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HomeMy WebLinkAboutPermit MI98-0057 - CSM HOTEL - UTILITIES'f+JSGT. ''14itiAro, � r CSM HOTEL 16033 West Valley Hy MI98 -0057 :l7JtlL75'rybVY^�u'?SYPA71�' City of Tukwila (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 MISCELLANEOUS PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: Address: Suite No: Location: Category: Type: Zoning: Const Type: Gas /Elec.: Units: Setbacks: Water: Wetlands: 000580 -0005 16038 WEST VALLEY HY UTIL MISCPERM TUC Permit No: Status: Issued: Expires: Occupancy: UBC: 000 Fire Protection: North: .0 South: .0 East: .0 West: UNKNOWN Sewer: Slopes: Streams: Contractor License No: OCCUPANT OWNER ENGINEER CONTACT CONTRACTOR KIEWICC179C5 CSM HOTEL 16038 WEST VALLEY HY, TUKWILA WA 98188 NELSEN HELEN B 15643 W VALLEY HYWAY, TUKWILA WA PACIFIC ENGINEERING DESIGN INC Phone: 130 ANDOVER PK E STE 300, SEATTLE, WA 98188 RICHARD TOMKINS Phone: 130 ANDOVER PK E STE 300, SEATTLE, WA 98188 KIEWIT CONSTRUCTION CO Phone: 1000 KIEWIT PLAZA, OMAHA NE 68131 * * * * * * ** * * * * * * * *** ***** *** * *** * **** ******************* ******• ** * ******* * * **** ***** *** Permit Description: GRADING AND ALL ASSOCITED UTILITIES FOR CONSTRUC- TION OF NEW HOTEL (DEVELOPMENT PERMIT #D98 -0182) INCLUDING W VALLEY HY WIDENING, CHANNELIZATION/ STRIPING, FRONTAL IMPROVEMENTS AND STREET LIGHTING. STORM DRAINAGE DETENTION VAULT REQUIRES A SEPARATE PERMIT (MI98- 0162). ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ .00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: JJS 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: 500 Fill: 2500 Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: Y No: Sewer Main Extension: N Private: N Public: N Storm Drainage: Y Street Use: N Water Main Extension: N Private: N Public: N ***************************************************** * * * * * ** * * * * * * * * * * * * * * * * * * * * * *** TOTAL DEVELOPMENT PERMIT FEES: $ 30,013.41 ************* k*************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MI98 -0057 ISSUED 09/24/1998 03 /23/1999 N/A .0 (206)431 -7970 (206)431 -7970 425-255-8333 Permit Center Authorized Signature: Date:ILIqg I hereby certify that I have read and exa r'ed 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 performance of work. I am authorized to sign for and obtain this development permit. Signature: -- Date: 44-4 -1 Print Name: atitYJ This permit shall become null and void 180 days from the date of issuance, or for a period of 180 days from the last if the work is not commenced within if the work is suspended or abandoned inspection. CITY OF TUKWILA Address: 16038 WEST VALLEY HY Suite: Tenant: Type: MISCPERM Parcel #: 000530-0005 ************A-4*****-k*******A******kA****Ak* Permit Conditions: 1, The site shall have permanent erosion control measures in place as soon as possible after. final gr has been completed and prior to the Final A nsPeCtion. L. Work affecting traffiCflOWs'shali be-Closely coordinated with the City Lit1110es Inspector. Traffic-Control Plans hall be submitted to .the_InsPector for prior app.roval. 3: Hauling over'50.'cy,shal:rreqUire,appljcation for a Hauling Permit prior-to anyassoCiated activity. 4 The exempt: meter work shall'inclUde a State Department of Health approved double check valve assembly. The deduct Meter shall read floW quantities in cublc feet.1, 6. ANY POLK UTILITIES, NEW SIDEWALK AND STREET LIGHTING SHALL,PE TURNED OVER TO THE 'CITY ALONG WITH APPROPRIATE' RECORDED EASEMENT DOCUMENTATION PRIOR TO THE FINAL INSPECTION.. 