater Discharge: Gallons /day Residential Customer Equivalents (RCE): 187 gallons per day equals 1.0 RCE Total Discharge (gaVday) A [ it 65 B 187 /,6 RCE Yellow - Local Sewer Agency Pink - Sewer Customer r•r -r� yq1 -o 695 RCE C. Total Residential Customer Equivalents: (add A & B) I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrected data for determination of a revised capacity charge. Signature of Owner/ e resen tative 1' - Print Name of Owner / bi �G�iV /fL4 Re re enta 1 tjve Date 03. 4 , g7 RAMAN ASSOLATES 5220 Roosevett Way N.E. SEATTLE, WASHINGTCN 98105 (206) 522 -0084 Jo. I3 P A4a. v.Ikr t — T %-∎ALL %. • SHEET NO e r . . �. .• OF fy wok DATE 2 -2S -11 CALCULATED BY CHECKED BY DATE SCALE it 2va we sr VA-1 V 14-&�' . • 1 ; ' i ' ^ ���t � / .Sit LAJ�:___Sr 1��!r i kr ` i i { Wtr 3 2 } 1 eav I 1 III � " I i 1 I I 1 f i � l i ff i ! NIQ �� 1 i 1 t 1 l Ek I I f 1 lc 1 ___ I D 1 —: ! .STrf. I I I 3 S S - • : PC S ekE ? fs, 1 ; 1 ' j t I f i 1 ! ! ? ; P L E ' 1_ 1 1 t ' 1 i W i 1 ��: sD J i b ir_ 1 i 1 ! ► I i i i 1 I I I I j t t C , 2 13 1' • ! J' I _ t i J 1 1 i i t 1 { I • : . PgoP sE : 3 " t)FE-4 ' P 1c 1 7 + go � - - iks QJ ... _ .__._._.._..__.. ..... .. t? .. ?.• 1410'I La_. 40 r ,S' .�r :=? = LDAD P FrE i J E v PA-INJ 5r) F-. 7-/*; iti; 1 • -- ..._MAINV.F.'I ........ ......... _.. JO % • 1 E Cad? S H Aes' G.ru2 L t9 G .._.- - .- _ _ _ ._._......`_..______.:_._._._._ ... .. . _ ...... • TULA•1) , _ _ __._.............. _ .._...__..... 1 _.0..4`_._.:_..1..2 .. ... -_.' . d .(J r..: Jo / $ � o . . o .. .. ......... . ... 1 G t / . p°rJ W I/ P1 • E. u:. 1. F LLAT. cip.. WI 04 CH∎A"^Ji3 t-- . . 4- r • i t-iii, si.MJ • .dot L2t1 I i N.._ ._ c .3 .y • _ 0.•.47x_4 _. _... -- .._ — M -I . AsJi .� • •: . ,,— . _.. -._ c � w �._.__ ... C. I.,4,0 .). Z. . 13 ........5.- RECEIVED CITY OF TUKWI MAR 2 51991 PERMIT CENTER 5 . bq»i 0, 1 s 4g _.. . 3.6... __ . r._......(,...2 `• JS "--- ...__. . ... ............_... �� �� . � . 0 -k... o - { EXPIRES /201/ 9 9( RAMAN ASSOLATES 5220 Roosevett Way N.E. SEATTLE, WASHINGTCN 98105 (206) 522 -0084 Jo. I3 P A4a. v.Ikr t — T %-∎ALL %. • SHEET NO e r . . �. .• OF fy wok DATE 2 -2S -11 CALCULATED BY CHECKED BY DATE SCALE it 2va we sr VA-1 V 14-&�' ---.......' ........---........... 1 j J I .• i ' I I • . I I I I i I I i i f I I I I i • • ......... --J.,. 1 , 3.1 9 i I , . .• 1 t., (oi.r) : • i I .J 1 , , 1 , 1 i . „..ty.----z i i • el-- --.r. I I --I---I. •$ .••••':". ....... . i • i — i I 1 J 1 I 1....: 1 t•;1• if ild I i ; t I I 1 1 I I 1 i I i I i 1 I i ; 1 , 1 . t ---1- i I 1 1 i L_.._ . j • I i 11 ch 1 , 1 oi 1 i 1 i A 107 I p • re •J r if 10 4 I i ) I I I I 1 1 1 I : • I I, .1 . I 1 li • ice, 1 1 ---:■0:.03 I Zol 44a- . i 1 1 . 1 a "" , :i i f I pi_j I 2 i . . i i " , . 1 )21 x 5 _A___,21.34; . • = 1 2.r2.14,..L/ALL... ' ! • 1 ___.. 1 i 1 , t 1 1 , . 1 : 1 1 I i f 1 • 1,... „ . • - A • '' - i I • -.2.ri24-..ati I i ; I : 3 ! 4 • i . . . . : . : • . 1.1,14 ---- . . . . . i . . 1 . . 1 . . • • .• . ' . + ; 1 Jk_edni.fri.l..2.12A.f•...3_.: 1 I k W.L.—t/C..2 i . ; . ___.,, . . i . • i i . 1 12-4/P ..tt.-1.--..- 4,416 i I i 1 I • 1 i : ■ : 1 i . : , . . 1 i , , t.-- • i I i 1 —7--- 41 i i , ' t• 2. -. . . . . . , I I . 1 . ; i . '; . I ; I I . _........... _.............. . ....... ..... . ____..... ___ .... . . . ... . , ... ..• ,. I . . ... . ., . . • • . . . . . • . . , . .• .. • ; . . .. • • . . .... . i . ; . , . : • . • . . ... .. .. .. ...... : . . . . . . . • . . .... ___......._................... • .. . . .... ...... ....... ........ _ ......... . . .. . . . .._. .... .. ......_ ... .... ... . . .. .... .L._____. • •• •• •-• • - — — . — .. . .._ ... : . . • . .. . . . . .. . ....... . . . ....... . .. . . . .... ..... .. ... . . _... .. ..., . . . . . . . • - - .. .... . • . • RAMAN ASSOf"TES 5220 Roosevelt N.E. SEATTLE. WASHINGTON 98105 (206) 522-0064 2 .1. OF SHEET HO CALCULATED BY CHECKED BY SCALE DATE DATE . ...o.2Gz.. RAMAN ASSOI ;.;TES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522.0084 SHEET NO CALCULATED BY G+ : NWorn+ - 'T_U K w i t•A =: , OF N DATE Z - I I --44 CHECKED BY SCALE y DATE (03 ._.:1. /._r.- 1 __ z w4 / • i i , I ! I i f -- ____,_ II 1 ! , I r- I i ! ! i _ : 1 71. Riar l . Lok-01,46::ii: 1 1 1 II .! : i i 1 • , 1 , 1 I i 1 1 1 II I1il. : t 1 Z:r ; gliallF 1 1 4.1'11) I • I I I 3 min* IzZa.1 2i. L _____6(ao _2j, . 1 3-114f.33.4.21, i 1 . z 66C #Zri —IZoop: I • 1 ,, I ' ! 1 , . . . ii • 4 3rxiC_4p)*I.t _lagfC2_ ii;it i • 2. i ' f 1 1 , • , . • : • 1 • 4..1.1) z 1 1 • 2 " / • ; - Ix •4-8-0 • i ell ij J a ) ; Ceif C) _. ---- WArtAl _______ _F_r_a_i;nel S'TV et 4.1 , r p ej.e . rt : : . ;.• ---...-OR lb- 2e...% • ...7....___._._,___ • '; ' 'Llreip ' 70_6 P • 2. Vpr FRAME _CD . 7. ____•_. = : .34_;4_14* I 7 */ pi- • (FL) I _/./.7 .1. 20 .; '.; 1;irnn • II : ....- 64eit? 'f 3 1 ' , 3 1 1.p_x -..6 Lt : : i eri io = 6.72-r ; * , , 1 • . , , 4- i i i.. . :_z L --7 • ..... ...._.. .... .. .._ ... . ... .......... ..... . . ..... . . • ia.c-' - I a I _ . Q i . . • . .. ... • .... . • , a GeirSe F - ) , e S t. • . .) Is x. ; ii.3.• I .13 11.1 S.::__ i _ _. : Nterict,....rgh.4 • . ...tot-ices,Ts. ce ,k1) 49. C aRAOS. GRIO St . Nice n4- I gfiv6.11 k5eivr)- Te-Epz . , 1 .. • /F . • WA LI, . ...-.. SO -- WitriA0.= r+ Wrn _______._____ 34 ,+/F-r• - 1 ' . - .: *n.v .... .. ____ __...,.... 3.. ti. F.r.. _.... _.(r!..E7_... .5.: r ... I I 3 0 Ff, . 14.3'3/ ; Ii."33/0.9.•‘-'!-7 .:-. 0.5 0 C.5sv 2 )... ..... ... ........ 0 A. s . ,- ...... ... ......_ .., 5 . 01-:. RAMAN ASSIK TES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522.0084 JOB " I / SHEET NO CALCULATED BY CHECKED BY SCALE we.. DATE 3 - S Lei7 OF DATE • RAMAN ASSC( :4TES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522-0084 : I N M KI:21?-.11- • Slog , CrAl z: t ACID 44w .e. S rvr,4 5'1O E = e0oF G Rio . 3 jos Pr 4GM2, 1...1114 - f UX. J LP k • SHEET NO _ tkim J F ). ' G Aca 13 GA-M S. - . Lf!a 1 n1 G S. /Or Vio l... 4- C 1 Li . . 1.416 14 GRAog 6GAr1 CALCULATED BY CHECKED BY SCALE I; . .• ERs r4' f4 1 1 4' G' 36.L 34•S 3IO OF DATE V/ / 47 DATE • 3.4 • '� . R OOF . . .... ....00 ....j Ff , . ln/ _ 4S0 . (FRA )....... 2.s 0 . (...CQNG�:('.7 ) - 1 I ' 3 • 3 . x 113 ..(4v ( tr,VR St..a/3) ( L L . . ‘RAne a'1 . 30v.. Gweipoe se t'). Rory S1 a -g . ,z 300 6 rt 1 s Iri. , RAMAN ASSOCC, rEs 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522.0084 6410 .( 4qe... ) Jos frd / CAA vvArSki H. W L• • A* SHEET HO t . ' 5 OF DATE 3 / 44 " CALCULATED SY CHECKED SY SCALE DATE 1 • i ...1.• i„ — . ..- , -L. 4..- 1 1 1 R 1 j . ' I ' . --i-- i • 1 1 i 1 1 f , I • 1 : . i• i. I . N I 1 i I 1 1 L .-- Hi . 62(1;11 - ! -4 -R-e? OF ! -V ! _512 + : ! I . 1 ...L... H • 1 1 ! - la l . _1_. 1 i I 3_,C21 L___CMIL-1 I ' I I --L 1 - 1 • , , , i • 1 l iii !Hi 12' 1,1441" " T ! 1 ! ' 1 ' • j j 1_• ,stai ._[ i 1 icil 1 .J.A.,2te> 1 C 1.4 I• I;: Ili iti;1 ii J. ,-. ciaism_latigol • ! ! 1 ._,_. " . • 1 _ , I ; 1 : 331 : A 1 • i i 1 f tzfAlcu, Nom - sum._ , , - LI" &A' s zrol la 1 i : . : i ilvrl • • ! pi.e. . . . . . , ;11G-8e, on ; n i . . , • i i 1 1 i . ; i ; ! • i • : 4 • , . .... . i •i 1 i j i 1 ";11 1:1 iiIii!ii , 1 . , 111;! f-- ; ;...___ , , : .... 4. • , i i --. ,d-tir),4 . 1 1_2,Trsi. I I ... : , ; , ; 1 I i , : , I I i I i ' I • 1.: ! i i 2.24...___...:.______ .. i . ...Zo..A6*-142;.......:.._.1.__4 : ; 4 • : , 1 Z S .... ... ...L_Etiar.LSLABL._, .._____________..._.... ii:::1 • . . ; , a.u.d..SLerli 7 -- , 1 3 6 1; /Fr. .. . ■•••■ • • PestcrtJ beLener ' ikt S 44o. 3o o . _ I!oo */r. . i i • • 1 i i i Lit - i. 3 .C1) ? 4 315I - f . t ! ' 3»1Zoi *o! ' I • i,4 )__L- (._.sv S .eE :. 1 rzr • /irz _g i 1 , - _ I I _ -,� , , ! i 1 __ ev_o -.. _o_ _ :a 4A: ._ ._..:_.._ ...__A .._- . . . :__- . ...._20 ' . i • ' 7 T ' - N A ' - -..... __. TS. . /0 ).. .r'4 .._ G. 4 x 7. _. 2 00. If. .. tel f ..._. .....__.._.........._.._..._... -r pi ' � .... .... .. 0; ers .. 1 5 p s 4-.7 r / /- 1 4.r^/' f{-, .... . . I' / .1t Rai NF,." , A y t, Gr 4,1C-G. ')rIr.'T' 'v I . :1 1 ' ' v IT..,,,,-:„ ei mow.. , ... rr. V. :. S'=. . . - . . - _. -... I -.. I I I . . ... ..I / L7 r ` 2-a Pi.' 12, - ;.7. *1 .i J1cr"a0*l F4 RAMAN .SSO( , ;' TES 5220 Roosevelt Way N.E. SEATTLE. WASHINGTON 98105 (206) 522.0064 Jo. u•N'44 W ft S li - T M - I i.rk / SHEET NO ( - , v n CALCULATED BY NUR DATE 3 I CHECKED BY OF DATE SCALE RAMAN ASSOC(... fES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522.0084 i • - ? �"i a :� '1J1:4,-, _,s_f . _i.5_.__ le= i rip-. I ! is 4..:4 (M>'a. ' 1 _...1 1 , `A.i' .. L n -g /A) USE 4 —' ( 1 _ i 423a - i. 2.4.4 /4 Sr r_ I L' .,,. 5 -2. • k-� -- 6 •1 • M ►..1 ., < I Z'' 2 1•ta ) + � 40 ITV .) IQ'jS t 4-.4;a i f I i D " ' W 1 NYZ. : > o1�er . , , , ! 2t2 . _ :3JQ * /FT! i P � ! 4 e t_. v M r i L. - 4 1# . _-_ rt 10 ! i ____L__ i ! i • i •1 .. 1 .9 Ill: l ca.. 15) It•"? C 15 ) ..c... _ L 0,4o 4- /pr. Ox JOB P vJ# 14 - T1) )4. W l t.. SHEET NO. ( 7 Of CALCULATED BY NIl� OAT! 3/ 5 / 4 7 ' CHECKED BY DATE SCALE M t� i�� i x l 2. /2. Lv _ - J —0 I I i { ( /�. 1 J v IP i0 . - - •z._ys_.k.. • 4 . RAMAN ASS 1TES 5220 Roosevelt *w ay N.E. SEATTLE. WASHINGTON 98105 (206) 5220084 • i i NZO M.F rr_s'_ _..._....:eA PA of O • GS h 2v • ' l 5 S7 i- - 3 )2 P. .Z• x /2000 /le.x /O% M = _ g act. 2- WAIL F ..__ :MAio � __... �N • .._ ..._.. 5P/rs✓tcJCs _ 30..- "-_ Joe / I / 4--#(7, Y vrv, SHEET NO o 2 Of CALCULATED BY DATE CHECKED BY DATE SCALE ..8 n�.� P- 1.S00 1 J 4 • f s ,..)&adc., - -/ - Z -__ -• 1 :S Sri 3S.fv0 - 2 G 7 .. _ .- -.. . .c l 2 rio ,S Gl.: ``� Io ZS - I • S s 4 -2..2c 11 ;7 =/ • 3 • S -S- Q 90) _ 6.5 3..0 !. < k r: rti I ti' F Z E x U2 �. c - - / 3 ps.t /•?o oor /Gv 1S 0 RAMAN ASSOIr TES 5220 Roosevelt Wby "N.E. SEATTLE, WASHINGTON 98105 (206) 522.0084 tones E tvl in 1• n l rail' R eet � 3 • '. 1 JOB ''•"" SHEET NO CALCULATED BY CHECKED BY SCALE N V( OF DATE VI 1lc, • DATE At ?.'7 -. � I h .. h.�i.. 1-vp ./ ,/ ho C .._. ....__. St) prao cars a Tof V _ 1- b7 1.7 _ 17•, 7 >L t.. 7...?^. 17%4 .. t.s� -1 �........ - .. )`S�i'v _ .. 63 Psi . • • • P'JZ; 1: - 172 j * ..57122uni .e...... /2 " A i K A." :�- V e— 3 o rdo & C.Zi) : i .3 Yc • :::e.7`-/:- 13� 34 . SL33. f3Fr. 44, 4 +, / U 3-- 1_ / Ao c (J �...:- .............. ... :l i& ... , f3.,) RAMAN ASSO( TES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522.0064 • e Use 4; ;........ 3.x.4.. Fi >.. A4 r- _.. js 3 k. F-,r._..._.:.:.. r _ a ti..p. f" st7-7 . . L 12 -4 LA.) : 3 /Ffr i%• Jos )• 1 • / (_I SHEET NO. . J " OF ld DATE 3/1 / -/ 7 CALCULATED BY CHECKED BY SCALE �! i —L J � - ZD • C �+•► /es' ' k.., F O.(•7 vk...._ /J.L 9 , -r ' T w A- / 1�{r- t • 4 •- A 7V Cy • e vvar,: e. 1 .Drt 32.- k : r. Zk 4C - I co h.w��.,, DATE ¢•7l. RAMAN ASSO( TES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 • (206) 522-0084 • t■ '242- tO 4 • . .. ; I 1 i ; ' i I I I I ' , i t L t • ! ' • - %. : , . 1&% 0,' ,.1• 1 i i ili n / 1 04 I i I . i a.d.a 1 I i t t . 111111i ; i 6 1 • i } ; .itt : f tL 1.117 * ' I L.i , I , I I , , , I I I I I , I I I 4 111111h . , i f I , illi I k 1 . 1 ic-!.. 1 ig31. 1 eivteit,I. i )0,4 1 011_,, , 1 I :II I I; h , I .: I I I 1111' " ....,. , 1.m • i L... „ ) ,.... c. „ , , , ..: , • . i ; : 1 ...4:_e," 1 • i c ,... 1 I , ; , i , 1 , , , , , : : I ; 2.-3; aZ'" •i I i , , l it -, i1 A Lii .11...t1 i . I I 1 . , ! . , , - , i i . I i i i 4 : I • . . , ! , ,ei !r k..... , i ; 1 t I • I , • V AL. 12- * Y-.1741, =-i i . • • • . • • , 1 : . , • • , ; I i . • , , , . . • , . • . 19- 7,-. • .6. ,-..*„.... 0 le' . . • • . , : . JOS 1 SHEET NO ) I CALCULATED IV DATE 3 / CHECKED IV DATE SCALE . • , . . . • . 4 . , .. . . • - .. • ; ; • . - t I I , ■ . i 4 1 I 4 . i ! ■ i r . / 1 l‘ , : i f • I 1 ‘ I I i 4 e ;.: . Ile it,i,tir , az i . , • ; , ; , , , I ; ..., ; , . . . i • •4••■••44•64.4 . . 7.4,7 • , . „ . • , 1 7 - T 7.b..- . J.:. +7'3 .7` SI" •_7 - • , .1: .! I. / / I • .• Of • .r • ••■• ••• ••••• • 7.0 ' . .._..._ I ,.. i - i • • . • • . , . I .• I i ! ' • = i . . . . . -•--CaL/P ' 40 I , I • ' t : 0 I I i.... 1 1 .44 ,, i I . i ! I i I I I I i 1 I i i i i I : i • I 111.4iL . II • i brial • .: 1 • ■ I UrSi' . • . . I 1 I 1 rIL 31. _ . 111 . I 1.... 1 ! k 1 • , , I , 10011 , 1 ; ! 1 , I , i , i , I il : AO 1 ki . 3 , i , , 1 i .. i . 1 C i -, ! ' at 1 I '."- "4 1 I‘ig:•-•-•- I I I I is -04. -.— " i 1 a 11 4' ) . 4 4 1 k ,_• i 1 I I ' I 5 H. • I4'2 t..... - , _ • : , . . _____. .____;.... . . . : • . .; , 1 I ; . ; 1 . rs s i je. , 1 1 1 I ; . 1 • i 1 1 1 i T- ; 1 I , .: . t4 ''.:°1 1 ; I • : S U ' 1 1 . '7 , :., 4, 1 . " . Q 4.., ' I . • i i ; : ! • --- ......-----. . . ..1.....--:.—A— 1 ".i............1.........Q...:. . .1 . , • . . . • . . - . , . : . , . . • 9 o•-•• . , lir. : -4_ i to. , . 1 AD . , . • : 4...-- ,__._a_o_._.T. • : 4 -6- 4 IMP . 1 i 6 . 0 e.:_s._t3t.0(2.41:1_ : , •; . : . I , ; ; . . . : . . . _;_ - it - ' , , • . ! • . . •-•.... 7 i 1 i I i r 1 : i 1 ■ ) i / • i 1 i ) 1 1 i 1 r 1 ! . • . • . ... ... • ......... ... .. ... ........ ..... .,... . .... ..4. . . I i f i ■ • Y I . I i .I , i . i . . ....... .. • ......._ . i"..1 ..A....,.....1...... !! ....................... _ P., .: 0 .q4 . • . • .. r •••;-,-- • . .. . • 3 - t. 9 - ... ... • ........ . _ .. . .. . . • . ....... . . .. . . .... .. .. . .. . . ... . ... - ..,. ....... ..... • . UN ifv.ed ' 1..o • . , , _ , 1, 7,,,,. 33 . /._.:: „..:_...1..3.._... x_rz- 3/„. - .. ia.!.s. . . 1 Jr ... -- . . ...... 0 . ... . . .. . .. ._ ... .... .... .. . . .. . • . . ....... ........ . , .. . . , , -.. L-PA•..). .... ..._..... ...._.._e:..._...... .____.... " 6 ? /4 . •....? . ..... ........ . • 3" 0 -Li. . . . . . S,; nei____. w „ .. .. ).3_.... ....- iblr . ...... „- ... T- ............._______...... ...._....___./.....1,4-.. i . .. . ......._........ k... i• 0 -- • - ' - • --- - ' - a.• 44.‘,...... .. , . .. . . ... ....... . . . . . . l \ty ... - ,'..r; • 4 ••••• 2,3, VO 44.. zi a. . 7 . . . .. . ........ .... 1.3.. 0 . RAMAN ASSOLTES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522.0084 /6 P cm. .Jic„L4.1 16A- SMUT NO. OF CALCULATED SY DATE 7/A I 0 17 CHECKED SY DATE SCALE • t I I 11 ( i i4 s t I? I r • 1 i I { i i I 1 1 { , _• -•- - ._.1.4_ :x_.. . _...T4 : G �. ._.. .__ ..._-�-__.._.__. (. A.7•A : e , -0 - 1i...2•.... ` �. .. ? r_ RAMAN ASSO( TES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 • (206) 522.0084 • • • • • L= a L : �1 1� { i { J- L eCa :2 ........T')P re k- 55.7- U) �.... JOB I. r / • ---47v ♦ W r, l IQ • SHEET NO ` 3 OF CALCULATED BY N VP. DATE 3/ 1 ) Al CHECKED BY SCALE :.tG.\ , .3 .. a� - i f _ • Z s Q 21 = zl.e lam , DLL J.t3 .. L0fr3.. .. . L _:,.._._�..E .) 1 • l,,o % � ... T:...'..... — I L. to. 1.• - • DATE Go •,,, t 2 ) ► _ `.�1-G Id r ') • 4 4 e / Z. " . c. • .. a . 0. , .` . RAMAN ASSOCIATES 5220 Roosevelt J N.E. SEATTLE, WASHINGTUN 98105 (206) 522.0084 SHEET NO OF CALCULATED BY y '` DATE 3 / 13 1, CHECKED BY SCALE 0 - ....... M Pm ... ...:. . :... S. W . + ...._ _IN ' -( ki ,...... Foie-4. M. .P. Ex. s v eS G. L ; r , :C�:�. a_ 47. . ? - (O_. r. .. els • Sa) - /. ..30 . L /G:4 w.s I . 0 0 ..:. _51.. __Lc.:._._ s DATE Use - CN CI %r',''�tweI /60 Gatvrrrt. 1s...s ..... .... kik r L /3. :P.._. O. c• Gle, Q•64 Z 1 S3 3o pL , 5 rJ ) 0. 3• ir1 . A N;c1 AI; L OA0 C L 4- L L.) = 7 >0 Sr — 24,S `- 1 3 3 ... Po,ev.i c Ik.?c:- a 13/44-e..1 I Q 4- E poo 3=?4 EM F�\A-D P Z, • C r S Srrz. #) at'-e7 ") P2ev ic: ,4-r ►•pSPi j RAMAN ASSOCII ES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522.0084 RECEIVED MAR 3 1 1997 I CedreziA • ikes 1 I I ► ; I i � I .Lr- 14 + ? d.) 0 ; 3 p L f , ., _ 771' 2 1":)..y! cos �P SER�/Iu. . �i D;�� � u��.W IL 4 't n OF CALCULATED BY ry v+ ` DATE " I 21C00 CHECKED BY DATE SCALE SHEET NO R.aa- 5uPp: R.r.....Bent-1.= .._ .. y�/rsT.. ► ... i • L . z • el vokt...ve :- .......5 �to9 J4 id d N . ....r�U�..t 10.1A. 4v. ..P.1i).. • c,. r V. RA 4 10 '16 rr L xeinES -/ 2 '.:.'! 7 ..... ...... . .... .40 _?x..43 sf Z..:. �l a /..r... ..... .1 /FT. ..__._... _._ .._.._... • /�, '� /.�� .... .... .. .... RECEIVED ....... 1.20. :.. /...15 x Th%' ... a 1 2 e,7-o .. CITVOFTUKWIIA MAR 2 5 1997 D9'1-0098 ..I5.. G ...?EA..1)/1......_..PERMITCENTER. • -- -------------- ----- - , - ' 7 .' B P 6exvic 60610,47-; Trig.w) • ' _ l JOS s , RAMAN ASSO4, ;TES SHEET NO t.. : S ' '' ' ■ . : i''' ' . 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 CALCULATED BY NI A. DATE (206) 522.0084 CHECKED BY DATE • • • !II 1 1 ! -T I :• . • • .1•••. I I HMI! .6414 iz 1 11..! -; to: 32 11111'11;:iv,L 1 s 5 x 112:14. 44 jsis# r ratti - L- D +7_,6 O • , 50+ Lt - I (t -k . , S4 E4-12. Lt4. • • , } , ; • . ., , 1 , . • . , . • 1 t i : . 1 V-i.! '; to r x et-_r_ t 6-Lt- , , 1 • . i , I , i L , , , • ., : , I , ; A 1-= i • 3 ., i.,4 ! i i i i 1 I ii4 • . i I ni I i , I i 7—" 1 : • *: ,. 1 1 1 i I i ; 7 , ; . . i I . SCALE • ; 152o I I 1 S 1 1 1 11 „, 1 _ 0 1. , 1 1 1 1 1 L 1 io i ,fi r I 1 I I I L4 w w° r et • 1, 1- P L O,.J vv IS. I ect\ICP.i 1;; CHECKED SY • SCALE 1 . •• . • ...et 7 s • ; ; • 14-/ . Isa 1 - - ;DATE • • • zo _Spur* vv■Ari.t.. I 5 13 c6' - 52, ; 3a }7t. 5s4' 6-13Sr . r _ . .. } • i 2('34 Fr I 44.' ` i 1 )0 5 . i i ' J RAMAN ASSOCIC S 5220 Roosevelt IN SEATTLE, WASHINGTON 98105 • (206)522.O - .......... { $2;-;,6•' �, 1*-p• •• 1�7 i I 1 ' 4 . 2 '7Q Zbua • i '722G • r sepv - ^� °› _ *- _ 4 5......._ ...._.. _._ 4.G >r 3.. . c,_.� t.3.3� :......6._1.42._ _.. _ Pm SO, ,C3f I\V5 .3 I av k " 4/ 2v •S .11..... AU. on3.2s . $o( AM CALCULATED SY N DATE CHECKED SY DATE SCALE 4'-L " 5 • � 1 -- - i = ' T N l P� IO A 2 7 o _ t 1'D �i 1000 i a? 7220 *! sT j 1— Z - 2 4 -'di-► 421- �O......4.._. . Nap-n.1 ...w 28-3 hLc. t1 -o" 14sr..ri•Fr'. -.L 60 :1 4o • 6Ast ....w - u... ....................._ _....._ •.... Z. . t_ :... E,r ....._IM,c.► ......_.... .3 .'? 7 . ..................... __ ....!M . SS... �M ....._ _.._._.........._._... Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R- values Roofs Over Attic Glazing Area Calculation Note: Below grade walls may tie included in the Gross Exterior Wall Area if they are Insulated to the level required for opaque walls. — All Other Roofs times 100 equals •/a Glazing 4.30 Opaque Walls X 1 00 = /9r r9© /l . t g Below Grade Walls — Floors Over Unconditioned Space Slabs -on -Grade /Q / Radiant Floors Maximum U- lactors Opaque Doors 0.39 Vertical Glazing Q, 59 Overhead Glazing Maximum SHGC (or SC) Vertical/Overhead Glazing 1 / r 0 0 Space Heat Type ❑ Electric resistance el All other (see over for definitions) Glazing Area Calculation Note: Below grade walls may tie included in the Gross Exterior Wall Area if they are Insulated to the level required for opaque walls. Total Glazing Area (rough opening) (vertical 8 overhd) divided by Gross Exterior Wall Area times 100 equals •/a Glazing 383 - n Z e9l & X 1 00 = /9r r9© Concrete/Masonry Option ❑ Check here if using this option and if project meets all requirements for the Concrelei a sonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly in the table below. Project Info Project Address 6 20t, Wegl \1141,1,1Y 1444HGuA y Date , , ,,4 , 2 iinctoGN r top For Building Department Use Dc1 Applicant Name. 4, ,4 oGGt.`ivig412 4 . Applicant Address: 5755 . / /( i Aye 4) 0202 i aV 6 lai g JrfG,¢ Applicant Phone. lob , 4 /, /23 2_ 1994 Washin i State Nonresidential Ener. Co r' Compliance Form 1994 Wasnmgton State rronresrdennaI Energy Code Compnance Forms A A.) I $ ( o ?. Semi-heated space' Minimum Insulation R- values Roofs Over Semi - Heated Spaces' •Refer to Section 1310 for qualifications and requirements Notes: Envelope Summary Climate Zo r - 1 ENV -SUM Project Description tgl New Building ❑ Addition ❑ Alteration ❑ Change of Use Compliance Option El Prescriptive ❑ Component Performance (See Decision Flowchart (over) for qualifications) ❑ ENVSTO ❑ Systems Analysis Opaque Concrete/Masonry Wall Requirements Insulation on interior - maximum U- factor is 0.19 Insulation on exterior or integral - maximum U- factor is 0.25 If project qualifies for Concrete/Masonry Option, list walls with HC >_ 9.0 Btu/R'•'F below (other walls must meet Opaque Walt requirements). Use descriptions and values from Table 20-5b in the Code. Wall Description (including insulation R -value 8 position) U- factor RECEIVED CITY OF TUKWILA MAR 2 5 1997 Apni 1991 PERMIT CENTER . xrmum SHGC (or S Building Permit PI - ns Checklist ENV -CHK ry CO/U.4 1994 Washington State Energy Cods Compliance Fortes 6 rul &to S fV'/(� April. 1994 ,ei 7 Project Address WOO On/ v y ezby 104111041 , ro /CIU(e -,4 um IDate The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability (circle one) Code Section Component Information Required Location on Plans Building Department Notes GENERAL REQUIREMENTS (Sections 1301 -1314) 1301 Scope Unconditioned spaces identified on plans if allowed 1302 Space heat type yes (to n.a. Electnc resistance es no n.a. Other Indicate on plans that electnc resistance heat is not allowed AC- / yes no n.a. 1310.2 Semi - heated spaces Semi- heated spaces identified on plans if allowed 1311 Insulation no n.a. 1311.1 Insul. installation Indicate densities and clearances a .A'4 /yes no n.a. 1311.2 Roof /ceiling insul, Indicate R -value on roof sections for attics and other roofs; Indicate clearances for attic insulation; Indicate baffles if eave vents installed; Indicate face stapling of faced batts d S A ,¢ yes no n.a. 1311.3 Wall insulation Indicate R -value on wall sections; Indicate face stapling of faced batts; Indicate above grade exterior insulation is protected; Indicate loose -fill core insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry option is used or if credit taken in ENVSTD; C S , A. cr. yes �o9 n.a. 1311.4 Floor insulation Indicate R -value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24" o.c.; Indicate that insulation does not block airflow through foundation vents yes no n.a. 1311.5 Slab-on -grade floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 24" from top; Indicate above grade exterior insulation is protected CS, /1.4 yes/ nod n.a. 1311.6 Radiant floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 36" from the top; Indicate above grade exterior insulation is protected; Indicate insulation also under entire slab where req'd. by Official yes no n.a. 1312 Glazing and doors Provide calculation of glazing area (including both vertical vertical and overhead) as percent of gross wall area i J vM CD no n.a. 1312.1 U- factors Indicate glazing and door U- factors on glazing and door schedule (provide area - weighted calculations as necessary); Indicate if values are NFRC or default, if values are default then specify frame type, glazing layers, gapwidth, low-e coatings, gas fillings e/W SO 1ti es no n.a. 1312.2 SHGC & SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area - weighted calculations as necessary) 4 i V . SU M 1313 Moisture control n.a. 1313.1 Vapor retarders Indicate vapor retarders on warm side 6C • A '4 fa no no n.a. 1313.2 Roof /ceiling vap,ret. Indicate vapor retarder on roof section; Indicate vap. retard. with sealed seams for non -wood strut. C S , A • 4 yes no n.a. 1313.3 Wall vapor retarder Indicate vapor retarder on wall section GS14 es no n.a. 1313.4 Floor vapor retarder Indicate vapor retarder on floor section C$"• A'4 es air n.a. 1313.5 Crawl s•ace va•. ret. Indicate six mil black • •1 eth ene overtap•ed 12" on •round 1314 Air leakage no n.a. no n.a. 1314.1 1314,2 Bldg. envel. sealing Glazing /door sealing Indicate sealing, caulking, gasketing, and weatherstnpping Indicate weatherstnpping CSA' 7 C.A. 9 es no n.a. 1314.3 Assemb. as ducts Indicate sealin•, caulkin• and •asketino SCRIPTIVE/COMPONENT PERFORMANCE (Sections 1320 -23 or 1330 -34) yes )no Envelope Sum. Form Completed and attached. Provide component performance worksheet if necessary Provide ENVSTD screen 1 output if necessary 1994 Washir 'on State Nonresidential Energy Cr Compliance Form no is circled for any question, provide explanation: • :: Equip. ID Brand Name' Model No.' Capacity Total CFM OSA CFM Econo SEER or EER IPLV Location he/ I 9t h u t 1t • 090 ?r.f wiv r 3000 &O 9 ,o - /tag 8/ a9b 8o C' e6. /u 6r-1 6/10410 r1 /S no G(/ C6 / 6%4)4. • Heating Equipment Schedule . Equip. ID Brand Name' Model No.' Capacity Total CFM OSA cfm Econo Input Btuh Output Btuh Efficiency' AC. I Tilii Nt `e,0. 90 CV. /20 Q7 8/ a9b 8o C' e6. /u 6r-1 6/10410 r1 /S no G(/ C6 / 6%4)4. Fan Equipment Schedule Equip. ID Brand Name' Model No.' CFM SP' HP/BHP Flow Control Location of Service t 1 P. I I f O/M) X90 to CV. 6I6/X/G 0 4 MAN a9b 8o C' e6. /u 6r-1 6/10410 r1 /S no G(/ C6 / 6%4)4. Project Description Briefly describe mechanical system type and features. Compliance Option Equipment Schedules Cooling Equipment Schedule if '• Washington State Nonresidential Energy Co! Compliance Form Mechanical Summary MECH -SU 1994 Weanrngton State Nonresidential Energy Cow Compliance Forrns di9V1/6.P/Oe& $ Project Info Project Address /(, ) t ,7 VAty 01 7V /ay/6A apt Applicant Name: , obit Dea/N /zea Applicant Address: / s- //6 f A itte #2,0Z getavce.. !emu Applicant Phone: 'Zc . ¢c 1, /22 2 Date / .Sysreks /1) New eoovouierve scat& Pf Simple System ❑ Complex System ❑ Systems Analysis (See Decision Flowchart (over) for qualifications) For Building Department Use The following information Is required to be Incorporated with the mechanical equipment schedules on the plans. For projects without plans, fill In the required information below. ApN. 1994 'If available. 2 As tested according to Table 14-1, 14-2 or 14.3. ' If required. ' COP, HSPF, Combustion Efficiency, or AFUE, as applicable. 6 Flow control types: VAV, constant volume, or variable speed. Applicability (circle one) Code Section Component Information Required Location on Plans Building Department Notes 'HVAC REQUIREMENTS (Sections 1401-1424) • 1411 qpmt performance n.a. 1441 ' Elec. water no c! 1411.4 Pkg. elec. htg.8, clg. List heat pumps on schedule no n.a. es no n.a. es 1411.1 Minimum efficiency Equipment scheoule witn type, capacity, efficiency p itai , 1412 HVAC controls no nat. 1412.1 Temperature zones Indicate locations on plans fij y e y es ) no n.a. 1412.2 Deadoand control Indicate 5 degree deadbano minimum Is ri Pool heater controls s no (AI) 1412.3 Humidity control Indicate humidistat no yes no n.a. 1412.4 Automatic setback Indicate thermostat with niont setoack and 7 different day types / yes es) es no n.a. 1412.4.1 Dampers Indicate damper location an autatic controls automatic ik/ no 0 1412.5 Heat pump control Indicate microprocessor on tnermostat schedule no n.a. 1412.6 Combustion htg. Indicate modulating or stageo control no n.a. 1412.7 Balancing indicate balancin7 features on plans yes no r ' 1422 Thermostat interlock indicate tnermostat interlock on plans ' Os no n.a. 1423 Economizers 'Equipment scheoule 1413 Air economizers no n.a. 1413.1 Operation indicate 100% capadiny on schedule Cr nal no n.a. 1413 Control Tndicate contras aoie to evaivate outside air 4 f /fel i no n.a. 1413.3 Integrated operation Indicate capability for partial cooling a AO,/ 1414 Ducting systems - AZ no .n.a. 1414.1 Duct sealing indicate sealing necessary at Ngt no n.a. 1414.2 Duct insulation . ndicate -value of insulation on duct I R , no n.a. 1415.1 'Piping insulation 4 'indicate R-v of insulation on piping • no n.a. 1424 Separate air sys. on indicate separate systems plans I , , yes no Mech.Sum. Form 'Completed and attached. Equipment schedule with types, CS 19C/ input/output, efficiency, clm, hp, economizer CttOtile•C tA/ AT= el LI= A Mil A KIM Lit Arcr, CletAl 1 i AA 1'1_1 A CA% . ' • t • A • C 4 Washington State Nonresidential Energy Code Compliance Form Mechanical Permit Plans Checklist MECH-CHK' IPPI Wasrongtoo Sims Ewa. Caw Complains Forms MA) y&A)a4)C6 SrOlte Project Address Alfa° eves? oute1 tiv10#0/PK 7 , W1- The following Information Is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. It "no" Is circled for any question, provide explanation: r ate . 5 1,2 4 .9 April, 1994 1440 Service water htg. - no n.a. 1441 ' Elec. water Tndicate R-TO insulation under tank es no n.a. 1442 Shut-oti controls Inoicate automatic shut-off air I , 1450 Heated pocks yes no (Z 1452 Pool water neaters — Indicate not Cectnc resistance _ yes no .a.‘ 1453 Pool heater controls Inmate switcn ana 65 degree control yes no 1454 Pod covers Indicate vapor retardant cover yes no ri,a,„ 1454 Pools 90+ degrees Inoicate pod cover • . ' • t • A • C 4 Washington State Nonresidential Energy Code Compliance Form Mechanical Permit Plans Checklist MECH-CHK' IPPI Wasrongtoo Sims Ewa. Caw Complains Forms MA) y&A)a4)C6 SrOlte Project Address Alfa° eves? oute1 tiv10#0/PK 7 , W1- The following Information Is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. It "no" Is circled for any question, provide explanation: r ate . 