7. APPLICANT IS PROCEEDING AT HIS OWN. RISK SINCE WSDOT APOOVAL OF WEST,VALLEY'HWY WIDENING&. CHANELIZATION IS Permit W.: M198-007 Status: ISSUED Applied: 03111993 Issued 09/24/1998 ****A..**k**k*kkk.A***,,*,,,*4**k****,., STILL PENDING. ;?,i't:445:40.1121.q4.,..,,,,thttormtt4r.tutotPMenitt.. 'ImmAMER • 4;41.1.44}...j. ,ATER METER SUPPLEMENT DEVELOPMENT PERMIT Permit No: MI98-0057 Status: ISSUED Site Address: 16038 WEST VALLE'e HY Location: 1 Water Meter Type: Water Meter Size: Ouantity: Work Order No: Connection Fees: Install Deposit: Add'l Install Deposit: Plan Review Fee: Inspection Fee: Water Turn On Fee: Special ;Assessment: Other Fee: TOTAL WATER :METER FEE.F4'; WATER METER A Applied Date: n/3l:19s issued Date; 09/24/198 ...WATER METER B WATER METEP PERM ' pED.: • .. , • 4.00 2.,00 '..1 • .' . ,•1 .5109c 1,600.00 $2,050.00 $.00 $10.00 $15.00 $25.00 $ .00 .00 $3,700.00 PUBLIC WORKS 'ENGINEER APPROVAL:. ',1,3S .`„ $.00 t.00 .$:00 $,.00 $.00 $.00 $.00, .001 . 0 0 $.00 $.00 $.00 $.00 $.00 $.00 $.00 $.00 *v,mfts.qmr-nmisY.Arr,."4,1wammz.itmlf:43t=m,TA,Ar+4,011,, CITY Or- TUKWILA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 OR STAFF USE ONLY Project Number: Permit Number: r ?8 Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. Project Name/Tenant: 11A- 1k. —S n-r IA( f*yt td RI 1 aC6CA- Value of Construction: Site Address: J /3� weS� vt� -11t= t�= ` City State /Zip: To)c,w', i r� wry Tax P4rcel u b r�('� � ��� � .� Property Owner, y - �-- C`Srl LOO \y, ,n) L.L.L. yi Z - % - Street Address: City_ State /Zip: &` U e.' �)-),r‹,' W Sv , "c� T ► -t rn ". Fax ft: • - (DO ' - • Contact Person: ?;'J .3 C.1 r= -/0&) Phone: ■ \ 11 Street Address: — Sn-rnc--:: ST "po.)I City State /Zip: mN. City State /Zip: l) `t Fax ft: k \ ' 1 Phone: .2c - 270 - g)10L1 Fax #: 20� - o) - o Z�3q Contractor: tC)(' 1 Street Address: ZZb z nc1 t�vl✓ W Se r� t I� t,�� r� c Architect: 1\)) Phone: Street Address: City State /Zip: Fax #: EngineeNN Phone: Street Address: 130 An 00 ► 11L & /-3o City State /Zip: C,wi (ti Fax #: 2cD(- LI' ) -7/ MISCELLANEOUS PERMIT REVIEW AND APPROVAL REQUESTED: (TO BE FILLED OUT BY APPLICANT) Description of work to be done:A) 1^ Ca (RA't n 1��1i, �ncr e�G r-- r >>S,c� rm Coin 10 1 / Will there be storage of flammable /combustible hazardous material in the building? ❑ yes no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets ❑ Above Ground Tanks ❑ Antennas /Satellite Dishes ❑ Bulkhead /Docks ❑ Commercial Reroof ❑ Demolition ❑ Fence ❑ Mechanical ❑ Manufactured Housing - Replacement only ❑ Parking Lots ❑ Retaining Walls ❑ Temporary Pedestrian Protection /Exit Systems ❑ Temporary Facilities ❑ Tree Cutting APPLICANT REQUEST, FOR MISCELLANEOUS PUBLIC WORKS PERMITS ❑ Channelization /Striping ❑ Flood Control Zone ❑ Landscape Irrigation Er Storm Drainag Water Meter / Water Meter /Permanent ❑ Water Meter Temp # ig Miscellaneous duck Curb cut/Access /Sidewalk gi Fire Loop /Hydrant (main to vault) #: Size(s): ® AllLand Altering: 0 Cutltl( cubic yards 0 Fill cubic yards 0 sq. ft.grading /clearing Sanitary Side Sewer #: ( ❑ Sewer Main Extension 0 Private 0 Public ❑ Street Use in Water Main Extension 0 Private 0 Public Size(s): c' 0 Deduct 0 Water Only # 1 Size(s): II Size(s): Est. quantity: gal Schedule: I1 pir/❑ Moving Oversized Load /Hauling tl(e1∎2a-Vtot1 MONTHLY SERVICE BILLINGS .TO: .' Name: Phone: Address: City /State /Zip: 0 Water 0 Sewer 0 Metro 0 Standby WATER METER DEPOSIT /REFUND BILLING: Name: Phone: Address: City /State /Zip: 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: 3.3 I- S8 Date application expires: Application taken by: (initials) MISCPMT.DOC 7/11/96 ALL MISCELLANEOUS°PER < APPLICATIONS MUST BE SUBMI s WITH THE FOLLOWING: > ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN %?: ZBUILpIlA SITE TLA ,IS AND UTILITY PLANS ARE TO BE COMBINED > ARCHITECTURAL DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED ARCHITECT > STRUCTURAL CALCULATIONS AND DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED STRUCTURAL ENGINEER • CIVIUSITE PLAN DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED CIVIL ENGINEER (P.E.) Copy of Washington State Department of Labor and Industries Valid Contractor's License. If not available at the time of application, a copy of this license will be required before the permit is issued, unless the homeowner will be the builder OF? submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building.Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer ; or contractor licensed by the State of Washington, a 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 I 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. t\ C\ BUILDING O FCR O UT R /ZED AGENT: ® SUBMIT APPLICATION AND REQUIRED CHECKLISTS FOR Above Ground Tanks/Water Tanks - Supported directly upon grade exceeding 5,000 gallons and a ratio of height to diameter or width which exceeds 2:1 'PERMIT REVIEW Submit checklist No: M -9 ri Antennas /Satellite Dishes Submit checklist No: M -1 El Awnings /Canopies - No signage Commercial Tenant Improvement Permit El Bulkhead /Dock Submit checklist No: M -10 El Commercial Reroof Submit checklist No: M -6 in Demolition Submit checklist . No: M -3, M -3a El Fences - Over 6 feet in Height Submit checklist No: M -9 El Land Altering /Grading /Preloads Submit checklist No: M -2 fJ Loading Docks Commercial Tenant Improvement Permit. Submit checklist No: H -17 El Mechanical (Residential & Commercial) Submit checklist No. M -8, Residential only - H -6, H -16 El Miscellaneous Public Works Permits Submit checklist No: H -9 El Manufactured Housing (RED INSIGNIA ONLY) Submit checklist No: M -5 Moving Oversized Load /Hauling Submit checklist . No: M -5 El Parking Lots Submit checklist No: M -4 El Residential Reroof - Exempt with following exception: If roof structure to be repaired or replaced Residential Building Permit Submit checklist No: M -6 El Retaining Walls - Over 4 feet in height Submit checklist No: M -1 El Temporary Facilities Submit checklist No: M -7 0 Temporary Pedestrian Protection/Exit Systems Submit checklist No: M -4 El Tree Cutting Submit checklist No: M -2 Copy of Washington State Department of Labor and Industries Valid Contractor's License. If not available at the time of application, a copy of this license will be required before the permit is issued, unless the homeowner will be the builder OF? submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building.Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer ; or contractor licensed by the State of Washington, a 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 I 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. t\ C\ BUILDING O FCR O UT R /ZED AGENT: Signature: ` Date: 9,.) 