5 1,2 4 .9 April, 1994 Location Description Allowed Watts per ft or per If Area in ft (or If for perimeter) Allowed Watts x ft (or x If) Covered Parking 2x6 (3 -TS LAMP) FLOOR. TROFFER W/ ELIC BALLAST 0.2 W /ft 93.0 1767.0 Open Parking 1x4 (4-TO LAMP) FLUOR. TROFFER W/ ELIC BALLAST 0.2 W /ft 114.0 912.0 Outdoor Areas SITE PAVING - EXEMPT GAS CANOPY AREA 0.2 W/ft 32259 .0 6451.8 Bldg. (by facade) QUAD COMPACT FLUOR. DOWNLIOHT W/ H.P.F. BALLAST 0.25 W/ft 38.0 38.0 Bldg. (by perm) CONVENIENCE STORE BUILDING ONLY 7.5 W/If 192 .0 1440 .0 Location (floor /room no.) v Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed TYPE A3 2x6 (3 -TS LAMP) FLOOR. TROFFER W/ ELIC BALLAST 19 93.0 1767.0 TYPE A4 1x4 (4-TO LAMP) FLUOR. TROFFER W/ ELIC BALLAST 8 114.0 912.0 TYPE B 4 VT (2 -TS LANS) FLUOR. WALL BRACKET W/ E.B. 2 62.0 124.0 TYPE D QUAD COMPACT FLUOR. DOWNLIOHT W/ H.P.F. BALLAST 1 38.0 38.0 Project Info ProjectAddress 16200 WEST VALLEY HIGHWAY Date 3/24/97 Watts/ Fixture 2'UKNILA, WA For Building Department Use BP CONVENIENCE STORE Applicant Name: ROGER ou.sxatrao & ASSOCIATES Applicant Address: 515 - 116TH AVE. Ni, SUITE 202 / BELLIVUE Applicant Phone: (206) 451 -1232 Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed TYPE 0 EXEMPT LIGHTS FURNISHED WITH GAS CANOPY 1.50 2036.0 3054.0 TYPE H 400W METAL HALIDE COT -OFF FLOOD ON POLE 2 461.0 922.0 TYPE H2 (2) 400W METAL HALIDE COT -OFF FLOOD ON POLE 3 922.0 2766.0 TYPE J 175W METAL HALIDE CUP -OFF FLOOD ON POLE 3 210.0 630.0 Location (floor /room no.) _ Occupancy Description Allowed Watts per ft Area in ft Allowed x Area OAS STATIONS 1.50 2036.0 3054.0 (1259 SF TOTAL - 252 OF WALK -IN COOLER) 1994 Wash) gbn State Norreslden441 Ensrpy Cods Compliance Forms 1994 - shington State Nonresidential Energy Code Compliance Form Lighting Summar LTG -SUM Project Description I ® New Building ❑ Addition ❑ Alteration Compliance Option I O Prescriptive 0 Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Alteration Exceptions (check appropriate box) ❑ No changes are being made to the lighting 0 Less than 6D% of the fixtures are new, and installed lighting wattage is not being increased Maximum Allowed Lighting Wattage (Interior •• From Table 15-1 (over) - document all exceptions on form LTG -LPA Proposed Lighting Wattage (Interior) (May not exceed Total Allowed Watts for Inte tor) Total Proposed Watts may not exceed Total Allowed Watts for Interior Maximum Allowed Lighting Wattage (Exterior Total Allowed Watts Total Proposed Watts Juno, 1995 3054.0 2841.0 Note: for building exterior, choose either the facade area or the perimeter method, but not both) Proposed Lighting Wattage (Exterior) (May not exceed Total Allowed Watts for Exterior) Total Allowed Watts 7891.8 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 4318.0 • �. :'. Lighting Permit Plat Checklist LTG -CHK 1994 Washington Stale Energy Cods Compliance Forms Jute, 1995 Project Address 111200 MIT VALLIY IROIIMAY 'Date 3/24/97 The following information is necessary to check a lighting permit application for compliance with the lighting requirements in the 1994 Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) Code Section Component Information Required Location on Plans Building Department Notes LIGHTING CONTROLS (Section 1513) yes 1513.1 Local control/access Schedule with type, indicate locations 08-E3 yes 1513.2 Area controls Maximum limit per switch CS -E3 1513.3 Daylight zone control Schedule with type and features, indicate locations yes vertical glazing Indicate vertical glazing on plans CS -E3 overhead glazing Indicate overhead glazing on plans 1513.4 Display /exhib /special Indicate separate controls 1513.5 Exterior shut -off Schedule with type and features, indicate location ye. (a) timer wlbackup Indicate location cs -E2 (b) photocell. Indicate location es -E2 1513.8 Inter. auto shut -off Indicate location 1513.6.1 (a) occup. sensors Schedule with type and locations 1513.6.2 (b) auto. switches Schedule with type and features (back -up, override capability); Indicate size of zone on plans yes Lighting Sum. Form Completed and attached. Schedule with fixdure types, lamps, ballasts, watts per fixture Cs -E2 Elec motor efficiency MECH -MOT or Equipment Schedule with hp, rpm, efficiency 1994 W' hington State Nonresidential Energy Code Compliance Form If "no" is circled for any question, provide explanation: January 22, 1997 Mr. Roger 011enberg Roger 011enberg /Architect 515 - 116th Avenue NE, Suite 202 Bellevue, WA 98004 Dear Mr. 011enberg: Project Description Trip Generation - Proposed BP Service Station DAVID EVANS AND ASSOCIATES, SUBJECT: SOUTHCENTER BP SERVICE STATION TRAFFIC STUDY RECEIVED CITY OF TUKWILA MAR 2 5 1997 PERMIT CENTER This letter report summarizes the trip generation estimate, trip distribution, and traffic assignment for the proposed BP service station located at 16200 West Valley Highway in the City of Tukwila. It also compares the trip generation resulting from the proposed BP service station with that of the previous land use - Andy's Restaurant. The City has requested that this analysis be prepared to address traffic- related impacts associated with the proposed gas station. Project trip generation is also compared with the impacts of restaurant trip generation. The specific scope of this study was determined in coordination with the City of Tukwila Public Works Department. The new service station would include 12 vehicle fueling positions, a 2,288 square foot convenience store with a drive -up window, and a conveyor system car wash. Two 35- foot -wide driveways would provide access to the station from West Valley Highway (SR 181). At some point in the future, there is a possibility that the southern driveway would be shared with the site to the south. The project would be completed by 1997. Daily, AM, and PM peak hour trip generation estimates for the project were based on the trip rates for Gasoline /Service Station with Convenience Market and Car Wash (Land Use 846), as described in Trip Generation: Update to the 5th Edition (Institute of Transportation Engineers, February 1995). Total daily, AM peak hour, and PM peak hour trip generation estimates are summarized in Table 1. Table 1: Service Station Trip Generation (Total Trips) Time Period In Out Total AM Peak Hour 66 vph 65 vph 131 vph PM Peak Hour 74 vph 75 vph 149 vph Daily 874 vpd 874 vpd 1,748 vpd Trip generation estimates for the project should reflect the effects of pass -by trips. Pass -by trips are those trips that are already located on the street that abuts the site, and rather than passing the site as they did before the development was in place, they turn into the site. These trips are not new to the street system. However, the trips are new at the project driveways. It is estimated that 54 percent of the AM peak hour site - generated trips 1 hustanding 1'volrss orsuls I)utstundtng ()unlity MEN,- 036 ° i »( (C;( (l I N( ;. 415.1tSth Avenue S. E. Bellevue. Washington 9So, Tel: 206.455.3571 Fax: 206.455.3061 `\ 4 M a I k SI FIAIK r''r Mr. Roger 011enberg January 22, 1997 Page 2 of 4 r14l,1,4na4II' Proleuwnul, )141Nianding Quality DAVID EVANS AND ASSOCIATES, and 58 percent of the PM peak hour site- generated trips would be pass -by trips'. A pass -by rate of 54 percent is a conservative estimate of the daily pass -by trip rate. Net new trips are those trips that are new to the street system, in other words, the difference between the total trips as pass -by trips. Table 2 summarizes the net new daily, AM peak hour, and PM peak hour trip generation estimates. Table 2: Service Station Trip Generation Time Period Total Trips Minus Pass -by Trips = Net New Trips AM Peak Hour 131 vph 76 vph 55 vph PM Peak Hour 149 vph 86 vph 63 vph Daily 1,748 vpd 1014 vpd 734 vpd Trip Generation - Previous Land Use (Andy's Restaurant) This property was previously the site of Andy's Restaurant. From the Boundary and Topography Survey of the site, done in 1995, it was determined that the size of the restaurant was approximately 11,200 square feet. Daily, AM and PM peak hour trip generation estimates have been made for the restaurant, based on the trip rates for High Turnover (Sit -Down) Restaurants (Land Use 832), as described in Trip Generation: Update to the 5th Edition. The total daily, AM and PM peak hour trip generation estimates for the restaurant are shown in Table 3. The number of pass -by trips generated by restaurants is considered to be negligible. Table 3, therefore, represents the total new traffic which would have used SR 181 to access the restaurant. Table 3: Restaurant Trip Generation Time Period In Out Total AM Peak Hour 85 vph 81 vph 166 vph PM Peak Hour 81 vph 64 vph 145 vph Daily 996 vpd 996 vpd 1,992 vpd Table 4 provides a comparison between the trips generated by the previous and proposed uses of the site. As shown in Table 4, the restaurant generated more traffic than is expected to be generated by the proposed service station. The amount of traffic which is expected to be added to SR 181 due to the service station should therefore not be any greater than the amount of traffic which used SR 181 to access the restaurant. 'Institute of Transportation Engineers, Trip Generation, An Informational Report 5th Ed. (Washington, D.C.): 1365 1 NC. �.\ l• Al H �: R ' SITIAIR r'F Mr. Roger 011enberg January 22, 1997 Page3of4 Time Period AM Peak Hour PM Peak Hour Daily Table 4: Trip Generation Comparison (Net New Trips) Previous Use. Proposed Use .: (Andy's Restaurant) (BP. Service Station) 166 vph 55 vph 145 vph 63 vph 1,992 vpd 734 vpd % Change -67% -57% - 63 % IN( . Trip Distribution and Traffic Assignment The distribution of project - generated trips was based on traffic volumes on the adjacent roadway, SR 181. These traffic volumes are shown in Figure 1. In the AM peak hour, approximately 42 percent of the traffic is northbound, while approximately 51 percent of the traffic is northbound during the PM peak hour. It is assumed that the site generated trips will follow this same distribution: i.e., 42 percent of the generated traffic will come from the south in the AM peak hour, and 51 percent will come from the south in the PM peak hour. Future improvements to SR 181 may result in restrictions to permitted turning movements at the site driveways. Therefore, both divided (restricted access) and undivided (full access) scenarios were examined. Figure 2 shows the expected distribution of traffic, assuming the highway remains undivided. Figure 3 shows the distribution in the event that the highway becomes divided, which would result in right in /right out access only. It is assumed for both distributions, that 80% of the traffic will use the northern driveway, which allows sole access to the service station. The remaining 20% is expected to use the southern driveway, which provides joint access to the northern (potential BP Service Station) and southern (potential restaurant) portions of this site. Figures 2 and 3 show the expected new trips, pass -by trips, and the total project generated trips. It is assumed that both the new and pass -by trips will have similar travel patterns, and therefore are distributed and assigned as described above. Sincerely, DAVID EVANS AND ASSOCIATES, INC. I ( . Thank you for this opportunity to provide you with transportation engineering services. We look forward to working with you again in the future. Please feel free to share this letter with agencies from whom you are . • seeking permits. We are available to further discuss project trip generation and other issues if you or the permitting agencies have any questions. • Kerensa L. Swanson Transportation n eer oris Transportation Engineer FJV:KLSW:dml Enclosure p:\o\oevt0005\tAdoc\ltr_rpt.doc OEVT0005 0 VAN ASA ZZ 44, At'4 0 0 4 • o p SOUTHCENTER BP 1996 EXISTING TRAFFIC VOLUMES FIGURE 1 t i INC. 13 (1 31 SITE tni, al J 9( SR 181 W ,t VOW Highway vab N 2( 3 ( NOIth Norm WALE AM PEAK HOUR LEGEND New Trips (Pass-By Trips) 0 Total Trips SOUTHCENTER BP PROJECT GENERATED DRIVEWAY VOLUMES (No Turn Restrictions) FIGURE 2 ) Uri • 13 INC. LEGEND New Trips (Pass-By Trips) 29 Total Trips SOUTHCENTER BP PROJECT GENERATED DRIVEWAY VOLUMES (With Left Turn Restrictions) FIGURE 3 __.. _... t�. evt W. ..._ P•eex RAMAN ASSOCIATES 5220 Roosevelt W .E. SEATTLE. WASHINGTO v 98105 (206) 522.0084 mM..,Er!T.S .. �...__.... _ .Sn...s..___._.SP CI ..__.. 1n1G.4...Ot0 .__.....lnl . 5 , 7 2 4 .. - ....3.._. Ili, �r�i .s._. .....:_...8.,.._C.:,...D_. 5- .1..... 'O f:.w°_:.S Att sF,cc�......Gd. _Q% o .G ,_ I.4 R. i t•_. 01,x 41. -.: ....._......._ _5 e SPpNJ . - R. ? Zs ) C )7 ) ,1 f V- d —.' I C �.e^v �_. V 5 , Corr L ,US F7,0 'n r�G� P INi' . TV() i. d �r (ON'Oni eTYS A. Ai ri CP P2OMMDI ts1 SHEET NO. CALCULATED BY CHIECKED BY DATE SCALE t :%v &,e 6/ ht.: R ► • NaCK- SAT:..... iv> .t. 1 ' :. . BAiZS F r>ti c I✓+�, rr M'9 tVC(2KS 1,046. A- 6.--r ot,:. OF GATE )65.r417 , APR 3 0 1991 ROBERT FOSSATTI ASSOC. t a w CE•S Fa(•. WO- f 5 -'' psi' , .2oo0 PsF • �h r't Sv� ZS�. E Po2r-••. "S is ?3 M; IQ ts)). piF RECEIVED MAY 0 ? 1997 tootu_...2.g4k7F.Astyzis_... Am__Ctoit.faip....i../77. .5-3 '4 4 • I • I I g sttrwt,i 5 2 _ S14 L.? DP. ueLf..____T.R.u..sses PC.A/t Oeu. r. DCIFT 1,..1405 _dP . 4- LA- . 41,St, rOF'.9 t e ` i N l f - - h i r Ar 1 - • J L est.. LdA Loc,en'o sl s . _ . . Pe-TV-Eve-a-5_ 1.S 1-i POE 04 5 ,.2. - 71z..J5c.* HP A... r■JF Ly , Herve- 85 . _ . . .1. . 7- 7 ' . • of.1 Ga1:9 ee i. zir. pk. . • . r.2. .0.1WPIG-W Okj NJ 0/.1 • RAMAN ASSOCIATES 5220 Roosevelt Wai E. SEATTLE. WASHINGTON ./8105 (206) 522-0066 '• • SHEET NO t' 4, CALCULATED BY DATE 7 CHECKED BY DATE SCALE I . PREqir 034) 0 Tie 0095 SURFACE WATER TECHNICAL INFORMATION REPORT Tukwila, Washington • Prepared for: Roger 011enburg/Architect 515 116th Avenue NE, Suite 202 Bellevue, WA 98004 Prepared by David Evans and Associates, Inc. 415-118th Ave SE Bellevue, WA 98005 OEVT-0005 December, 1996 RECEIVED CITY OF TUKWILA MAR 2 5 1997 PERMIT CENTER `,' 3209 Rockefeller Avenue Everett, Washington 982o; Tel: 206.259.4099 Fax: 206.259.3230 Date: March 24, 1997 •.• Section III Downstream Analysis has been amended with the following information The existing outfall from the site via a 6" pipe at the northeast corner of the site was found not to discharge to the existing ditch along the west side of the Union Pacific railroad embankment. Site Runoff is discharged to a 4" perforated pipe which is failing. Existing surface patterns naturally flow to the east and to the existing ditch along the railroad embankment. Pl11/t ),41,141011.111/Vt ( .. , 1I■1111) ADDENDUM BP SERVICE STATION RETAIL DEVELOPMENT SURFACE WATER TECHNICAL INFORMATION REPORT Tukwila, Washington Prepared by: David Evans and Associates 3209 Rockefeller Avenue Everett, WA 98201 • 2. Runoff from the site will be discharged via a new 12" pipe connecting to catch basin no. B-3 of the Northwest Expo Center and conveyed to the north by the construction of anew piped system and ditch improvements. Plans for this new system have been previously approved by the City of Tukwila Public Works for the Northwest Expo Center as shown on sheets S-14 and S-15. 0 EMDE R SITIAIR o TABLE OF CONTENTS Page # 1 SECTION II Preliminary Conditions Summary 5 Core Requirements 5 Special Requirements 5 Sensitive Areas Ordinance Requirements 6 SECTION III Off Site Analysis 9 DOWNSTREAM ANALYSIS 9 • SECTION IV Water Quantity and Quality Control 11 SECTION V Conveyance System Analysis and Design 13 SECTION VI Special Reports and Studies 15 SECTION VII Basin and Community Plan Areas '16 SECTION VIII Other Permits 17 SECTION VIII Other Permits 17 • SECTION IX Erosion and Sedimentation Control Design 21 SECTION X Bonds 19 • SECTION XI Maintenance and Operations Manual 20 • Conventions and Abbreviations 21 • Definitions 22 SECTION I Overview Tables and Figures Figure 1 - Technical Information Report Worksheet • Figure 2 - Vicinity Map Figure 3 - Drainage Basins and Site Characteristic's Figure 4 - Soils Map Precipitation values Site Subbasin and Hydrologic Data Figure 5 - Site Plan, Facility Improvement Map EXISTING DRAINAGE SYSTEM AND PROBLEMS PROPOSED DRAINAGE SYSTEM VARIANCES and EXCEPTIONS This Storm Water Technical Report (TIR) provides storm water requirements and design calculations for the new BP Service Station Retail Development in Tukwila, Washington. The project is located at 16200 West Valley Highway, in the Green River Basin, Section 25, Township 23 North, Range 4 East (see Figure 2). The project consists of developing a new service station with underground tanks and overhead canopy, a convenience store building, a conveyor system car wash, paved circulation and parking areas, and landscape planters. Proposed frontage improvements along West Valley Highway include curb, gutter and a 6' sidewalk and a storm drain system. The area is primarily commercial. The site is bordered by a hotel to the north, a restaurant to the south, the Union Pacific Railroad to the east, and West Valley Highway to the west. The site is relatively flat, sloping gently to the northeast. The existing site consists of a restaurant building and asphalt paved parking area with landscaped planters. Existing site runoff is collected in two catch basins located near the middle of the parking lot. Flow is conveyed via a 6" pipe and an 8" pipe to the west edge of the property where it is discharged. Off -site flow along the West Valley Highway sheet flows to the large vegetated depression located near the northwest corner of the site. The drainage system will consist of catch basins and a closed pipe system that discharges on -site flows to a biofiltration swale that will discharge to the existing catch basin and pipe at the northeast corner of the site. This pipe discharges flow to the existing ditch on the east edge of the property. Runoff from frontage improvements to West Valley Highway will be collected in catch basins and conveyed via a pipe system to the depression at the northwest corner of the site. The proposed drainage system is designed to meet the 1990 Surface Water Design Manual and no variances are necessary. Overview 1 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 1 . PROJECT OWNER AND PROJECT ENGINEER Project Owner g v a n Fe f t /t s Address 600 kV,st c ■/• Jea /t. Phone (204) 6 2 3 - 3517 Project Engineer Ca /htrin Ras Q, P. E, Company .David Evans z Assoc.. Address Phone 4' - / /5fh AIvc 5E 8C ll(Vvr W. 'CO5 98/09 (zo .) 4-55-3571 PART 3 TYPE OF PERMIT APPUCATION Q Subdivision Q Short Subdivision Q Grading Commercial 71 Other PART 5 SITE COMMUNITY AND DRAINAGE BASIN Community 6 7, 1y o F Tv,ziv la- Drainage Basin Grrrn ?assn PART 6 SITE CHARACTERISTICS El River Q Stream El Critical Stream Reach Q Depressions/Swales 0 Lake Q Steep Slopes El Lakeside /Erosion Hazard PART 7 SOILS Soil Type Slopes r�7/ �(S5 /i'a n Z /o Q Additional Sheets Attatched Page 1 of 2 PART 2 PROJECT LOCATION AND DESCRIPTION Project Name BP S!ry't Sfe. nor) ,Pt tai / Location /Jrve lugm Cr f Township Z3 A/ . Range 4 E. Section ZS Project Size / i / 0 Upstream Drainage Basin Size AC ^/ /A AC PART 4 OTHER PERMITS Q DOF /G HPA Q COE 404 El DOE Dam Safety Q FEMA Floodplain Q COE Wetlands D Floodplain Q Wetlands Q Seeps/Springs Q High Groundwater Table El Groundwater Recharge El Other Erosion Potential 5 /, Q Shoreline Management Q Rockery Q Structural Vaults Q Other a HPA Erosive Velocities h 1/' REFERENCE K ing County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Ch, 4 - Downstream Analysis Additional Sheets Attatched LIMITATION/SITE CONSTRAINT Non PART 11 STRUCTURAL ANALYSIS (May require special structural review) Cast in Place Vault Retaining Wall C) Rockery > 4' High 0 Structural on Steep Slope CD Other I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attatchments. To the best of my knowledge the information provided here is accurate. Page 2 of 2 PART 8 DEVELOPMENT LIMITATIONS PART 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Sedimentation Facilities Stabilized Construction Entrance Perimeter Runoff Control Clearing and Grading Restrictions Cover Practices Construction Sequence Other MINIMUM ESC REQUIREMENTS FOLLOWING CONSTRUCTION ® Stabilize Exposed Surface Remove and Restore Temporary ESC Facilities Clean and Remove All Silt and Debris I Ensure Operation of Permanent Facilities = Flag Limits of NGPES CI Other PART 10 SURFACE WATER SYSTEM Grass Lined Channel ® Pipe System Q Open Channel CD Dry Pond 0 Wet Pond Brief Description of System Operation will he fonvcv /d i, Facility Related Site Limitations Reference Facility Tank EJ Infiltration [] Vault Q Depression Energy Dissapator 0 Flow Dispersal 0 Wetland D Waiver Stream Regional Detention Runot f wsII (rvird pipe Limitation Method of Analysis SBu) Compensation/Mitigation of Eliminated Site Storage h• poll, cr rrlrr� hv: ,nc anal , frs. .1iS.nr,r4's 7 birAlkredl'uld 0 Additional Sheets Attatched PART 12 EASEMENTS/TRACTS fl Drainage Easement l Access Easement CD Native Growth Protection Easement El Tract E1 Other PART 14 SIGNATURE OF PROFESSIONAL ENGINEER e.i /!!C 11. i(S- /2/23!96 sr! o.t. 1/90 North NOT TO SCALE s WaY S. Longacr PROJ LOCA VICINITY MAP FIGURE 2 SECTION II 3. Runoff Control (1.2.3): Preliminary Conditions Summary This section will address the requirements set forth by the King County Surface Water Management Design Manual Core and Special Requirements listed in Chapter 1. King County Surface Water Management Design Manual Core Requirements 1. Discharge at a natural location (1.2.1): Flow from the site currently discharges to the east via two pipes. The developed site will discharge via the catch basin at the northeast corner. Off -site Analysis (1.2.2): A level 1 downstream analysis was performed for the downstream tributary. A complete summary of the off -site analysis can be found in Section III. A. Peak Rate Runoff Control: No detention will be provided as this project does not increase the flow in the 100 year event by 0.5 cfs or more. The site is currently paved, and the developed condition will not increase impervious area significantly. B: Biofiltration: Biofiltration facilities have been designed to meet DOE water quality requirements for site impervious surfaces subject to traffic through the use of a swale. 4. Conveyance Facilities (1.2.4): Closed pipe systems used to convey on -site runoff will be designed to carry the 25 -year event flow and provide a minimum of 0.5 feet of freeboard between the hydraulic grade line and the top of the structure. 5. Erosion /Sedimentation Control Plan (1.2.5): Erosion control measures are outlined in Section IX. 6. Maintenance and Operation (1.2.6): Maintenance and Operations are covered in section X. No special maintenance will be necessary. 7. Bonds and Liability (1.2.7): This issue is covered in section XI. King County Surface Water Management Design Manual Special Requirements 1. Critical Drainage Areas (1.3.1): This project does not lie within a critical drainage area. 2. Compliance with an Existing Master Drainage Plan (1.3.2): The project is located within the Tukwila Nelson Place /Longacres Way Sub -basin which lies within the Green River Basin. This project complies with improvements identified in the Tukwila Nelson Place /McLeod /Boeing CSTC Storm Drainage Study Technical Report. 3. Conditions Requiring a Master Drainage Plan (1.3.3): The project does not require a master drainage plan. Conditions Summary 5 Adopted Basin or Community Plans(1.3.4): The project drainage report and plans were prepared in conformance with the City of Tukwila Surface Water Standards Ordinance No. 1755 and King County Green River Basin Plan. Special Water Quality Controls (1.3.5): The project will not increase impervious area subject to vehicular use by one acre or more the drainage basin. Therefore, no special water quality controls are required. Coalescing Plate Oil/Water Separators (1.3.6): The project will not increase impervious area subject to vehicular use by five acres or more within a given drainage basin. Therefore, no coalescing plate oil /water separators are required. Closed Depressions (1.3.7): The project is not tributary to a closed depression. Use of Lakes, Wetlands or Closed Depressions for Peak Rate Runoff Control (1.3.8): The project will not use a lake, wetland or closed depression for peak runoff control. Delineation of 100 Year Floodplain (1.3.9): The project is not located within any FEMA designated floodplain. 10. Flood Protection Facilities for Class 1 and 2 Streams (1.3.10): There are no Class 1 or 2 streams within the project area, therefore, no flood protection facilities are proposed. 11. Geotechnical Analysis and Report (1.3.11): The Geotechnical Analysis for the site has not yet been completed, and will be included in the final TIR. 12 Soils analysis and report (1.3.12): The soils underlying this project have been mapped by the United States Department of Agriculture Soil Conservation Service. The maps, issued in November, 1973, identify the soils as "Urban," which is classified as a variable soil type. Sensitive Areas Ordinance Requirements According to the Sensitive Areas Map Folio, there are no sensitive areas located within or adjacent to this project. Conditions Summary 6 • ,ttfv,'tk Figure 3 Drainage Basin -and Site Characteristic's - Show tributar asin boundaries, location of outfalls and indicate future outflow, , detention and water quality facilities, show and indicate lorigest'• length of travel to R/D facility, 500 foot Stationing, streams, wetlands . ' • ' ' - • . . Conditions Summary 7 • „. • • , • . ' ' • �j I t• This section identifies the tributary basin areas upstream of the project site, and evaluates upstream and downstream drainage system problems. The intent of this section is to demonstrate the proposed project will neither aggravate existing problems or create new drainage problems. DOWNSTREAM ANALYSIS Standard Requirements (based on Design Manual and SAO) 1. Analysis shall extend to a point where the project site constitutes no more then 15% of the basin but in no case less then 1/4 mile (1.2.2 -1). 2. Level 1 Analysis shall show on a map downstream pipe sizes, channel characteristics and a narrative of problems (1.2.2 -2) 3. Level 2 Analysis is required if it is found there is a lack of capacity; overtopping, scouring, bank sloughing, or sedimentation; flooding of structures, road access, or septic fields; significant destruction of aquatic habitat. Analysis shall be performed at each problem site for the 2, 10, and 100 year events; using mannings equation and with tape and hand level measurements. Evaluate problem for existing and proposed conditions. (1.2.2 -3) 4. Level 3 Analysis is require where the proposed project site constitutes 15% of the flow. Analysis must be done using licensed survey and standard step back water methods (1.2.2 -2) 5. Solution of Problem - It must be shown that either the project will neither aggravate an existing problem or cause a new one. Where the project will aggravate a problem then mitigation must be provided. (1.2.2 -3) 6. Discharge at Natural location is required and produce no significant impacts to the downstream property (1.2.1 -1). Special Requirements (based on P- suffix, basin or community plans, and critical designations) None SECTION III Off Site Analysis Upstream Analysis There are no upstream basins tributary to the site. Runoff from West Valley Highway will continue to discharge to the large vegetated depression located near the northwest corner of the site. It appears this depressed area is connected with a pipe to a depressed area directly across West Valley Highway. However, no pipe was found due to the thick vegetation. The depressed area on the west side of West Valley Highway then drains directly to the Green River. Level 1 Downstream Analysis Field Inspection A field review was performed for the subject property by David Evans and Associates, on Tuesday morning, December 24, 1996. The weather was overcast with a temperature of approximately 40 degrees. The results of the field review are noted below. No problem areas were identified that needed to be specifically looked at for assessment. Drainage System Description and Problem Screening Level 1 - Field review Runoff from the site will be discharged via the existing 6" pipe connected to the catch basin located at the northeast corner of the site. This pipe discharges to the existing ditch located Off Site Analysis 9 ``. Off Site An |ysis 10 � � "\ ak�ngthavxestmk��of the Union Pacific railroad emnbenhnmand flows north for ` ` . 