19,6 Print name: ww}}C 1` C_ I mtsv\ /Picc Ez.n5l t1e6ophone: Z� (l) .7,f)o Fax # :E06 (13) -mg Address: f3� `Snd.ouer �►' 1C- �; fiz 36c, City /State /Zi • • J wf 981 MISCPMT.DOC 7/11/96 ,..r: w: wY ` i++***+++**4a�+*++.A+++�*o++*+**++A**+*A**A+++k+Ak°�^+++A+^**+A^* CITY OF TUKN%LA WA ` '� TRAN9i4IT *�+*++af+*+*+A**«*A++A*+�A+**+++*6+**A+4-A+k+*+*++**kA*A+�+^+«kA+ TRANSMIT Number: R9700823 Amount: 30,0;)8.41 09/03/98 09:14 Payment Method; CHECK Notation: CSM INVESTORS-CU'' Init: ULH permit No: MI98-0057 Type: MISCPEXM MISCELLANEOUS PERMIT Parcel No: 000580-0005 `' Site Address: 16038 NEST VALLEY HY Total Fees: 30,838.41 Thjs Payment 30,038.41 Total ALL Pmts: 30,038.41 Balance: .06 *****a*+,**+++*a**+******k.A*^aA4*a**+*«A+*/:*+++**+A4*^^+aa+ Account Code 000/345.830 000/345.830 000/345.830 000/342.400 401/347.400 412/3'42.400 402/342.400 401.1388.102 401/386.520 401/342.400 401/343.405 000/386.908 000/322.100 000/345.830 Deecription PLAN CHECK — RE:S PLAN CHECK - UTILITY PLAN CHECK - WATER METER INSP FEE - UTILITY INSP FEE - FLH/LI/NME INSP FEE - STORM DRAIN INSP FEE - SME/SSS WATER CONNECTION WATER INSTALLATION (DEP) WATER INSPECTION FEE WATER TURN-ON FEE STORM SEWER LC (EMBASSY) LAND ALTERING PERMIT FEE LAND ALTERING PLAN CHECK .-----�-__----_------_----._------..----.�-^---- Amount 10.00 30.00 1O.O0 30.00 15.00 15.00 20.00 1,600.00 2,050.00 15.00 25.00 26,053.41 135.00 30.00 5413.09/08 9717 ` INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit Project: C }�Ui C' Type of Inspection: efrt r ee %t9h fi nj 3g wValleyWu/ Date ate called: .! I!- -19 Special instructions: Date wanted: q 0,m) i -3 -9 i p.m. Requester: �0 5 in /K(, j 4,1 Phone: ,!25--255 —g333 Approved per applicable codes. rrections required prior to approval. COMMENTS: t Li 9 ct POQ I JS • luv 1) oc (-4),.-O ' 0-44, a1J s t 44 + fla , t .0 r 1( / S(i Ci . r '.' tIJI ja'Sk K Q k1k 1144.0)-4 p ( u e ss,., ti, dve, 1 sa4,,J4k ( / I '-V G--' ( W„ A , fui ), 1 Inspector: Date: (1 l/175, 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: t.6`ftioNi'A ffm ti: it • u Z w tY 2 0 N D • w J W • O ga =d mW Z 1- O Z w 0 O N 0 1- W W H HU. w Z U N I-=. O~ z INSPECTION RECORL .' Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 N1►gf3 -gas? PERMIT NO. (20E)431 -3670 Project: 6/7/14 Type of Inspecti n: Address: /(690?93 /Ali WIA7 Date called: 9 i ��r, Special instructions: Date wanted: �a C/ ! 7' a.m. P.m. Requester _ _ it 6. Phone. aApproved per applicable codes. •rrections required prior to approval. COMMENTS: iA Inspector: Date: Ell $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: '•`a;f'=.?4a.0: fat,:, yiEb�..0 INSPECTION REcoit(-), Retain a copy with perms( INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Plr73- 0057 PERMIT NO. (20 4431-3670 Project: c s m - - Mar r 1 soif Type of Inspection: Vela 1 Address: i 603 g W Valley qui Date called: 1'9 19 Special instructions: Date wanted: —'20-95 P.m. Requester: ....r. ....) 0 13)e Phone: 2-°(7/4 11— "NM riApproved per applicable codes. E rrections required prior to approval. COMMENTS: F3P414 9 S1-AC22i [Inspector: Date: SI2'4P1 fl 347.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: • • *NI Date: "I sr. 4:44 ' Aii61,04.: OA: 4'• "f:'– ^r.- >T;••i'-' . fir.""" ^'^[}•i'v�,- �1 -:_�.• _.,,,t. ._.....r-- ,....� - c+.:i.N.....r- �. -. -•.- INSPECTION NO. INSPECTION RECORD 'mica- 0057 Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Project: e s M M a r r i o-1 f Type of Inspection: I' i ra 1 Address:16 0 3 8 w Va I ley I4uJ�Date called: p,' Ci_ ci Q ! Special instructions: • /Date wanted:G �.. g % 9 p.m- Requester: Neu/ Phone: 206/, f 2 :7 ' 9 0l nApproved per applicable codes. n Corrections required prior to royal. • j a COMMENTS: "Crre't F2M59 StAQQQ -]�'J_ gO\A- 1 f Inspector: CCU Date: stmli n 347.00 REINSPECTION. FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: Ell �.Ti6 51, AAr��Y w3N ? ryo� 3n 8 544 :i'.'•Fl< S t k *tr :f • 0 INSPECTION NO. INSPECTION RECORD EliAlqq -o57 Retain a copy with permit 1- CITY.OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 Project: 44 i41 AfLit(n I Type of Inspection: 6. Address: Date Date called: '71 olq f Special instructions: Date wanted: 71 3/fif a.m. P. Requester: _ J h Phone: ElApproved per applicable codes. El Corrections quired prior to approval. COMMENTS: cen cc_g - / scraupt /9-4 Dt,e_eza_e -S? 61iLi Ae4 14d. GuAgil /26445ov 71Ly ,72(47- ciivid`M" Inspector: 6.0 e77-11 Date: ri $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 4:4 44110 " rg*.iila' telia Tava. ,,YenSY?2,, gYfMr.b.:Mt..V-4 ,24142:11. "Th INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 M9' PERMIT NO. (206)431-3670 Projec : 'S M en"-ke Type of Inspettion: ic Address: Date called: Special instructions: Date wanted. 7/0/9.9 .m. P.m. Requester f ..10144 6 //e/-..,,,c,„ Phone: / nApproved per applicable codes. Corrections requi d prior to approval. COMMENTS: 1 Inspector: Date: fee $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • .464 ;:yir'. -01kNokia,./.4t ''• MIVI=41-112:-e.k11MV= INSPECTION NO. INSPECTION RECORD ktk\ (9 Retain a copy with permit i'9 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 Project: Type of Inspection: IIMIMMIrer f Address: Date called: I V Lai f 7 . A A Special instructions: Date wanted: / / a.m. Requeger: rad 4 Phone: mormaimmiiimmiTh r--7 Approved per applicable codes. 0 Corr ons required prior to approval. COMMENTS: II ,EMIll / Arigraffl. -L6M1111111 IIMIMMIrer f 6x4tl f)d- AZIAMEMI . A A / _ a rad 4 Ir.:Falr) mormaimmiiimmiTh Inspector: L) Date: 1(771 ri $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid --at,6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt b: Date: ,,c0Voiiieriak3Ided0ANN104 ,,,,it,4,;:i1:11tkf • O INSPECTION NO. INSPECTION RECORDr1,49r Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 )S7 Projectc t41 : ��np Type of Inspection: n Address: Date called: /7/710/ Special instructions: Date wanted: /i a.m. p.m. Reques,e�/ 11 % Phone: nApproved per applicable codes. n Correcti .ns required prior to approval. COMMENTS: S09 »rte ., I r /0 Inspector: 61\1 .7(q51 Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: . :.it irtig`%i�., ;•41.144,l.4.4t:';' n INSPECTION RECORD (Ifif Retain a copy with permit INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. Proj 5 Willi--(2- 101"- Type of Inspection: C 'S Address: Date called: 7 V Special Instructlo ns: Date wanted: 7 a.m. �� ,P.m. Requester /J / 7�Ti2�%/ JltL r e k, ,I-G-iLt,U Phone: ljaki Approved per applicable codes. n Correctionssequired prior to approval. COMMENTS: 1(sch /fa Ta).),fy f4cic . IA, - 't. . -2 7D a' ---4 (. At, t,J. f .t ri A/ S uc e-e tZ to 4- u -t,J, l 2 r, l Lefr1 , /' 1iv ei c(t, . 2' ( '6, 7) 2 -, 124 . v.4.1 f_tr .1- led �yG' \ Fri ,Sz -4(,,„4)k G /1h W (- ,��,yj /J / 7�Ti2�%/ JltL r e k, ,I-G-iLt,U / l/ Cep j .r,1,411",'‘,"G, - r / ljaki Inspector: Date: n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: iti :eNJL;'rWP A'eSiiu:. .:Misr +lia / : INSPECTION NO. - - • INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (C6 o 5-7 PERMIT NO. (206)431-367 Project: C-5W1 Type of Inspection: C C S. Address: Date called: 72.-y 9 / Special instructions: Date wanted: a.m. p.m. Requestgr: i JO /319, rnev, Phone: Approved per applicable codes. n Corre9tfns required prior to approval. COMMENTS: 72 M 2�c' . ' el.,gf"i- V Ce4t,u2r /0 5 Ck itieJA:: cr il/Ptill 5 a ,/ 1 MOC.40443 teizel oC6e-e-14 f 52) (Air\ Sa) oil 56v44,.€, . 0- 4„tut / le/4 4tA Airejo - I/ V 5t,e,20.7- .- ? 