1,000 feet. The ditch has a bottom width of 3 to 4 feet, 3 feet of available depth with 3:1 side siope to the west and 2:1 side siope to the east, A 24" corrugated black plastic pipe picks up the flow from the ditch behind the Embassy Suites parking lot and conveys it north for approximately 150 feet. An 50' long open ditch section, p ipe to another section of 24" corrugated black plastic pipe. This pipe is roughly 30 feet long and ties into a drainage structure at S 158th Street. At this point a 4'-8" x 1'-10" high box culver provides the east-west conveyance from S 1 58th Street to the Burlington Northern Railroad tracks. The analysis was terminated at the railroad tracks which is over 1/4 mile from the discharge point of the BP Service Station. The ditch along the Union Pacific Railroad did not show signs of overtopping or erosion. According to the Nelson Place/McLeod Boeing CSTC Storm Drainage Study the 24" pipe at Embassy Suites and the box culvert on S 158th Street were sized to accommodate flow from the entire sub-basin which includes the proposed BP Service Station site. There are no signs of erosion at the pipe intakes or outfalls. Level 2 and Level 3 analysis were not performed for the project, and additional review of the downstream drainage does not appear to be warranted. Mitigation Mitigation includes providing water quality treatment for the impervious surface area subject to vehicular traffic. Water quality will be provided in an on-site Site Subbasin and Hydrologic Data, (Area in acres, Tc in Minutes) 2 Existing Proposed Basin Area CN Imp. Area Tc Pery Area CN Imp. Area Tc 0.11 85 0.99 8.97 0.21 85 0.89 8.43 Precipitation values used in H drologic Analysis (in /24- hours) 2 3 0" 2.0" 3.4" 2.9� 3.4" 2.9" 3.9" 3.9" SITE HYDROLOGY (parts A & B) SECTION IV Water Quantity and Quality Control Calculations for this section are contained in the appendix. Part A - Existing Site Hydrology The majority of the existing site hydrology is building and pavement areas with landscaped planters. Flow from the site is collected in catch basins and discharged via a pipe system to the east side of the site. Part B - Developed Site Hydrology The developed site hydrology includes construction of a paved parking and circulation area for a service station, car wash and convenience store with landscaped areas. The roof area for the car wash, building and canopy is 11,184 SF (0.26 Ac) and is discharged to the sanitary sewer system. The developed site impervious area subject to vehicular traffic is 27,450 SF (0.63 Ac). The new drainage system will collect surface runoff in catch basins and carry the water via underground pipes to a biofiltration swale located at the northeast corner of the site. PART C - DETENTION PERFORMANCE REQUIREMENTS Standard Requirements (based on Design Manual and SAO) 1. Flow rate must release flow at or below existing 2 and 10 year peak rates, the volume to reduce flow to these rates will be increased be 30%. The system will then be evaluated at the 100 year level and if adverse impacts occur addition mitigation may be required (1.2.3 -2 &3). Existing condition are those that were present in May 1979 (1.2.3.1) 2. Detention ponds are to be open ponds unless there is no practicable alternative and may be combined with wetponds (1.2.3 -3) 3. Retention facilities must be evaluated for the 7 day 100 year event and downstream over flow path evaluated (1.2.3. 4)(1.3.7 -1). 4. Wetland shall not be used for detention unless there is no alternative, it is a type 3 wetland with its only major function is storage, and the facility is regional in nature, 154191 .C11 5. Flow control is not required if there is less than 5,000 s.f. of new impervious surface, flow increase is less than 0.5 cfs for the 100 year event, or discharges to the Cedar, Green, Duwamish, Sammamish, Skykomish, Quantity and Quality 11 Existing Flow (cfs) Developed Flow (cfs) 2yr 10yr 100yr 2yr 10yr 100yr 0.47 0.72 0.85 0.45 0.69 0.82 Snoqualamie, White A(._:.uck rivers; or Lake Sammamish or Washington; o ..iPuget Sound (1.2.3 -5). Flow control is also not required if discharging to a lake, wetland, or closed depression if the increase of floodplain is less than 0.1 feet and permission is secured form affected property owners, water quality treatment is provided before discharge, and if there is an outlet it may need to modified to retain existing 2, 10, and 100 year flow rates (1.3.8• 1) 6. Bypasses may be permitted is discharge is to the same subbasin and flow rate is compensated for at the detention facility (1.2.3 -6) 7. Off -site flow greater then 50 percent of the 100 year on -site flow must be carried in a separate system around the detention facility (1.2.3 -6) Special Requirements (based on P- suffix, basin or community plans, and critical designations) None, see preliminary conditions, section II. PART D - WATER QUANTITY CONTROL As can be seen in the calculations in the appendix, the flow from the site in the proposed condition will not increase by 0.5 cfs in any of the three major design storm events. The flow rates are as follows. Based on these findings, no peak rate runoff control is proposed for the site. WATER QUALITY Standard Requirements (based on Manual) There are four levels of water quality facilities defined in the 1990 Surface Water design Manual, each level is additive and they do not overlay or replace lower level facilities. These levels are as follows: 1. Oil /Water Separation - required in all pipe conveyance systems serving paved areas. (1.2.4 -3) 2. Biofiltration Facility - required in addition to Oil/Water Separation when the new impervious area subject to vehicular use exceeds 5000 s.f. (1.2.3 -1) 3. Water Quality Pond - required in addition to the biofiltration facility when the new impervious area subject to vehicular use or chemical storage exceeds one acre. (1.3.5) 4. Coalescing Plate Separators - required in addition to Water Quality Pond if there are 5 acres or more of new impervious surface subject to any of the following: 2500 ADT, chemical or petroleum storage, heavy equipment use. (1.3.6) Special Requirements (based on P- suffix, basin or community plans, and critical designations) None, see section II Due to the fact that impervious area on the site that is subject to vehicular use is being cut in half, this site is not subject to standard requirements for water quality. However, the proposal calls for the installation of a biofiltration swale for the parking lot and circulation area. Sizing of this facility is based on the 6 -month storm event. See the appendix for sizing calculations for this facility. Quantity and Quality 12 None ON -SITE CONVEYANCE C SECTION V Conveyance System Analysis and Design Standard Requirements (based on Design Manual and SAO) 1. Facilities must convey 100 year flow without overtopping crown of roadway, flooding buildings, and if sheet flow occurs it must pass through a drainage easement. (1.2.1 -3) 2. New pipe systems and culverts must convey the 25 year flow with at least 0.5 feet of freeboard. (1.2.4 -1) 3. Bridges must convey the 100 year flow and provide a minimum of 2 feet of varying up to 6 feet of clearance based on 25% of mean channel width. (1.2.4- 2)14.3.5 -6) 4. Drainage ditches must convey the 25 year flow with 0.5 feet of freeboard and the 100 year flow without overtopping. (1.2.4 -2) 5. Floodplain Crossings must not increase the base flood elevation by more than 0.01 feet 141(83.C)J and shall not reduce the flood storage volume 137(82.A) 41(83.A)J. Piers shall not be constructed in the FEMA flood way. 141(83.F.1)1 6. Stream Crossings shall require a bridge for class 1 streams that does disturb the stream bed or banks. For type 2 and 3 stream open bottom culverts or other methods may be used that will not harm the stream or inhibit fish passage. 160(95.8)1 7. Discharge at Natural location is required and produce no significant impacts to the downstream property (1.2.1 -1). Special Requirements (based on P- suffix, basin or community plans, and critical designations) The Facility Improvement Map at the end of this section shows a schematic of proposed improvements. Detailed information and calculations are contained in the appendix. OFF -SITE CONVEYANCE There is no off -site conveyance. The design of both open channel and closed conduit systems are based on the Rational Formula Methodology. Because the SBUH hydrology method uses rainfall information developed on hourly averages, the Rational formula has been used to develop peak flow rates for conveyance facilities where the time of concentration is less than 30 minutes. Although the Rational Formula make many simplifying assumptions it's rainfall data base is more closely related to smaller times of concentration. Peak flows developed for impervious surface using the rational formula, with times of concentration less then 30 minutes are more conservative then those using the SBUH method. Calculations showing the sizing of the system are included in the Appendix. Conveyance System 13 Figure 5 - Site ?Ian; Faci nlpraverrientMaO - ..‘-stiOW location: an zirig of 'Conveyance,: crossings,,:.: and water quality facilities. , , • , • • • .: • : - : . : : , . Conveyance System 14 Sensitive areas within, adjacent, or significantly affected by a project shall require a special study unless there is a substantial showing that the project will not affect the area contrary to the goals of the Sensitive Area Ordinance 9814 18(5)1. There are no special reports or studies for this project. Special Reports 15 ,.; f • , „ . • " . :BASIN PLAN (1.3.4-1) The project lies within the City of Tukwila South CBD Basin Plan. The drainage report and plans were prepared in conformance with the basin plan and the requirements outlined in the City of Tukwila Storm Drainage Ordinance No 1755. COMMUNITY PLAN (1.3.4-1) • The project does not lie within an identified Community Planning Area.. The plans were prepared in conformance with the City of Tukwila development standards. : • MASTER DRAINAGE PLAN (1.3.2-1) This project does not require a Master Drainage Plan. ..'•, CRITICAL DRAINAGE AREAS (1.3.1-1) This project does not lie within an identified Critical Drainage Basin. ...• ". ' , • ; • ,' • : • , ;•,.. : • - • • - • • Basin and Community Plan 16 • ,•,, , Permits required for this project. include: CLEARING AND. GRADING PERMIT, City of Tukwila Other Permits 17 Special Requirements (based on P-suffix, basin or community plans, and critical designations) DRAFT Erosion control measures will include silt fences, straw check dams, catch basin inlet protection and ground cover practices. Silt fences will be placed at the downstream edges of all disturbed areas. The plans ill include details and notes for the use and maintenance of straw check dams, catch basin protection and ground cover practices. DRAFT e.'■• SECTION IX Erosion and Sedimentation Control Design Standard Requirements (based on Design Manual and SAO) Erosion/Sediment Control Plan shall include the following: 1. Facilities required include; rock quarry pad construction access, sedimentation pond, and filter fabric fencing in smaller areas (1.2.5-1) 2. Timing - For the period between November 1 through March 1 disturbed areas greater than 5,000 s.f. left undisturbed for more than 12 hours must be covered with mulch, sodding or plastic covering. A construction phasing plan shall be provided to ensure that control measures are installed prior clearing and grading (1.2.5-1). 3. Planning - Plan shall limit tributary drainage to an area to be cleared and graded. Delineate dimension, stake, and flag clearing limits (1.2.5-1). 4. Revegatation - Revegitate areas to be cleared as soon as practicable after grading. (1.2.5-1) Erosion and Sediment Control 18 The bond quantity worksheet will be included in the appendix of the'finalTIR. Bonds 19 1 Conventions and Abbreviations Reference Conventions Use of brackets [ 1 indicates reference to the Sensitive Areas Ordinance; (page#(section#)1 Use of 0 indicates reference to the Surface Water Design Manual; (section#-page#) • „ .. . „ .„. • .. • '.1•• '• • „ . Abbreviations Ac - Acres CF - Cubic feet CFS - Cubic feet per second COE - United States Army Corp of Engineers DOES - King County Department of Development and Environmental Services DOE - Washington Department of Ecology EPA - United States Environmental Protection Agency FEMA •Federal Emergency Management Agency FIRM - Flood Insurance Rate Map FPS - Feet per second SF - Square feet SWM - King County Surface Water Management TIR - Technical information report Tc - Time of concentration WDF - Washington Department of Fisheries WDW - Washington Department of Wildlife Conventions and Abbreviations 21 p �� / ` ,^�; • ����;n�i� ��~....=ons 8eoeflood,1OOyear dvant 1Y6 chance ofoncurhnginaghenyear.[17(21)] Compensating Storage - equivalent storage, providing equal volume at 1 foot increments. [18(28)] Flood Hazard Area - Areas flooded during base flood associated with streams, rivers, lakes, wetlands, and closed depressions.(21(37)] Landslide Hazard Area - 15% slope with silt or clay soils and have ground water seepage; or areas showing nt since the Holocene epoch (10,000 year ago); or unstable area adjacent to rapid stream incision or erosion; area on an alluvial fan that may inundated by debris flow. [44(47)] Steep S|opeHaoamdArea'ino|inationof4DY6xvithinavordco|ohangeof1Ofoatorrnora.[29(08)] Stream - [30(69)] Class 1, inventoried as shorelines of the State; Class 2, streams that flow year around or are used by salmonids; Class 3, intermittent or ephemeral during years of normal rainfall. Drainage and irrigation ditches shall not be considered streams unless the are used by salmonids. VVatlandm- [32(75)1 Class 1, Unique and Outstanding rating #1, supports endangered or threatened species 4096 open water with two classes of vegetation, greater then 10 acres with 3 classes of wetland including open water, presence of infrequent plant associations; Class 2, Significant rating #2, greater than 1 acre, less than 1 acre with 3 or more wetland classes or classified as forested wetland, contains heron rookeries or raptor nesting sites; Class 3, Lesser concern rating #3, less than 1 acre with up to 2 wetland classes; Where vegetation has been removed an area may be classified as a wetland if there is presence of Zero Rise Floodway - Floodway necessary to contain base flood without causing a rise of greater than 0.01 feet. Boundary of floodplain on Flood Insurance studies shaU be considered as boundaries of zero rise floodway. [22(37.O1] Definitions 22 `' ' 47,. 993 s A• / , t 0. - A (>s X' + (/z )e/ (1')Izoo' (/O)(-15,9 • ( 36. Y(Ito (./ io)( 89 4663 SF •I.; feoll / e 77 0. 2/ /174. " p : : : • • 1 ._ _ , , ae e4 e • (-24 irirt e e.e S / 4 1 7 Od erl./19(. „ / • eti.f( C. . : . . . „ . . (15)e 5,75(, G. . ; (5.2141 ) 288 (0 . , . • . (si %z) 5, /10 . 1.1.c.); / / / 31 (. 0. „ . . 2 C. I OU.r• petA gl• e /1:3 ',Vet 0. 3 /4 — 0 . 2(... Ac. 0 OE VT 0005 C . • . i:19•c. ' - tit e At! ei:Z /8 5 • , .• 12/23i,96 David.Evans & AssociCas Inc ,--Bellevue:pagi i BP.SERVICE STATION RETAIL .DEVELOPMENT WATER QUANTITY CALCULATIONS --------"-- BASIN SUMMARY BASIN ID: Al NAME: 2-YEAR EXISTING SBUH METHODOLOGY • TOTAL AREA • 1.10 Acres BASEFLOWS: 0.00 cfs • RAINFALL TYPE KC24HR PERV IMP • PRECIPITATION 2.00 inches AREA..: 0.11 Acres 0.99 Acres TIME INTERVAL 10.00 min CN • 85.00. 98.00 TC 5.00 min 8.97 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 180.00 ns:0.0110 p2yr: 2.00 s:0.0100 impTcReach - Channel L: 155.00 kc:42.00 s:0.0070 PEAK RATE: 0.47 cfs VOL: 0.15 Ac-ft TIME: 480 min BASIN ID: A2 NAME: 10-YEAR EXISTING SBUH METHODOLOGY TOTAL AREA 1.10 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 2.90 inches AREA..: 0.11 Acres 0.99 Acres TIME INTERVAL 10.00 min CN....: 85.00 98.00 TC 5.00 min 8.97 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 180.00 ns:0.0110 p2yr: 2.00 s:0.0100 impTcReach - Channel L: 155.00 kc:42.00 s:0.0070 PEAK RATE: 0.72 cfs VOL: 0.23 Ac-ft TIME: 480 min BASIN ID: A3 NAME: 100-YEAR EXISTING SBUH METHODOLOGY TOTAL AREA • 1.10 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 3.90 inches AREA..: 0.11 Acres 0.99 Acres TIME INTERVAL • 10.00 min CN • 85.00 98.00 TC 5.00 min 8.97 min ABSTRACTION COEFF: 0.2.0 impTcReach - Sheet L: 180.00 ns:0.0110 p2yr: 2.00 s:0.0100 impTcReach - Channel L: 155.00 kc:42.00 s:0.0070 PEAK RATE: 0.99 cfs VOL: 0.32 Ac-ft TIME: • 480 min BASIN ID: A5 SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE PRECIPITATION TIME INTERVAL BASIN SUMMARY NAME: 10-YEAR DEVELOPED C 12/23/96 3:18:34 pm David Evans & Associates Inc - Bellevue page BP SERVICE STATION RETAIL DEVELOPMENT WATER QUANTITY CALCULATIONS BASIN ID: A4 NAME: 2-YEAR DEVELOPED SBUH METHODOLOGY TOTAL AREA • 1.10 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 2.00 inches AREA..: 0.21 Acres 0.89 Acres TIME INTERVAL 10.00 min CN 85.00 98.00 TC 5.00 min 8.43 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 150.00 ns:0.0110 p2yr: 2.00 s:0.0080 impTcReach - Channel L: 100.00 kc:42.00 s:0.0070 PEAK RATE: 0.45 cfs VOL: 0.15 Ac-ft TIME: 480 min 2 1.10 Acres BASEFLOWS: 0.00 cfs KC24HR PERV IMP 2.90 inches AREA..: 0.21 Acres 0.89 Acres 10.00 min CN 85.00 98.00 TC 5.00 min 8.43 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 150.00 ns:0.0110 p2yr: 2.00 s:0.0080 impTcReach - Channel L: 100.00 kc:42.00 s:0.0070 PEAK RATE: 0.69 cfs VOL: 0.22 Ac-ft TIME: 480 min BASIN ID: A6 NAME: 100-YEAR DEVELOPED SBUH METHODOLOGY TOTAL AREA 1.10 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 3.90 inches AREA..: 0.21 Acres 0.89 Acres TIME INTERVAL 10.00 min CN 85.00 98.00 TC 5.00 min 8.43 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 150.00 ns:0.0110 p2yr: 2.00 s:0.0080 impTcReach - Channel L: 100.00 kc:42.00 s:0.0070 PEAK RATE: 0.96 cfs VOL: 0.31 Ac-ft TIME: 480 min 12/20/96 2 :47C.9 pm David Evans & AssociLes Inc - Bellevue page BP SERVICE STATION RETAIL DEVELOPMENT WATER QUALITY CALCULATIONS BASIN SUMMARY BASIN ID: Al NAME: 6-MONTH EVENT SBUH METHODOLOGY TOTAL AREA . .... . : 0.84 Acres BASEFLOWS : 0.00 cfs RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION • 1.33 inches AREA 0.21 Acres 0.63 Acres TIME INTERVAL . . . . : 10.00 min CN 85.00 98.00 TC . . . . : 5.00 min 8.43 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L : 150.00 ns : 0.0110 p2yr : 2.00 s : 0.0080 impTcReach - Channel L: 100.00 kc :42.00 s : 0.0070 PEAK RATE : 0.20 cfs 'VOL: 0.06 Ac- ft TIME : 480 min BASIN ID A7 NAME : 100-YEAR EVENT SBUH METHODOLOGY TOTAL AREA 0.84 Acres BASEFLOWS : 0.00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION . . . . : 3.90 inches AREA. . : 0.21 Acres 0.63 Acres TIME INTERVAL . . . . : 10.00 min CN • 85.00 98.00 TC 5.00 min 8.43 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 150.00 ns:0.0110 p2yr: 2.00 s:0.0080 impTcReach - Channel L: 100.00 kc:42.00 s:0.0070 PEAK RATE: 0.72 cfs VOL: 0.:23 Ac-ft TIME: 480 min • PROJECT: DESCRIPTION: BEGIN LOCATION: END LOCATION: LENGTH CHANNEL DESIGN FORM .. ,BP Southcenter Biofiltration Swale The above indicates the design for biofiltration function for the 6 -month event. Desiy W'rc Svr acc. p z )1(20d) s X40 5F Et:vivi• -en 4- Wed SurrarG loo' O 54' 80 • 7.25' Free. faao Q(sl.vn Dtp+h : 0.33 .3 TYPICAL SECTION Input Output FREEBOARD DEPTH (FT) f = 1 WATER DEPTH (FT). y _ 0.33. Velocity = 0.23 SIDE SLOPE 1 = (1/H) H1 = 3 Flow, CFS = 0.20 SIDE SLOPE 2 = (1/H) H2 = 3 Top Width = 9.68 BOTTOM WIDTH IN FEET b = 1.7 MANNINGS VALUE n = 0.35 SLOPE OF CHANNEL FT /FT s = 0.02 PROJECT: DESCRIPTION: BEGIN LOCATION: END LOCATION: LENGTH CHANNEL DESIGN FORM .. ,BP Southcenter Biofiltration Swale The above indicates the design for biofiltration function for the 6 -month event. Desiy W'rc Svr acc. p z )1(20d) s X40 5F Et:vivi• -en 4- Wed SurrarG loo' O 54' 80 • 7.25' Free. faao Q(sl.vn Dtp+h : 0.33 .3 TYPICAL SECTION CHANNEL, DESIGN FORM Biofiltration Swale The above indicates the swale conveyance and stability calculations. The actual swale slope and Mannings "n" value are used. The swale has the capacity to conveys the 100 -year design flow of 0.72 cfs and maintain a freeboard of 1 foot with a velocity of less than 1.5 ft /sec. TYPICAL SECTION Input Output FREEBOARD DEPTH (FT) f = 1 WATER DEPTH (FT) y = 0.33 Velocity = 1.00 SIDE SLOPE 1 = (1/H) H1 = 3 Flow, CFS = 0.89 SIDE SLOPE 2 = (1/H) H2 = 3 Top Width = 9.68 BOTTOM WIDTH IN FEET b .= 1 .7 MANNINGS VALUE n = 0.04 SLOPE OF CHANNEL FT /FT. s = 0.005 CHANNEL, DESIGN FORM Biofiltration Swale The above indicates the swale conveyance and stability calculations. The actual swale slope and Mannings "n" value are used. The swale has the capacity to conveys the 100 -year design flow of 0.72 cfs and maintain a freeboard of 1 foot with a velocity of less than 1.5 ft /sec. TYPICAL SECTION r CHICAGO TITLE INSURANCE COMPANY CHICAGO TITLE INSURANCE COMPANY, a Missouri corporation, herein called the Company, for a valuable consideration, hereby commits to issue its policy or policies of title insurance, as identified in Schedule A, in favor of the proposed Insured named in Schedule A, as owner or mortgagee of the estate or interest covered hereby in the land described or referred to in Schedule A, upon payment of the premiums and charges therefore; all subject to the provisions of Schedules A and B and to the Exclusions from Coverage (appearing herein) and to the Conditions and Stipulations hereof. This Commitment shall be effective only when the identity of the proposed Insured and the amount of the policy or policies committed for have been inserted in Schedule A hereof by the Company, either at the time of the issuance of this Commitment or by subsequent endorsement. This Commitment is preliminary to the issuance of such policy or policies of title insurance and all liability and obligations hereunder shall cease and terminate six months after the effective date hereof or when the policy or policies committed for shall issue, whichever first occurs, provided that the failure to issue such policy or policies is not the fault of the Company. In Witness Whereof, CHICAGO TITLE INSURANCE COMPANY has caused this commitment to be signed and sealed as of the date of policy shown in Schedule A, the policy to become valid when countersigned by an authorized signatory. • Issued by: CHICAGO TITLE INSURANCE COMPANY 1800 Columbia Center 701 Fifth Avenue Seattle, Washington 98104 (206) 628 - 5666 COMMITMENT FOR TITLE INSURANCE CHICAGO TITLE INSURANCE COMPANY By: � .... i' r..w .' J "1 - 7 !KWILA PUBLIC WORKS a fri • ‘40 ••• ..;+1 "- +V "'MV 'r +` --V-it-'77401-1747.-P-771:;;77 . Syr ..nyr:, .=e`y4' v s s. . w 7 By: Secretary GRANTEE: PURPOSE: AREA AFFECTED: RECORDED: RECORDING NUMBER: GRANTEE: PURPOSE: AREA AFFECTED: RECORDED: RECORDING NUMBER: EASEMENT 2. CHICAGO TITLE INSURANCE COMPANY A.L.TA. COMMITMENT SCHEDULE B (Continued) SPECIAL EXCEPTIONS A 1. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: B 2. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: EASEMENT 1. THE EASTERLY 15.00 FEET OF SAID PREMISES; CHICAGO TITLE INSCRANCE COMPANY i 17 •. 7:4:::7'71 3 1;9,7 P5 - � iOrtKS Order No.: 451424 Your No.: ANDYS TU) ILA STATION STATE OF WASHINGTON CONSTRUCTING AND MAINTAINING HIGHWAY SLOPES, DRAINAGE SYSTEM, UNDERGROUND ELECTRIC TRANSMISSION LINE, UNDERGROUND TELE TRANSMISSION LINE, WATER LINES, SANITARY SEWER LINES, AND NATURAL GAS LINES STRIP OF LAND ADJOINING STATE ROAD 181 JUNE 17, 1969 6525398 CITY OF SEATTLE ELECTRIC OVERHEAD AND UNDERGROUND DISTRIBUTION FACILITIES WESTERLY 10 FEET JANUARY 7, 1988 8801070497 C 3. UNRECORDED AGREEMENT DISCLOSED BY EXHIBIT B ATTACHED TO STATUTORY WARRANTY DEED RECORDED UNDER RECORDING NUMBER 85061'f1047, SAID AGREEMENT DATED NOVEMBER 24, 1975, EXECUTED BY BNL DEVELOPMENT CORPORATION, A DELAWARE CORPORATION, PROVIDING THAT IN CONSIDERATION OF THE RENTON DEPARTMENT OF PUBLIC WORKS GRANTING A PERMIT TO CONNECT WATER AND SEWER SERVICE FOR THE PREMISES NO PROTEST CAN BE MADE AGAINST THE CONSTRUCTION OF, OR ASSESSMENT FOR, A PERMANENT WATERMAIN OR SEWER LINE WHICH MAY BE CONSTRUCTED, SAID AGREEMENT TO BE A COVENANT RUNNING WITH THE LAND. D 4. UNRECORDED EASEMENT DISCLOSED BY EXHIBIT B ATTACHED TO STATUTORY WARRANTY DEED RECORDED UNDER RECORDING NUMBER 8506141047, SAID EASEMENT DATED NOVEMBER 24, 1975, EXECUTED BY BNL DEVELOPMENT CORPORATION, A DELAWARE CORPORATION, IN FAVOR OF THE CITY OF RENTON, FOR PUBLIC WATER AND SEWER UTILITIES WITH NECESSARY APPURTENANCES UNDER THE SURFACE, SAID EASEMENT AFFECTING THE FOLLOWING PORTION OF THE PROPERTY; ' 1.M[.bitMSxxv� FROM: RECORDED: RECORDING NUMBER: STANDARD EXCEPTIONS: CHICAGO TITLE INSURANCE COMPANY A.L.TA. COMMITMENT SCHEDULE B (Continued) SPECIAL EXCEPTIONS THE SOUTHERLY 15.00 FEET OF THE NORTHERLY 42.00 FEET OF SAID PREMISES; E 5. EXCEPTIONS AND RESERVATIONS CONTAINED IN DEED: GLACIER PARK COMPANY, A WASHINGTON CORPORATION JUNE 14, 1985 8506141047 C. FIGHTS OR CLAIMS OF PERSONS IN POSSESSION, OR CLAIMING TO BE IN POSSESSION, NOT DISCLOSED BY THE PUBLIC RECORD. CHICAGO TITLE INSURANCE COMPANY Order No.: 451424 Your No.: ANDYS TUKWILA STATION EASEMENT 3. A STRIP OF LAND 15.00 FEET IN WIDTH LYING 7.50 FEET ON BOTH SIDES OF THE FOLLOWING DESCRIBED CENTERLINE; BEGINNING AT A POINT ON THE NORTHERLY LINE OF SAID PREMISES DISTANT THEREON NORTH 87 °13'12" WEST 80.00 FEET FROM THE NORTHEASTERLY CORNER OF SAID PREMISES; THENCE FROM SAID POINT OF BEGINNING SOUTH 02 °46'48" WEST 27.00 FEET; TO THE NORTHERLY LINE OF EASEMENT 2 ABOVE. EASEMENT 4. THE WESTERLY 10.00 FEET OF THAT PORTION OF SAID PREMISES LYING SOUTHERLY OF WASHINGTON STATE HIGHWAY ENGINEERS STATION 160 + 00 FOR S.R. 181, AND THE WESTERLY 20.00 FEET OF SAID PROPERTY LYING NORTHERLY OF SAID STATION 160 +.00. AS FOLLOWS: EXCEPTING AND RESERVING UNTO THE GRANTOR, ITS SUCCESSORS AND ASSIGNS, ALL MINERAL RIGHTS INCLUDING, BUT NOT LIMITED TO URANIUM, COAL, COAL BED METHANE, IRON, NATURAL GAS AND OIL IN OR UNDER THE ABOVE - DESCRIBED LAND, AND INCLUDING ALL STEAM AND WATERS AND THE MINERALS AND GRASS THEREIN; PROVIDED, HOWEVER, NO DRILLING OR OTHER OPERATION WILL BE CONDUCTED ON THE SURFACE OF THE ABOVE - DESCRIBED LAND. GRANTEE SHALL HAVE THE RIGHT TO USE WATER, EXCEPT GEOTHERMAL WATERS AND STEAM, FOUND IN OR UPON OR PRODUCED FROM THE ABOVE - DESCRIBED LAND AS NECESSARY OR CONVENIENT FOR GRANTEE'S OPERATION. A. ENCROACHEMENTS OR QUESTIONS OF LOCATION, BOUNDARY AND AREA, WHICH AN ACCURATE SURVEY MAY DISCLOSE. B. PUBLIC OR PRIVATE EASEMENTS, STREETS, ROADS, ALLEYS OR HIGHWAYS, UNLESS DISCLOSED OF RECORD BY RECORDED PLAT OR CONVEYANCE, OR DECREE OF A COURT OF RECORD. V.1TACMU2 /31•71.90/El :iitl��b'77. . I r ::1u++twi CHICAGO TITLE INSURANCE COMPANY A.L.TA. COMMITMENT SCHEDULE B (Continued) SPECIAL EXCEPTIONS D. MATERIAL OR LABOR LIENS, OR LIENS UNDER THE WORKMEN'S COMPENSATION ACT NOT DISCLOSED BY THE PUBLIC RECORD. E. WATER RIGHTS OR MATTERS RELATING THERETO. F. ANY SERVICE, INSTALLATION OR CONSTRUCTION CHARGES FOR SEWER, WATER, ELECTRICITY OR GARBAGE REMOVAL. G. EXCEPTION AND RESEVATIONS IN UNITED STATES PATENTS. H. GENERAL TAXES NOT NOW PAYABLE; MATTERS SPECIAL LEVIES, IF ANY, PRECEDING THE SAME I. RIGHT OF USE, CONTROL OR REGULATION BY EXERCISE OF POWERS OVER NAVIGATION J. ANY PROHIBITION OR LIMITATION ON THE USE, OCCUPANCY OR IMPROVEMENT OF THE LAND RESULTING FROM THE RIGHTS OF THE PUBLIC OR RIPARIAN OWNERS TO USE ANY WATERS WHICH MAY COVER THE LAND. F 6. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BETWEEN: AND: RECORDED: RECORDING NUMBER: REGARDING: G 7. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BETWEEN: AND: RECORDED: RECORDING NUMBER: REGARDING: • H 8. PAYMENT OF THE REAL ESTATE EXCISE TAX, IF REQUIRED. THE CITY OF TUKWILA KOAR - SEATAC PARTNERS, L.P. DECEMBER 11, 1991 9112110767 LATECOMERS AGREEMENT FOR STORM SEWER EXTENSIONS EXXON CORPORATION ANDREW YURKANIAN AND CAROL F. YURKANIAN APRIL 15, 1992 9204150708 ENCROACHMENT OF ASPHALT PAVEMENT THE PROPERTY DESCRIBED HEREIN IS SITUATED WITHIN THE BOUNDARIES OF LOCAL TAXING AUTHORITY OF CITY OF TUKWILA. PRESENT RATE IS 1.53'x. CHICAGO TITLE INSURANCE COMPANY Order No.: 451424 Your No.: ANDYS TUKWILI STATION WLTACMIl2 /11.2490/EX v .ww..armMwsriax�a�fElsnlxN4tiM�y t° RELATING TO SPECIAL ASSESSMENTS AND BECOMING A LIEN. THE UNITED STATES OF AMERICA IN THE GENERAL & SPECIAL TAXES: CHICAGO TITLE INSURANCE COMPANY A.L.TA. COMMITMENT SCHEDULE B (Continued) SPECIAL EXCEPTIONS ANY CONVEYANCE DOCUMENT MUST BE ACCOMPANIED BY THE OFFICIAL WASHINGTON STATE EXCISE TAX AFFIDAVIT. THE APPLICABLE EXCISE TAX MUST BE PAID AND THE AFFIDAVIT APPROVED AT THE TIME OF THE RECORDING OF THE CONVEYANCE DOCUMENTS. 9. GENERAL AND SPECIAL TAXES AND CHARGES, PAYABLE FEBRUARY 15, DELINQUENT IF FIRST HALF UNPAID ON MAY 1, SECOND HALF DELINQUENT IF UNPAID ON NOVEMBER 1 OF THE TAX YEAR (AMOUNTS DO NOT INCLUDE INTEREST AND PENALTIES): YEAR: 1996 TAX ACCOUNT NUMBER: 000580- 0038 -04 LEVY CODE: 2340 ASSESSED VALUE -LAND: $ 963,200.00 ASSESSED VALUE - IMPROVEMENTS: $ 381,800.00 BILLED: $18,708.56 PAID: $ 0.00 UNPAID: $18,708.56 AFFECTS: SAID PREMISES, EXCEPT THAT PORTION AFFECTED BY EASEMENT TO THE STATE OF WASHINGTON RECORDED UNDER RECORDING NUMBER 6525398 10. DEED OF TRUST AND THE TERMS AND CONDITIONS THEREOF: GRANTOR: BNL DEVELOPMENT CORPORATION, A DELAWARE CORPORATION TRUSTEE: PIONEER NATIONAL TITLE INSURANCE COMPANY, A CALIFORNIA CORPORATION BENEFICIARY: FIRSTBANK MORTGAGE CORPORATION, A WASHINGTON CORPORATION AMOUNT: $ 450,000.00 DATED: APRIL 22, 1975 RECORDED: JUNE 26, 1975 RECORDING NUMBER: 7506260369 LOAN NUMBER: NOT DISCLOSED THE AMOUNT NOW SECURED BY SAID DEED OF TRUST AND THE TERMS UPON WHICH THE SAME CAN BE DISCHARGED OR ASSUMED SHOULD BE ASCERTAINED FROM THE HOLDER OF THE INDEBTEDNESS SECURED. ASSIGNMENT OF SAID DEED OF TRUST: DATED: DECEMBER 12, 1975 RECORDED: DECEMBER 16, 1975 CHICAGO TITLE INSURANCE COMPANY Order No.: . 514 24 Your No.: ANDYS TUKWIL► STATION V'tTACM82/11.2 OIEX Order No.: 451424 Your No.: ANDYS TUKWILA STATION RECORDING NUMBER: ASSIGNEE: MODIFICATION. OF DEED OF TRUST AND THE TERMS AND CONDITIONS THEREOF: DATED: RECORDED: RECORDING NUMBER: 11. ASSIGNMENT OF RENTS AND /OR LEASES AND THE TERMS AND CONDITIONS THEREOF: ASSIGNOR: ASSIGNEE: DATED: RECORDING DATE: RECORDING NUMBER: ASSIGNMENT OF SAID ASSIGNMENT: DATED: RECORDED: RECORDING NUMBER: ASSIGNEE: 0 12. DEED OF TRUST AND THE TERMS AND CONDITIONS THEREOF: GRANTOR: TRUSTEE: BENEFICIARY: AMOUNT: DATED: RECORDED: SPECIAL EXCEPTIONS 7512160394 SEATTLE —FIRST NATIONAL BANK, HEAD OFFICE REGION JUNE 13, 1985 JUNE 14, 1985 8506141049 BNL DEVELOPMENT CORPORATION, A DELAWARE CORPORATION FIRSTBANK MORTGAGE CORPORATION, A WASHINGTON CORPORATION NOT DISCLOSED JUNE 26, 1975 7506260370 DECEMBER 12, 1975' DECEMBER 16, 1975 7512160393 SEATTLE —FIRST NATIONAL BANK CHICAGO TITLE INSURANCE COMPANY ANDREW YURKANIN AND CAROL F. YURKANIN, HUSBAND AND WIFE, AS TO PARCEL 1, AND ANDY'S DINER, INC., A WASHINGTON CORPORATION, AS TO PARCEL 2 TICOR TITLE INSURANCE COMPANY OF CALIFORNIA SEATTLE —FIRST NATIONAL BANK, A NATIONAL BANKING ASSOCIATION $ 755,000.00 JUNE 5, 1985 JUNE 14, 1985 M'LTA C M B2/11.26-90/ EK T CHICAGO TITLE INSURANCE COMPANY . A.L.T.A. COMMITMENT SCHEDULE B (Continued) SPECIAL EXCEPTIONS RECORDING NUMBER: 8506141048 LOAN NUMBER: B- 153668 -9 Order No.: 451424 Your No.: ANDYS TUKWILA STATION THE AMOUNT NOW SECURED BY SAID DEED OF TRUST AND THE TERMS UPON WHICH. THE SAME CAN BE DISCHARGED OR ASSUMED SHOULD BE ASCERTAINED FROM THE HOLDER OF THE INDEBTEDNESS SECURED. AFFECTS: INCLUDES OTHER PROPERTY 13. UNRECORDED LEASE, INCLUDING THE TERMS AND CONDITIONS THEREOF: LESSOR: SEATTLE -FIRST NATIONAL BANK, A NATIONAL BANKING ASSOCIATION LESSEE: ANDY'S TUKWILA STATION, INC., AND .ANDY'S DINER DISCLOSED BY: SUBORDINATION AGREEMENT RECORDED UNDER RECORDING NUMBER 8702110092 R SUBORDINATION AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: DATED: RECORDED: RECORDING NUMBER: JUNE 13, 1985 FEBRUARY 11, 1987 8702110092 SAID AGREEMENT RELATES TO THE LIEN PRIORITY OF THE ABOVE LEASE AND THE DEED OF TRUST SHOWN HEREIN AT PARAGRAPH 12. S 14. THE FOLLOWING MATTERS DISCLOSED BY SURVEY RECORDED UNDER RECORDING NUMBER 8610019003: ENCROACHMENT OF CURB AND ASPHALT OVER SOUTHERLY BOUNDARY LINE NOTE NUMBER 1: A SURVEY HAS BEEN RECORDED UNDER RECORDING NUMBER 8701309001, A COPY OF WHICH IS HERETO ATTACHED. END OF SCHEDULE B CHICAGO I1TLE INSURANCE COMPANY WLTACMH2 /1142b43 /EK n.-s.w.•.n�w ,/ Trill ..,•1SURANCE COMPANY 1800 COLUMBIA CENTER, 701 5TH AVE, SEATTLE, WASHINGTON 98104 _., .............«...-..... �... �. �, w.• e. nw. �•eotiwMiar�it�nBriD IMPORTANT: This is not a Survey. It is furnished as a convenience to locate the land indicated hereon with reference to streets and other land. No liability is assumed by reason of reliance hereon. pi^ NW /. 2S 23 - 4 - VW' -44 iv raffr re .kb t: ' y e r a ' r 6 ' tit $ ,,p 4 +� � t . c. , 1 v u .I ' s 1 A� r _ ° 1 4.0 tt. ,,„ h � v �.! t o' ,--1--l , 1 r r �. I. 1 % R Il d > e ' v 5 ^% ' - N. *WS•29 -57w 229.3?. .• 1 ' s ^ I. ' _�_ I ( ) tiV LOT 1 � � i, :� °� 0 r v a o 1 • r. r 7D us • e ,� �® o t 1' J N _' m 4 '. 0 3 1� ' U t',1.1 ��D • q 7 ■ \- _ _� c 1 o T �jP • ? AC I ry 7� p p p :I�o • s +, tf 1,� c� 1 1 1 4, p L OT 2 ttIli 1 y L� d `1, $1 14 d� Of • 1 i / y e , der? • se.ef w i.1, 30 ! 1 -'a.r _4 C... ti 4' 4 0 Q. W cri a: i to 11 6525398 tbs Grantor, =Mit PAIR COOPmml, 4 Minnesota corporation. for and In ooeaideration of the seal of Tan Dollars (!10.00) and other valuable consideration, to it in hand paid, receipt whereof is hereby aoknovlod deco hereby grant to t1• STATE OP WASHINGTON, Grantee, the porpotual right, permit, license and easement to use and occupy the hereinafter described lands for the purpose of 0 constructing and maintaining highway slopes in excavation and /or embankment, together with the right to construct and maintain a drainaoo'system, together with the right to construct, erect, alter, repair, operate, maintain and keep clear overhead and underground electric tranemieoion and distribution lines, overhead and under - ground telephone transmission and distribution lines, transmission and distribution water lines, sanitary sewer lines, natural gas lines, and other utility facilities, along with their necessary annurtenances, said lands being situated in King County, State of :'achington, and described as follows: /n i.)-1 PrN OF 5 14 YAEr11 $ I /2 'd RAR All that portion of the following described Parcel "A" lying westerly of the following described line: fleginning on the Southerly line of Parcel "A ", which noint heinn a diatnnce of 40 feet Easterly, when measured at right angles from the center line of exioting State Highway and the center line of SR )81 MP 9.17 to MP 13.02 So. Corn. limlta of Tukwila to roster Interchange: thence Northwesterly narallel with said center line to a point oonosite Ilighway Engineer's Station 165 +20, (hence Easterly at right angles a distance of 10 feet t opposite Highway Fneineer'n station 165 +201 thence Northwesterly i parallel with said center line to a point oonosite Highway Engineers Station 160400; thence lantorly at right angles a distance of 10 feet a onnosite Highway r:ngineer'n Station 160400: thence ; :orthwenterly & narnllol with said center line to the Northerly lino of 1iarcn1 "A" and continuing to o point oonosite Ilighway rnninecr'n Stntlnn 158.50, said noint being 47 fort ragterly of extatinn hlnhwnv center line, And 60 feet Easterly nnnnsito cantor lino of RR 101. rov.;rnn lots 7 And 11, lying cast of the enAt line of the ''^1t Vlalla goad in Srctlnn 25, Townnhtn 21 'Inrth, P.nge 4 rear, ".':. , ih rine County, Ilnnhinntnn, And went of the nunet : ;ouni I.lectrlc right of wevi rxcrrT the mouth 210 1 31111 r133I0d3A3 l ld?3: PO S6, O 9fi • . ' 1? 1, 4 . . 4 r '''' • .*. . ' 1 n 2 s This easement is subject to existing interest in the premises of whatsoever nature and any and all extension and renewals thereof. 1! The Grantor, its aucceaeors or assigns shall not place, construct or maintain any building or other structure within the boundary limits of said strip of land and shall do no blasting or discharge any explosives within a distance of three hundred (300) �y.:ar • Ci> . feet of said otrip of land without giving reasonable notice in writing to any Utilities occupying said strip of land of intention to do so. ma 57 I11 The elimination of the neceseity for any geographic or functional portion of this easement shall in no way effect nor eliminate the rights, title, privileges and authority hereby granted for the remaining portions of this easement. At such time as all utility facilities have boon removed or otherwise permanently abandoned and the drainage and slope encroachments of this eaac- nent arc no lonner necessary by virtue of the drainage being en- closed or diverted and the Grantor'e and Granted" adjacent pro- portico brought to the same elevation, all such rights, title privileges and authority hereby granted may be terminated and the Grantor shall thenceforth hold and enjoy title to its right of 31111 t•l338Dd3A3 bldg@ : coo G6, OE txiH c 1 STATE OF MINNESOTA ) aa. County of Ramsey ) On this 15th day ne ocrsonally appeared President and Secretary, the and act of corporation that acknowledged the and deed of said laid cotuoratlon. nv OC(ic,L4•1.0 h STA ..,'.. . �: r o.•, • - • 4 i .. ...... • day and year 3 way free and oloar of the eeaeeeatt hereby granted And way, at lee option, re- enter, retake and hold •aid land aM preelees as of the present elitists et the Crafter without compensation to the State, the public) or any other person whomsoever, for improvemsnta or property removed, taken, or destroyed or liability for loss of or damage to any premises or improvements thereon abutting on said highway or any part thereof. IN WITNESS WHEREOF, Glacier Park Company has caused this instrument to be executed by its proper officers and its carper- affixed this 1Sth day of Nay DEPA T of May GLACIER PA COMPANY By first Attests Amepfed and approved /• / STATE 0 WASH INGTON HIGHWAYS OAM ArgM of wor A R. W. Downing and , to me known to be the Vice respectively, of Glacier Park Company, executed the within and foregoing instrument, said instrument to ba the free and voluntary corporation, for the uses and purposeo therein mentioned, and on oath stated that they were authorized to execute laid instrument, and that the coal affixed is the corporate seal IN t irunnn v11tRr.OF, I have hereunto set my hand and affixed above written. , 1969, before ary ary FLiD in an • or t e e Itinnesof'a, residtnq at tt, Paul. Corrmtienion cxairee: Jan /2 itt .II nt pi.x1 N h.\t • tu. .:.. (1). 6004 41 A 41J•an.4. ■:••••••■ w..• ,p• II /t''d 311I1 F1336083A3 !•ldtO:t'O SO. OE 5nd 8801070497 LASIMENT (Overhead and Uodsrground) • i P.M. 1230423 -2 -001 . THIS INDENTURE, coda this Yd day of 7wN $1 vAi - 19 , between ANDREW YURRANIN and CARD F. YURkANIN, husband and wife, hereinafter called the Grantors; and the CITY OP SEATTLE, it municipal corporation, hereinafter called tha.) Grantee; WITHESSEtR: That the Grantors, for and in consideration of the sum of One Dollar (51.00) and other valuable considerations, receipt of which is hereby acknowledged, hereby convey and grant to the Grantee, ice auccesaors and assigns, the right, p•ivilege and authority to inst$1, construct, erect, alter, improve, repair, energise, operate and maintlit4 electric overhead and underground distribution facilities at depths not exceeding 21 feet, which consist of poles with braces, guye and anchor., croessrma, transformers, ducts, 'suite, manholes, cabinets, containers, conduits, wires and other nec aaaary or convenient appurtenances to make said underground and overhead installations an integrated electric system. All such electric system is to be located across, over, upon and under the following described lends and premises situated in the County of Ring, State of Washington, to wit: r � t✓W. -v Pr") c 5.4+0 etig -1 SG �9�'O1 Oi The westerly ten feet of the following describe property: RECD F 6,00 CRSHSL " »w *6.001 That portion of Government Lots 2 and 11 of Henry Meader 11 Donation Land Claim No. 46, all in Section 25, Township rI 23 North, Range 4 East of W.H. Ring County, Washington, T -e nm described as follows; Commencing at the intersection of the centerline of West Valley Highway, also known as State Road No. 181, with the north line of tha south 210 feet of said Government Lot 11, and its westerly prolongation; thence South 87 °47'19" Last along said north line 40.76 feet to the east margin of said highway and the point of beginning; thence North 8 °51'30" West along said easterly highway margin 808.08 feet to the south line of the City of Seattle's Sow Lake Pipeline Right -of -Way; thence South 87 °13'12" East along said south right - of-way line 273.28 feet to the westerly line of a 100 foot right -of -way conveyed to Puget Sound Power and Light Company by deeds recorded under Ring County Auditor'• File Hoe. 2629432 and 7644020, formerly known as Puget Sound Electric Railway Right -of -Way; thence South 1 °13'24" East along said westerly right -of -way line 791.76 feet to the north line of the south 210 feet of said Government Lot 11; thence North 87 °47'19" West along said north line 165.53 feet to the point of beginning. EXCEPT that portion lying south of a line parallel with and distant 5 feet north, measured at right angles, from the following described line: Beginning at the point of intersection of the south line of the Henry Meader Donation Claim No. 46 and the centerline of State Highway 181 (West Valley Highway); thence North 8 0 52 1 29" West • distance of 48.98 feat along said highway centerline; thence South 85 0 30'26" East 41.14 feet to the easterly • margin of said highway and the ?RILE POINT OF SECINNINC of this described line; iTv! nr•iy thence continuing South 85 °30'26" East 227.79 feet, more or less, to the westerly margin of said Puget Sound Electric Railvey Right -of -Way and the terminus of this described EXCEPT that portion lying northatly of a line produced easterly at right angles from R Station /., 1 160400, SR 181. ,t ^•(it :31111 1133d0d3A3 1.1d10:113 S6. Oe• 9f1d 0 Lzo Z 41049? 6 . STiOI'd Together with the right at all times to the Grantee, its successors and assigns, of ingress to and egr.ss'from said lends access adjacent tends of the Grantors for the purpose of installing, constructing, reconstructing, repairing, renewing, altering, changing, patrolling, energising and operating said electric system, and the right nt any time to remove all or any part of said eleecrie system from said lands. Also the right co the Grantee, its successors and assigns, at all times to cut and trim brush, trees or other plants standing or growing upon said lands which, in the opinion of the Grantee, interfere with the maintenance or operation of the system, or constitute a menace or danger to said electric system. The Grantors, their heirs, executors, administrators, successors and &seigna, hereby covenant and agree that no structure or fire haserds will be erected or permitted within the above described easement area without prior written approval from the Grantee, its successors and assigns; that no digging will be done or permitted within the easement area which will in any manner disturb the facilities or their solidity or unearth any portion thereof; and that no blasting or discharge of any explosives will be permitted within fifty (50) feet of said linen and appurtenances. It is understood and agreed that the City of Seattle, City Light Department, may grant other utilities the right And privilege to occupy and use jointly said distribution system and /or easement. The City of Seattle and other utilities are to be responsible, as provided by law, for any damage to the Grantors through their negligence in the construction, eaintenance and operation of said electric and /or other utility systems across, over, upon and under the property of said Grantors. The rights, title, privileges and authority hereby granted shall continue and be in force until such time as the Grantee, its successors, assigns and other utilities shall permanently remove said poles, wires and appurtenances from said lands or shall otherwise permanently abandon said electric and other utility systems, at which time all such rights, title, privileges and authority hereby granted shall terminate. IN WITNESS WHEREOF, this instrument has been executed the day and year first above written. .6'2 I E ANDR YURRANIH (FOR iNDIVIDUAL ACKNOWLEDCNENT) STATE OF WASHINGTON ) ) se. COUNTY OF PC,A1 ) n.4/ CAROL F. YURKANIN r • • I,h •1 7 O 1, the underai lied, a Notary Public, do hereby certify that on this �,•�� day of 19j,±, personally appeared be be ore me YURKAKIN and CAROL F. /MANIA, husband and vile, to me known to be the individuals described in and who executed the within instrument', add acknowledged that they signed the a se their tree and volunt'irm iLw and deed for the uses and purposes in mentioned. Gtie n'utdber + lid and of ' iat eel the day a sr in this certificate e � V • 'IA j )115 SD j ▪ . , , �. I' �. brwt W. ary Pub •i qr the ate of Washington, 311I1 i133i'J3A3 tdd!O:r'O S6, OE 9fki 1 r la PIONEER NATIONAL TITLE INSURANCE • AFTER RECORDING MAIL TO: 'vLouis H. Treiger j rno son, p rirrW" - nifri tItS7M 1 • 'it CV:4001E1f tv it A MOM COUPON Filed for Record at Request or P.O. Box 2927 Seattle, WA 98111 eaeA. 40. 3342;e1 See Exhibit A attached hereto, 26562 STMT. OF WASHINGT0S. County of MTh, •1 THEGRANTOR GLACIER PARK COMPANY, a In hand paid. conveys and warrants to husband and wife, the following described real tow, situ.ricd in the County ul Washington: 1.1 formerly BNL Development Corporation hormiiacmuWw001101 Ten Dollars (10.00) SUBJECT TO: See Exhibit 13 attached here Statutory Warranty ueed King Famous 85/0E/14 *1047 B RECD F 5.50 Icompomavc swim t CASHSL 4, 4. 4 .05. 50 55 Washington Corporation, Andrew Yurkanin and Carol F. Yurkanin, tell SO l'OR RECORD tf■T Rt 1 ICOR LE INSURANCE .0 1C/38 WEEIERN AVE , SO it ztr, SEATTLE.VIA 01104!5.:527) EXCEPTING AND RESERVING unto the Grantor, its successors and assigns, all mineral rights including but not limited to uranium, coal, coal bed methane, iron, natural gas and oil in or under the above-described land, and includino all steam and waters and the minerals and grass therein; provided, however, no drilling or other operations will be conducted on the surface of the above-described land. Grantee shall have.the right to use water, except geothermal waters and steam, found in or upon or produced from the above- described land as necessary or convenient for Grantee's oeprations. IN WITNESS WHEREOF. said corporation has coui this instromem to he execuW1 by its prom officers and Its corporate seal to t two trued this "Pg''ifay 0 1 June, 1985. MNGCOMY GLACIER PARK COMPANY EXCISE TAX PAID JUI114 19 avp 4 5F4 Cc RPotlerry l'ohlsr In mid 14I Shift lI reJ;IIIV or P. 1111,110.41 MA/01111 0011111110110111•NIMIIMMINIIII • 0 r. , State al June, 1985 On this / a- day ul , hel me. the underalancsl. a Nirwry Ifuloic in and 101 1.1 Waohnnn on d cos-in.. in.mm a .4i nd ... .d . n. pcsnuilly armursi m N ." Ng 44 kia•leri ond retrneeti •/0 004 K 1.1 nip Unman In Lit the e..t, I,C.iIkIit and //bi.1. r7 „1 004#0 GLAC r.e P 4 A , R ,..4 K COMPANY 4 tl\e:icaorpoystlyp il.at viewed Ole 10,11,041,1 II%ItlUlfllrlI 31111 srtnnalcdaerl lho snift Imuuroent lo he the Isre and oviilyatary attjappolied 01 m ia lur 1)4c nu.. and Iniegui.e. Ilwrchs untl oft 144 ■•• ".. . ihe •301 imitulurn. and Uhl ilo mil ;liked Is Ibr tiqpn/die seal uI .alJ ‘Vlinfr if4A.htuul and 101%011 alfrml 0111 And yr a (1111 nlinsp flurn. ••••• 1, ,ot%"% ; .me ° EXH . 1h That portion of Govcrnment.Lots'.' and.11 of Henry Meader Donation land C1 46, All ln Section 25,' Township, 23 North, Range:a E3St of W. M., described as. follows: Commencing at the intersection of,the centerline. of West Valley Highway,. also known as State Road Ho. 181,.wlth the north line of the'south 210 feet of said Government. Lot 11, and•lts westerly , .prolongation; thence South 87 °47'19" East along said north line 40.76 feet to the east margin of •sa)d .highway and the Point of .-. Beginning; thence North 8 °51'30'' 'West along said easterly highway pr ;,r 80E feet to the south line of theCity of Seattle's Bow • Lake Pipeline right -of -way; thence South 87°1312" East along said • south' right -of -way line 273,28 feet to.the westerly line of a' 100 -foot right -of -way conveyed to Puget Sound Power 3 Light. Company by deeds retorted under King County.Auditor's File Nos. 2629532 and 2644020, formerly known as Puget Souno Electric Railway right -of -way; thence .South 1 °13'24" East along said westerly right -of -way line 79476 76 feet to the north line of the . south. 210 feet of said CoveRiMeRt Lot 11; thence North 87 °47'19" !lest along said north lire 165.55 feet to the Point of Beginning. ,Except. that portion Tying south of a line. parallel with and distant 5..feet north. measured at right.angles.•from the following described tine: Beginning at the point of intersection of the'south line of the Henry Meader Donation Claim No. 46 and the centerline of State Highway .181 (West valley highway); thence North 9 °52'20" West a• distance of 48.98 feet along said hignway centerline; thence .South 25'30'26" East 41.14 feet to the easterly margin of said 'highway and the True Point of Beginning, of this described line; thence continuing South .85"30'26" East 227.79.feet, more or less. to the westerly margin of said Puget Sound Electr) a Railway.' ..right -of -way and the terminus of this described SUBJECT TOt 'a deed of trout under auditor's file no. 7508260369, and in assighmant deed of trust under auditor's tile no. 7512160394, an assignment of lessee's interest under auditor's file no. 750626037O an fl, easement under auditor's file no. 65253981 an'untecorded Agreement dated NoveMber.24, 1975, executed by BNI. Development Corporation, a Delaware corporation, providing that in consideration of the Renton.Department of Public:. Works granting a permit to connect water and sewer service for the premises no protests can be made against the construction of, or assessment ' for, a permanent water main or sewer line which may be constructed. Said agreement to be.a covenant running with the lands an unrecorded Easement dated November 24, 1975 executed by nut, Development Corporation, a•Delaware • corporation, in favor ol"•the:.city of Renton; for public water and sewer • • utilities with necessary appurtenances under the surface, said easement. affecting the following portions of the property: . 14sement 1: The easterly 15. 0 f 0, feet o f said prem ises; • , Easement 2: The southerly 15.00 feet of the Northerly 42.00 feet of said O Easement 3i A of land 15.00 feet in width lying 7.50 feet on both . . sides of the following described centerlines Beginning at A point on the northerly lino of said premises distant thereon north 87 1312" west 80.00 feet from the northeasterly corner of said premises; Thence from said point of beginning 'south 02.46'48" west 27.00 feet:. to the northerly line of „ Easement' 2' abbvc. — - - . Easement 4: The westerly 10.00 feet of that portion of said premises ':4 lying southerly of. Washington State Highway Engineers Station.160 + 00 for S.R. 181, and the westerly 20.00 feet of said property lying northerly of said Station 160400. , . • . , • . . • • • • • 9204150708 COUNTY OF KJNG CS) Agreement ('Agreements) is mede effective as of the 1092: by and between Exxon Corporation. a New Jersey Corporation having an office it 1200 Smith Street, Houston, Texas 77002 ('Exxon') and Andrew Yuricsnian and Carol F. Yurkanian. 2963 4th Avenue. South. 1 Seattle. Washington 98133 (collectively, "Yurkanien'). n A. Exxon is the owner of the tract or parcel of land more particularly !NI described in Exhibit 'A' attached hereto I'Exxon Tract•). 0. Yuricanian is the owner of the tract or parcel of tend more particularly described In Exhibit 'V attached hereto ('Tut-Icarian Tract'). C. The Exxon Tract and the YurkaNan Tract are contipuoue tracts, and the northern boundary of the Exxon Tract Is a common boundary with the southern boundary line of the YurkaNan Tract. No" Q To acc.maNr:• 0. During the course of construction. asphalt pavement wa?'constructed on the Yurkanian Tract so that approximately 4.8 feet of the pavement encroaches onto the northern portion of the Exxon Tract ('Encroachment "). E. Exxon and Yurkanian desire to recognize the existence of the Encroachment and desire to evidence their agreement with respect to such Encroachment. Et4Cd1OACHME#1T AONEINENT Arab -TM{E - rums IrSF3 caapr noNas Tuarzoftt. C9 RECITALS AGREEMENT In consideration of the premises Find other good and valuable consideration, the receipt and sufficiency of which are hereby acknowledged, Exxon and Yurkenien hereby agree as follows: 1. Exxon end Yurkanien acknowledge the existence of the common boundary line. Exxon acknowledges and consents to the existence of the Encroachment on the Exxon Tract under the terms and conditions set forth In this Agreement. 311A/ N33a98113 I Id8@ : no SE. of and 8610019003 RECORD OF SURVEY A PORTION OF GOv LOTS 2 KING CUUN T1 • WASHINGTON SURVEyor'S CERTITICATE legal description esm SOUTHCENTER BP 16200 WEST VALLEY HIGHWAY TUKWILA, WA (98188) LEGAL DESCRIPTION (AUDITOR'S FILE No. 8506141047) THAT PORTION OF GOVERNMENT LOTS 2 AND 11 OF HENRY MEADER DONATION LAND CLAIM NO. 46, ALL IN SECTION 25, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., DESCRIBED AS FOLLOWS: COMMENCING AT THE INTERSECTION OF THE CENTERLINE OF WEST VALLEY HIGHWAY, ALSO KNOWN AS STATE ROAD NO. 181, WITH THE NORTH LINE OF THE SOUTH 210 FEET OF SAID GOVERNMENT LOT 11, AND ITS WESTERLY PROLONGATION; THENCE SOUTH 8747'19" EAST ALONG SAID NORTH LINE 40.76 FEET TO THE EAST MARGIN OF SAID HIGHWAY AND THE PO /NT OF BEGINNING; THENCE NORTH 08'51'30" WEST ALONG SAID EASTERL Y HIGHWAY MARGIN 808.08 FEET TO THE SOUTH LINE OF THE CITY OF SEATTLE'S BOW LAKE PIPELINE RIGHT—OF—WAY; THENCE SOUTH 8773'12" EAST ALONG SAID SOUTH RIGHT —OF —WAY LINE 273.28 FEET TO THE WESTERLY LINE OF A 100 —FOOT RIGHT —OF —WAY CONVEYED TO PUGET SOUND POWER & LIGHT COMPANY BY DEEDS RECORDED UNDER KING COUNTY AUDITOR'S FILE NOs. 2629432 AND 2644020, FORMERLY KNOWN AS PUGET SOUND ELECTRIC RAILWAY RIGHT—OF—WAY; THENCE SOUTH 0173'24" EAST ALONG SAID WESTERLY RIGHT —OF —WAY LINE 791.76 FEET TO THE NORTH LINE OF THE SOUTH 210 FEET OF SAID GOVERNMENT LOT 11; THENCE NORTH 87'47'19" WEST ALONG SAID NORTH LINE 165.55 FEET TO THE POINT OF BEGINNING. EXCEPT THAT PORTION LYING SOUTH OF A LINE PARALLEL WITH AND DISTANT 5 FEET NORTH, MEASURED AT RIGHT ANGLES, FROM THE FOLLOWING DESCRIBED LINE; BEGINNING AT THE POINT OF INTERSECTION OF THE SOUTH LINE OF THE HENRY MEADER DONATION CLAIM No. 46 AND THE CENTERLINE OF STATE HIGHWAY 181 (WEST VALLEY HIGHWAY); THENCE NORTH 08'52'29" WEST A DISTANCE OF 48.98 FEET ALONG SAID HIGHWAY CENTERLINE; THENCE SOUTH 8530'26" EAST 41.14 FEET TO THE EASTERLY MARGIN OF SAID HIGHWAY AND THE TRUE POINT OF BEGINNING OF THIS DESCRIBED LINE; THENCE CONTINUING SOUTH 85'30'26" EAST 227.79 FEET, MORE OR LESS. TO THE WESTERLY MARGIN OF SAID PUGET SOUND ELECTRIC RAIL WAY RIGHT —OF —WAY AND THE TERMINUS OF THIS DESCRIBED LINE. RECEIVED CITY OF TUKWILA MAR 2 5 1997 PERMIT CENTER NaNm une SUED BY DEPARTMENT OF LABOR A INDUSTRIES ARMSTRONG LUMBER CO . SOUTHCENTER NEW SERVICE STATION RETAIL DEVELOPMENT 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON Owner L.L.C. 98109 -8517 -4565 /ARCHITECT NE, SUITE 202 98004 -1232 -1841 Project Information TUKWILA STATION c/o EVAN ZEFKELES 600 WESTLAKE NORTH SEATTLE, WASHINGTON PHONE 206 623 FAX 206 623 Architect ROGER OLLENBURG 515 1 -16th AVENUE BELLEVUE, WASHINGTON PHONE 200 451 FAX 206 451 Scope of Work Vicinity Map tttt aaa o NNN N mna m Nmo N rnoe � I N M N MGM N ) ���0 a DEVELOPMENT OF NEW RETAIL . II • I. I I,N, • r40 .., ' • to 1 1. A NEW SERVICE STATION WOO 6 DISPENSERS, 2 UNDERGROUND TANKS AND AN OVERHEAD CANOPY. 2. A CONVENIENCE STORE BUILDING. 3. A CONVEYOR SYSTEM CAR WASH. 4. LANDSCAPING ALONG WEST VALLEY HIGHWAY AND THROUGHOUT SITE. 5. PAVED CIRCULATION AND PARKING AREAS. 