3 - 55Z) 1 /at)/ 6aT6,S--4-62-, A9Atlik5 . Inspector: (4\) Date: 70,77 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: kr,,i■AtwaeAw igSAV " .";:o.:14w0Ato rab INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECORD ( 111.4 7 z, -cas71 Retain a copy with permit 1 ' PERMIT NO. (206)431-3670 Project: Na r t..:i 01+ Typof.Inspection: OfriVe.,14) CC-11/45 Addressve 038 i I w Valley 1.k))4 Date called: 6 -/ ?? Special instructions: . l Date wanted:6_/7 9? Requester: CI f Phone: (2 o6 0— /139 LJ Approved per applicable codes. [7 Correctiops4quired prior to approval. ■ COMMENTS:" / / 6 J /0 1,./Lii/U4et, I.. COLtia,fi-i 1g ' s kow,-6a4- TtAp p tufa, 14( ,2 _/,(4:1ft-e4 Sejc4 7. 7 , 04,(Apf (tat cA4A.p re) oL 4e‘f mewl( 44+,4 s--d' oltetl ok4 O,-#-0,a/ Ib 4-e xi-pima 6'1 6UM 5aelunt (A169 /tiliv-d tral ;,- kfLprk kil-cl. {-e-t Li., }4...tfriLej ( Inspector: 6') Date: 6/17117 ri $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: •,„ntslirRNMVISM, INSPECTION NO. INSPECTION RECORD'' Retain a copy with permit CITY OF T11KWILA BUILDING DIVISION 6300 So hcenter Blvd, #100, Tukwila, WA 98188 W9'1-007 PERMIT NO. (206)43 670 ProjeEt: 5 44 Type of Inspection: A . 144_,‘ c~acii f t 41i0 V dAX 02. (1 Address: Date called: 4;t /A0 i Special instructions: ....., Date wanted( 7,1/ /” a.m. p.m. Requester: Phone: " El Approved per applicable codes. n Co tions required prior to approvk COMMENTS: , 144_,‘ c~acii f t 41i0 V dAX 02. (1 rc I 1.0-1- , & 711/1-e-e- , tifid- 11i41 4;t /A0 i 1,44 ( Inspect6r: Date: I $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: *04 AatUisoilifisO'' ( ^A • INSPECTION NO. IINS'ECTION RECORD a copy with permit 11,1-1 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206 t 0 err, f Coo I�pec iont ,/ 1 1 f i V Address I (pO 4)Sf ` 1 j MJ C Date �l alle 1 0 Special instructions: bdVs Oyu -� , Dent: �.! a ✓� pm. RastcerAt m ti:ne°147 ki 3 -35 I a 0 Approved per applicable codes. ❑ Correctior25 required prior to approval. COMMENTS: '/i 517 9 /1 ! fMM- pi s f�,-Z.s0 ;' ao64 �� (-.) clit t 4 bdVs Oyu -� , ltd con.i4.0 A xi 4v,&,,,—( ?tip Nzikt,{ /30'i-e 50 d TC�-P Mat k6 but 0 cV ' 4 Inspector: C�7�J Date: / ! 5t 70 `r El $47.00 REINSPECTION FEE REQUIRED. P or to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call o schedule reinspection. Receipt No: Date: rf:iVY:d'i2:eLe.12 4,i n,nyY. rsu,: ;r•? +t�;ti�ita"� INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWIIA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 tAti -13)51 PERMIT NO. /r (206)431 -3f70 Project: 6ii4 —".- Type of Inspection: G� Address: Date called: 61cii Special instructions: I. 5€7 /0, .00 /1;r0 fi--- Date wanted: .. �O /9,47 pa.mm. /1 C� ter ,T� -?�tN (/r4 Phone-2.-cc 402 01-14 E] Approved per applicable codes. C rrections required prior to approval. COMMENTS: ‘,/,,(c.q• Jok,s, dza ,„ Inspector: Dater ICJ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: INSPECTION RECORD ` "NM t c� -00 Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)43 670 Project: G5 wt iMaivu p _� Type of Inspection: "' ,- 14 Address: / 'J-ctd ,/ CAA. Date called: i i` Special instructions: Date wanted: a.m. , ;n. p.m. Request- r: l,� ��1,�- ,e,IA/6 i'� Phone: i Approved per applicable codes. n Corrections required prior to approval. 1 COMMENTS: y`. 