6. STORM WATER coLLECT0ON- CONVEYANCE SYSTEM. SITE " 3 Legal De THAT PORTION OF GOVERNMENT LOTS 2 AND 11 OF HENRY MEADER DONATION LAND CLAIM NO. 46, ALL IN SECTION 25, TOWNSHIP 23 NORTH, RANGE 4 EAST OF W.M., DESCRIBED AS FOLLOWS: COMMENCING AT THE INTERSECTION OF THE CENTERLINE OF WEST VALLEY HIGHWAY. ALSO KNOWN AS STATE ROAD NO. 181, WITH THE NORTH UNE OF THE SOUTH 210 FEET OF SAD GOVERNMENT LOT 11, AND ITS WESTERLY PROLONGATION; THENCE SOUTH 8747'19" EAST ALONG SAID NORTH UNE 40,78 FEET TO THE EAST MARGIN OF SAID HIGHWAY AND THE POINT OF BEGINNING, THENCE NORTH O8'51'30' WEST ALONG SAD EASTERLY HIGHWAY MARGIN 808.08 FEET TO THE SOUTH UNE OF THE CITY OF SEATTLE'S BOW LAKE PIPEUNE RIGHT -OF- WAY; THENCE SOUM 8713'11 EAST ALONG SAID SOUTH RIGHT -OF -WAY UNE 273.28 FEET TO THE WESTERLY UNE OF A 100 -FOOT OGRE -OF -WAY CONVEYED TO PUGET SOUND POWER & UGHT COMPANY BY DEEDS RECORDED UNDER KING COUNTY AUDITOR'S FILE NOS. 2629432 MD 2644020. FORMERLY KNOWN AS PUGET SOUND ELECTRIC RAILWAY RIGHT -OF- WAY; THENCE SOUTH 011324'` EAST ALONG SAID WESTERLY RIGHT-OF -WAY UNE 791.76 FEET TO THE NORM LINE OF THE SOUTH 210 FEET OF SAD GOVERNMENT LOT 11; THENCE NORTH 874719' WEST ALONG SAID NORTH UNE 165.55 FEET TO THE POINT OF BEGINNING. EXCEPT THAT PORTION LYING SOUTH OF A. UNE PARALLEL WITH AND DISTANT 5 FELT NORTH, MEASURED AT RIGHT ANGLES, FROM THE FOLLOWING DESCRIBED LINE BEGINNING AT THE POINT OF INTERSECTION OF THE SOUTH LINE OF THE HENRY MEADER DONATION CLAIM Na 46 AND THE CENTERLINE OF STATE HIGHWAY 181 (WEST VALLEY. HIGHWAY); THENCE NORTH 055229' WEST A DISTANCE OF 48.98 FEET ALONG SAID HIGHWAY'CENTERUNE. THENCE 50UTH 853076' EAST 41.14 FEET TO THE EASTERLY MARGIN OF SAID HIGHWAY MD THE TRUE POING OF BEGINNING OF THIS DECRIBEO UNE: THENCE CONTINUING SOUTH '8530'20' EAST 227.79 FEET, MORE OR LESS, TO THE WESTERLY MARGIN OF SAID PUGET SOUND ELECTRIC RAILWAY RIGHT -OF -WAY AND THE TERMINUS OF THIS DESCRIBED LINE. AUDITOR'S FILE Na 8506141047 Drawing Index SITE DEVELOPMENT 1 SITE PLAN AND PROJECT INFORMATION C1 TEMPORARY EROSION CONTROL PLAN C2 . GRADING; DRAINAGE PLAN AND UTILITY PLAN C3 FRONTAGE IMPROVEMENTS PLAN 3 OF 3 CHANNEUZATION'PLAN (M.P. 7.59 TO M.P. 11.37) NORTHWEST EXPO CENTER STORM DRAINAGE S -14 GRADING AND STORM DRAINAGE S -15 GRADING AND STORM DRAINAGE L1 LANDSCAPE PLAN I.2 IRRIGATION PLAN CONVENIENCE STORE CS.A1 FLOOR PLAN CS.A2 BUILDING ELEVATIONS CS.A3 BUILDING SECTIONS CS.A4 WALL SECTIONS CS.A5 ROOF PLAN AND DETAILS CS.A6 CEILING PLAN CS.A7 WINDOW AND DOOR DETAILS CS.A8 DETAILS CS.A9 SCHEDULES AND ELEVATIONS CS.F1 EQUIPMENT PLAN CS.S1 FOUNDATION PLAN CS.S2 FRAMING PLAN AND NOTES CS.53 FRAMING DETAILS CS.P1 PLUMBING PLAN, NOTES, DETAILS AND SCHEDULES CS.P2 SUPPLY AND GAS PLAN, NOTES AND DETAILS CS,AC1 'NOTES, LEGENDS, DETAIL, AND SCHEDULES CSAC2 ',HVAC PLAN, NOTES AND DETAILS CS.E1 ELECTRICAL SEE PLAN ONE LINES & LOAD CALC CS.E2 ELECTRICAL SCHEDULES CS.E3 LIGHTING AND POWER PLANS CS.FA FIRE ALARM PLAN CAR WASH CWA1 FLOOR PLAN CW.A2 BUILDING ELEVATIONS CW.F3 BUILDING SECTIONS CW.A4 WALL SECTIONS CW.A5 CBUNG AND ROOF PLAN CW.A6 WINDOW AND DOOR DETAILS CWA7 SCHEDULES AND ELEVATIONS CW.S1 FOUNDATION PLAN CW.S2 FLOOR PLAN CW.S3 FOUNDATION DETAILS CW.S4 ROOF FRAMING PLAN CW.S5 WALL DETAILS AND NOTES CW.P1 PLUMBING FLOOR PLAN CW.P2 PLUMBING PLAN & DETAILS CWAC1 HVAC PLAN CW.E1 ELECTRICAL SCHEDULES & DETAILS CW.E2 LIGHTING AND POWER PLANS CW.FA FIRE ALARM PLAN CANOPY CAA1 PLAN AND ELEVATIONS S1 PLAN AND SECTIONS 52 DETAILS', FUELING FACILITY G1 SITE PLAN AND PROJECT INFORMATION G2 PLANS AND MATERIALS UST G3 TANK SECTIONS AND DETAILS REFERENCE SURVEY DRAWING =In I LOADING SPAC Arreerogixoc.woreawaggeifixowy .00-407 4' WIDE PAINT SMI ES FOG LINE & DIAGONALS NT 0 0 2 0 o _ _ _ _ _ TUKWILA CITY TRAIL EASEMENT S 01'2212E 3435cr CA1.0 -- - - 3. LOCATION OF UNDERGROUND U ILINES SHOWN ON THESE DRAWINGS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. NEITHER THE OWNER THE ARCHITECT NOR THE ENGINEER ASSUME ANY RESPONSIBILITY FOR UTILITIES OR STRUCTURES NOT SHOWN OR NOT IN THE LOCATION SHOWN IN THESE DRAWINGS. THE CONTRACTOR IS REQUIRED TO TALE PRECAUTIONARY MEASURES TO PROTECT THE MIRY LINES SHOWN. AND ANY OTHER LINES NOT OF RECORD OR NOT SHOWN ON THESE DRAWINGS. EXISTING UTILITIES ARE LOCATED ON THE PLANS ONLY FOR THE CONVENIENCE OF THE CONTRACTOR AND = - - - ` SHOULD BE USED FOR BIDDING PURPOSES ONLY. NEW CAlENG FENCE _- 15;U1MY EASEMENT - -_- PHASE 2 DEVELOPMENT ----- CALL BEFORE ConJ€re GN 3 NOTES: 1. THE CONTRACTOR SHALL TAKE ALL PRECAUTIONARY :MEASURES NECESSARY TO PROTECT FROM DAMAGE ALL EXISTING IMPROVEMENTS WHICH ARE TO REMAIN IN PLACE ANY SUCH IMPROVEMENTS OR STRUCTURES DAMAGED BY THE CONTRACTOR'S OPERATIONS SHALL BE REPAIRED OR RECONSTRUCTED SATISFACTORY TO THE OWNER AT THE EXPENSE OF ME CONTRACTOR. 2. THE CONTRACTOR SHALL AT HIS OWN EXPENSE, LOCATE ALL OVERHEAD AND UNDERGROUND INTERFERENCES WHICH MAY AFFECT HIS OPERATION DURING CONSTRUCTION, AND SHALL TAKE ALL NECESSARY PERCAOTIONS TO AVOID DAMAGE TO THE SAME THE CONTRACTOR SHALL USE EXTREME CAUTION WHEN WORKING NEAR OVERHEAD OR UNDERGROUND POWER AND /OR TELEPHONE FACILITIES TO SAFELY PROTECT ALL PERSONNEL AND EQUIPMENT. THE CONTRACTOR SHALL BE - RESPONSIBLE FOR ALL COSTS MD LIABILITY IN CONNECTION THEREWITH. 4. HC ACCESSIBLE SIGN SHALL BE AS FOLLOWS: SIGN MOUNTED ON POST CENTERED BETWEEN 3 AND 5 FEET ABOVE THE PARIING SURFACE, AT THE HEAD OF THE PARKING SPACE SIGN SHALL INCLUDE THE INTERNATIONAL SYMBOL OF ACCESS AND THE PHRASE 'STATE DISABLED PARKING PERMIT REQUIRED . BELOW INTERNATIONAL SYMBOL SIGN MOUNT SIGN WITH THE PHRASE 'VAN ACCESSIBLE. 1 5. RAMPS SHALL BE AS FOLLOWS: MAX SLOPE = 1:12 MAX LENGTH = 6' MAX RISE = B WIDTH = 44' WOO DIAMOND PATTERN TACTILE SURFACE 6. ALL SIGNS SEPARATE PERMIT. FILE COPY I undo,_-) :T : L:.:; Plan Choo:: ,:s subjen to cro 0 Cod omissions G:.;I ; , _ cf plans dos not authorize t h e violation of G y a0Opted code or . .: , - of contractors copy of is ,16EL L SIGN - C `CURB SEPARATE PERMIT RE9UIRED FOR: CHANICAL q ' EI„ECTRICAL �t.UMBING GAS PIPING CITY CF TUKWILA BUILDING DIVISION REVISIONS NO CHANGES SHALL BE MADE TO THE SCOPE OF WORK 'WITHOUT PRIOR APPROVAL OF TUKWILA BUILDING DIVISION. NOTE REVISIONS WILL fl QUIRE A NEW PLAN SUS AND NAY 1:,LUDE AG F•_ F , f F emeettED CITY OF TUKWILA APPROVED OCT 1 5 1597 AS NOTED et,/ BUILDING DIVtU10 dir pECENUN clTV � JU 2 :;•1 SITE PLAN 1' = 20' zb' 3b'' 4b' YOU DIG 1- 800 - 424 -5555 RE-c36 W N 00 O fO NNr o O A 5. o� m. Z O ~ a Q =_ co g0 W O >'s VW =1a W > 3 w C a c W C S aQ g m te F2 UJ Z C- Z O I- Q Z 2 at cc _-I O C LL F Z ca 0 a PROJECT: 9621 Z F PLO: - 9621 -1 DRAWN BY: JSA /BN CHECKED BY: R 0 DATE& BENIGN REVIEW PERMT REVIEW /yy4 /97 Os/20/97 BID BET CONSTRUCTION. BET © 1997 ROGER OLLENBURG sheet: of 1 1 J FIN. FL E - . 24 -00 ill INIEMME \ \ CO LE_ 21.80 DS ii.eelclays..5% ° Ps EX SS MN RIM EL - = 2253 INV EL = 2063' t4i NSTA CB PROTECTION 7 " s 08 1 - W � is'm fa IP; CONSTRUCT PERFORATED STAND PIPE AT END OF EACH POND OUTLET. 5/8" WASHED ROCK R =25 MIN. (OPTIONAL) 12" MIN. 4 " -8 QUARRY SPALLS 6.0' MIN. CITY OF TOKWOA APPROVED 5 OCT 1 5 1997 AS NOTED PIPE TO CONTROL STRUCTURE BUILDING DIVISION. REVISIONS: DATE: 3/24/97 DESIGN: JPM DRAWN: JPM CHECKED: REVISION NUMBER: CAt.E: 1"=20' SHEET NO. 22 RIM EL = 24. INV EL = 13.8 INS LL TEMPORARY SILT • ' ON FILTER ON OU 22 _ - INSTALL SILT FENCE ALONG EAST PROPERTY - - LINE WEST OF EXISTING CITY TRAIL FENCE INSTALL TEMPORARY SILTATION FILTER ON OUTLET PIPE- _ EX co - - -- - -- - TUKWILA -CI-CITY TRAIL I — - -- _ - -- - 5 - 0113 -E `0EED - S 0172'22 - E 790.62' TEMPORARY EROSION CONTROL PLAN 1' _ =; 20': b • b• 2b• 3b • 4 INSf'4j ■LL CB } ROTECTION x- = ====8 A SS ry GA. j I j 0 EX CD — RIM - EE = 2284" INV a = 2079' j INSTALL CB PROTECTION — INSTALL TEMPORARY CONSTRUCTION EN i - ESOSTIN�DIVEWA J Exc am a = 2279" EX 551M11 DROP 95J4J5LE RIM R2 = 23.55' - -- INV EL IN = 1805` 8" INV a) OUT = 15.32' 8' �yus.�6iF - — 22 5D 23 - -- --_ _25 STAPLES OR WIRE RINGS (TYP.) ALTER FABRIC MATERIAL MIRAFI 100X OR EQUAL 2 "X2" WOOD POSTS, STANDARD OR BETTER, OR EQUIVALENT BURY BOTTOM OF FILTER FABRIC MATERIAL IN 8 "X12" TRENCH WIRE MESH SUPPORT FNECE FOR FILTER FABRIC PROVIDE WASHED GRAVEL OR COMPACTED NATIVE SOIL AS GIRECTND NY LOCAL Lill -- =1111- GOVERNMENT - 8" QUARRY SPALLS TEMPORARY EROSION CONTROL NOTES I_ THE TEMPORARY EROSION /SEDIMENTATION CONTROL FACILITY SHALL BE CONSTRUCTED PRIOR TO ANY GRADING OR EXTENSIVE LAND CLEARING IN ACCORDANCE 18TH THE APPROVED TEMPORARY EROSION /SEDIMENTATION CONTROL PLAN. THESE FACILITIES MUST BE SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION AND LANDSCAPING IS COMPLETED AND THE POTENTIAL FOR ON- SITE EROSION HAS PASSED. 2_ WHERE POSSIBLE, MAINTAIN NATURAL VEGETATION FOR SILT CONTROL 3. TEMPORARY SILTATION AND DETENTION PONDS TO BE CONSTRUCTED AS SHOWN. 4. ALL TEMPORARY SILTATION AND DETENTION PONDS SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND /OR CONSTRUCTION IS COMPLETED AND THE PERMANENT DRAINAGE FACILITIES ARE OPERATIONAL 5. RETURN SILTATION CONTROL AREAS TO ORIGINAL CONDITION. 6. ONCE WORK HAS STOPPED IN ANY AREA STRIPPED OF VEGETATION, FORA PERIOD NOT TO EXCEED 60 DAYS, IT MUST BE STABILIZED WITH GRASS OR OTHER EROSION CONTROL TREATMENT. 7. APPROVAL OF THIS PLAN DOES NOT CONSTITOTE AN APPROVAL OF DESIGN, SIZE NOR LOCATION OF PIPES, RESTRICTIONS, CHANNELS OR RETENTION FACILITIES, BUT IS AN APPROVAL OF TEMPORARY SEDIMENTATION PLAN ONLY. SUMP WITH 2 "02 "X14GA_ WELDED WIRE MESH OR EQUAL SILTATION FENCE DETAIL NO SCALE 12" FILTER FABRIC TUCKED UNDER GRATE AS SHOWN, J� 1'd �i �M I1fl TI -•x• 'ceiyi LJII_ CATCH BASIN CATCH BASIN PROTECTION NO SCALE O _ O Z O o < O. 8 0 t— - co 0 ^ O a L-. < O a) �Q 1 W < D Fn W E. 0 F'S z z APPD. Rec.,/ pc,- L/Fy CR8181 21 G-/9-97 SANITARY SEWER CONSTRUCTION NOTES: ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH THE CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS FOR SANITARY SEWERS. O CLEANOUT RIM ELEV. 23.23, I.E. 15.45 CONNECT TO SIDE SEWER O 62 LF 6" P.V.C. SIDE SEWER 0 1.00% 0 LE 16.07 17 LF 6" P.V.C. 'SIDE SEWER 0 19.65% CLEANOUT RIM ELEV.-24.10, I.E 19.41 ®6 LF 6" P.V.C. SIDE SEWER 0 1.00% 0,1.E. 16.15 31 LF 6" P.V.C. SIDE SEVER 0 i2.42% CLEANOUT RIM ELEV. 24.00, I.E 20.00 ® 71 IF 6" P.V.C. SIDE SEWER 0 1.00% I.E. 16.86 OIL /WATER SEPARATOR "UTILITY VAULT CO." 660 0 TOP ELEV. 23.60, I.E. 20.32 IN & OUT ® 16 LF 6' D.I. CL 52 SIDE SEWER 0 2.00% ® C.B. TYPE 1 GRATE ELEV. 23.34 I.E. 20.64 GREASE INTERCEPTOR 'UTILITY VAULT 612 GA 2500 GAL RIM ELEV. 23.96 I.E. 20.50 ()GREASE INTERCEPTOR 'UTILITY VAULT 612 -GA 2500 GAL RIM ELEV. 23.96 LE 20.20. Q OIL /WATER SEPARATOR 'UTILITY VAULT 660 -SA RIM ELEV. 23.90 I.E. 20.10. INSTALL VAULT EXTENSIONS FOR GRADE ADJUSTMENT © VALVE IN VALVE BOX NOTE CONTRACTOR SHALL VERIFY MATH THE ARCHITECT THE CARWASH 1111 INTOU VAULTS AND al/WATER' SEPARATOR VAULT 11 1 9 /s(2 0 © FOR SPECIFIC SIZING AND NUMBING REQUIREMENTS. WATERS SYSTEM CONSTRUCTION NOTES: ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE', WITH THE CITY 'OFTUKWILA INFRASTRUCTURE DESIGN. AND CONSTRUCTION STANDARDS FOR POTABLE WATER SYSTEMS. O CONNECT NEW MAIN TO EXISTING 8" GATE VALVE O 10 LF 8' D.I.P. CL 52 WATER MAIN 0 1 -8" 11 1/4' BEND MJxMJ WITH THRUST BLOCKING ®5 LF 8" D:I.P. CL 52 WATER MAIN O 1 -8" 90' BEND MJxFL WITH THRUST BLOCKING 1 - 8"x6" HYDRANT TEE FL, 1 -8" FIXMJ ADAPTOR 1- RELOCATED ORE HYDRANT ASSEMBLY WITH THRUST BLOCKING © 173 LF 8" D.I.P. CL 52 WATER MAIN O 1 -8" 90' BEND MJxMJ WITH THRUST BLOCKING ©. 67 LF 8" D.I.P. CL 52 WATER MAIN' ' CONNECT NEW MAIN TO EXISTING 8' GATE VALVE O 10) 1" WATER SERVICE al 1 1/2" WATER SERVICE 1liJ r IRRIGATION SERVICE WITH DOUBLE DETECTOR CHECK VALVE ASSEMBLY ® REMOVE AND SALVAGE EXISTING WATER MAIN AND APPURTANANCEX. 12" SDI.E16.48 30 IF 24" STEEL CASING SEE DETAIL THIS SHEET w APPROXIMATE LOCATION EXISTING CRY (F- TUKWILA K WOMAN. TNENCN z ..ALONG WEST SIDE OF TRAIL ^' SAWCUT COSTING ASPHALT -- 1RM. AND-PATON - o BACKFR EXISTING STING 9NFRTRATION `/ BENCH WITH WASHED GRAVEL u ur P..a, -Toe£ Teal ` o-e- ° ` -.22. - - - -- INVEL -- 2063` t� N l P0111011 LOCATIONS PER THE OWNER'S CONTRACTOR GROUND ELEV. 21.2 - TOP OF 12" WATER ELEV. 14.95 60" WATER MAIN NOT EXPOSED AT 7' DEPTH C.B. 1 TYPE 2 -48" G.E. 23.20 LE 17.93 10 IF 1r N12 SD 0 12.70% .E 19.20 335.95' (CALC) E 23.00 LE 19.97 139 LF 12' 612 SD 0 1.00% '00 LE 17.86 113 LF 12" PVC. SD 0 0.50% IF 6• PlA lei • 2. on I COLE 21.811 ?r CONVENIENCE STORE 52' X 44' FIN. FLOOR ELEV. 24.80 DS 641E e InC 9.. 546% 3 C.B. TYPE ' 1 V G.E. 23.12 ~ R�' i rriiry ' I.E 2(192 VAllEf GU TTFR 0 0 .5o7G VII U s YSE TV SEC'n N P v ...ev 1 A^ TIME COMMFRp WEST 4 r LI OF - N OWETEN L EY HIGHWAY S 12" SD I.E. 16.38 EX SS MH SOU SEWER MTH 2.00% I.E 19.61 C RES, SITE ELEVATIONS VE BEEN PROVIDED BY THE FEATURES ON THESE PLANS ARE .B CTOR SHALL VERIFY SUE HORIZONTAL SURVEYOR OR- 12. V II G . .1 11' 1 4 TYPE t HIGH VOLTAGE G.E. 24.75 POWER POLE LE 21.79 STD gy p# DRPI PER N� DING, DRAINAGE AND UTILITY PUAN -FT L'`= 20' ' ' ib. ob' �4• THICK SIDEWALK NOTE: CONCRETE TO HAVE STRENGTH OF. 3000. P.S.L IN 28 DAYS, 2' TO 4" SLUMP. COMBINATION CURB and SIDEWALK NOT TO SCALE REVISIONS: DATE: 3/24/97 DESIGN: JPM DRAWN: JPM. CHECKED: REVISION NUMBER: SCALE: 1 " -2O' SHEET NO. OITV OF TUKWILA AU 7 .. PERMIT CENTER OFFOTE STORM DRAINAGE IMPROVEMENTS PER NORTHWEST CM CENTER SHEETS S14 6 S15 RIM EL = 24. INV EL = 13.8 RELAY EXISTING 80 IF. 6' PVC 2 CONCRETE EC BLOCK WALL TOP ELEV. 23. BASE ELEV. 1 00 " I 1' N I 1 EXTENSION OF I CARWAOH FOUNDATION WALL TOP ELEV. 24.50 1 I I. KG BOTTOM 19.00 I I 1 SE ER OS IECTU ; I. 100' WIDE PUGET SOUND POWER ✓t LIGHT CO. RIGHT OF WAY 22 15' WIDE CITY OF TUKWILA THAI. Ed.' :DENT 12" ADS N12 SD 24" STEEL CASING FILL WITH SAND 2'OtA4ELS111DR. ' - -� _ TUKWILA CITY TRAIL 5 011324 E 791.76'�(DEED) 2'-GRRIEL MDR -5 -01- 22"22 =E 796:6-2=-CALC TREATED 2x6 SKIDS RIPPED TO FIT STEEL BANDING STRAPS - - CASING DETAIL G.E. 23.6 LE 21.42 FX CR RIM GE = 2294' =GAU -INV -EL =20;74- ES C& RIM EL = 2279' _EL - j C / NOTES I 1 1. SEE ARCHITECTURAL SUE' PLAN FOR -- SITE LAYOUT DIMENSIONS, FINISHES, a.. FURNISHINGS,AND DETAILS NOT S1O ry' ON THIS DRAWING. 2 SEE BOUNDARY AND TOPOGRAPHIC SURVEY FOR SITE HORIZONTAL ANd VERTICAL CONIROL 3. WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE NTH I THE'CITY OF TUKWILA INFRASTRUCTURE r -. D W1. CRON STANDARDS. I - 4. BASE MAPPING, TOPOGRAPHIC ALL EXISTING FEATURES 1 ., PROJECT SURVEYOR. DES 17 11 NFORMATION AND THE CONTROL WITH THE PR ANY CONFLICTS BETWEEN BY THE PROJECT SUR These plerls have been reviewed by the Public V. '-r <.s Dep.- ment for conformance with current City s'a a-e.s. Acceptance is sub cct to errors ant tern - ; which do nct au:he cf andards or ordinances. kr the siequacy of the design re,!s to :'_h the dss'o net Additions, deletions or rev cons to these drawings after this date M n d this r- e and will require a resubm.it.al of reared drawings for subsequent approval. F - :stance is subject to field inspection by # 1 .V arks utilities inspector. Li tut 1 . o i� By: 1 EONS OWNER'S VERTICA- V ON. RESOLVED 7 DT SNH DROP MANHOLE = 23.55' 1N = 1805' 8' OUT = 15.32' 8' II CS✓ 22 BOTTTOM OF SCALE ELEV. VARIES ELEV. 19 -61 TO 1020 2 1/2' 15' UTILITY EASEMENT EXIST. ,"' SANITARY SEWER 3 - 1 3' 8 BASE ECOLOGY BLOCK WALL BLOCKS 2'x2'.3' OR 2'.2'4' STAGGER COURSE JOINTS TOP ELEV. 23.00 BASE ELEV. 19.00 TYPICAL SITE SECTION WEST VALLEY HIGHWAY 35.00' R/W ARIES 3' MI 8.00' 0.50' SAWCUT AT EX. FOGUNE EXIST. ASPH. PAVE. 3 1/2" COMPACTED DEPTH ASPHALT CONCRETE CLASS 8 6 "COMPACTED DEPTH CSBC AJ,TERNATIVE TO CSBC 4 COMPACTED DEPTH AID 6 COMPACTED DEPTH GRAVEL BORROW ASPHALT PAVEMENT 1i RADIUS EXTRUDED CEMENT CONCRETE CURB NOT TO SCALE BIOFILTRATION SCALE SEED Mix 7. WIJGHT S PURITY S GERMINATION 907. 907. 92% 85% Red Fesae (Festuca rubs) 35% Red Top (Argolis aroa) 35% Meadow Fasted (A 1cccc9 pratensis) 35% 90% 807. NOFILTRATION SCALE EXTRUDED CONCRETE CURB r SEE DETAIL TINS SHEET 3 1/2" COMPACTED DEPTH - ASPHALT CONC. CLASS B Mac ------ �� 4" THICK CEMENT CONC. SIDEWALK PER CITY OF TUKWILA STD. RS -11 TYPICAL SECTION WEST VALLEY HIGHWAY CONC PUMP ISLAND SLAB 3-43 - BAR CONT. CONSTRUCT VALLEY GUTTER AT CEMENT CONCRETE CLASS 5 NORTH 4. WEST EDGES OF PUMP ISLAND SLAB.GUTLER MAY BE '-6". 6- 1.4/1.4 W.W.M. CAST MONOLITHIC WITH SLAB RHNF. IYP. 24 CONCRETE VALLEY GUTTER NOT TO SCALE. AMIABLE (MINIMUM... - 5.5) ..- ,SLOPE 2.00% . . SITE CONCRETE WALKWAYS SEE DETAIL THIS SHEET SHE GRADE POINT TYPICAL 6'COMPACTED DEPTH CSBC ALTERNATIVE TO CSBC 4' COMPACTED DEPTH A. SUBGRADE PREPARATION PER SITE GEOTECHNICAL REPORT CONCRETE PAVEMENT TO BE 6' THICK W17H 6x6W1.4.W1 -4 REINFORCEMENT SET ON 3 COMPACTED DEPTH CSTC SEE ARCHITECTURAL SITE PLAN FOR LOCATIONS 2 COMPACTED DEPTH CRUSHED SURFACING TOP COURSE CEMENT CONC. VERTICAL CURB & GUTTER CONTRACTOR TO ADJUST FORMS AS REQUIRED TO MAINTAIN PAVEMENT CROSS SLOPE AND POSITIVE GUTTER GRADE TO DRAINAGE STRUCTURES CITY OF TUKWILA APPROVED OCT 15 1997 OS NOTED BUILDING DIVISION g z ® Z _. < co z co 0 F Q W co Q < cf P 3 Z p o D il I APPD. SR 181 STA. 154 +10.46 N 074130° w C.B. 112 TYPE I -48 INVEL= 11.75'- W /FLAP GATE 84 IF 12'-SD- it I1 �/xf' C.B.Il11 TYPE 1 .II N 0830'30' W FUTURE CURB INLET & 8'CONNECiING PIPE BY OTHERS EL C.B. 110 TYPE 1 61LF12'SI) 110 RESTRIPE EXISTING FOGIINE WITH 4 BIDE e¢� COMMERCIAL DRIVEWAY PER TUKWILA STD. RS -9 N . q NEW PAVEMENT SEE TYPICAL SECTION Ix C a_ WEST VALLEY IGHWAY N 08 51' 3 C.B. TYPE 1 25 15 / / / I / I OP - Y -OP / � N07'1:J0 ° WI E REMOVE & RESET EAST. SIGN & MAIL 80XI 21231' SR 181 REMOVE & RESET DST. SIGNS 184.18' CAUTION EXISTNG UNDER GROUND POWER IS IN CLOSE PROXIMITY OR MAY BE IN CONFLICT WITH THE PROPOSED STOBA DRAINAGE SYSiEM. CONTACT PUGET SOUND ENERGY PRIOR TO BEGINNING CONSTRUCTIONN TO ARRANGE FOR RELOCATION AND ADJUSIUENT REMOVE & RESET EOST. SIGN I 12' CONC. SD 24' STEEL CASING FILL 11TH SAND .o' 34.08' EXIST' GUN 12' _ ELEV. 24.0 COMPACTED RL • 12" CONC. SD U IN 24' STD. EN1ASED WALL STEEL CASING PIPE TREATED 2x6 SKIDS BETWEEN BELL ENDS RIPPED TO FIT STEEL BANDING STRAPS CASING DETAIL SECTION A -A LOOKING NORiH d ROCK SLOPE PROTECTION 1 MAN ROCK'' [AYE!) ON SLOPE CHOKE 6005 W/ ROCK PALLS KEY ROCK 12'MIN. INTO EXISTING GROUND EROSRNG UNDERGROUND POWER ADJUST GRADE TO CLEAR CASING' BY 12' MIN. VERIFY CLEARANCE PRIOR TO CONSTRUCTION SAWCUT AT EX. FOGUNE EXIST. ASPH. PAV'T. 3 1/2' COMPACTED DEPTH ASPHALT CONCRETE CLASS B 6 COMPACTED DEPTH CSBC ALTERNATIVE TO CSBC 4- COMPACTED DEPTH MB 6 COMPACTED DEPTH GRAVEL BORROW ARIES 3' MI 8.00' 0.50' 2.00% Ibl W 1S MIN. 3x.11AX _— ¢ ®� -- 4' THICK CEMENT ® ® ®�_ CONC.�SIDEWALK PER CITY OF TUKWILA STD. RS -11 2' COMPACTED DEPTH CRUSHED SURFACING TOP COURSE TYPICAL SECTION WEST VALLEY HIGHWAY SR 181 STA. 159+02 TO STA. 161 +83.05 LOOKING NORTH CEMENT CONC. VERTICAL CURB & GUTTER CONTRACTOR TO ADJUST FORMS AS REQUIRED TO MAINTAIN PAVEMENT CROSS SLOPE AND POSITIVE GUTTER GRADE TO DRAINAGE STRUCTURES go - CONSTRUCTION - CENTERLINE __ OF STATE ROAD 18 WEST VALLEY HWY (SR 181) EX CB TYPE z = T ( ) — (TYPE ) ( z) -- - - -- --z - -- EX CB TYPE 2 - -- - - -- - -- — — - - - - - ;r �� -- �_� -.. ) _ _ EX CB 2 EX CB TYPE OQbftwirm.m ClOGl pftmwa io ilYw!!ftw!!ftw!!ft!!a..was 61E∎a!!` !l�!lIO�G�is Bt! A ` APPROXIMATE LISTS OF I FRONTAGE IMPROVEMENTS PROFILE . 1' = 30'H. & 1' = 5'V. O IJN SEE SHEET Cl AND C2 FOR ON -SITE IMPROVEMENTS LL 0 M D D FRONTAGE IMPROVEMENTS PLAN 1' = 30' E g• 16 2b• 3h• /O• M t rn `Si ler WEST VALLEY HIGHWAY 35.00' 2 9 -1 -IALq �22— SR 181 STA. 164 +57.97 = INTERSECTION STRANDER BLVD. STA 47+08.80 CITY OF TUKWILA APPROVED OCT 15 1997 AS +JILD REVISIONS: APPD. BUILDING DIVISION ADDED STCBN CB 18 TO CB 112 8/25/97 DATE: 3/24/97 DESIGN: JPM DRAWN: JPM CHECKED: EFG REVISION NUMBER: SCALE: 1"=20' PROJECT NUMBER: OEVT0005 SHEET NO. OF Q3 3 CITY OF TUKWILA Ails S 7 i 08 7 0 EXIST. GROUND + DIETING UNDERGROUND POWER ADJUST GRADE TO CLEAR SD BY12''MIN. VERIFY CLEARANCES PRIOR TO 30 LF ° , P- /t ;. , - 'm V1SI81115; N1VM N9VB 1 BR ti7 _ Q .6 m5` 3s z�r BA OF WALK • 1 OF` B �' a m �, ��¢ =,,-, 3 _ .:5:5_,,,,, W - 0897: FLOWUNE 2 T.C. 25.40 ...BACK WALK SR 181 STA. k �c Q z 3 BACK OF - WALK U¢ T gym OP OF CURB N J O.51r N T.C, 25,52 BACK WALK SR 181 STA, MATCH DISH CURB & SIDE FLOWLINE 25. 24' STEEL CASING iRANSITI0F1 --- --�_ 35' WIDE DRIVEWAY _ ROMINE 121 IF 12' coec. so � o.5or i 1 II 61 CONC. � ME ORIVEWA I. --- - -. - -- -- 198 L F CONC. , 1 0 0.50R' 1 s / - ��' �, L4 LF 12 CONC. ST1 ®0.50X 1g« it C.O. 18 TYPE t. 34L18 LT. G.B. 7 TYPE 1. 34.08' LT. 12 MIN. SR 181 STA. 155+96.01, 44.08' LT. C.B. 11, TYPE 1 ■ 84 LF 12' CONC. SD ®',0.50L . SR 181 STA. 155+12.01, 43.19' LT. G.E 24. LE. 21.79 9 M E 2t42 ' LE 21180 EX. 10' WATER MAIN C.U. 2 TYPE II -48- WITH OIL ATER SEPARATOR SET OVER DUSTING 18' SD GE G LE 188412'50 S. OE 23.85 I.E. 19.26 SR 181STA. 157+17.00, 5...081T. C.B. 110, TYPE 1 LOWER TO CLEAR 1 IL LY : fir MM INSTALL r . G.E. 23.60 LE 18.3418'SD W. (EXIST.) I.E. 19.87 12 SD N & S LE 20.17 8' SD E (FUTUR:) SR 181 STA. 157+78.00, 34.08' LT. G.B. #9, TYPE 15 60' WATER MAIN: �S WITH CONC. ' ' o VERIFY CLEARANCES ` TO CONSTRUCBON GE. 23.56 1.E 20.18 EXIST. SR 181 STA. 154 +10.46 N 074130° w C.B. 112 TYPE I -48 INVEL= 11.75'- W /FLAP GATE 84 IF 12'-SD- it I1 �/xf' C.B.Il11 TYPE 1 .II N 0830'30' W FUTURE CURB INLET & 8'CONNECiING PIPE BY OTHERS EL C.B. 110 TYPE 1 61LF12'SI) 110 RESTRIPE EXISTING FOGIINE WITH 4 BIDE e¢� COMMERCIAL DRIVEWAY PER TUKWILA STD. RS -9 N . q NEW PAVEMENT SEE TYPICAL SECTION Ix C a_ WEST VALLEY IGHWAY N 08 51' 3 C.B. TYPE 1 25 15 / / / I / I OP - Y -OP / � N07'1:J0 ° WI E REMOVE & RESET EAST. SIGN & MAIL 80XI 21231' SR 181 REMOVE & RESET DST. SIGNS 184.18' CAUTION EXISTNG UNDER GROUND POWER IS IN CLOSE PROXIMITY OR MAY BE IN CONFLICT WITH THE PROPOSED STOBA DRAINAGE SYSiEM. CONTACT PUGET SOUND ENERGY PRIOR TO BEGINNING CONSTRUCTIONN TO ARRANGE FOR RELOCATION AND ADJUSIUENT REMOVE & RESET EOST. SIGN I 12' CONC. SD 24' STEEL CASING FILL 11TH SAND .o' 34.08' EXIST' GUN 12' _ ELEV. 24.0 COMPACTED RL • 12" CONC. SD U IN 24' STD. EN1ASED WALL STEEL CASING PIPE TREATED 2x6 SKIDS BETWEEN BELL ENDS RIPPED TO FIT STEEL BANDING STRAPS CASING DETAIL SECTION A -A LOOKING NORiH d ROCK SLOPE PROTECTION 1 MAN ROCK'' [AYE!) ON SLOPE CHOKE 6005 W/ ROCK PALLS KEY ROCK 12'MIN. INTO EXISTING GROUND EROSRNG UNDERGROUND POWER ADJUST GRADE TO CLEAR CASING' BY 12' MIN. VERIFY CLEARANCE PRIOR TO CONSTRUCTION SAWCUT AT EX. FOGUNE EXIST. ASPH. PAV'T. 3 1/2' COMPACTED DEPTH ASPHALT CONCRETE CLASS B 6 COMPACTED DEPTH CSBC ALTERNATIVE TO CSBC 4- COMPACTED DEPTH MB 6 COMPACTED DEPTH GRAVEL BORROW ARIES 3' MI 8.00' 0.50' 2.00% Ibl W 1S MIN. 3x.11AX _— ¢ ®� -- 4' THICK CEMENT ® ® ®�_ CONC.�SIDEWALK PER CITY OF TUKWILA STD. RS -11 2' COMPACTED DEPTH CRUSHED SURFACING TOP COURSE TYPICAL SECTION WEST VALLEY HIGHWAY SR 181 STA. 159+02 TO STA. 161 +83.05 LOOKING NORTH CEMENT CONC. VERTICAL CURB & GUTTER CONTRACTOR TO ADJUST FORMS AS REQUIRED TO MAINTAIN PAVEMENT CROSS SLOPE AND POSITIVE GUTTER GRADE TO DRAINAGE STRUCTURES go - CONSTRUCTION - CENTERLINE __ OF STATE ROAD 18 WEST VALLEY HWY (SR 181) EX CB TYPE z = T ( ) — (TYPE ) ( z) -- - - -- --z - -- EX CB TYPE 2 - -- - - -- - -- — — - - - - - ;r �� -- �_� -.. ) _ _ EX CB 2 EX CB TYPE OQbftwirm.m ClOGl pftmwa io ilYw!!ftw!!ftw!!ft!!a..was 61E∎a!!` !l�!lIO�G�is Bt! A ` APPROXIMATE LISTS OF I FRONTAGE IMPROVEMENTS PROFILE . 1' = 30'H. & 1' = 5'V. O IJN SEE SHEET Cl AND C2 FOR ON -SITE IMPROVEMENTS LL 0 M D D FRONTAGE IMPROVEMENTS PLAN 1' = 30' E g• 16 2b• 3h• /O• M t rn `Si ler WEST VALLEY HIGHWAY 35.00' 2 9 -1 -IALq �22— SR 181 STA. 164 +57.97 = INTERSECTION STRANDER BLVD. STA 47+08.80 CITY OF TUKWILA APPROVED OCT 15 1997 AS +JILD REVISIONS: APPD. BUILDING DIVISION ADDED STCBN CB 18 TO CB 112 8/25/97 DATE: 3/24/97 DESIGN: JPM DRAWN: JPM CHECKED: EFG REVISION NUMBER: SCALE: 1"=20' PROJECT NUMBER: OEVT0005 SHEET NO. OF Q3 3 CITY OF TUKWILA Ails S 7 i 08 7 0 WASH OC + z � u) O � N Q �0 } Z U)v) � (n > w - O N � O (0 LL 0wU z U) 2 ill z O —0 - I 0 (/) w _ U Z Q=om DRAWN J. Steve/won CHECKED R. /awe's ley PROJ. ENGR. r?. F /laukap DIST ADM. E. 8ockstroak K -E DIST. 1 DATE CHANNELIZATION PLAN Traffic Engineer 1 Approved / Date Assist. Location Engineer Approved Date 3 - z''� 2 -33 DOT FORM 221 — 011 EE 0 a o cO cvfn 0 d 6 4- Y � r o -0 L V (7- :— G 6/97 ADDED CURB,GUTTER.SIDEWALK: STA 159.02 LT. t TA T: 1/86 Added Right Turn Lane and Sidewalk/ West Side DATE REVISION 0 5/87. ;,2,A; EASTERNN LEW TO MP 1O.87tINTERSECTION ph 2/86 PTT :.: N L¢4 Turn L ne t to STA.772 [ °9 P' BY APP REGION N0. STATE CONTRACT. NO. til FED. AID PROJ. NO. SHEET. NO. TOTAL SHEETS T. 2 -N, R.4-E, 1. M. 160 O 0 h DIVISION OF HIGHWAYS . S Lwisy: AZT W_OIMEWAM I ®_— i ii /P 1 OF ON c minmeimm , V AS a to 4 4 Washington State W Department of Transportation C1'8B, G1/TTEWHS v 3' B'5 /DEGti/ILK a o tolIZ1al KING COUNTY NOTE: THIS SHEET SUPERSEDES A PORTION OF SHEET 10 OF 25 SHEETS CHANNEL - IZATION PLAN ENTITLED "S.S.H. No. 2 -M (SR 181) MEEKER ST. TO FOSTER 1 /C" APPROVED BY DISTRICT NO. 1 MAY 26;1967. crOP -. AUG D 5 1997. PERMIT CENTER SR /8/ Al. P 759 TO 11.1? /1.37 S 212TH TO SR 405 RESURFACING OCTOBER /984 PLAN tQ-1 .."AC2= t n =Q 411 I✓I. P. 'I I, OF' SHEETS', GRAPHIC SCALE o �o 60 ( IN FEET ) 1 Inch =30 n 71 LF 12" ADS N12 - -a S=0.51% _ -- OIL PIPE LINES VERIFY LOCATION & DEPTH..? Er 160 LF 1r ADS N12 , . ' 0 5= 0.507. -2a I J FY LOCATION & DEPTH CBf'S -2 TYPE I -L RIM =21.00 IE =16.30 ai E 40 W/ PLUG SURFAC LIE =15,80 W/ QUARRY SPALLS SEE S -7 20 IF 18" ADS N12 0 S= 0.50% RE -GRADE EXIST. DITCH SEE SHEET S -15 C OFTU JUN,. 1997 JOB NO.. 95010 APPROVED. DATE 5/04 R SCALE '1 =30' DESIGNED D.M./S. DRAWN S.K CHECKED OIL S -14 SHEET OF . - NOTE THE TRAIL SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY OF TUKWILA INTERURBAN PLANS ATTATCHED. a - CBS -9 TYPE I RIM =22.30 IE =20.16 U.P.R.R. SAWCUT AS REQUIRED MATCH EXIST. PAVEMENT 182 LF 12 ADS N12 C S= 0.50% NOTE: PROVIDE SAWCUTS AS REQUIRED. REPLACE END OF EXIST. PAVEMENT AS REQUIRED SOUTH OF CENTERLINE. MATCH EXIST. GRADES NORTH OF CENTERUNE. STA 9 +98.5 20.7'RT 1 EXIST. CB RIM =23.81 IE =21.11 ADJUST RIM TO 23.5D BOLLARDS PER CITY STANDARD (2 PLACES TYP.) EXIST. CB RELOCATE NORTH TO FLOW LINE NEW RIM =23.65 NEW IE =20.90 EX. SIDEWALK TRANSITION CURB 1. HIGH TO 6" HIGH MATCH EXIST. B EXIST. CB NORTH END RIM =23.81 R =2 IE =21.11 ADJUST RIM TO - 23.50 R =2' MIDPOINT EL =23.6 EXIST. CURB TO BE RELOCATED. 2' SOUTH BY OTHERS MIDPOINT EL =23.72 END CURB EL =23.80 tD� SEE SHEET S -4 FOR PRIVATE ROAD EXTENSION INEW CONC. SIDEWALK 1" HIGH DRIVEWAY CURB 1 1 \ PC =10 +00 1 L.--- EDGE OF I EX. PAVE RE -LAY EXIST. PIPE TO NEW CB LOCATION EXIST. CB TO REMAIN EXIST. CB RELOCATE NOR TO FLOW UNE APPROX. STA 9 +97.3 21.1'LT NEW RIM =23.65 NEW IE =20.90 X 26.0 96 I.E 12" ADS -N12 p 5= 1.727. 25.66 NOTE: THE EXISTING UTIUTIES AS SHOWN ARE ONLY APPROXIMATE AND ARE BASED ON THE BEST AVAILABLE ' INFORMATION. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO VERIFY THE SIZE TYPE LOCATION, AND DEPTH OF ALL EXISTING UTIUTIES PRIOR TO STARTING CONSTRUCTION, AND INFORM 7HE DESIGN ENGINEER OF ANY DESCREPENCIES Call Before You Dag 1 -800- 424 -5555 NO WORK SHALL OCCUR OVER THE PETROLEUM PRODUCTS LINE PRIOR TO MEETING WITH AN OLYMPIC PIPELINE REPRESENTATIVE ON SITE CALL 48 HOURS BEFORE YOU DIG (206)235 -7712 24 HOUR EMERGENCY (206)226 -8880 SEE SHEET L2.1 FOR ALL PARKING DIMENSIONS IL EASEMEUT' L PROPOSED ELEVATION TYP. fib � " ���_��•� -. - - _= - - - - r _ 2.5 i0P OF p1T CN WM - cliAtgar --y am of DITCH �T1'• -- ; , 1 108 LF 12" ADS N12 0 5=0.50% CBjB -8 TYPE II 48 "0 RIM =26.00 IE =19.25 PT =10 +40:1 R =20' L =32.1 PC =10 +19.5 24.35 31.5'LT 11'LT L =8.3' R =20' L =31.6' PRC =10 +77.971 PC =10 +33.1 22'RT \ 4.68 R =20' L -20.9' X 26.0 X CB #3-7 TYPE 1 RIM =22.50 IE =18.71 PC =10 +76.3 31.31T 26.51 PT =10 +95.8 11 28.47 - 11 +00 PT =10+95.8 11'RT -18' CUP CULVERT IE 5 17.49 IE N -16.70 PUGET POWER SOUTH PARKING LOT T.B.4L = TOP OF PAINTED BOLT EAST SIDE OF CONC. FOOTING ELEV = 28.78 NOW 1927 TRAIL CONSTRUCTION: The trail to be constructed in accordance with the City of Tukwila Interurban Trail Plans that are attached. 24 CB3 -5. TYPE I RIM -2i.50 IE =17_91 EXIST_ ELEVATION TYP. 0 5 =0.50% - - CB#B -4 TYPE I 100 LF .2" ADS - N12 RIM =21.50 I IE =17.16 - �2` I I 1 6k SEE CITY OF TUKWILA INTERURBAN TRAIL DESIGN PLANS FOR TRAIL PROFILE AND CONSTRUCTION DETAILS 1I 1' HIGH DRIVEWAY CURB it GRADING/ TRANSI11ON DETAIL SCALE 1 " =20' 1 X26.0 26.0 X "STD. DRIVEWAY CUT ON EAST SIDE OF TRAIL (2 PLACES TYP.) PC =10 +75 4 32.3'RT PT= 10 +50' 32.1'RT X 26.0 'X 28.47 R =20' L -33.0' DT-0015 I I I I I I I_1 I I I I I I 1 FECEt'.'ED CITY OF TU:IY �P, FEB 0 7 1995 PERMIT CENTER OFTUK an R oP TulcwllA JUN 2 61997 PERMIT CENTER IE =16.70 W/ PLUG & SURFACE MARKER za- APPROVED PER PUBLIC WORKS LETTER DATED 3-05- 0 , 6 -.. - 75 IF 12" ADS N12 0 S= 0.53% SGoPE of Wb►LK Fo 5°011 i6FATeg sr 05 IU L- et A0 IZ I PLANT SCHEDULE SYMBOL QTY. BOTANICAL NAME / COMMON NAME SIZE NOTES ON N L %FA._ 5 TREES EEMANII 'JEFFERSRED' / AUNMN BLAZE MAPLE 2" GAL. BSB, MATCHED FORM K 8 BENLA PAPYRIFERA / PAPER BIRCH I -3/4" GAL. BOB, MATCHED FORM 10 FRAXINUS P. 'MARSHALL SEEDLESS' / GREEN ASH 2" GAL. BOB, MATCHED FORM 14 PSEUDOTSUGA MENZIESII / DOUGLAS FIR 6' HT. BSB, FULLS BUSHY SHRUBS SINGLE LEADER 20 GORNUS STOLONIFERA 'FLAVIRAMEA' / YELLOW -TWIG DOGWOOD 5 GAL. FULL FOLIAGE, 48" O.G. 25 CORNUS STOLONIFERA / RED -TWIG DOGWOOD 5 GAL. FULL FOLIAGE, 48" O.G. 6 EUONYMUS ALATA 'GOMPACTA' / DWARF WINGED EUONYMUS 5 GAL. FULL FOLIAGE, 40" O.G. 44 JUNIPERUS G. 'FRUITLAND' / JUNIPER 5 GAL_ FULL FOLIAGE, 48" O.G. 33 POTENTILLA FRUTICOSA 'GOLD DROP / BUSH CINQUEFOIL 5 GAL. FULL FOLIAGE, 36' O.G. 25 THUJA OCCIDENTAL'S T'YRAMIDALIS' / ARBORVITAE 6' HT. BOB, 30" O.G. GROUNDGOVE R COTONEASTER 'CORAL BEAUTY' / BEARBERRY COTONEASTER 4° POTS. IS O.G. 1 ; : 1 ARGTOSTAPYLOS WA -URSI / KINNIKINNICK 4" POTS. I8° O.G. jj / EROSION CONTROL HYDROSEED SEE NOTES - SOD SEE NOTES asTINC WATER FROOT IIIJ '1 I I ILI II= # .1 17 1 =1 1 71 1 -- 17 ' 11-1. 1 1 11 1= 1_11_ J 2 X ROOTSALL DIA. J. O SHRUB PLANTING SE NOT TO SCALE lo o 000ll op cinoo BACKFILL TO CONSIST OF TOPSOIL PER SPECS. ADD FERTILIZER PER SPECS. BARK MLGH EDGE OF BED CURB oft HEADER NOTE, SPAGINN FOR GRUIMDGOVER TO BE TRIANGULAR PER DISTANCE SHOWN ON PLANT SCHEDULE. O GROUNDGOVER SPACING NOT TO SCALE PIT TO BE TWICE THE R.00TBALL DIA O ON GRADE TREE PLANTING NOT TO SCALE 0 10' " 21 S OF 4 05 4 OF OFF SCALE: I" _ 2p' - 0" 4 G5 S OS 4 OF b GS 3 CF 3 GS 3 CF / LANDSCAPE NOTES I_ Landscape drawings are based on the Site Plan prepared by Roger 011enburg and Associates. Notify the architect of any discrepancies between actual field conditions and the drawings. Immediately notify the Owner's Representative of any adverse drainage conditions which may affect the health of plant material. 2. Provide protection of all property, persons, work In progress, structures, utilities, survey markers and paved surfaces from damages incurred aNsing from this Contract. Verify locations of all existing underground utilities prior to commencement of work. 0_ Clean all paved surfaces free of soli and debris on a daily basis. 4. Provide landscape maintenance beginning at the first Installation of plant material and continuing until 30 days beyond Final AcceptQ Ge including all watering, weeding, spraying, fertilizing, resetting of plants, removal of dead . or damaged plants, replanting and adjustment of tree staking. Submit a separate one year maintenance proposal for the entire protect with the construction bid. 5 Guarantee all materials and workmanship for a period of one year from the time of Final Acceptance. Remove and replace immediately any dead, diseased, dying or missing plant materials at no cost to the Owner during the guarantee period. Guarantee does not apply to Malt material damaged or destroyed b vandalism or vehicular damage (other than Contractor's vehicles) during the guarantee period. b_ Obtain and pay for all necessary permits and fees as required by applicable codes and ordinances for this work. Comply with all applicable codes, regulations and ordinances which pertain to this work. T_ Make no materials substitutions without the written approval of the Owner's Representative. S. All plant material Is subject to inspection, and approval or refection by the Owner's Representative. 4_ Provide reproducible record drawings at I " -20 for all landscape work 10. Remove all surface vegetation, debris and rock larger than 2" from subgrade and scarify prior to installation of topsoil. Install Pacific Topsoils 3-Way Mix as required to achieve Indicated berming. Place a minimum of 6" of topsoil In all new planting areas. IL 2' fine . ground bark over all new landscape areas. 12 Place. l5 lbs. of 10 -20-20 granular fertilizer per 1000 s.f. over all new landscape areas. Place Agriform 21 gram 20 -10 -5 fertilizers' tablets at all trees (2 per) and shrubs (I per). 13_ Actual plant quantities shown on the drawings shall prevail over quantities shown on plant schedule :. in the event of discrepancy. Determine ground cover quantities based on triangular spacing and square footage. Provide continuous ground cover installation under to and shrub symbols indicated on the Drawings. 14_ Final Acceptance of the landscape work In this section shall be made by the Owner's, Representative after an !rape ctfon to determine 100 percent completion of the contract work, maintenance Issues and punch Iist Items. 15_ Erosion control hydroseed shall consist of the following mix: 55 %:Ohewtngs Fescue, 40% Perennial.Ryegrass, and 5% Dutch White. Clover. Apply seed at a rate of 4 lbs. per 1000 square feet. Hydroseed slurry to be mixed with 10 - 20 -20 fertilizer at a rate of 7 be per 1000 square feet, 5IIva Mulch at a rate of 40 lbs. per 1000 square feet and J -tac Binding Agent at a rote of 11 IPS. per 1000 square feet: Promptly re -seed all areas which do not germinate within. 14' days. '. I6. Base of bioswale to be lined with Emerald. Turf "Ohadowmaster" or approved eciyo Width of sod strip to be .a minimum of 4' wide. re -seed all areas which do not germinate within 14 days. SECURE TRUNK WITH DOUBLE STRAND OF I4 6AU5E 6ALV_ WIRE WRAPPED IN CLEAR VINYL TNST - new. 2121A.'SVC 1.006 POLE '.. PINE TRH STAKES NTH 6° CONGAL POINT TREE WRAP (IF SPECIFIED) 36. PIA TREE wEL-5 IN LAPIN AREAS. FILL WITH 2 OF SPECIFIED MACH. REMOVE TOP I/3 OF BURLAP. LOOSEN YORE BASKETS. BAcKFILL' PIT WITH 5056 TOPSOIL Ate 5056 NAT1vE so, ADD sPECIFl® FERTILIZER TO MIX CITY OF IRMA APPROVED OCT 151997 AS NOTED BUILDING G. pjJt ION g J RECEIVED, CITY OFTUKWILA JUN 2 G 1997 PERMIT CENTER STATE OF nn WASHINGTON REGISTERED LA LA •5 ... ITE:T MARK H. BRUMBA G CERTIFICATE Na 458 PROJECT: 9650BPTW FILE: 9650 DRAWN BY: MI/ CR CHECKED BY: CB DATE3:.. DESIGN REVIEW PERMIT: REVIEW s. ISli: BID SET Al1Y 0 9 i007 CONSTRUCTION SET IRRIGATION SCHEDULE SYNOOL DESCRIPTION P.S.I. RADIUS G.P.M. RAINSIRD 1806- SAM- PRS -I5F -FLT, 6" POP-UP SPRAY if it) zo in in in in 3.7 RAINBIRD 1806 - 5AM- PRS -15H-FLT, 6" POP-UP SPRAY 1.83 RAINBIRD 1806- 5AM- PRS -150-FLT, 6" POP-UP SPRAY 0.43 RAINBIRD 1806- SAM- PRS- I5VAN, 6" POP-UP SPRAY 1.85 RAINBIRD 1806 - SAM- PRS -10H-FLT, 6' POP-UP SPRAY 0.14 RAINBIRD 1806- SAM- PRS -I00 -FLT, 6" POP-UP SPRAY 034 RA1NBIRD 1806- SAM- PRS- IOVAN, 8" POP-UP SPRAY 122 RAINBIRD 1806 - SAM- FRS-3H -FLT, 8" POP-UP SPRAY (?, 0.14 RAINBIRD 1805 - SAM- PRS-80 -FLT, 6" POP -UP SPRAY 034 RAINBIRD 1806 - SAM -PRS -EVAN, 6" POP -UP SPRAY 1.14 RAINBIRD 1806-SAM-PR-5-6-VAN, 6" POP-UP SPRAY 034 RAIN8IRD 1806 - SAM- PRS -PCS -040, 6" POP -UP SPRAY 0.40 111 RAINBIRD 1806 - SAM- FRS- PGS-020, 6" POP -UP SPRAY 0.20 RAINBIRD 1806 - SAM- PRS- ISEST, 6" POP -UP SPRAY 031 RAINBIRD 100 -PEB, I° REMOTE CONTROL VALVE RAINBIRD 150 -PEB, Oh" REMOTE CONTROL VALVE L4 FEBCO 805 Y, DOUBLE CHECK VALVE ASSEMBLY WITH '.,,. RAINBIRD ISO-PEB Ilrz" MASTER VALVE 'i. RA1NBIRD ESP -SLX +, MULTI - PROGRAM HYBRID CONTROLLER W/ PED -DD16, WALL MOUNT GLASS 200 PVG 2" MAINLINE. GLASS 200 PVC LATERAL LINE (SIZE AS NOTED) SCHEDULE 40 PVG SLEEVING (TINGE SIZE OF INTERIOR PIPE) 29 5 33 22 I-, L T SERVICE LINE L DRAIN RO MIN. 12" DEPTH PAVING O SLEEVING DETAIL NOT TO SCALE PVC SCH. 40 SLEEVING..MIN. 2X DIAMETER OF ENCLOSED PIPE 2" PVC SCH. 40 WIRE SLEEVE PVC LATERAL O TRENCHING DETAIL NOT TO SCALE PVC MAIN VALVE. WIRING ,illl„„,: 4 ,4 q.i SI Maio 0 POP -UP HEAD / FUNNY PIPE NOT TO SCALE (I) MARLEX FITTING (2) SPIRAL BARB FITTINGS — . SWING PIPE (IS" MAX) PVC LATERAL LINE PVC SCH. 40 ELL ' (OR TEE). NOTE: THIS DETAIL APPLIES ONLY TO POP-UP SPRAY SPRINKLER HEADS, INSTALL ALL STREAM ROTOR SPRINKLER HEADS ON TRIPLE SWING ASSEMBLIES. AUTOMATIC CONTROLLER V POWER BY OTHERS 2" P.V.G. CONDUIT FOR CONTROLLER AIRES FINISH GRADE -3- 2' P.V.C. SWEEP. ELL NOTE: 1N5TALL ALL NURRN& PM LOCAL CODE. O AUTOMATIC CONTRC7LLL=R / WALL MOUNT Nor To SCALE L 11_ 11��i��- 1111'11 II PEA GRAVEL COMPACT SUBGRADE PER,BACKFILL:S TRENCHING SPECIFICATIONS 1A7-00{ NOTE BACKFILL TO BE FREE OF ROCK OR DEBRIS LARGER THAN I" DIA. ABSOLUTELY NO ROCK OR DEBRIS SHALL BE PLACED DIRECTLY ADJACENT TO ANY PIPE. ACCURATELY NOTE LOCATION AND DEPTH OF ALL SLEEVES ON IRRIGATION DRAWING. INSTALL POP -UP SPRINKLER. HEADS 3" ABOVE GRADE AND ADJUST. TO FINISH GRADE. SEE PLAN FOR MODEL AND BRAND. FINISH GRADE BUILDING RRIGATION NOTES I. irrigation drawings are based on the, Site Plan prepared by Roger 011enburg and Associates. Notify the architect of any discrepancies between actual field conditions and the drawings. . 2. Provide protection of all property, persons, work In progress, structures, utilities, survey markers and paved surfaces from damages Incurred ar8ing from this Contract. Verify, locations of all existing underground utilities prior to commencement 4 work. 3. Clean all paved surfaces free of soli and debris on a daily basis. 4. Provide Irrigation system maintenance beginning at the first of materials and continuing until 30 days beyond Final Acceptance including all adjustments of materials and settings. 5. Guarantee all materials and workmanship fora period of one year from the time of Final Acceptance. Remove and replace Immediately any broken, damaged or missing materials at no cost to the Owner during the guarantee period. Guarantee does not apply to materials damaged or destroyed by vandalism or vehicular damage (other than Contractor's vehicles) during the guarantee period. S. Obtain and pay for all necessary permits and fees as required by applicable codes and ordinances for this work. Comply with all applicable codes, regulations and ordinances which pertain to this work. 7- Provide 12OV electrical service from the the building to the automatic controller. 8. Head and pipe layout Is diagrammatic. Adjust In field as necessary to provide adequate coverage. 4. Contract work includes (1) startup of the system at time of Installation and (I) w Inter izatIon in Fall following installation. Winterization to include complete vacation of all water from piping via compressed air. 10. Make no materials substitutions without the written approval of the Owner's Representative. IL Provide reproducible record drawings at 1 " -20' for all Irrigation work_ I /2" IN LAWN - 2 ", IN BED AREAS FINISH GRADE v IRRIGATION METER (SEE CIVIL DRAWINGS) CITY APPROVED VAULT W/ LID DOUBLE CHECK — QUICK COUPL VALVE ASSEMBLY - ANGLE VALVE SHUT OFF 11 v — INSTALL PLUGS 14 TEST COOKS (TY e'1 O REMOTE CONTROL ZONE NOT TO SCALE o Aa•�p� 5135 OUT E FROM METER CD POINT OF CONNECTION NOT TO SCALE PROVIDE FOR A 24" LOOP OF EXCESS WIRE WATERPROOF WIRE CONNECTORS STANDARD CARSON VALVE BOX. E CTRIC CONTROL VALVE PVC BCH.. NIPPLE PVC 5x5 40%5 PVC SCH. 80 NIPPLE MA NLI MAINLINE , NG VALVE - MASTER VALVE o- '�'?' y a G " " DRAIN ROCK MIN. 12" DEPTH CITY OF TUKWILA APPROVED OCT 1 1997 AS NOTED BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 2 61997' PERMIT CENTER STATE OF WASHINGTON REGISTERED CH d o� yv 7 O N O r,1 Co N 0) Q N "II C CO C, Ofd 3 d .0 C d 1 O1 V 'N o cc N E O 0 *50 A d 3 3 0 c cn L E N Z N E > o • m • U3 I ay, 3 N - o � N m m w FZ'a <w zz F— Cf 0. = t7 _0 U uj ri W LJ CI Co O) J J � cc' 1 _ 0 ,... 3O W Z 1 PROJECT: 9650BPTW FILE: 9650 DRAWN BY: MI / CR CHECKED BY CB DATEB: DESIGN REVIEW ' PERMIT REVIEW r'97 BID SET MAY U 9 101 CONSTRUCTION BET MARK H. BRUMBAU CERTIFICATE NO. 458 ( © 1998 1 ROGER OLLEN8URG J sheet: Of ` L2 2 IRRIGATION PLAN FOUND TACK ON LINE HWY SR 111.77' EX CB RIM EL = 22.53 INV EL = 20.63' FRAMED WALKWAY BETWEEN CARS WOOD DECK EAVE 13.15' EXTRUDED CONCRETE CURB BS.B.L. �0 - -_ o - -RAIL ROAD TIES _ . , L EDGE - PAVEMENT. - - �LT 11 ^ ��£� . � � FOG LINE � � POWER POLE 1\r v .J , 3 0 11 W _ 8'5 TO" NTER ,,. 08.51 CONST ROA 181 0713 THE (SR 181) O STATE OL p CENT E LIN v� pVEST VAL R NIGH WAY WY VALL H ;s5:i r ouM) J 0088:5511:3202: W 181_41 8" CS 4' CONE WALKWAY 15" CEDAR DESCRIPTION/DA 7E B EXPIRES NIL REVISIONS W N lJ W N LLJ FOUND 2x2 CEDAR HUB SET BY SEATTLE WA7ER DISTRICT STA.188 +05.05 ON THE CENTERLINE OF BOW LAKE PIPE LINE REPLACED HUB W177I 1/2" REBAR AND CAP LS #5524 (6/14/95) SPEEDTIMIT- EDGE P FOG LINE 214.67 (MEAS) EX SS MH RIM EL = 2 INV EL = 13 24 STATE HWY AP STA. 156+ +15,10 FOUND PIPE FILLED W/ CONC W/ METAL PIN IN CONC. (6/ CENTERLINE ASP. & L Co TRANS R/W FOUND 1/2" REBAR & CAP LS #5524 (6/95) EDGE OF PAVEMENT UNALBE 70 FIND A RP 5 012222" E —f ' - 22 — P.S.P. & L. Co RI GH T `DF` WAY (AF1 2629432 & AF# 2644020) 791.76' (DEED S 0173'4 E ¢ S ,0122 22" E 770.62' CAL ,433.5. /6 P TRANSMISSON POLE PATH 4'x4' CONCRETE BASE 15' UALITY EASEMENT A/F NO. 8506141047 EDGE OF PAVEMENT _ Y�l 81 CB �qp RIM ¢ = EX CB 6110 - 2294' 9VV EL = 20.79' INV ¢ = 20.59' 12 " COULD NOT 17ND OUTLET go CEDAR EX SS MH DROP MANHOLE RIM EL INV EL IN = INV EL OUT = 15.32' 8 � 12 5D SS VERTICAL CURB TRASH NCLOSURE (C EX RIM INV INV I f _, 4I1 1 A h n TACO �� - BELL SIGN MAPLEq tC) ST MH ¢ = 20.96' 0 EL = 23.83' —II 1 10 EX CB RIM EL = 24.42 INV EL T MH L = 26.02 L = 20.12' -36" L = 20.22' -12" LEGEND ® FOUND EX MONUMENT IN CASE 8 FOUND EX MONUMENT 4- FOUND EX TACK IN LEAD • SET 1/2" REBAR & CAP LS#5524 O FOUND 1/2" IRON PIPE OR EXISTING REBAR (NOTED) G EX STORM MANHOLE O EX CATCH BASIN O EX SEWER MANHOLE X EX WATER VALVE EX WATER VALVE IN MANHOLE EX FIRE HYDRANT EX WATER METER —0-- EX GAS UNE — P — EX UNDERGROUND POWER LINE _vSW EX USW PHONE LINE —SD— EX STORM LINE =55= EX SANITARY SEWER LINE PO /NT OF BEGINNING (POD) (III FEET) NOTES Hach = 20 tt INSTRUMENT: NIKON TOTAL STATION DTM -A1OLG (5 SECOND INSTRUMENT). METHOD USED: FIELD TRAVERSE KITH ACTUAL FIELD MEASURMENTS AND ANGLES WAC 332 - 130 -070 DATE OF SURVEY: JUNE 1995 ZONING: COMMERCIAL (C -2) FLOOD ZONE: ZONE X (FLOOD INSURACE RATE MAP, PANEL 328 OF 650) BUILDING SET BACK REQUIREMNETS : FRONT 20.0' (B.SB.L.) SIDE 10.0' REAR 10.0' TAX ASSORSS PARCEL NO: 000580 -0038 BENCHMARKS 1 7BM - CITY OF TUKWILA BM # D -7 (NAD 29) METRO BM #ES445 BEING THE BOLT ON FIRE HYDRANT TOP BETWEEN THE WORD MUELLER ON SOUTHEAST CONER OF INTERSECTION BETWEEN ANDOVER PARK EAST AND STRANDER. ELEVATION = 25.504 SET BM # SET SPIKE ON THE EAST SIDE OF NORTH SIDE OF THE SOUTH ENTRA ELEVATION = 26.94' SET BM #2 NW CORNER OF STEEL PLATE FOR POLE. ELEVATION = 27.54' NOTE ANY UNDERGROUND UTILITIES SHOWN HEREON ARE BASED SOLELY UPON INFORMATION PROVIDED BY OTHERES TOUMA ENGINEERS DOES NOT ACCEPT RESPONSIBILITY OR ASSUME LIABILITY FOR THEIR ACCURACY OF COMPLETENESS. 322"85'' ( (CALC y 127.4 FOUND TACK IN LEAD W/BRASS SHINNER LS# 22333 ( / GRAPHIC SCALE 71 0 ▪ EX P1 EX EX EX EX EX EX EX EX EX EX — OP— EX - OT —EX . EX POWER POLE AT THE NCE OF ANDY DINER THE TRANSMISSION CONIFER 7REE UT1LIPES COMPANYS WATER - CITY OF TUKWILA SEWER - CITY OF TUKWILA STORM - CITY OF TUKWILA GAS - WAHINGTON NATURAL GAS POWER - PUGRT POWER TELEPHONE 'US WEST POINT OF COMMENCEMENT RECEIVED CITY OF TUKWILA JUN 2 6 1997 PERMIT CENTER TELEPHONE BOX POWER VAULT GAS METER GAS VALVE TRAFFIC JUNCTION BOX UTILITY POLE GUY WIRE LIGHT POLE SIGN DECIDOUOS TREE OVERHEAD POWEI? OVERHEAD TELEPHONE WA7ER STATE HWY PC STA 167 +80.93 FOUND PIPE FILLED W/ CONC W/ NAIL IN CONC. (6/95) JOB 50.694 -001 -951 DESIGNED DRAWN DT COMP. CHECKED DA1E DECEMBER 1996 D14C. N0. 69401BT.DWC F ./ SHEETS 8 _ �I s �J m 11E3 m � > � il D W' L,Ort 0 NEW BP SERVICE STATION RETAIL DEVELOPMENT 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON CONVENIENCE STORE FLOOR PLAN Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451 -1232 ` f =x: 206 451 -1841 rogero®nwlink.aom f E to E 1A �_ "0 tl � -1 I iii q ii I 4 i : 7 w E g! r A 0 4 i - 4! -mi D 1 14 1 to E 1A �_ "0 P r A O i : 7 GRE134 METAL PANEL 2 1 4 i - 4! -mi D r i : 7 m K ,Q . y ~.. NEW BP SERVICE STATION RETAIL DEVELOPMENT 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON CONVENIENCE STORE BUILDING ELEVATIONS rn r _ O (ID to Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451 -1232 fox: 206 451 -1841 rogero®nwllnk.aom -1 &' m m p .1 n CONVENIENCE STORE BUILDING SECTIONS NEW BP SERVICE STATION RETAIL DEVELOPMENT 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON - I IIIIIIIIIIIIIIII I . I - Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451 -1232 fax: 206 451 -1841 rapero®nwllnk.aom 1770 8 cn n Z m Y GER W'O rI TATE OF WASHINGTON HEIST: 'J HITS amagesiiiinalma masmatiameeses 410 00 • 1 1 - : J =' 7: -. O N. A) . R p WINAWAVVIREI i1p111ilym11111 ��•P•P�P•P•�•�• °e�a�i � �. ®® • I 4' -0" 2. -0" NEW BP SERVICE 'STATION RETAIL DEVELOPMENT MOO WEST- VALLEY - HIGHWAY TUKWILA, WASHINGTON CONVENIENCE STORE WALL SECTIONS C 0 0 3. (P r r O • 4 co 0 z m 0 OO s ED S co 0 z m 0 0 Z 0 0 rr t 3' -0 D J m ro m A A to 0 6 Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451 -1232 tax: 206 451-1841 rogeroOnwlInk.00m N S X 8 R 14' -0.. ®) r 6 ACM PANEL LIGHT 12' - ACM PANEL 3" STEEL STUD Y2" CDX 9' -0" 2X92 STEEL SIDES 4 X I2" RODS 4X6X54," ANGLE BOLT TO BLOCKING W /Y2 "AB. 4' -0" OC. 4X4X" ANGLE • SASE LW 1 AB. TO SLAB O ROOF HATCH 1 9 2 • • p -0• FLASHING (2) 2x4 "s (2) 2X6 5 5 HATCH IN5UL. FRAME 4 b" GUJB 2X4 WALL O ROOF DRAINS c� 1' -2" 9," 12' -10" 12' -0" FR-1S Y2 " CDX FLASHING (2) 22(4 'S ACM PANEL LIGHT ROOF AREA - 250 SF 2 " -0" 15 SF CF VENT AREA 21805E 300 ROOF TOP VENTS (5 VENTS • 15 SF) = 15 SF ® ROOF TOP VENT 19 . p_0• - 17.6 SF REFRIGERATION CONDENSER FLASHING 4X6 FIBER CANT SUPPORT CHANNEL BOLT PER MANUI REQUIREMENTS CDX DBL. TRUSS O COMPRESSOR CURB P - 0" 14' -0" 13' -5" 21 ANGLE ALUMIN. SCREEN/ MESH 21 STEEL ANGLE • 6'- 0 " .'. 0 FA SICA DETAIL 3/4" SI • 1' -0" 5/5" GWa RE RIGID INSIJL. GLU. LAM. SUSP_ CEILING TREATED 2X6 FLASHED INTO ROOF ROOFING CRICKET FASICA DETAIL STUCCO W /' ACRICYL COATING 14' -0" 14" -0" AGM PANEL LIGHT 4E i I I II/ I I I II CRI ET l i � _J I I RAIN I) 25 ' ! 1 I I I I 1 I I I I r 1 I f - I I I I OvER=40W I ( !. I ! II _ II I II _ I I 111 _ I I I I I I I ] I I I II II I II I I II I I I I I I I ckI . � . I II I I II I I I I I l I t1�11 I II I "gym II I 1 : Ili I ! ! 1 I ! I 1 II I 1 II I F' I I I I I V 1 I I- I I I II - I I II - I SATE I I I I I I I I I I11 II I II I I II I I 1I I I I I I I I Tr '...... f'' , 3416" HIGH FEINCE II I I I II it I II I. II TRUSS'. LAYOUT I� I I I l I II H I II I I 11 I I I' I I I I II II I 11 1 I 11 I I I I I i i t I I Pi 1 t 'E ( MIL I I e I II II I II I I II = I I I I I I I I • I II I II I I II 1 ! I I I 1 g 1 II I 11 I 1 11 .1 I I I I I I I I II II I II I I II I I I I I, I I I II II I II I I II I I I I I II II I II I I II I I I I I I i I I I I I II II I I I II I I I I I 1 I ! I I ! i I I I I i I I II I I I VENT T I II-ET I EXHAI I JST II II I II I II WI R LATCH 1 52 " -0" • J ACM FASCIA... CANOPY OUTLINE CITY OF TUKWILO APPROVED OCT 151997 A5 I'1 iLD BUILDING'. DIVISION RECEIVED CITY OFTUKWILA JUN, 2 61997 PERMIT cENTER o � ' - QIw Sz 1-2 50 CO O. SC7 z > < 3 cc w N y o.Q m — 8 E ., 3c W z Co C H O w 1- O W 2 � za -.1 o.W V O CC PROJECT: 96217EF FILE: 9621 - 45 DRAWN BY: ,15A CHECKED BY: R 0 DATES: DESIGN REVIEW PERMIT REVIEW BID SET ,, ','. CONSTRUCTION BET © 1997 ROGER OLLENBURO sheet: . A-5 0 Cr)(1)rt V J Iliti m®II®��,® =s mudhommitiomma rim D ®i tai 4l 41 ®► i ►1J AI 1 .11 Ir. y CEILING • 8'd0" 8 -m BP NEW BP SERVICE STATION RETAIL DEVELOPMENT 18200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON CONVENIENCE STORE CEILING PLAN Roger 011enburg Architectural and 515 116th Avenu Bellevue, Wash 206 45 fax: 206 451 -1841 and Associates Planning Service e NE, Suite 202 ington 98004 1 —1 232 rogoro ®nwIlnk.00m —J O . v, 1 Cr)(1)rt V J Iliti m®II®��,® =s mudhommitiomma rim D ®i tai 4l 41 ®► i ►1J AI 1 .11 Ir. y CEILING • 8'd0" 8 -m BP NEW BP SERVICE STATION RETAIL DEVELOPMENT 18200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON CONVENIENCE STORE CEILING PLAN Roger 011enburg Architectural and 515 116th Avenu Bellevue, Wash 206 45 fax: 206 451 -1841 and Associates Planning Service e NE, Suite 202 ington 98004 1 —1 232 rogoro ®nwIlnk.00m —J Va" GWa SHEATHING STUCCO ACM PANEL FLASHING 1-1UR4- +4 *12° OC_ (PREDRILL 3116" 1 -I0LE) INSUL GLASS NO VERT_ MULLIONS lien CDX STUCCO �a PVC EDGE TRIM T-0" 3" - GLU_ LAM. INSUL GLASS ACM PANEL 8ASE EXP. JT. SIDEWALK WINDOW SILL 3 11 1._00 JAMB 3n 1._0a JAMB WINDOW SILL INSUL GLASS ® HEAD 3" P -0° JAMB O 3° . I'_0" WOOD DOOR ® INT. HEAD ® INT. JAMB 3" • 1' -0" 3" • I' -0" SEE ROOF i" STUCCO SEALANT GLASS DOOR SIDEWALK EXP. JOINT GLASS MULLION O 3" ° 1' -0" 1 - 2 " AGM PANEL W/ 1' -2" RADIUS CORNER 3" • 1._0" 6 ~� FOOTING THRESHOLD WOOD DOOR STEEL FRAME 2X4 6 49" GU CDX THRESHOLD CERAM1c TILE Ia" CDX • CITY OF TUKWILA APPROVED OCT 1 5 1997 AS NOISE BUILDING Di139 RECEIVED CITY OFTUKWILA JUN 2 PERMIT CENTER vJ cv E O s O E m. c N�u)� a L C N• C d z 2 •- �I OIL mc� 9 -5 10 7W >D` t� C c0 } m p N 0 �' m > m N mE LO m z O � N } CC co J W OC LU O W I CO ♦x W , O U O W'p Z Z z 3 00 G PROJECT:.. 96217EF FRE: 9621 -A7 DRAWN': BM J5A' CHECKED BY: R; DATES: DESIRE REVIEW PERM R 06/20/97 BD BET CONSTRUCTION SET Q 1997 ROGER OLLENBURO sheet: of A -7 9 ` V-3“ SUN.. CEILING 1'_2" L CDX 3" METAL STUDS ACM PANEL CORNER TRIM 1 PVC CASING STUCCO M5 BUILDING PAPER METAL LATH T hp " G 3" METAL STUDS OR WOOD 2X4 STUDS • 2'_0" OC. WALL TO SOFFIT 3 9 e u GUJB SALES AREA DROPPED SOFFIT Ili ° • V -0" EXPANSION JOINT O STUCCO JOINTS A IV1 - IVA" WS RESTROOM STUCCO CORNER WAINSCOT DETAIL TO TRUSS ABOVE HALL HALL CEILING O Iv? . 1 (2.96° GsWB O WALL COOLER 14• . r_m= TRANSACTION DRAWER JAMB v it,. -v-0. CITY OF TUKWILA APPROVED OCT I5I97 AS NOTED BUILDING DIVISION P fA N E m °'0 W N N '� °. O O 0O Or7 :t co Q g Li= Co C z i m gy p, 0 c • ?D' <: o_ N H op) i; ' LO z O cc �C w r� • PROJECT: 962IZEF FLE: 9621 -A8 DRAWN JSA CIECIIED WV g 0 DATES: DESEIN RESEW P H 03 /24/97 BID: SET CONSTRUCTION SET Q 1997 ROGER OLLEIBute .; sheet: CS A -8 of 9 TYPES CERAMIC TILE CHANGING STATION 1100 I J S to .1. w J 10 z DOOR SCHEDULE < 6 0 I I-L ;I I TO MEN SALES TO EXTERIOR WALL TO WOMEN SALES TO UTILITY UTILITY TO OFFICE WOR<ROOM TO UTILITI COUNTER TO WOR RIt EXT. TO SALES PR. } LOCATION IROOM NAME 11101 0 a a 0 0 0 t r‘ caNC. SEALER AND FIARC NEP d LUIPTI-1 DOOR a 0 0 0 0 0 00 0 WE IC a1-!T . P.4 P4. . P4 °I S.c_ woOD P4 .I SC_ WOOD . P4 S.C. WOOD � THICKNES MATERIAL J _4 4 Pis ALUM /GLAS Sc. wool J STEEL S.C. WOOD S.C. WOOD O l rd 0 OI 0 v v #1 0 A TYPE FRAME STEEL STEEL STEEL STEEL STEEL STEEL STEEL MATERIAL 4 IU r ALUM. v 0 00000 ■ ', 3 ■■ , u All u • , z,, * BUTTS HARDWARE >�ETAILS co LOCKSET LATCHSET i ! i ® ii iii PRI�/ACY u®®* CLYINDER CLOSER I 0 OI vJ 0 0 0 KICK PLATES ,I 0 5/8" 'X' WS u WALLS I FINISH SCHEC •"• 0 a U 5/8" GLUES GREENEOARD THRESHOLD * UJEATHERSTRI• 11111 1 11 0 FRP eOARD I I I I .a. THRESHOLD NOTE I a o.4 A 4 4 all JAM to w 64 w to to HEAD D ,. 0 e® L 111 ill INSUL GLASS I, * ROTON CONT. HONG 0 a rm CERAMIC TILE CHANGING STATION 1100 I e.,..0„ n i I ,104 103 10 NO I WALK -IN COOLER HALL OFFICE UTILITY SALES AREA IROOM NAME O a 0 0 0 0 0 0 0 caNC. SEALER AND FIARC NEP 1 FLOOR Odr 0 0 0 0 0 00 0 CERAMIC TILE 00000 axe caERAMICCOVE SASE 0 0 0 0 0 0 5/8" 'X' WS u WALLS I FINISH SCHEC 0 a 0 5/8" GLUES GREENEOARD 0 FRP eOARD 0 0 CERAMIC TILE a a 0 0 0 PAINTED - LATEX SATIN 0 0 0 0 0 0 0 0 R -I9 INSULATION - EXT. WALL 0 0 0 R -II INSULATION - NT. WALL 5/8" GU. CEILING NO1 0 0 00 0 STEEL GRID a a 0 0 2X4 ACT. TILE 0 2X4 ACT. TILE - WASHAELE 0 0 0 PAINTED - LATEX ENAMEL a' -0u 9' -3" V-0" 9' -3" CEILING HEIGHT WY COOLER MFG. 1ES 0 a rm CERAMIC TILE CHANGING STATION T PdPFR f]I� e.,..0„ Q- y T PdPFR f]I� V 4 K n i Ti Q- y CERAMIC TILE CHANGI TOWEL NA - � V 4 K y Ti ❑ o I Q- y O V 4 K y ■ MINIMMEMEMEMMEMMIIMME MEMEMMOIMMEMEMIVMMINIM MEMMIUMMEMINIEMAIMMEN MINIMMINMEMMEMMOMMMEM IIU... MIIMMEMMOIMMEMMIL ..... MEMMOMMEMEMMEMAIIMMEM U... EMMEMMUMMIIMMEWVEMME MMEMMIIMMEMMINIMMMEM ..... s UUUU. UUUUU UUUUU......•.0 ..... MIIMMMINIUMMEMMIVEMEMM MINIMMMEMMEMMUMMIIMINI MMEMMENEMEMMINIVEMMEM MMIIIMMEMMMEMMIMAIMMEM MMEMEMEMMIOMMEW.MMMEN .U... IIIMMEMEMEMMIUMMAINIMEN .000..U..UUUU.:.UU.. INIMMOMMMEMMIMAIMMEM M..000UUNU.UU..UUUU IUUU..UU\U.UU. M.... co Dnm (V O 5. - '.. BP m NEW BP SERVICE STATION RETAIL DEVELOPMENT 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON CONVENIENCE STORE SCHEDULES AND ELEVATIONS 3. - 4° GS S-'S wAw zm a eZS=r r Eye liRt 2 ' 3z 2 ) ! fl h fl 111!1 6 m A m O � N m p E A r A m A - m A O 0 N - 0 , 2'-10" Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451 -1232 fox: 206 451 -1841 rogeroOnwIInk.00m I TE RO R V. 0 N'1 RG SATE OF WASHINGTON 5 A HSINIA .9Z9 /Ill 813 KITCHEN EQUIPMENT SCHEDULE SUPPLIED my INSTALLED Erf R o DESORPTION ELECTRICAL PLUMBING REMARKS OWN GC OWN GC VOLT PH HP KW AMP DRN FILTER NW CW GAS ,Ericyog I 1 2 -DEEt ERA 120 1 1 - X X 2 1 1R133Y CAM - 120 1 3/4 X X 3 1 2 -DOOR COWER 120 1 1/2 X . 4 1 3 -DOOR COOLER 120 1 3/4 ., X 5 1 113llf -61 OMER 120 1 X X 6 12 MK-8 WOtBt DOORS- IDIIS N t1i4EAE7S 120 1 1 KW F- - X X 7 1 1 COOLER ate O COLS - 200 1 0.8 X .. X 8 1 S6.K-R COOLER COILElETR 296 3 3 CURB BY GC, X X 9 D PKG.- COLD SWAGE 91931/Q SS X X ID 1 ICE WOW 208 - 1 3 9.0 3/S - 1 /2 W /OH900 ICE BIN & R -4044 RFFRG. X X Il 1 CE MBE DEMEE CONDEISFR 208 1 9.0 X X 12 13 6 640pAS - - X `" X 14 6 I31D CR' SHIMS - - X - X 15 1 COFFEE COURIER - - X "' X 16 1 6T1101sir 116Pa1st Ws X X 17 1 DPI* CASE - - 115 1 - X • X lB 10 19 1 COFFEE fWHi 120/24.1 6.3 20 7/2 1/2 X . 31 1 11137 � W .ET SPR ' }7-30 120- 1 1.7 15 1/2 - X - 21 1 781 - 120 1 - 3/g - X . 22 3 ICE 06 - 120 1 L1 3/8• - X . r - iii - 120 1 3/6' - X"' 24 1 1'D5T FR 9E1313 12D 1 3/8 y ; 25 PD1�aOY1 - 120 1 1.0 X 27 � 28 t X B 1 P113' E SS. - - 11/r 1/2 1/r - w/ T2 DRA1t80ARD5. w /(1) FAUCET 31 i 3- �g669IiC:5S 1 7/2 1/r l/r W/ 12 DWYNBOARD5, W /{2) FAUCETS & (7) PRE-RINSE X 31 T WIp 511C - 1 1/2 1/r 1/2 .. X 'S 1 HUM 9K, - 11/r� 1/r 1 /Y X 33 i. iIOP BM - t 1/2 1/2 .1/ iii OM 34 i WIRER 7MK' GAM 205 4.5 3/4' R -3/4' 3/4' 35 I, mist RI1111 120 128 3/S IRIS ■ 111L71E 36 37 1 G6 MUL.E. 120 38 - 1' 0611 12D - 39 1 130/811111.131 121 MER - 120 O2 02 - 41 1 H DRIER - A U7- C 1 A$C E' CONCIERE - - GC. TO LOCATE Pat.. LOCAL FIRE COORS II 43 1 8-L'1W F7 ER:MEE GO. TO LOCATE PER LOCAL FIRE CODES - =I: 45 45 1 71/2 MN IENC - 208 3 30 X X 47 - - - - - - - 4 1 D - - - - X X *I 1 • X X FINISNES RETAIL SALES AND DISPLAY FLOOR: BASE: WALLS CEILING COUNTER AREA FLOOR. BASE: WALLS CEILING: OFFICE FLOOR BASE WALLS: CEILING: COOLER FLOOR BASE: WALLS CEILING: CERAMIC TILE CERAMIC TILE COVED GYPSUM BOARD - PAINTED SUSPENDED ACOUSTICAL TILE CERAMIC TILE CERAMIC TILE COVED GYPSUM BOARD - PANTED SUSPENDED WAe b45LE ACOUSTICAL TILE CERAMIC TILE CERAMIC TILE COVED GYPSUM -HOARD - PANTED SUSPENDED ACOUSTICAL TILE CONCRETE SEALED SILICONE SEALANT METAL - PREFNISHED METAL - PREFINISHED WOI X,ROOPM FLOOR BASE: WALLS: CEILING UTILITY FLOOR BASE WALLS: CEILING CORRIDOR FLOOR $ASE: WALLS: CEILING CERAMIC TILE CERAMIC TILE COVED GYPSUM BOARD - PAINTED FRP PANELS AS SHCIUN SUSPENDED WASHABLE ACOUSTICAL TILE CERAMIC TILE CERAMIC TILE COVED GYPSUM BOARD - PAINTED SUSPENDED ACOUSTICAL TILE CERAMIC TILE CERAMIC TILE COVED GYPSUM BOARD - PAINTED GYPSUM BOARD - PAINTED CABINETS EXPOSED SURFACES - PLASTIC LAMINATE CONSEALED SURFACES - PLASTIC LAMINATE, OR MELAMINE LAMINATE MENU PAcK4 55ED FOODS AND NCH -FOODS FROZEN ICE CREAM NOVELTIES HEALTH AND BEAUTY AIDS MAGAZINES AND BOOKS AUTOMOBILE SUPPLIES TOBACCO PRODUCTS REFRK-,ERATED BEVERAGES DAIRY PRODUCTS DRINKS FOUNTAIN DRINKS BOTTLED SODA .ALICE DRINKS BOTTLED JUICE COMES AND ESPRESSO TEA ICE TEA HOT CHOCOLATE FOODS PASTRIES PCPC.ORy PRE—PACKAGED SANDWICHES OWNER TUKWILA STATION L.L_C c% EVAN.'ZEFKELES 600 WESTLAKE NORTH SEATTLE, WASHINGTON 98109 PHONE 20E, 623 -5511 FAX 20bi 6 -4565 EQUIPMENT NOTES: L GENERAL CONTRACTOR TO COORDINATE WORK AND PROVIDE FINAL MECH. 4 ELEC.' 100K -UPS TO ALL EQUIPMENT AS REQUIRED. EQUIPMENT SUPPLIERS TO MATCFI THESE PLANS 'POR FLOOR SINK AND /OR DRAIN LOCATIONS_ - 2. GENERAL CONTRACTOR TO VERIFY W.I.12 SIZE , MANUFACTUREI@. 4 POWER REQUIREMENTS. 3_ CONTRACTOR SHALL PROVIDE SOLID WOOD BLOCKING BETWEEN STUDS FOR SUPPORT OF ALL WALL HUNG FIXTURES, WATER LINES, . HEL YES ETC. CITY OF TUIMIIL APPROVED OCT 15 1997 AS NUI . .. BUILDING DMCION PROJECT: 9621ZEF FILE: 9621CSF1 DRAWN BS. JSA CHECKED ' -BY: R 0 DATE& DEBION REYEW PERM0 REVIEW /17/9 0 00 3 /20/9 7 6D BET CONSTRUCTION BET ©, 1997 ROGER . OLLENBURG sheet: o CS.F1 ASPH DETAIL 0' -0' 0' -0° 8' -0° V4 • 1' -0• 2' -0° X 1' -0° F1G. 3 -'•4 T413 41' -4° FLOOR PLAN T8 6X6X 10' -10" 3' -0" X2 -0" PTG. 3- •4 •41DWLS • 4' -0" OC 6X6 - M0/10 WWP1 4" SIDEWALK R -10 •4. 16" OC 3 - % CONT 4" SIDEWALK SLAB I" RADIUS I- T 4 6XIS GRADE BEAM, A O DETAIL 3/4 "•I' -0' •,:I® ® ®� ®s® 2' -0" X 2'- 4 00 •• COMPACTED ®0 ® ® O GRANULAR ®® 1641 FILL ra) DETAIL •CDX 2X8. • 16" 0C- TREATED PLATE W/ ' As • 4' -0° OC tl DWLS • 4' -0' OC r _ 6 4° SIDEWALK R -10 °4.16 ° I- 5 TOP. CONT. 3- •4 CON 6X6 2' -0" X 2' -0" COMPACTED. GRANULAR FILL O DETAIL ® DETAIL 3/4° • 1' -0" •4 • 10° ac. TYP DETAIL 3 4 MI. a 2' -0" OC W/ WASHERS 2X6 •. 