6 ii,D ?5� r To , l�-% T Tv--( rite {lfaL. /`-� 0 66 -4_4- � ,v - 1 AAA ��� / 'J-ctd ,/ CAA. 1)0—e A4 0/ 1'C0 )-5-5— (0.1 /I.am 6/101 1, 41 A � &I, 7 ti ff ) r e, /� hie- V u-2. (iv ,,,.) tflirt' surall,117fS [52 -4-!' - oicl , %WAJ /ud -M' t owl . bulb, rc..A fry A.0 g50 4r. LInspector: 6v Date: Ell $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. LReceipt No: Date: !0.1:70m4h CFr....Siam,.t"!z 1ol ,rY+'1 („0„.,- +iM+42f.:1e ,:;„4„ " sl Z 1 ~ W ce JU 00 (0 • ui J I— N O W �_ Nd = W Z h- O W W U� O N O h- W W. H H u O w Z 0 INSPECTION NO. INSPECTION RECORD Retain a copy with permit OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Project: � s wi a� Type oflnspection: ( I (4 / / ;1 Address: Date called: 2 i - icid /4 e' c 1 Special instructions: Date wanted. _ S ' i a.m. P.m. Requester., v... -eA t404- tej T M1 ti c ��` v 7"otke4,t . Phone: Approved per applicable codes. ❑ Correc n f. equired prior to approval. COMMENTS: / /9,d,6, Th i (sue (A4 44 W 4/ OP / ,/ i - icid /4 e' c 1 FkJf/ 1//. 71, /6,,tNrk.:5 . `- if . ✓ . • , G 6 s ✓ API 1/ _G _.r'1' ,%I/ i / v... -eA t404- tej T M1 ti c ��` v 7"otke4,t 7 ii s T i Inspector: Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: w.4 3 ,: vti,r t ' r ow-r.4.4r it rst.1.1i;4°.% ti ; Yii' t$ N'.', s? i SAY Sis ii 4eciYb�s `viii '15k rrTT 5r- R f \ INSPECTION NO. INSPECTION RECORD Retain a copy with permi� CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 E4rivvik* do 51 PERMIT NO. (206)431;3670 Project: 504 J at Type of Inspection Address: Date called: 4 Special instructions: Date wanted:�j a.m. / p.m. • Requester: ' /1 ' ,O- '_P..�,,r -1,i.. Phone: _/ —r 0 Approved per applicable codes. ons required prior to approval. COMMENTS: / IMBZWarar IV ./ r P / - -S .91 /IMP ad 1/ • Inspector: EJ Date: 91/ r) n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: 14YktiF:, ■ T•• • INSPECTION NO. INSPECTION RECORD C Retain a copy with permit— CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 Project: ...4-1— 5 VA lift(VA (-614 Type of Inspection: , P1 Address: Date called: z / 9 Special instructions: Date wanted: a.m. P.nts Requester: ,.7-- 64.1,./A 1-bv-te Phone: . ' / 6.---9-36--q .4 El Approved per applicable codes. El Cor / ectt ns required prior to approval. COMMENTS: ty2/q s (.._ 10 (7? 55 f.C.i: Art mrili .1; iff /9 ,, il 1 4 , , z - / //. y _ 1 / , I A . •1, ,,, Al: , - TO P or f d6 Vil•-1-4-e-- /2) (9-0 fis-z' -(7-1 d- ,'" Ai/ ' i) / /i i /./. 1/ `,. Inspector: C-1 Date: 1 177 t) 2, 111 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: r :^e,%P.,4.‘ii‘t‘4Mir ;;;It • ,,,k,44;„;Xi<fq t.,,; ,W,..,:f.A..hvA,,wi.41,41:c.-4,alciii4+1.101;ewikv- • INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 1 INSPECTION RECORD " Retain .a copy with permi .�rtj bi PERMIT NO. (206)431 -3670 Project: CSwl MCUVtc f t...'C-f ._ Type of Inspection: Ft_ (4 Address: Date called: 4- /5 f Special instructiojis:,t ,� r7 -q ? "I (-i_ :•/ t _.: `r' -t �Dat;wa�r to rJ....- a.m. 7 Request r: / ��� ,ice_ 41 • 'P�ho ex; . of • J atar... Approved per- lapplica le codes` -... Corrns required prior to approval. r COMMENtS:1 .� "' . f t...'C-f ._ e _ /_:p'u _qtr' ,11.4E atar... L Ai iiL 1 u ! J /-.d , . d 20 i, i/ v • Inspector: Date: n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fe must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. !Receipt No: Date: +..<aia.k'fuYSk ; i set; i.3``.W4 .' rsik INSPECTION ORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 0' PERMIT NO. (206)431 -3670 Project: Alkeili....- Type of Inspection: 1/ ovivt a 41 Lc Address: Date called: y /� % Special instructions: Date wanted: y / /)-• f a.m. p.m. Req ester: Phone: nApproved per applicable codes. nCorrections required prior to approval. yrrs: '/' Ad),.., er. ,'7.A, 110 Race-we-dl dr . Inspector: 6,0 Date: 7/7 n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ljia.�E',rn� INSPEC )N RECORD Retain a copy with permit INSPECTION NO. ERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Project:6501 mL�� -fJt vv // II Type of Inspection 5.5 Address: Date called l�� Special instructions: Date wante / q/72/Y a.m. p.m. Requester.: f d/ GW (d ,. /19_, l /t( 'j Phone: ElApproved per applicable codes. 