16" OC TREATED PLATE FOAM BILL SEAL I kb" AB 4 4' -0" OC CIS 66 C01 8ASE TYP, FOR ALL 6X6 8 1 - 's TOP. CONT. •4 DWLS • 4' -0° OC 0 �- 6 Y 1 Y TS 6X6X 6 X 12,X 1 '4" 8ASE'f8 4 %"0 A8. DETAIL 3/4 • P -0" r Di1-009 5 3° DRAM 3° OVEF SIDEUALK S. CURB 3 DRAIN 3° OVERFLOW T -3" 8' -0" r RAMP A, L-12 * NOTE PROVIDE 2' -0" 'X 2' -0" DEEP. COMPACTED GRAVEL FILL UNDER ALL FOOTINGS. GRIDS 0'0040 ACM COLUMN WARP 6" CURB 6X6 W/HDSA. HCLDOWN PROVIDE CORNER BARS AT ALL CORNERS •4T4B 2' -6" TACTILE SURFACE CITY OF TUKWI(A APPROVED OCT 1 5 1997 AS r:OI BUILDING _,,VISION RECEIV CITY OF TUK WILA JUN 2 P ERMITCENTER PROJECT: 9628EF PRE: 9621 -51 DRAWN BV USA CHECKED BY: E O DATE& DESIGN REVIEW PER"' RENEW /97 O 0 J 6 / /2i1/97 BD BET L CONSTRUCTION SET © DD ROGER O URG, sheet: CS S -1 of 3 r/ STRUCTURAL NOTES GENERAL : Contractor shall verify all dimensions in In.. o and shall provide adequate shoring and bracing for structural members during construction. Contractor notify the Architect /Engineer of any deviations from drawings. CODE: UBC 1994 or latest adopted edition. LOADS: Roof: 25 PSF Wind: 80 MPH EXPOSURE C Seismic Zone 3 RW =8 FOUNDATIONS: Soil bearing pressure is assumed to be 2000 PSF. Exterior footings shall be at a minimum of 2' -0" below finished grade or as shown on drawings. Slabs shall bear on undisturbed soil or on compacted fill as approved oy the engineer. All footing to be overexcaved two feet beam base of footing and supported on minmum two feet of compacted granular fill. Geotech report furnished by Giles Engineering Associates (206) 771 -5775, project #6G- 9702009 CONCRETE: f'c = 3000 PSI fc = 1350 PSI 5 t/2 sack mix Add air entrainment to all exposed concrete slab pour. Special inspection is required per 1701.5. item 1 of UBC 1994 REINFORCING: Slab dowels and welded bars to be Grade 40, fs =26000 PSI. All other reinforcing steel shall co ^form to ASTM A -615, Grade 40. Lap continuous reinforcing bars 36 diameters. Corner bars shall be provided for all ho- �zontai reinforcement. Detail in accordance with AC: Manual or Standard Practice of detailing reinforcing concrete structures. Cover Footings Formed Earth 1 1/2" STRUCTURAL STEEL Structural steel A 36 Allowable stress f's = 20,000 PS: MISCELLANEOUS STEEL: Miscellaneous steel shall conform to A36 Welds shall be 3/16" minimum. All welding shall be done by WABO certified welders. All machine bolts shall be A -307. All concrete anchors shall be per UBC Table. 23 -I -Q, unless otherwise specified. - LUMBER: All grades shall conform to 'MNPA Grading Rules for Western lumber. All wood sills in contact with concrete are to be pressure treated. Anchor all sill plates embedded in uoncrete with 518" dia.. anchor bolts at 46" on center, unless otherwise specified. All posts or lumber resting on or abutting concrete or masonry shall be pressure treated. Provide cross' bridging at all midspans of joists. Lumber, grades Studs field all shall the Douglas fir (North)- construction grade 2x4 2x6 = 1000PSI Joists Douglas Fir(North) Grade #2, 2X4 ='1425 PSI 2X6 = 1235 PSI 2X8 1140 PSI 2X111 = 1045 PSI Douglas Fir. Grade #1, fb =1750 PSI Douglas Fir Grade #1', fb =1750 PSI GLU- LAMINATED' BEAMS: All glu- laminated wood beams shall be Douglas Fir Coast Region, kiln dried, industrial appearance, stress grade. combination 24F -V4, E 1,600,000 PSI, fv = 165 PSI Defl = 1 /360'span. All glu- Iaminated..members must be fabricated by a recognized glu-laminated !.fabricator. Submit shop: drawings prior to manufacturing and creation of all beams ROOF, TRUSSES Manufacturer to submit shop drawings to Architect /Engineer'fo'r approval and conformance to' plans.'. PLYWOOD: Al ply d h II conform to U.S. Product Standards. Al! nailing shall be as indicated on the plans. Contractor' shall request a nailing Ina pec tion prior to roof'ing.All' exterior plywood shall be CDX grade.,.. NAILING SCHEDULE:' Joist to sill, toe nail 2 -16d Bridging to joist '(ends) -- - 2 -10d Top plate to stud 2 -16d Corner studs build -up 16d @ 24 "o.c. Header to stud 4 -8d. Blocking between studs (toe Ira I) 2 -t6d Ledger to stud wall '2 -16d 9 ea.. Wall plywood ,see plan Roof plywood see plan Nailing Schedule '.23 -1 Q 2X6 2X6 WALL * lb 00 W/ i'2" CDX ON C TERIOR SHEAR WALL SEISMIC STRAPS s 4' -0° OC.. SEE DETAIL 3/S -3 2X6 PONY WALL OVER GLU LAM. W/ 1 2" CDX ON BOTH SIDES START PLYWOOD LAYOUT SEISMIC STRAPS : 4' -ID" OC. 2X8 WALL g 15" cc. / W/ 1 /2 ". CDX 014 BOTH SIDES' stud b1'I -0095 NOTES Wail s NORTH, EAST AND LEST SHEAR WALLS (ue "CDX EXT. SIDE) Sd c 6" OC AT ALL PANEL SUPPORTS Sal 12" OC AT ALL OTHER INTERh1EDIATE PANEL SUPPORTS TOP PLATES OFFSET TOP PLATES. AND NAIL W/20. - 16d NAILS. EA. SPLICE * DOUBLE TRUSSES. DESIGN FOR SNOW DRIFT LOADS AND WEIGI4TS OF MECHANICAL SCREENS ..NAILING -- SCHEDULE FRAMING PLAN Sal e'... 6... OC. PANEL SUPPORTS AND EDGES, OVERHANGS WEST WALL Cle2 ° CDX BOTH SIDES) Eel 6" OC AT ALL PANEL SUPPORTS, SLOCK.ALL PANEL JOINTS AND NAIL TO BLOCKING 2X8 WALL m 161 OC. \ W/ 1 /2" CDX ON BOTH SIDES W/ i2" CDX ON. BOTH SIDES —t I SHEAR WALL.' SEISMIC STRAPS c 4'-0 ". Oc. SEE DETAIL 2 /S -A. ` 2X6. WALL C 16" OC. I CANOPY OUTLINE. O SMIC STRAPS S 4' -0" OC. DETAIL 3/5-3 OC LB IS OC. >X ON EXTERIOR ALL — THESE DOCUMENTS REVIEWED FOR CONFORMANCE. WITH. THE FOLLOWING ORDINANCES tg .STFIUCTURALP ERUNIFORIfieUILDING CODE. 0 NONSTRUCTURAL PER UNIFORM BUILDING CODE 0 WAC51 -20 BARRIER-FREE REGULATIONS THE APPLICANT IS RESPONSIBLE FOR CONFORMANCE WITH ALL APPLICABLE ORDINANCES SUBJECT TO REQUIREMENTS AND INTERPRETATIONS OF THE GOVERNING AUTHORITY. 3.31• Daaoul S' 13 9 1 Date, _.�- -- CITY OF T APPROVED OCT 15 1997 AS NMI BUILDIN G DIUI¢ION APR 143 1497 ROBERT FOSSADI ASSOC. m N o O pr, N d- o. 0,, m0 L O rq ._ 00 o to t (% a ,ms s= N c z o ' o OCT, o m I s � N > D tD D N r m ro N in rn LU LUJ CC o oz N W < U Z a za Z U < Q cc u_ PROJECT: 9621ZEF FILE: 9621 -52 DRAWN BY: •15A CHECKED BY: R O DATES: DESIGN REVIEW 03/20/97 PERMIT REYIEW BID SET CONSTRUCTION SET © 1997 ROGER OLLENBURG sheet: of 1 S -2 3 RECE(V_J`MAY fl a r17 S -3 2X6 WALL •n 16' l S DETAIL 1/5-3 52• -ID. W/ CDX ON OC. XTERIOR SHEAR WALL I oc _ _ I I I I I I T' j i — I 6 I I 1 1 ( 00 i I I 1 ! I I !' I! 1 1 ! iId! g 6 1 ! 1 1 1 1 1 -- II 1 1 I I I 1 1 1 ! ;; 1 1 11 1 --I I I I I I ! I [ 1 [ 11 - 11 i ! i I I I "00 1 1 J ! �I I I I i I, 1 d ! I I I ! i �! I I I I I' i 1 I I 1 I I 1 1 1 I I I- — ! 1 1 1_ 1 1 1- -- ! i 6'� :' _ - 1 I I _ � / 2X6 92 ! t.," W/ SHEA -U I ! I I -1 ' 1 ! ! ! [ , I I 1 I ! I i ! [ [ 1 _ I ! I 1 tIDID I I; I II I I 1 I l ! I ! I ! I I I 1 I ! [— IN — _ I _ ® . ! ! I [ . L �Ixi I 1 Ii � I -- I I I I ! I I I _ I I i I = f _ I ! I I _ ! I — I I i f I ! L�.— IP a! ® 6 ° I 1 [ I t ![ II ;! F I ! I I ,oi IIffi I 1 1 [ I ° 1! Iln ( I ! I .J ' I I I i Ill I * �{ 11* ! ! I 4 I I I I I l !! 11 1 1 ! f; I I ; I I I I Im 1 1 m.1 ! ! ! I I i 1 1 I I I 1n 1 I o� -!* I 1* -! 1 1 I ! I 11 I ( I I ® _ �f 1 1 1 1 I ! :. II 45" DE*P T . . _I ' i I l il � it 4 I' , 1 1 1 ! I -- 1! I i ! I 1 1 I I 1 I I !I I[ I I I . ! ! I I ! I !! !! ! ! I 1 I 1 I I I I II I I 1 11 IES le 24" p� ..I D AR *� I l i I 1 I •1 1 1 II I 1 ! I I I ! ! I !I I ! ! ! I I I - -1 —l—, \ 6X6 / -/ wri nip;trc I I ! ! 1 ! I I I I I I I I I I ! I II I 1 I I! I I I I I I I I I 1 ! I I I I I I I ! I 1 I I I I I I I I I I LJ r" 6X6 ! II ! I 1 "I I 1 ! 1 ! 1 1 ---1-----11 1 I I I- I I ! l I I ! I i j ! 0 i'� ®/ I �� I I �� !I I I I II I I I I I I I I I I 11 I 1 1' 1 1 I I ! I i ! I -- I [ 1! 11 I ! I 11 I 1 I I I I I I oii�- II i i - I! I 11 1 ! 1 1 ! i 11 ' AT LL U. 'L rr I I ! ! !( II [! ad ®6° ! 1 I 1 I 1 I I ! 1 TS - X6X �= _ - '�_ _ 5-3 F I 6 34 ° X ci LL - � . I _ 1� — — W/ t CHAMBER ®. \ r_a1.lnlx ',AI IJFRd STRUCTURAL NOTES GENERAL : Contractor shall verify all dimensions in In.. o and shall provide adequate shoring and bracing for structural members during construction. Contractor notify the Architect /Engineer of any deviations from drawings. CODE: UBC 1994 or latest adopted edition. LOADS: Roof: 25 PSF Wind: 80 MPH EXPOSURE C Seismic Zone 3 RW =8 FOUNDATIONS: Soil bearing pressure is assumed to be 2000 PSF. Exterior footings shall be at a minimum of 2' -0" below finished grade or as shown on drawings. Slabs shall bear on undisturbed soil or on compacted fill as approved oy the engineer. All footing to be overexcaved two feet beam base of footing and supported on minmum two feet of compacted granular fill. Geotech report furnished by Giles Engineering Associates (206) 771 -5775, project #6G- 9702009 CONCRETE: f'c = 3000 PSI fc = 1350 PSI 5 t/2 sack mix Add air entrainment to all exposed concrete slab pour. Special inspection is required per 1701.5. item 1 of UBC 1994 REINFORCING: Slab dowels and welded bars to be Grade 40, fs =26000 PSI. All other reinforcing steel shall co ^form to ASTM A -615, Grade 40. Lap continuous reinforcing bars 36 diameters. Corner bars shall be provided for all ho- �zontai reinforcement. Detail in accordance with AC: Manual or Standard Practice of detailing reinforcing concrete structures. Cover Footings Formed Earth 1 1/2" STRUCTURAL STEEL Structural steel A 36 Allowable stress f's = 20,000 PS: MISCELLANEOUS STEEL: Miscellaneous steel shall conform to A36 Welds shall be 3/16" minimum. All welding shall be done by WABO certified welders. All machine bolts shall be A -307. All concrete anchors shall be per UBC Table. 23 -I -Q, unless otherwise specified. - LUMBER: All grades shall conform to 'MNPA Grading Rules for Western lumber. All wood sills in contact with concrete are to be pressure treated. Anchor all sill plates embedded in uoncrete with 518" dia.. anchor bolts at 46" on center, unless otherwise specified. All posts or lumber resting on or abutting concrete or masonry shall be pressure treated. Provide cross' bridging at all midspans of joists. Lumber, grades Studs field all shall the Douglas fir (North)- construction grade 2x4 2x6 = 1000PSI Joists Douglas Fir(North) Grade #2, 2X4 ='1425 PSI 2X6 = 1235 PSI 2X8 1140 PSI 2X111 = 1045 PSI Douglas Fir. Grade #1, fb =1750 PSI Douglas Fir Grade #1', fb =1750 PSI GLU- LAMINATED' BEAMS: All glu- laminated wood beams shall be Douglas Fir Coast Region, kiln dried, industrial appearance, stress grade. combination 24F -V4, E 1,600,000 PSI, fv = 165 PSI Defl = 1 /360'span. All glu- Iaminated..members must be fabricated by a recognized glu-laminated !.fabricator. Submit shop: drawings prior to manufacturing and creation of all beams ROOF, TRUSSES Manufacturer to submit shop drawings to Architect /Engineer'fo'r approval and conformance to' plans.'. PLYWOOD: Al ply d h II conform to U.S. Product Standards. Al! nailing shall be as indicated on the plans. Contractor' shall request a nailing Ina pec tion prior to roof'ing.All' exterior plywood shall be CDX grade.,.. NAILING SCHEDULE:' Joist to sill, toe nail 2 -16d Bridging to joist '(ends) -- - 2 -10d Top plate to stud 2 -16d Corner studs build -up 16d @ 24 "o.c. Header to stud 4 -8d. Blocking between studs (toe Ira I) 2 -t6d Ledger to stud wall '2 -16d 9 ea.. Wall plywood ,see plan Roof plywood see plan Nailing Schedule '.23 -1 Q 2X6 2X6 WALL * lb 00 W/ i'2" CDX ON C TERIOR SHEAR WALL SEISMIC STRAPS s 4' -0° OC.. SEE DETAIL 3/S -3 2X6 PONY WALL OVER GLU LAM. W/ 1 2" CDX ON BOTH SIDES START PLYWOOD LAYOUT SEISMIC STRAPS : 4' -ID" OC. 2X8 WALL g 15" cc. / W/ 1 /2 ". CDX 014 BOTH SIDES' stud b1'I -0095 NOTES Wail s NORTH, EAST AND LEST SHEAR WALLS (ue "CDX EXT. SIDE) Sd c 6" OC AT ALL PANEL SUPPORTS Sal 12" OC AT ALL OTHER INTERh1EDIATE PANEL SUPPORTS TOP PLATES OFFSET TOP PLATES. AND NAIL W/20. - 16d NAILS. EA. SPLICE * DOUBLE TRUSSES. DESIGN FOR SNOW DRIFT LOADS AND WEIGI4TS OF MECHANICAL SCREENS ..NAILING -- SCHEDULE FRAMING PLAN Sal e'... 6... OC. PANEL SUPPORTS AND EDGES, OVERHANGS WEST WALL Cle2 ° CDX BOTH SIDES) Eel 6" OC AT ALL PANEL SUPPORTS, SLOCK.ALL PANEL JOINTS AND NAIL TO BLOCKING 2X8 WALL m 161 OC. \ W/ 1 /2" CDX ON BOTH SIDES W/ i2" CDX ON. BOTH SIDES —t I SHEAR WALL.' SEISMIC STRAPS c 4'-0 ". Oc. SEE DETAIL 2 /S -A. ` 2X6. WALL C 16" OC. I CANOPY OUTLINE. O SMIC STRAPS S 4' -0" OC. DETAIL 3/5-3 OC LB IS OC. >X ON EXTERIOR ALL — THESE DOCUMENTS REVIEWED FOR CONFORMANCE. WITH. THE FOLLOWING ORDINANCES tg .STFIUCTURALP ERUNIFORIfieUILDING CODE. 0 NONSTRUCTURAL PER UNIFORM BUILDING CODE 0 WAC51 -20 BARRIER-FREE REGULATIONS THE APPLICANT IS RESPONSIBLE FOR CONFORMANCE WITH ALL APPLICABLE ORDINANCES SUBJECT TO REQUIREMENTS AND INTERPRETATIONS OF THE GOVERNING AUTHORITY. 3.31• Daaoul S' 13 9 1 Date, _.�- -- CITY OF T APPROVED OCT 15 1997 AS NMI BUILDIN G DIUI¢ION APR 143 1497 ROBERT FOSSADI ASSOC. m N o O pr, N d- o. 0,, m0 L O rq ._ 00 o to t (% a ,ms s= N c z o ' o OCT, o m I s � N > D tD D N r m ro N in rn LU LUJ CC o oz N W < U Z a za Z U < Q cc u_ PROJECT: 9621ZEF FILE: 9621 -52 DRAWN BY: •15A CHECKED BY: R O DATES: DESIGN REVIEW 03/20/97 PERMIT REYIEW BID SET CONSTRUCTION SET © 1997 ROGER OLLENBURG sheet: of 1 S -2 3 RECE(V_J`MAY fl a r17 r 0 ti2 e it 6 ti 6 100 0 0 00 (-) X ni re t 61 I 0 I 0 0 0 ni A.' e 1 0 NEW BP SERVICE STATION RETAIL DEVELOPMENT 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON CONVENIENCE STORE FRAMING DETAILS 0' m Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451-1232 fax: 206 451-1841 rogeroanwIlnk.com 0 rn 1 7 0 \ ROGER V OLLENBUR STATE OF WASHINGTON 0 REGISTERED O ARCH I TECT 6 8 NT A r x4, 0 NT F;' 8 0 0 x 8 KITCHEN EQUIPMENT SCHEDULE SUPPDm BY INSIALIIO BY DIRECT DRAIN', -• DESERIF9ION - ELECTRICAL COLD W PLUMBING REMARKS OWN GC UNN CC VOLT PH HP KW AMP MN FILTER FTW CW GAS x1 N 10 :1 ICE YA(HINE 206 1 3 - 9.0 3/4' I 1/7 P -3 LAVATORY 7, W /BH900 ICE BIN & R -404A REFRIG. X : - X ,19 1 COFFEE . ER : 120/208 1 6.3.20 1/7 I 1/7 - X '. X . 20 '1 HOT.. CHOCOIAIE , MACHINE: JET SPRAY, HCL 30 '.:120. 1 1.7 15.. 1/7 X X 21. _1. /EA.DISPENSER -.. . 1 - '.. -. 3/8' '...X 22 3 DRINK DISPENSERS 120 1 1.1 3/8' x x 23 1 POST w DISPENSER 120 1 3/8' - X X 24 4 POST. MIX PUMPS 120 1 3/8' X X '1. FREP 5000 SS 1 1/2 1/2 1/7 W/ 17 DRNNBOPRDS, 14/(1). FAUCET X X . 30 1 3-WI1P RM Jfl SIND SS 1, I/7 '': 1%7 1/7 . W/ 17 DRNNBOARDS, W /(2) FAUCETS & (1) PRE - RINSE X X . 31 1 R ND SRN 1', I/7 1/7 1/7 X ,, X 32 1 BAR. SIN& SS 1 I/2 ' 1/7 I/7 : X , X 33 1 MOP BASIN 111/7 1/2 1/7 X X 34 1 HOT:. WATER TANI, 52 GALLON .. 3/4' R 3/4 3/4' X 40. X ,,.. X 35 1 WJOER: NUR 120 126 ,.. 3/4• X X PLUMBING FIXTURE CONNECTION SCHEDULE MARK ',REM DIRECT DRAIN', INDIRECT DRAIN VENT COLD W FILTERED COLD W 120 DEG HOT W 140 DEG HOT' W GAS REMARKS P -1 WATER CLOSET.'. 4 7' 1' -. -: : -', : -. :, HANDICAP URINAL 2• 1 -1/2" 3/4" - -. - - P -3 LAVATORY 7, 1 -1/2 1/2 - 1/2" - - HANDICAP:,' EQUIPMENT SCHEDULE DEN DESCRIPTION WH-1 I*DE T MODEL PH -50. 50 GALLON STORAGE CAPACITY, 40 MBH GAS INPUT, 40_4 GPM 6 90F RISE, 67x20"0, 120125 DRY WEIGHT. PMP -1 DOMESTIC WATER BRONZE CARTRIGE CIRCULATOR TACO /006 -BC3 120V/10 75W DIVISION 15 - PLUMBING SPECIFICATIONS CODES AND ORDINANCES CODE ALL WORK SHALL COMPLY WITH APPLICABLE LOCAL BUILDING. VENTILATION AND ENERGY CODES STANDARDS MATERIAL AND INSTALLATION SHALL CONFORM WITH THE APPLICABLE PORTIONS OF THE UPC, 1991. DOMESTIC COLD AND HOT WATER PIPING SYSTEMS INTERIOR COW AND HOT WATER PIPING TYPE "M" COPPER IUBING WITH WROUGHT COPPER SOLDER END FITTINGS. PROVIDE ISOLATION FITTING WHENEVER DISSIMILAR MATERIALS ARE USED. UNDERGROUND COLD AND HOT WATER PIPING TYPE "L" COPPER TUBING WITH WROUGHT COPPER SOLDER END FITTINGS. PROVIDE ISOLATION FITTING WHENEVER DISSIMILAR MATERIALS ARE USED. PIPING RUNOUTS TO FIXTURES PROVIDE PIPING RUNOUTS TO FIXTURES SIZED TO COMPLY WITH GOVERNING REGULATIONS. WHERE NOT OTHERWISE DICTATED BY EXISTING CONDITIONS, PROVIDE RUNOUTS SIZED TO COMPLY WITH THE FOLLOWING: LAVATORIES: WATER CLOSET FLUSH VALVES URINAL FLUSH VALVES PLUMBING PIPING SYSTEMS THE FOLLOWING PARAGRAPHS COVER THE FURNISHING AND INSTALLING OF ALL PLUMBING SYSTEMS COMPLETE AND READY FOR INTENDED SERVICE. SOIL. WASTE AND VENT PIPING SERVICE WEIGHT HUBLESS CAST IRON PIPE AND FITTINGS WITH COUPLING ASSEMBLY SCHEDULE 40 ABS PIPE AND FITTINGS WITH SOLVENT WELD WHERE ALLOWED BY LOCAL CODE. SEE. CIVIL PLANS FOR CONTINUATION_ n J¢" HOT, }1 COLD 1" COLD 1" COLD 23 2' HUB DRAIN HOT AND COLD WATER VALVES GATE VALVES CHECK VALVES BALL VALVES PIPE HANGERS SINGLE RUNS RISERS TRAPEZE: INSERTS PIPE INSULATION HOT AND COLD WATER PIPE SHALL BE INSULATED IN ACCORDANCE WITH THE GOVERNING STATE OR LOCAL CODE AUTHORITY BUILDING /ENERGY CODE. MINIMUM INSULATION LEVELS SHALL BE AS FOLLOWS PIPF SIZE INSUI ATION THICKNESS. 1" DIAMETER OR LESS 1D" 1" - 2" DIAMETER 1.0" 2 DIAMETER OR GREATER 1.5" x CONDUCTIVITY BETWEEN 0.24 &0.28 BTU - IN /H -SQ FT - DEG F PLUMBING FIXTURES P -1 WATER CLOSET - HANDICAP, ADA TOILET (WITH RIGHT TANK) (MEN) AMERICAN STANDARD "CADET' 2168.100 TOILET (WITH LEFT TANK) (WOMEN) AMERICAN STANDARD "CADET" 2168.100 PROVIDE WITH BEMIS OPEN FRONT SEATS. P -2 URINAL AMERICAN STANDARD #6501.010 WASHBROOK WITH SLOAN ROYAL 12 186 FLUSH VALVE. SEE SHEET CS -A9 FOR MOUNTING HEIGHT. P -3 LAVATORY AMERICAN STANDARD #0356 "LUCERNE ". SEE SHEET CS -A9 FOR MOUNTING HEIGHT. ENAMELED CAST IRON. WITH WALL HANGER, SIZE 19 "x17" FAUCET SYMMONS S-60-H NATURAL GAS PIPING SYSTEM PIPING SHALL BE SCHEDULE 40 BLACK STEEL WITH MALLEABLE IRON SCREWED FITTINGS WHERE ACCEPTABLE TO THE LOCAL BUILDING OFFICIAL OTHERWISE FORGED STEEL SOCKET WELD JENKINS FIG. NO. 47 JENKINS FIG. NO. 92A JENKINS BOOT GRINNELL FIG. 260 GRINELL FIG. 26A UNISTRUT P -1000, WITH TREADED RODS. GRINELL 282 UNDER COUNTER GREASE TRAP, TI- IERh1ACO MODEL W- 200 -I5. 120V/14, 12.4. WASTE AND VENT PLAN UTILITY KEY NOTES: 1. PLUMBING CONTRACTOR TO COORDINATE VENT STACKS WITH OUTSIDE AIR INTAKES OF A/C UNITS AND SUPPLY FANS AND MAINTAIN AT LEAST 10' -0" MIN. CLEARANCE OR AS PER LOCAL CODE REQUIREMENTS_ 2. INCREASE VTR'S TO SIZE REQUIRED BY LOCAL CODES AND CONDITIONS AS REQUIRED FOR FROST ENCLOSURE 3. PROVIDE 2" COPPER SAFEWASTE LINE FROM SODA FACTORY TO FLOOR DRAINS. 4. RUN SYRUP ONES FROM SODA. FACTORY TO DRINK DISPENSER ABOVE CHUNG. 5. PROVIDE SAFEWASTE LINE FOR HOT CHOCOLATE AND TEA DISPENSER IF REQUIRED. 6. PROVIDE CONDENSATE LINES FROM A/C UNITS ON ROOF ACCORDING TO LOCAL CODE REQUIREMENTS, SEE SHEET AC -1. 7_ RESEAL FLOOR DRAINS ACCORDING TO LOCAL REQUIREMENTS. 8 - SAFEWASTE PIPING ABOVE AND ALONG FLOOR SHALL BE SIZED IN ACCORDANCE WITH LOCAL CODE REQUIREMENTS. 9 . COORDINATE SAFEWASTE LINE CONNECTIONS WITH EQUIPMENT ROUGH -IN. 10. PVC (SCHEDULE 40) PIPE CAN BE USED FOR VENTS AND WASTE ONLY IF APPROVED BY LOCAL BUILDING CODES. SEE SPECS FOR ADDITIONAL INFORMATION. 11. COORDINATE WITH FOUNDATION AND ARCH PLANS FOR EXACT LOCATION OF FLOOR DRAINS AND FLOOR SINKS. 12. WALK -IN -BOX CONDENSATE LINE IS REQUIRED BY LOCAL CODE PLUMBING CONTRACTOR SHALL FURNISH AND INSTALL 1}1" CONDENSATE LINE AND SEAL AROUND ALL PENETRATIONS THROUGH THE WALK -IN -BOX 13. DO ,NOT SCALE DRAWINGS. OFFICE bci7.. oDc1 NOTES: 1. PC TO STUB ALL WATER CONNECTIONS OUT OF WALL OR FLOOR AS INDICATED & PROVIDE SHUT OFFS AND CONNECT TO EQUIPMENT AS REQUIRED UNLESS. OTHERWISE SPECIFIED. 2. PC TO STUB ALL DRAIN CONNECTIONS.OUT OF WALL AND CONNECT TO ALL DRAINS AS REQUIRED UNLESS, OTHERWISE SPECIFIED 3. PC TO INSTALL ALL DRAINS AND FAUCETS SHIPPED LOOSE UNLESS OTHERWISE SPECIFIED. 4. PC TO VERIFY SIZE AND PROVIDE GAS PIPING FITTINGS AND ACCESSORIES. AS REQUIRED. 5. WALK -1N BOX CONDENSATE DRAIN PIPING TO BE SUPPLIED AND INSTALLED BY PC. 6. PC TO CONNECT CW.LINE TO SODA FACTORY THRU WATER FILTER. PLUMBING LEGEND COLD WATER ABV. FLOOR /GRADE HOT WATER ABV. FLOOR /GRADE CWF COLD WATER FILTERED ABV FLOOR /GRADE (CWF) / /CWT // COLD WATER FILTERED BELOW FLOOR /GRADE (CWF) 120" - HOT WATER (120') HOT WATER (140') GAS PIPING G - GAS SHUT -OFF VALVE G _ MECHANICAL GAS SHUT -OFF VALVE WASTE VENT GW GREASY WASTE SAFEWASTE PIPING NEW EXISTING GATE VALVE 140' G D o-o-o-o- (N) (E) �- CHECK VALVE HOSE BIBB W/ VACUUM BREAKER 0-1 0 0 J I L GLOBE VALVE FCO - FLOOR CLEANOUT SCO - SITE CLEANOUT WCO - WALL CLEANOUT FD. - FLOOR DRAIN FS - FLOOR SINK HUB OR FUNNEL DRAIN VTR - VENT THRU -ROOF FIXTURE TRAP DO NOT SCALE DRAWINGS RECEIVED CITY OFTUKWILA JUN 2 6 1997 PERMIT CENTER PROJECT: 9621ZEF FILE. 9621 -F1 DRAWN. BY: SJD CHECKED BY: Tat DATES: DESIGN RENEW PERMIT REVIEW 03/20/97 BID SET ri'tT ' 1.1 B: . 13'37 CONSTRUCTION SET ( © 1897 ROGER OLLENBURG sheet: CS.P -1 of 2 1 WATER SERVICE SEE SITE PLAN FOR CONTINUATION_ SEE NOTE 14 SEE NOTE 16 NOTE 19 SEE NOTE 14 (AC-1 SEE NOTE 14 WATER HYDRANT DETAIL SCALE NONE '4• CU/ SUPPLY GAS COCK DRIP LEG FLOOR WATER SCALE: NONE DRIP PAN WITH INDIRECT DRAIN FLOOR DRAIN R DRAIN SCALE: NONE UNION DIRT LEG GAS COCK TO MAIN GAS LINE GAS PIPE ISOMETRIC AIR HANDLING UNIT NOTE SEE ARCH.ROOF PLAN FOR APPROXIMATE LOCATION ROOF GAS SERVICE BY OTHERS I' INTO CEILING CAVITY TYPICAL PENTRATION THROUGH ROOF SCALE NONE GAS /ELEC. /REFRIG.UNE(S) LEAD VENT COLLAR PITCH POCKET 2E GALVANIZED MEMBRANE ROOFING 5' -6" 7 -4" 20" X 9" WALL PLATE TO COFFLL MAKER & ICE MAKER FINISHED FLOOR TYPICAL SCALE NONE 9" IMF \-1W CW SERVICE TO POST -MIX DISPENSER I DRAIN MC FREEZ- LESS .WALL HYDRANT WITH VACUUM BREAKER FKV\ " PRESSURE CHECK VALVE GAWE %- INLETS tJ I MC �QC -7T (TYP. 3) "EVERPURE" $9330 -43 SYSTEM CSR WATER FILTRATION SYSTEM, WE 40 LBS_ 1y4" TO BLDG.--\ TO FILTER r 12" WATER FILTRATION SYSTEM O TYP HOLD PIPE TIGHT TO WALL COARSE FILTER .Xi" COLD WATER SUPPLY SHUT -OFF VALVE (TYP.) BALANCING VALVES, TYP. COLD. WATER SUPPLY 6. 7. TYPICAL DIALECTRIC UNION KEY NOTES: 1. DO NOT SCALE DRAWINGS. 2. GENERAL CONTRACTOR AND PLUMBING CONTRACTOR SHALL VERIFY GAS REQUREMENTS OF THIS PROJECT BEFORE BIDDING AND PROCEEDING WITH WORK. SEE SHEETS P -1 & AC -1 FOR GAS REQUREMENTSOF A/C UNITS. 3. ALL HOT AND COLD WATER PIPING LOCATED ABOVE CEIUNG AREAS BUT BELOW ROOF INSULATION SHALL BE INSULATED WITH 1" FIBERGLASS WITH ALL- SERVICE JACKET. ALL HOT AND COLD WATER UNDERGROUND PIPES LOCATED INSIDE BUILDING TO BE ENCASED IN FLEXIBLE POLYETHYLENE. 4. PROVIDE FROST PROOF, BOX TYPE WALL HYDRANTS. JAY R. SMITH MODEL 5509. 5. PROVIDE SEPARATE SHUT -OFF VALVES FOR ALL EQUIPMENT REQUIRING WATER CONNECTIONS. SEE KITCHEN EQUIPMENT CONNECTION SCHEDULE 11-115 SHEET. PROVIDE COUPLINGS TO ALL EQUIPMENT AS REQUIRED. PROVIDE /4 DIAMETER AIR LINE ABLE TO WITHSTAND 50ff PRESSURE TO RUN OVERHEAD FROM SODA FACTORY DOWN TO TAYLOR 5454 SHAKE MACHINE (WHERE APPLICABLE). 8. PLUMBING CONTRACTOR TO FUNISH AND INSTALL MECHANICAL GAS SHUT -OFF VALVES FOR FIRE PROTECTION SYSTEM. VALVES CAN BE OBTAINED FROM THE FIRE PROTECTION SYSTEM SUPPUER. ANSUL P/N-55607-1W. 9 PROVIDE 4 "9 FLUE VENT TYPE "B ", SHEET STEEL 16 GA. LAST PORTION OF PIPE SHALL EXTEND A MINIMUM OF 36" ABOVE BUILT -UP ROOF. 10. PROVIDE BACKFLOW PREVENTOR ON WATER UNES WHERE REQUIRED BY LOCAL CODES. 11. PROVIDE WOOD BLOCKING AS REQUIRED FOR FIXTURES AND PIPING. 12. PROVIDE SYMMONS TEMTROL THERMOSTATIC WATER CONTROLLER MODEL 5 -200A, Y4". 13. PROVIDE SHUT OFF VALVE FOR GAS MAIN IN WALL WITH ACCESS DOOR. 14. PROVIDE TEMPERING VALVES BELOW EACH HAND SINK PER CODE REQUIREMENTS. 15. PROVIDE SHUT -OFF VALVE AND PRV ON 1 1/4" SERVICE RISER. LOCATE ABOVE WATER FILTRATION UNIT. 16. STUB SHUT -OFF VALVE 6" ABOVE FINISHED FLOOR. UNIONS, TYP. ROOF FLASHING ROOF CEILING '-- HOT WATER SUPPLY -. i i COMBINATION P & T RELIEF VALVE 1 DOMESTIC GAS WATER HEATER i 9' RELIEF DRAIN T0. DRIP PAN '®'roiri EXPANSION AMTROL ST -5 -C STRAP TO WALL STRUCTURE W/2 WIDE, 16 GA. STEEL BAND DRAIN VALVE INDIRECT DRAIN '., RECEIVED ITy OF TUKWRA JUN 2 6 1997 PERMIT CENTER '. l z O az 3z LU r 0 ma Eo w0 >- J = a w > 3 LU I- 4 J y§ MI- o w o 3c u -- W z PROJECT: 9621ZEF. FILE:. 9621 -F1 DRAWN BY: SJD CHECKED BY: TCH DATES: DESIGN REVIEW PERMIT REVIEW 03/20/97 BID SET CONBTRUCTION SET © 1 ( ROGER OLLE NBURG ) sheet: CS.P -2 of 2 co cV Oi O o opt u O U 50 5. O Gj 60 ; 3 OT N W C N ° r w z-2 I � cn C : to >t1 GRIT I F, REGISTER, AND DIFFUSER SCHEDULE max NECK SIZE TYPE DUCT LXNBNECBON SIZE TITUS MODEL NUMBER FINISH GRILLE BOOT SIZE OPENING FRAME TYPE REMARKS CD-1 12X12 SUPPLY 4 WAY 170 TDC -AA ALUMINUM 12X12 T -BAR 24x24 CD-2 12X12 SUPPLY ADJUSTABLE 120 TDCA -AA ALUMINUM 12X12 T -BAR 24x24 CD-3 9X9 SUPPLY 4 BAY To TDC -M ALUMINUM 9X9 T -BAR 24x24 CD-4 6X6 SUPPLY 4 WAY 6 TDC -M ALUMINUM 6X6 SURFACE RG-5 12X12 EXHM/ST/IRANSFER 12"4 350FL ALUMINUM 12X12 SURFACE 12x12 RG-6 24X48 HER1TNN 18"0 350FL ALUMINUM 24X48 T -BAR 24x48 RG 24512 RERUN/TRANSFER 120 350FL ALUMINUM 24X12 T -BAR 24x12 CD 8 SUPPLY 8 PAS -AA ALUMINUM 8x8 T -BAR 24x24 CD-9 126 SUPPLY 124 PAS -M ALUMINUM 12.12 T -BAR 24x24 PACKAGE A/C UNIT SCHEDULE TYPE OF HEAT GAS HEAT EF -2 ZONE TOILET. ROOM UNIT NUMBER AC -1 GREENHECK GREENHECK MODEL TRANE MODEL NUMBER YC0090C3HDB ROOF : CEILING DRIVE COOUNG CAPACITY BTU /HR (ARI) 90,000 CFM 210. 130 CFM SUPPLY AIR 3000 0.1" RPM: - -- EER. 9.0 1/30 0.7 VOLTAGE HEAT INPUT (BTU /HR. OR KW.) 120,000 PHASE: 1 1 MINIMUM CIRCUS AMPS 43.1 - -- REMARKS: (1) (2) ELECTRICAL SERVICE - 208/3/60 s - SEER ACCESSORIES - SUPPLY "L UNITS WART DISPOSABLE FILTERS, OA HOOD DAMPER & THERMOSTATS. EXHAUST FAN SCHEDULE DESIGNATION EF-1 EF -2 ZONE TOILET. ROOM ELECT. ROOM MANUFACTURER GREENHECK GREENHECK MODEL G70 SP216 TYPE ROOF : CEILING DRIVE DIRECT DIRECT. CFM 210. 130 E.S.P. (IN -H20) 0.2 0.1" RPM: - -- - -- FLA/HP 1/30 0.7 VOLTAGE 120 PHASE: 1 1 WEIGHT: - -- - -- REMARKS: (1) (2) (1) (2) (3) (1) SOURCE SPECIFIC FAN "AMCM APPROVED. (2) INTERLOCK WITH A/C UNIT. -; (3) PROVIDE MODEL RCC -7 CURB CAP ". CODES AND ORDINANCES ROOFING SYSTEM WOOD DECK (SEE SPECS.) SUSPENDED CEILING WOOD TRUSSES BEYOND MAINTAIN FLEX DUCT STRAIGHT AND TIGHT TO AVOID SAGGING (CUT ALL EXCESS DUCT) MAX. LENGTH DMSION 15 - MECHANICAL SPECIFICATIONS (GENERAL) SHEET METAL SCREW MIN. OF 4 PER BOOT CEILING DIFFUSER TYPICAL SUPPORT DETAIL FOR DUCT RUNS N.T.S. GENERAL NOTES: 1. DOVETAIL SHALL BE A MIN. OF 24 GA WITH DOUBLE LOCKING BALANCING DRAPER. 2. IF METAL DUCT IS USED, DRAW BAND IS NOT REQUIRED. SCREW DUCT TO DLNETAIL 3. FLEXDUCT SHALL BE CERTAINTEED CE RTAFLES OR APPROVED EQUAL CLASS 1 AIR DUCT Ill 181 APPROVED.. PERFORMANCE CHARACTERISTICS AS FOLLOWS: THERMAL PERFORMANCE CONDUCTANCE C =0.18 BIU /HR /SQ.FT.fF AT 75 MEAN TEMPERATURE RESISTANCE R =6. FLAME SPREAD INDEX NOT GREATER THAN 25. SMOKE DEVELOPED NDEC: NOT GREATER THAN 50. STATIC PRESSURE 1LY WG POSITIVE, 1 1/2 WG NEGATIVE CODE ALL WORK SHALL COMPLY WITH APPLICABLE BUILDING, ;VENTILATION .. AND ENERGY CODES. STANDARDS, EQUIPMENT AND MATERIALS SHALL CONFORM WITH APPROPRIATE PROVISIONS OF ART, ASME, ASTM, .DL. NEMA,'�.'ANSI. SMANCA, ASHRAE, NFPA, AS APPLICABLE TO EACH INDIVIDUAL UNIT OR ASSEMBLY. AIR MOVING' - TREATING EQUIPMENT & MATERIALS AIR.HANDUNG /CONDITIONING UNITS SEE, PLANS FOR SIZES, MAKE, &- MODEL. NUMBERS DUCTWORK:. ALL RIGID "DUCTWORK SHALL BE LOW PRESSURE SHEETMETAL CONSTRUCTED IN ACCORDANCE OlD-I SMANCA STANDARDS. DUCTBOARD,.. MAY BE USED IN CONCEALED AREAS . ABOVE.. CEILING.. EXHAUST FANS. SEE PLANS FOR SIZES, MAKE, & MODEL NUMBERS THERMOSTATS THERMOSTATS TO BE HONEYWELL T7300 WITH REMOTE SENSOR WHERE COORDINATE WITH TRANE FOR APPROPRIATE .:INTERFACE KIT WITH HONEYWELL FIRE DAMPERS INSTALL UL LABELED FIRE DAMPERS IN ACCORDANCE WITH NFPA AND LOCAL CODES ACCESS DOORS INSTALL ACCESS DOORS IN DUCTWORK AT ALL EQUIPMENT REQUIRING ACCESS.'. COORDINATE ACCESS DOOR LOCATIONS WITH ARCHITECT. THERMAL COVERING NFPA FLAME SPREAD OF 25, SMOKE DEVELOPED 50, NO EXCEPTIONS. DO NOT 'INSULATE EXPOSED DUCTWORK. INSULATE PER THE REQUIREMENTS OF LOCAL ENERGY CODE. FLASHING AND:000NTERFLASHING FLASH AND COUNTERFLASH ALL PIPING AND.DUCPNORK PENETRATING EXTERIOR WALLS AND ROOF IN ACCORDANCE WITH APPROVED ARCHITECTURAL STANDARDS. TESTING, ADJUSTING, AND START -UP THE MECHANICAL SUB- CONTRACTOR IS RESPONSIBLE TO PROVIDE COMPLETE SERVICES FOR TESTING, ADJUSTING AND STARTUP OF ALL EQUIPMENT AND MATERIALS INSTALLED UNDER THIS DIVISION INCLUDING TOOLS, INSTRUMENTS, LABOR AND - SUPERVISION. SHEET METAL DRAW BAND (SEE NOTE 2) DIFFUSER BOOT THERMOSTAT SETUP INSTRUCTIONS PROVIDE THE FOLLOWING SETUP AND PROGRAMMING ON THE HONEYWELL 17300 PROGRAMMABLE THERMOSTAT. 1. FOLLOW :INSTRUCTION IN THE T7300:: MANUAL WHICH COMES WITH THE THERMOSTAT. MANUALS ARE ALSO AVAILABLE FROM HONEYWELL, INC.,. HOME AND BUILDING CONTROL DMSION, (LAURA DORSEY, 206/236-4068). 2. SET DIP SWITCHES AND. JUMPERS AS FOLLOWS: A DEGREES F DISPLAY B 12 HOUR CLOCK C CONTINUOUS FAN OPERATION' IN OCC. MODE D DISABLE KEYBOARD PROGRAMMING E CUT JUMPER IF UNIT IS A HEAT PUMP 3. SET CLOCK AND DAY. 4. SET TO DISPLAY CURRENT TEMPERATURE. 5. DEl OCCUPIED START TIME AT 1/2 HOUR BEFORE OPENING. , SET UNOCCUPIED START TIME AT 1/2 HOUR AFTER CLOSING,: VERIFY HOURS WITH STORE MANAGER. 6. SETPOINTS SHALL BE AS FOLLOWS: OCCUPIED UNOCCUPIED HEATING: 70F 60F COOLING 72F 78F 7. SET 3 HOUR OCCUPIED OVERRIDE FUNCTION TO PROVIDE THE FOLLOWING SETPOINT OVERRIDES: HEATING 4-2F COOLING -2F NOTE: ALT PACKAGE A/C UNIT MANUFACTURERS: CARRIER 48DJ SERIES, YORK D2CG SERIES OR LENNOX GC5 /6 SERIES t 5 1. ALL GRILLES, REGISIIIS MEI DEFIERS SHALL AL TIRE, METAL -AIRE, UMA, TAB. OR APPROVED OTHERS COMPLETE W/ V.D. 2. ML FRAMING REWIRED FOR DEFIER NSF H.Al1ON SHALL BE BY THE GENERAL CONTRACTOR. 3. SEE PLAN SHEET AC -2 RE INFUSER LDCALpN. 4. PROVIDE OW'S AT LOCATIONS WHERE VOUI I£ DAMPERS ARE NOT SHOWN ON PLANS. CONTRACTORS NOTES LEGEND LEGEND MAY CONTAIN ITEMS NOT USED IN THIS BUILDING. CONTRACTOR TO VERIFY. I I FIRE DAMPER (FD) F VOLUME DAMPER (VD) 0 REMOTE TEMPERATURE SENSOR OT THERMOSTAT THERMOSTAT CONTROL WIRING CD -1 DIFFUSER OR GRILL NUMBER 50 CFM I I d SD SUPPLY DIFFUSER, ONE WAY BLOW (FOUR WAY BLOW IF NOT INDICATED OTHERWISE) RETURN AIR GRILLE A/C UNIT OR FAN NUMBER grr ROUND FLEX DUCT ROUND METAL DUCT DUCT SMOKE DETECTOR (SEE NOTE 15) SINGLE UNE FLEX DUCT SINGLE UNE DUCTWORK, INSIDE 12x10 DIMENSION AS INDICCTED. DOUBLE LINE DUCTWORK, INSIDE DIMENSION AS INDICCTED. , JR CONDIBONING CONTRACTOR 1. THE AIR CONDITIONING CONTRACTOR SHALL FURNISH AND INSTALL ALL AIR CONDSONING UNITS, EXHAUST FANS, DUCTWORK, INSULATION, DIFFUSERS, THERMOSTATS, SMOKE DETECTORS, FIRE DAMPERS (IF REQUIRED BY LOCAL CODES), AND ELECTRIC HEATERS. (THERMOSTATS SHALL BE PROVIDED UNDER MASTER CONTROL SYSTEM BASE BID ONLY). 2. THE AIR CONDITIONING CONTRACTOR SPALL INSTALL ALL HOODS AND WELDED EXHAUST DUCTWORK PER LOCAL CODER. All HOOD EXHAUST. DUCTWORK SHALL HAVE CONTINUOUS WELDED SEAMS ANC CONNECTIONS.(HOOD SUPPUED BY OTHERS) 3. ALL AIR CONDITIONING UNIT CURBS SHALL EE SUPPUED BY THE AIR CONDITIONING CONTRACTOR. 4. ALL AIR CONDITIONING UNIT CURB DESK "N SHALL COMPLY WITH NATIONAL ROOFING CONTRACTZUS ASSOCIATION REQUIREMENTS. CURBS SHALL BE A MIN. OF 14' HIGH. 5. LEVEL FRAMES SHALL BE PROVIDED WITH A/C UNIT CURES TO COMPENSATE FOR ROOF PITCH. (BY THE AIR CONDIITONIOC 'CONTRACTOR). 6. AIR CONDSONING. CONTRACTOR SHALL SUPPLY FULL SIZE TRAPS (USING PLUGGED TEES FOR CLEANING) FOR ALL CONDENSATE PAN CONNECTIONS. (UNLESS A/C UNIT CONTAINS INTERNAL TRAP.) 7. ALL FLEX DUCT SHALL BE U.L LISTED, CLASSIFIED AS A CLASS '1 AIR DUCT, AND MEET LOCAL CODE REQUIREMENTS.: 8. ALL SUPPLY OR. DUCTWORK SHALL BE INSULATED WITH 2' X.1 1/2 LB. (OR EQUAL) DENSITY' DUCT INSULATOR WITH FIRE RATED VAPOR BARRIER (6 -8). FLAME AND SMOKE RATING. - 25 AND 50 RESPECTIVELY 9. ALL DUCTWORK TO BE INDEPENDENILY HUNG FROM STRUCTURAL MEMBERS. 10. ALL DUCTWORK SHAIl. BE FABRICATED AND INSTALLED PER SMACNA LOW'. VELOCITY DUCT MANUAL(LATEST ISSUE) 11. ALL DOVETAILS INSTALLED IN A/C DUCTS /PLENUMS SHALL HAVE A VOLUME CONTROL DAMPER. 12. AIR CONDITIONING CONTRACTOR SHALL COORDINATE DIFFUSER LOCATIONS WITH THE REFLECTED CEILING PLAN. 13. THE AIR CONDNIONING'CONTRACTOR SHAH_ FURNISH 'A WRITTEN GUARAN'EE COVERING A ONE YEAR PERIOD FOR ALL PARTS, LABOR ANN SHIPPING COSTS, AND AN ADDITIONAL FOUR YEAR PERIOD FOR THE A/C COMPRESSOR AND HEAT EXCHANGER PARTS, 14. THE AIR CONDITIONING CONTRACTOR SHALL, UPON COMPLETION OF PROJECT, PERFORM A COMPLETE TEST AND BALANCE OF ALL EQUIPMENT PROVIDE DUCT MOUNTED SMOKE DETECTOR: FOR IN SUPPLY PLENUM FOR A/C UNITS WM OVER 2000 CFM OF SUPPLY AIR OR AS SHOWN. 16: AIR CONDSONING CONTRACTOR SHALL PROVIDE HONEYWELL T -7300 THERMOSTATS - AND. AU. NECESSARY DAMPERS, ACTUATORS, - RELAYS, AND WIRING. GENERAL CONTRACTOR 1. THE GENERAL CONTRACTOR SHALL LOCATE, CUT, AND FRAME ROOF OPENINGS AS SHOWN FOR ALL AIR CONDITIONING EQUIPMENT AND EXHAUST FANS. SEE ROOF FRAMING PLAN. 2. AIR CONDITIONING ROOF OPENING SIZES AND ROOF CURBS ARE BASED ON TRANS EQUIPMENT. IF OTHER EQUIPMENT IS USED, VERIFY ROOF OPENING REQUIREMENTS. 3. ANY FRAMING REQUIRED FOR DIFFUSER INSTALLATION' IN CDUNG SHALL BE BY THE GENERAL CONTRACTOR. ELECTRICAL 00NIRACTOR 1. THE ELECTRICAL 'CONTRACTOR SHALL FURNISH AND INSTALL PITCH PANS FOR POWER AND CONTROL WRING AND MAINTAIN 17 MINIMUM CLEARANCE FROM BACK PANEL OF AIR CONDITIONING UNITS. 2. THE ELECTRICAL CONTRACTOR SHALL FURNISH. AND INSTALL DISCONNECTS FOR AIR. CONDITIONING UNITS PI UMBING CONTRACTOR 1. PLUMBING, CONTRACTOR TO PROVIDE &'. INSTALL CONDENSATE DRAINS FOR AU. A/C UNITS ACCORDING TO LOCAL CODE REQUIREMENTS. 2. PLUMBING CONTRACTOR TO COORDINATE PLUMBING VENT STACKS WITH OUTSIDE AIR INTAKES OF. A/C URNS & SUPPLY FANS. MAINTAIN AT LEAST 10' -U' MIN. CLEARANCE OR PER RECEIVED CTTYOFTUKWI LOCAL CODE REQUIREMENTS. JUN ,2 6 199; PERMIT CENTE F -I 0 O N O w O • N'4 UN O m0 0 ul RS to 301 c <-5 M Lxl C N P C d Z O ati, mC CD'd t U) L3 j .a < c co d e� O N 013 CD V. OOT O � U cc PROJECT: 9621ZEF FILE 9621 -F1 DRAWN BY: 5.15 CHECKED BY: TON DATES: DESIGN REVIEW PERMIT REVIEW 03/20/97 BD SET kIAY 0 1 190 CONSTRUCTION SET © , 1997 , ROGER OLLENBURG sheet• CS.AC -1 NOTES, LEGENDS, DETAIL, AND SCHEDULES UNIT MOUNTING Cf REFLECTED CEILING PLAN 114 - 1 CD -4 E -130 RETURN AIR DUCT EXHAUST FAN, SEE PLANS 12" MESH BIRD SCREEN ROOF MEMBRANE ROOFTOP EXHAUST FAN DETAIL NOT TO SCALE ROOF MOUNTED PACKAGE A/C UNIT DUCT INSULATION BY ROOFING CONT'R J TYPICAL SECTION THRU STANDARD CURB SCALE: 3/4 = 1' -0" UNIT CURB CURB INSULATION CURB LEVEUNG FRAME. SECURE LEVEUNG FRAMES TO DECKING W /SELF TAPPING SCREWS(1 o EACH CORNER) 2X4 CROSS BRACE SECURE A/c CURB TO ROOF DECK W/ SELF TAPPING SCREWS 0 6"O.C.(TYP. ALL FOUR SIDES OF CURB). DO NOT. PENETRATE COMPLETELY IF ROOF DECK IS VISIBLE FROM BELOW', 5/8" CDX PLYWD. DECKING OR 5/8"2- M- WWAFERBOARD (UBp STD 25 -25) TYPICAL A/C N.T.S. A/C UNIT UNIT MOUNTED DISCONNECT SWITCH WITH CONDUIT THROUGH CURB SECURE FAN TO CURB WITH 3/4" LONG SHEETMETAL SCREWS 0 12"OC (MINIMUM 2 PER SIDE. AS REQUIRED) INSULATED GASKETED ROOF CURB. SECURE CURB TO STRUCTURE WITH APPROPRIATE FASTENERS, 12" OC (MINIMUM 2 PER SIDE, AS REQUIRED) ELECTRICAL CONUIT BACKDRAFT DAMPER DUCT, SEE PLAN FOR SIZE ISOLATION GASKET RUBATEX MODEL R-422N 1/2" THICK 2" WIDE W /PRESSURE SENSITIVE ADHESIVE ON ONE SIDE, CONT. ENTIRE PERIMETER OF CURB A/C UNIT RAIL SECURE A/C UNIT TO CURB W/ 3/8" X 4 LG. BOLT WHERE REQUIRED BY LOCAL CODE. 2X8 WOOD NAILER ROOFING MATERIAL ROOFING (SEE SPECS.) ROOF DECK SA DUCT ROOF CAP ROOF CURB ROOF & ROOFING DUCT DISCHARGES THRU WALL, TO ATTIC OR THRU ROOF AS INDICATED ON PLANS. SEE PLANS FOR SIZE. EXH. FAN - SEE SCHEDULE FOR COMPLETE INFO. ANGLE MOUNTING BRACKETS SECURE TO CEILING FRAMING P1-7--o C45 GRILLE TO MATCH SIZE OF EXHAUST FAN CABINET. ROOFTOP EXHAUST FAN DETAIL NOT TO SCALE REFRIGERATION NOTES tO G.C. TO PREPARE ROOF TOP MOUNTED REFRIGERATOR EQUIPMENT. G.C. TO SET REMOTE CONDENSING UNITS IN PLACE WITHIN A 10' -0" RADIUS OF LOCATION SHOWN. O FRAC CONTRACTOR TO INSTALL PRE - CHARGED REFRIGERATOR LINES PROVIDED, START UP AND ADJUST REFRIGERATION SYSTEM. T REFER TO ARCHITECTS PLANS FOR LOCATIONS OF EQUIPMENT. NOTES— HVAC 1. MAXIMUM 5 FLEX DUCT TO EACH DIFFUSER. WI UP TO ROOF CAP MOUNT TEMPERATURE SENSOR BEHIND RA PLENUM. ISIS512 1 Ii • UP TO ON ROOF. I EF -I I 1•o RECEIVED CITY OF TUKWILA. JUN 2& 1997 PERMIT CENTER 64 I "° O aZ 4 wx Cot ±. w W= as cCw > w0 1-a � (/).-. as Y op Sac w z PROJECT: 9 621ZEF FILE: 9621 -F1 DRAWN BY: SJD CHECKED BY: TCH DATS: DESIG REVIEW PERMIT REVIEW 03/20/97 BID SET 1'f Q 1 CONSTRUCTION SET © 1997 LL J ! ( ROGER. OENBURG sheet: CS.AC -2 of 2 n N In �� f - z E z m X NN1,NN 1111 11 O ?W W.►O1 Of �.T OO...WO WV fil O OO.NVO�OO OV AEEEE. EA RE ■ ACCESSIBLE ROUTE OF TRAVEL NEW 8' WATERMAIN - NEW STORM DRAIN 0" BOW LAKE I1 E LINE 11 �' w rp $g -+ W w �v,.A mm R' to -� a A h q -11 P ° . ti 2 M-0 mu,... Pp TVj g '10 419 P 3€ rn� 11 o � �� IITIP i ��nb �b 6 , � : 6' 1 ; � — n �cnn �Z�t`{'j mg. .20 1 4 4 A : : 4g (8 tH :i. qMPlillid N $ 61 1 P pg. pm y All z 4 hi 1 ptglppiq iti l b - S � §, � I-b H Np N P n 10' FUTURE LOT LINE —RAP 2' W TN F m !Tq x LT S on g fl a 4 190a 00000©® g Tt F ni<>a 10i F UI 0 NEW BP SERVICE STATION I RETAIL DEVELOPMENT 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON ELECTRICAL SITE PLAN ONE -LINES & LOAD CALC Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451 -1232 fax: 206 451 -1841 rogaro®nwllnk.com EMPIRES 9/22/98 E O®obaog De align Assodess Electrical Coneultln¢ 8114 NE 115th Way Kirkland, NA 88094 (z08) 829 -1144 FAX 829 -1141 Ron Tipple Job No. 9885 -? 38 39 35 31 24 26 22 23 20 21 31 33 2 1 23, ".=1.1-' 1 Space Space Diesel Pump 1 -52 kp — El 210 922 t t Post 1115 Pumps Popcorn 62 114 Display Casa Coffee Maker Ice Vlachkre 1 Ice Machine Rooftop Compressor I Storage- Freezer Furnished with unit Furnished with u It 2- door Cooler - --_- - -. 3- door Cooler 2- MvR400 I I- MVR400 Finished with Gas Canopy r I 1- G24d-3 r 2- F032/14K T8 Ostrom 4- F032/14K 58 Octron 3- F032/14K 58 Ostrom 0360 I II 0.920 0320 Dual spot Egress Light with battery back -up power, transfer switch Single face Exit Sign with pop -out arrows, battery back -up power unit, red stencil letters, Imo egress spots 115 watt Metal Halide cut -off kmkwtre with NEMA V optics, dark bronze pole and Tight, base cover, anchor bolts Twin 400 matt Metal Halide at -off batti res with NEMA ill optics, dart-bronze pole 180 degree arms and light, base cover, archer baits 400 matt Metal Halide art -off kmkake with NEMA III optics, dark bronze pole and light, base cover, ancmr bolts 400 watt Metal Halide recces square Relished with Gas Canopy by others. EC. to route power to and oaks Ftral comedian to light fixtures. I Compact Fluorescent Domnlighi with clear reflector and !high peformance ballast d FL (2 -T8 lamp) Fluorescent Wall Bracket math acrylic prismatic diffuser, electron, ballast 2x4 (4 -T8 lamp) Fkrorescent Troffer mitts acrylic prismatic lens (8 -125 flat steel door, electronic ballast 2x4 (3 -T8 lamp) Flueescent Trotter with acrylic prismatic lens (A -24 flat steel door, electronic ballast LIGHTING EQUIPMENT i DESCRIPTION 1 . - Ulan and Ceiling_ 8' pole Coro. Base See Detail Sheet. GUI -E1 ;10'04'i MMF1 1650 Recess GWE W111I over mirror Riess t-bate ausp. dg- Recess p t -bar 1 s - 120 'RRRRRRRR - -_ - - Ltthonra Prescolite L936 2000 -NI 120 120/208 'Cgreg 208 208 208 PANEL P Ice 1C Jmeplate , Gaud Bar I PHASE LOADNG I Presca#e I G82526- 462 -120V LNlata I LF6F- 26055- 14FF/6ML4 - i Cokdota ( 5•547T827440E Lithe. I 2G5432Al2 ii 2500 IEEE C131151 C155183ec Pole K%2-1151 5S4B5W11320D13 Pole CT34004 C155020 -55C Pole r... 2- 4001232085PO4DDB MA205GDMI9D11/8 Pole CT3d0EM -P Ci55020 -5eC Pole 1- 4e.dit 01 04DD8 ADS Pole um I Q0 R II0 a0 I 205 1 205 I 205 I 208 I 120 I RRRRRRRR A/ Al N AD A, N AI Al AI A 0 S). 0 m a m NEW RETAIL A SERVICE STATION 16200 WEST VALLEY HIGHWAY . TUKWILA, WASHINGTON CONVENIENCE STORE ELECTRICAL SCHEDULES 8 1 ** CO 0 Ill 2 Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451-1232 fax: 206 451-1841 rogeroanwlink.com S WIRES 9/22/98 E0egihrd@s0 D@*ggin Anaarass MI4M115thTfay Kirkland, TfA 08034 (206) 823-1144 FAX 823-1141 Ron Tipple Job No. 9085 38 39 35 31 24 26 22 23 20 21 31 33 2 1 23, ".=1.1-' 1 Space Space Diesel Pump 1 -52 kp — El Roof ( Prep Rn. Outlets Storage/Freezer Adding Machine Cash Register Cash Controller Wales Filter 'sat Console Post 1115 Pumps Popcorn Drink Dispenser - 3 total Post 115 Dispenser , Hot Ctocolate Mactna Tea Disperse Display Casa Coffee Maker Ice Vlachkre 1 Ice Machine Rooftop Compressor I Storage- Freezer Oak -tin Cooler Caderomq Colts Ukk -in Cooler Rooftop .Compressor . I Walk-in Cooler Lights Usk-. Cooler Door Lights and Heaters - 2 c8alls :., 2- door Cooler - --_- - -. 3- door Cooler DE5C51PTICN ' 2 -door Freezer Novelty Case -- DESCRIPTION Canopy Metal Halides 333333.3.3 n 66 Mon 0360 I II 0.920 0320 I 0.120 I 1512 ill " 3 `3 292 HMI S 1265 1265 1 1200 I kw kw. kw ks' 6'4 is3zgg 1 KVA i 1844 1844 krs ku ops 1650 ha each each 1350, I 2 1 20 �I /21 1260 120 'RRRRRRRR 2.040 L936 2000 -NI 120 120/208 'Cgreg 208 208 208 PANEL P Ice 1C Jmeplate , Gaud Bar I PHASE LOADNG I [ Z 1726) 1 2.420 I VOLTAGE 20 80 IPMENT 5C1 4ARSClER15TIC5 2500 IEEE 2000 I 4.415 0500 0200 11 6243 Lw 2340 -- 1.100 2436 15E LOAC ( 1. AI Al AI A/ AJ A3 A/ Al A, lo .1 .., A/ Al N AD A, N AI Al AI A g 92 44AdrWa4Ciadddi3Arli:10413V4 I 20 20 L Provide HACR rated circuit . bre.akss for all motor bads. ' . d:i9685/panel -p. 20 20 1 fl 0828 0828 0280 0500 0540 I 1.000 1000 L200 L100 ° ill 1.50> I tSdd SESS6S6SESS 03601 0360 1 0360 I 0280 I 0500 I 0215 KvA I 1416 I 1.421 0.424 08219 0200 oomn MM I0 Trap I I C Spre.e.'Soa 'iC SP °eedcv '� Se *CAA mn SSSESSESSESFI EE nonnnnnnnn i CIR L I6 Lre I6 I 20 In n Gondola Cutlets. Toilet Hard.. D er Toilet Hand • 24 Post Mix Fume 124 Post Mix Fume. I Counter Cutlet 4 box 123 Post ills Dispense 66 t 123 Drink Dispense 23 Drkk Dispenser 23 Drlrk Disposer 20 Coffee Maker MiM41 12 -door Freezer 2 Novelty Casa t..,ct AP SP AlP AP AP AP AP 44 44 A2P AP 444444 AP , AP AP AP TAP AP 1491A 5-SR NEMA -SR - I NEMA 5 -SR- 11 81A 5 -SR N1 14 5 -SR' NEMA 5 -SR I NEMA 5-SR MIA 5-SR I4B14 5 NEMA 14-50R NEMA 5 -20R N91A 5 -SR NB1A 6 -205 NHM 5 -20R S !map Fuse S Aap Fuse NEMA 5-SR I F0f1A5 -305 l 20AP I AT UNIT I ( 11054 5-308 -_ 14B1A 5-308 I , %-ums 0 S). 0 m a m NEW RETAIL A SERVICE STATION 16200 WEST VALLEY HIGHWAY . TUKWILA, WASHINGTON CONVENIENCE STORE ELECTRICAL SCHEDULES 8 1 ** CO 0 Ill 2 Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451-1232 fax: 206 451-1841 rogeroanwlink.com S WIRES 9/22/98 E0egihrd@s0 D@*ggin Anaarass MI4M115thTfay Kirkland, TfA 08034 (206) 823-1144 FAX 823-1141 Ron Tipple Job No. 9085 C Continuous Loads 1000 ' kva x 125% • 1250 kva R Receptacles 3600 kva x 100. • 3500 kva K Klld s Equipment 23.431 kva x 65% • .6234 kva LM Largest Moto 11112 kva x 125% = 13.965 .kva M Remaining Motors 12132 lava x 100% • 3832. kva O 011-rs: Misc. 8.112 kva x 100% _ : 811. kva H:1",1 23 35 11.'15 31 33 2 1 23, ".=1.1-' 1 Space Space Diesel Pump 1 -52 kp Premium Pimp 1 -12 Fp Roof ( Prep Rn. Outlets Storage/Freezer Of1lce Cutlets 35 Water Filter 6 912. Cooler Door Lts. Office Outlets 1v�Ff rood aloof TM 9 1.1 rood =lo°J TM 9 II Ice Machine Roof Compressor 10 Ice Machine 1 W2. Cooler Colts 8 W. I. Cooler Comprestor 46 Rooftop AC -I Soffit Fluorescent LI. • bare 2NAMOMA00 Canopy Metal Halides Canopy Neon Ysfmr. 55 p559 l 1 I.1 50Put2 sapllel Ir7 fido DESCRIPTION Canopy Metal Halides 333333.3.3 n . Mon 0360 I II 0.920 0320 I 0.120 I 1512 ill " 3 `3 292 HMI S 1265 1265 1 1200 I 4.655 4455 1 0.922 . , , '6' 20 20 is3zgg 1 KVA i 1844 1844 20/ 2 20 ' 2 0500 1650 20 1350, I 2 1 20 �I /21 1260 20 20 1.400 2.040 L936 2000 -NI 0280 6.455 PANEL P Ice 1C Jmeplate , Gaud Bar I PHASE LOADNG I [ Z 1726) 1 2.420 1548 2.644 I 2500 IEEE 2000 I 4.415 0500 0200 11 6243 111 2.420. 2340 1.100 2436 15E LOAC ( IEEE 1 , 0180' I 0.180 Tank Monitor ' Overfill Alarm I Site Controller ED/erg. Rep Control 20 20 20 20 20 I 2 20 1 20 20 20 I 20 I 20 201 20 I 20 20 L Provide HACR rated circuit . bre.akss for all motor bads. ' . d:i9685/panel -p. 20 20 1 fl 0828 0828 0280 0500 0540 I 1.000 1000 L200 L100 ° ill 1.50> I tSdd ggt 03601 0360 1 0360 I 0280 I 0500 I 0215 KvA I 1416 I 1.421 0.424 08219 0200 oomn MM I0 Trap I I C Spre.e.'Soa 'iC SP °eedcv '� Se *CAA mn nonnnnnnnn i CIR L I6 Lre I6 I 20 In n Gondola Cutlets. Toilet Hard.. D er Toilet Hand • 24 Post Mix Fume 124 Post Mix Fume. I Counter Cutlet 4 box 123 Post ills Dispense Counter Outlets 126 Popcorn 122 Tea Dis.: -er 1 Display Case I20 Hot Chocolate 123 Drink Dispense 23 Drkk Dispenser 23 Drlrk Disposer 20 Coffee Maker 12 -door Freezer 2 Novelty Casa t..,ct 30 32 261 28 20 22 24 47Huocs 0 S). 0 m a m NEW RETAIL A SERVICE STATION 16200 WEST VALLEY HIGHWAY . TUKWILA, WASHINGTON CONVENIENCE STORE ELECTRICAL SCHEDULES 8 1 ** CO 0 Ill 2 Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451-1232 fax: 206 451-1841 rogeroanwlink.com S WIRES 9/22/98 E0egihrd@s0 D@*ggin Anaarass MI4M115thTfay Kirkland, TfA 08034 (206) 823-1144 FAX 823-1141 Ron Tipple Job No. 9085 5emaining kva x 50% • kva LM Largest Motor 0.150 kva as 125% = 0188 kva M Remaining Motors 0125 kva x 100% • •-0225 kva O Other: Miss 2340 kva a 1210% = 2340 kva 21 23 0.0m=wHu 35 31 31 33 21 29 23 25 1 Space Space Diesel Pump 1 -52 kp Premium Pimp 1 -12 Fp ( Unleaded Pump 1 -V2' Fp CIR Rooftop Gas/Electric AM Wit 9 - 300 am - - - -- Rooftop Exhaust Fan 9 - Toilet It R R pace Space '.Ground 5igr age pace !are IPole LIgh..a (East) 'Pole Lights (West) I Soffit Fluorescent LI. • bare U Canopy Metal Halides Canopy Neon Ysfmr. 55 p559 l 1 I.1 50Put2 sapllel Ir7 fido DESCRIPTION Canopy Metal Halides n . Mon onn•nnoo- i2O 120 " 3 `3 292 S 0500 I 1 1200 I 0522 0°22 I 0522 I 0.922 1650 iM 3500 1 1 KVA i 1844 1844 PANEL L Mounting: Surface Ratings: n KAIC hunk: Phenolic Nameplate , Isolated t Grand Bar 0500 1650 20 1350, I 2 1 20 �I /21 20 20,1 20 20 10 20 20 20 20 1650 - -NI 0280 1200 20 I 20 0.92 20 20 1860 2.644 I 1 0500 0500 - 500 8066 I I 0)80 0500 0200 11 I 0500 - <1 . 0200 I 1151 I I I 5124 I 1.100 3265 15E LOAC ( Dispenser Power I [Hs. - see Power blS('Enss- L:1�k s SPars 1 , 0180' I 0.180 Tank Monitor ' Overfill Alarm I Site Controller ED/erg. Rep Control 0280 1.860 2268 I 201 20 I 20 20 1 20 1 20 20 20 1 20 20 re 20 20 20 , 20 , 20 I 20 1 Oa CB_ 20 20 20 20 20 L Povide switch rated strait breakers fa all lighting bads. 2. Provide lock -on device for clrait breaker handle on poles 14)6,1820. c1 /9685/paral -I ° ill 1.50> I tSdd 1440 1.500 03601 0360 1 0360 I 0280 I 0500 I 0215 KvA I 1416 I 1.421 0.424 08219 0200 EMEI III .,. 'Spare Spare R' Show Window 1tet R Show Window Cutlet R Show Window Outlet R Show Wtrdow Outlet MM I0 Trap I I C Spre.e.'Soa 'iC SP °eedcv '� Se *CAA UOMMAX00.00: I • I DE5CRIPTCN ICI Fluorescent Lights C I Fluorescent Lights - 'Toilets Lis. 4 Fans IC Wok -in LI•hts 0 Exterior LI. - Controls :. Q Tel R 645 Co sale 1 R IGns C scso /c R 'Office ks outlet I O'Fire Alarm Panel - Water Heats s Pump I Mk■ri 24 ' 28 I 30 I 32 134 36 38 40 42 i CIR L I6 Lre I6 I 20 In 0 S). 0 m a m NEW RETAIL A SERVICE STATION 16200 WEST VALLEY HIGHWAY . TUKWILA, WASHINGTON CONVENIENCE STORE ELECTRICAL SCHEDULES 8 1 ** CO 0 Ill 2 Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451-1232 fax: 206 451-1841 rogeroanwlink.com S WIRES 9/22/98 E0egihrd@s0 D@*ggin Anaarass MI4M115thTfay Kirkland, TfA 08034 (206) 823-1144 FAX 823-1141 Ron Tipple Job No. 9085 LM Largest Motor 2.300 kva x 125% • 2815 kva 11 Remaining Motors 4.600 kva x 100. • 4400 kva O Other: Miss : 4.400 kva x 100% _ 4.400 kva 21 23 0.0m=wHu 1 ah 1 Space Space Diesel Pump 1 -52 kp Premium Pimp 1 -12 Fp ( Unleaded Pump 1 -V2' Fp Gelling Exhaust Fan 1 - Utility Room Gas Eater Heater Ignition Circuit Rooftop Gas/Electric AM Wit 9 - 300 am - - - -- Rooftop Exhaust Fan 9 - Toilet MECI DESCRIPTION amaa 0.1 fie I 432 era 1130 kp 1 110 120 1 RR 120 110 tItgn -- . I i2O 120 " 3 `3 292 S 0500 I 0500 1 S 3/4 trz I 1350 I 1650 PANEL G ICs IC dameplate Ground Bar I- PHASE LOADINU :,..... 3500 1 1 PROP IIO I 1 AT PAM- 0500 1650 41 I Tom I T� 1350, I 0509 1i 0650 1650 - -NI 20 I 20 20 20 20 I 20 I 20 20 20 20 20 L Provide circuits 1022)4)618 420 . with switdsd neutral circuit breakers: d/9685 anel 1 0500 0500 - 500 0500 0500 0500 0200 11 I 0500 - <1 . 0200 Q 0000 Dispenser Power I [Hs. - see Power blS('Enss- L:1�k s SPars I Dispenser Power DIspenser Power I Disperser Poser Dispenser Power Tank Monitor ' Overfill Alarm I Site Controller ED/erg. Rep Control S 20 22 24 0 S). 0 m a m NEW RETAIL A SERVICE STATION 16200 WEST VALLEY HIGHWAY . TUKWILA, WASHINGTON CONVENIENCE STORE ELECTRICAL SCHEDULES 8 1 ** CO 0 Ill 2 Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451-1232 fax: 206 451-1841 rogeroanwlink.com S WIRES 9/22/98 E0egihrd@s0 D@*ggin Anaarass MI4M115thTfay Kirkland, TfA 08034 (206) 823-1144 FAX 823-1141 Ron Tipple Job No. 9085 7E ril ' .-` 'tercotnter Grease Trap Circulation. Flop 9 Gelling Exhaust Fan 1 - Utility Room Gas Eater Heater Ignition Circuit Rooftop Gas/Electric AM Wit 9 - 300 am - - - -- Rooftop Exhaust Fan 9 - Toilet MECI DESCRIPTION 15 matt' 0.1 fie I 432 era 1130 kp 1 110 120 1 RR 120 110 208 120 -- . 292 I 2R I 292 - 292 " 3 `3 292 S S S S S 3/4 trz I 1 11 11 1 PROP IIO I 1 AT PAM- I Toggle 41 I Tom I T� 50A3P HAC& Breaker T. .,; le Snitch 1i )8 - -NI % 0 S). 0 m a m NEW RETAIL A SERVICE STATION 16200 WEST VALLEY HIGHWAY . TUKWILA, WASHINGTON CONVENIENCE STORE ELECTRICAL SCHEDULES 8 1 ** CO 0 Ill 2 Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451-1232 fax: 206 451-1841 rogeroanwlink.com S WIRES 9/22/98 E0egihrd@s0 D@*ggin Anaarass MI4M115thTfay Kirkland, TfA 08034 (206) 823-1144 FAX 823-1141 Ron Tipple Job No. 9085 ' 0 S). 0 m a m NEW RETAIL A SERVICE STATION 16200 WEST VALLEY HIGHWAY . TUKWILA, WASHINGTON CONVENIENCE STORE ELECTRICAL SCHEDULES 8 1 ** CO 0 Ill 2 Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451-1232 fax: 206 451-1841 rogeroanwlink.com S WIRES 9/22/98 E0egihrd@s0 D@*ggin Anaarass MI4M115thTfay Kirkland, TfA 08034 (206) 823-1144 FAX 823-1141 Ron Tipple Job No. 9085 0 '1 oa oa • rrrrrr 6�AAAAN n •0 A, uSui� ir-i E I 3 ! .� • O NEW BP SERVICE STATION RETAIL DEVELOPMENT 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON CONVENIENCE STORE LIGHTING AND POWER PLANS 1 ® v A tp E F Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451 -1232 fc>: 206 451 -1841 rogeroanwlink.com g E DeMoll6CI �O�B�JW Electrical Consulting 8114 NE 115th Ray Kirkland, 1,1 08034 (200) 823 -1144 F.823-1141 Ron Tipple Jab No. 9885 NrIci isrnoci `1 ME , lii u II — 11 I ■ i °In■■■i■ n0.nn n■� ■■II � ( ° IP �- 1� . 01 , Wil " ►. x _ {. . ILA st MAI K -IN 47171 FR � b WI LI A Li , ! IIu ii:L ■1 111 1 ■ ■ ■; L -6 vIA ExtEWOR L X T E O R L-2,4,6,8 -QOr „ i 6Ei TOILET 1 0 '1 oa oa • rrrrrr 6�AAAAN n •0 A, uSui� ir-i E I 3 ! .� • O NEW BP SERVICE STATION RETAIL DEVELOPMENT 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON CONVENIENCE STORE LIGHTING AND POWER PLANS 1 ® v A tp E F Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451 -1232 fc>: 206 451 -1841 rogeroanwlink.com g E DeMoll6CI �O�B�JW Electrical Consulting 8114 NE 115th Ray Kirkland, 1,1 08034 (200) 823 -1144 F.823-1141 Ron Tipple Jab No. 9885 NrIci isrnoci SPECIFICATION 1. DESIGN, PROVIDE MATERIALS AND INSTALL A 24 VOLT, CLOSED CIRCUIT, NON - CODED, ZONE ANNUNCIATED, MULTI -ZONE, ELEC- TRICALLY SUPERVISED, CONTINUOUS RING, FIRE ALARM SYSTEM. THE SYSTEM SHALL INCLUDE BUT NOT BE LMITED TO: ALL CONTROL PANELS, POWER SUPPLIES, INITIATING DEVICES, AUDIBLE AND VISUAL ALAI '1 DEVICES AND ALL ACCESSORIES REQUIRED TO PROVIDE A COMPLETE OPERATING SYSTEM. 2. THE SYSTEM SHALL COMPLY WITH NEC, ALL STATE AND LOCAL CODES, NFP.A. STANDARDS 12,12E AND LIFE SAFETY CODE 3. THE OPERATION OF ANY INITIATING DEVICES SHALL CAUSE- ALL ANNUNCIATING I- URNS/LAMPS TO SOUND/LIGHT IN A CON- TINUOUS MANNER SHUT DOWN ALL AIR HANDLING UNITS RATED OVER 2000 CFM, INDICATE THE ZONE IN ALARM AT THE CON- TROL PANEL AND REMOTE ANNUNCIATOR AND SII E THE FIRE DEPARTMENT. 4. THE SYSTEM SHALL BE RETURNED TO THE NORMAL CONDITION AND THE ZONE INDICATING RED LED'S ON THE CONTROL PANEL AND REMOTE ANNUNCIATOR SHALL REMAIN "ON° UNTIL: THE OPERATED DEVICE IS RESET AND THE CONTROL PANEL 15 MANUALLY RESET SILENCED BY A SWATCH ON THE ZONE CARD IN THE CONTROL PANEL (DOES NOT PREVENT THE SUBSEQUENT ALARM OF ANOTHER ZONE). 5. A GREEN LED SHALL REMAIN "ON" WHEN THE SYSTEM IS RE- CEIVING 120 VAC POWER AND SHALL EXTINGUISH WHEN NORMAL POWER STOPS. b. AN AMBER LED AND SCNALERT SHALL SIGNAL ANY TROUBLE CONDITION: FAILURE OF NORMAL POWER AND OPEN OR SHORT CIRCUITS IN THE INITIATING CIRCUITS. THE SCNALERT SHALL BE SILENCED WITH A SWITCH LEAVING WE AMBER LED LIT UNTIL THE SYSTEM IS RETURNED TO NORMAL WE SONA- LERT SHALL RESOUND WHEN THE SYSTEM IS RETURNED TO NOR1'IAL UNTIL THE SILENCING SWATCH 15 RETURNED TO WE NORMAL POSITION. 1. ALL PRINTED CIRCUIT BOARDS SHALL BE PLUG -1N TYPE, SUPERVISED FOR POSITION AND CAUSING 4 TROUBLE CON- DITION IUNEN REMOVED. a PROVISIONS SHALL BE MADE IN THE CONTROL PANEL TO TRANSMIT TROUBLE AND ALARM SIGNALS OVER TELEPHONE/ DATA CABLES TO A REMOTE RECEIVING PANEL VIA A DIGITAL COMMUNICATOR S. 24 HOURS OF BATTERY STANDBY USING RECHARGEABLE BATTERIES WITH AUTOMATIC HI -LOW RATE CHARGER TO MAIN - TAIN FULLY CHARsED CONDITION. PROVIDE A BATTERY TROUBLE INDICATOR THAT OPERATS'THE GENERAL TROUBLE AMBER LED BUT DOES. NOT CAUSE AN ALARM TO BE SOUNDED. 10. PROVIDE ALL DOCUMENTS, ETC, AS REQUIRED FOR APPROVAL BY THE LOCAL FIRE MARSHALL PROVIDE SPECIFICATION SHEETS FOR EACH COMPONENT OF THE SYSTEM, LIST OF CURRENT DRAIN REQUIREMENTS DURING NORMAL SUPERVISORY CONDITIONS, TROUBLE AND ALARM CONDITIONS, BATTERY STAND -BY CALCULATIONS SHOWING TOTAL STAND -BY POWER NEEDED TO MEET THE REQUIREMENTS SPECIFIED. I1. ALL EQUIPMENT SHALL BE LISTED AND LABELED BY U.L. 12, THE COMPLETE SYSTEM SHALL COMPLY WITH ALL APPLICABLE FIRE AND ELECTRICAL CODES AND SHALL, COMPLY WITH THE REQUIREMENTS OF THE LOCAL AUTHORITY HAYING JURISDICTION OVER THE SYSTEM. ALL COMPONENTS OF THE SYSTEM SHALL BE LISTED TO OPERATE WITH THE CONTROL PANEL 13. GUARANTEE THE SYSTEM FOR ONE YEAR FROM THE DATE OF FINAL ACCEPTANCE. TEST THE SYSTEM WITH', CONTRACTORS FOREMAN, OWNER'S REPRESENTATIVE AND FIRE DEPARTMENT REPRESENTATIVE PRESENT. OPERATE EVERY DEVICE TO ENSURE PROPER OPERATION AND SIGNAL INDICATION AT THE' CONTROL PANEL, REMOTE ANNUNCIATORS AND THE NOTIFICATION POINT. ONE -HALF OF THESE TESTS SHALL BE CONDUCTED ON STANDBY POWER. ZONE 4 TO FRCP EOLR FOR ZONE 4 SEAL PENETRANT OF WALK -IN UAL EOLR FOR ZONE 3 ! I !!! L r_�∎ 1001 I I M INE WALK -IN COOLER ■".'r ■., FIRE WIRE ` OFFICE / - 11 11 1111151 I/ III/ TIM ilil lilli innizivrA. ■ PREPARATION I t— ■ I • UTI Ti I I-TOILET IRE 41-41;21 SCALE: 1/4" = 1' -0" EOLR FOR ZONE 2 COORDINATE MOUNTING OF DEVICE WITHm 6 F1 OF DOOR WITH G.0 NORTH MRE ALARM PANEL ZONE 1 TO FACP EOLR FOR ANNUNCIATION ZONE SYMSOL ILISfi IFFCPl IRAI 0 O 0 0 0 0 NE FS TS fE01 cti MA 0 FIRE ALARM CONTROL PANEL (FACP) REMOTE LED ZcF E NDICATIN's AFfA1CIATOR MANIAL STATION, DUAL ACTION, '46' AFF. 6 DETECTOR CEILING MOAT SMOKE DETECTOR ABOVE T -BAR CEILING =NT FEAT DETECTOR, 135 F. FIXED TEMPERATURE, CEILING MONT FEAT DETECTOR 200 F. FIXED TEIIFERANRE, CEILNa MONT FEAT DETECTOR RATE -CF -RISE AND 135 F. FUOD TEMERATURE FEAT DETECTOR RATE -OF -RISE AV 200E FIXED TEMP. FLOW SWITCFI ON SPRINKLER VALVE TAMER °EIRTCI4 ON SPRINKLER VALVE STEM ELECTRONIC FIOR1 QTLY, WALL MONT, '80' AFF MINI -IORL WALL MOUNT, ,80' AFF. COMBINATION 14OR1 AND STROBE, WALL MOST I; '80° AFF. STROBE CNLT, WALL MONT, '80' AFF COMBINATION STROBE AND SPEAKER WALL MOM, +00• ARE VOICE EVAOJATION SPEAKER ,80 AFF. E' DV. WP VIBRATING BELL ON EXTERIOR SURFACE SMOKE DETECTOR ON AIR DUCT 01114 SAMPLING TUBES DOOR HOLDER 120 VOLT END- OF -LRE RESISTOR (EOM ,BNCTION BOX 120V DPST CONTACTOR WITH 24V COIL FIRE ALARM CONTROL PANEL (FACP) SEALED LEAD CALCIUM BATTERIES SUCCESSFUL CONTRACTOR SHALL FURNISH BATTERY CALCULATIONS TO FIRE MARSHALL FOR REVIEW AUX ANN IFII' H2.— • 3' .- 4' .- 12;'16 • 2'14 2'16 2 "16 2 92 0 41.- ARM ONE -1_INE TO OTHER CEILING DETECTORS - ZONE 2 TO OTHER ABOVE CEILING DETECTORS - ZONE FIRE WIRE WALK -IN COOLER - ZONE 4 DEDICATED 20 AMP, 120 VOLT CIRCUIT (L -20) WITH LOCK -ON DEVICE FOR BREAKER HANDLE 120 VAC 2 12 DUCT FIRE DAMPER ASSEMBLY 2'11 INSTALLED BY MC_ WIRED BY EC_ 3/4"C. TO TELEPHONE TERMINAL REMOTE LED TYPE ANNUNCIATOR PANEL NEAR FRONT DOOR - 2'12 ANNUNCIATOR CIRCUIT FROM CAR WASH BUILDING FIRE ALARM PANEL TO OTHER HORNS, STROBES "I BELL TO CAR WASH BUILDING ANNUNCIATOR PANEL TO OTHER MANUAL STATIONS - ZONE I RECEIVED CITY OFTUKWILA JUN2S1997 PERMIT CENTER a L5 g © ® O 0 W GI 4 co a) 9.? O ▪ N N t °. 0 O d NO 0 c Ti1 ._0 T N 3 C) c Q I w e N 'Od Z ° ' - o cY> LA 3 I() 3 173 D m Q i „, O8 (ON ," L N N O i` LO W x OQ if) cc PROJECT: 9621 ZEF FILE: 9685CSFA DRAWN'. BY: RPT CHECKED BY: MJW DATES: DESIGN REVIEW 4/22/97 PERMIT REVIEW 4/22/97 BID SETjlA' U 9 ;991 CONSTRUCTION SET: 1990 �( ROGER OLLENBURG ) sheet: of \ CS-FP 4 9 Figure 1- Boring Location Map Proposed Southcenter BP 16200 West Valley Highway Tukwila, Washington Project No. 6G9702009 Feb. 19, 1997 Original Drawing by Roger 011enburg and Associates dated 02/07/97 0 40 TUKWLA CRY IRA acc 80 EXPLANATION B -i Boring Number and Approximate Location •1 cavyc,e4_,a, _•W Zi)" s GILES ClIGINCERING ASSOCIATES. G EOTEOis1CAL GEOEf1WRONMEhTAL AND CONSTRUCTION MATERIALS CONSULTANTS s 0 A