111 Corrections required prior to approval. COMMENTS: g03 /7y a,tA Lo 555. dire 55 M/ I Km) ' �` � .,�.. ; - �$ o' 4i oe. Inspector: 6J Date: i_r/ jG ry El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Z 1 W rx -J U 00 u,o N W -i_ t- N w w 0 uQ =• a w Z� ZO w W U� O - O H. W ==W 0 u. z UN P O ~ z INSPECTION "CORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Project: (1501 /J4,Q/a/ Olt' Type of Inspection: 4 Address: Date called: "ii' Special instructions: Date wante d: a.m. / Z 7 P:m. / R1ji /ee1,tI 1alel Phone: nApproved per applicable codes. n Corrections required prior to approval. COMMENTS: f ^ ' . ,� (CA_ to A l 0 / A .l ,2'r / '5 G6 145' 5L.A6 '. 1i,51 -4d /7D `� ippt ;K 7D c 1/1.414 ,,a; t!� ti� 5 Lio 1 t/a.cl - /b, 0 w / 7ii /� A , €44 mac. l ,„ Inspector: 1LCi $47.00 REINSPECTION FEE REQUIRED. Prior to inspecfibry,fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reirigpection. Receipt No: Date: N `Alf INSPECTIOIECORD Retain a copi,,,,,ith permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 57 op/ PERMIT NO. (206) 431-3670 Project: 5 VA ilkaAAA4--t- Type of inspection: if 06p.usyf t-e. 41 WWI p Address: Date called: Special instructions: Date wanted: a.m. I I ■ P.M. Requester OCAAJj /6A..(2e*A1,0-431 Phone No.: Approved per applicable codes. ' Corrections required prior to approval. COMMENTS: „,,,,. , 47A-+-• - p ,. .,) NS l , - i Lvik , , , ......4 i ;lb ... p (,,,4)- cAen9/____ (6A --t. d /No ott.-12"Nli It) VS1- fiP1 i k. G r_ 112-1.444 --Lek uf t&Lni So,,,,,,t5 -4-6 ilk 1-xt.Q,A /-1/t 2-n I. Inspector: Date: $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION:- EECORD Retain a copy., th permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 PERMIT NO. (206) 431 -3670 Project S YY ( Type of inspection: y Address: Date called: �r p ,` )/ p,vR jOg id _4___a_f_ q ar GTh Special instructions: P Date wanted: (���1/� a.m. P.m. Requester: 6/� 1 12) i Phone No.: e4 vot b2 Approved per applicable codes. \ Corrections required prior to approval. COMMENTS: y C/nfA.i__, p,vR jOg id _4___a_f_ q ar GTh i‘ s ____,,,:ipA.,* „__.1ii' 12) i A e4 vot b2 t4 ` n,, fl) UAy,r�-�' -11rbilicli' , i. A . iL 4ti 01 / / dvAi.04. 4 Inspector: 6L) Date: $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 INSPECTION RECORD Retain a coj..__�nrith permit Pitt`J--LoG-71 (2>1:2 PERMIT NO. (206) 431 -3670 Project rn yfn IY! Type of inspection: / !��- ! / Address: IC2° 5%, wU - L ! f Date called: Special instructions: _.A5P 4 Date wanted: t a.m. p.m. Requester: _ // `� ( // Phone No.: Approvecl..per applicable codes. Corrections required prior to approval. COMMENTS: ! f . %(3 LU�iA1-(dir- 6`rit _.A5P 4 li / / 1/ N -e-V _ // `� ( // hi,/ (AP 1 <A Inspector: (J Date: 4(.L51 f $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: std `s+ii).s•itd. • I YA"v�t49;a {�1 INSPECTION NO. INSPEC" `c)N RECORD Retain a c.,py with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Project: i larrlof+ -, S Type of Inspection: `7 side sewer Conneofion Address: 16038 ta: Q,,,, t^ Q Date called: 3_15_19 Special instructions: A A" 41A.4761, . .ne4b,.. 1$,' 5 f r Date wanted: p.mA .3—/5—/C1 Requester: 13ob c`kreeig River Phone: 206/ 1454_3651 cell 264/ 24 --g5b of t( ElApproved per applicable codes. n Corrections required prior to approval. WOO 00 e, COMMENTS: 3 41 qq 1t1N. c.fiU/d %-/l �Di4� uc r)t j if314,1_ • 4 A 1( f/tilin Alit 7?) sj,6,„ oiL 5 1 70 ad c Atitocil iP t.6 uti (-Trial ,2.0.C. ,p S(.J c1 e44 .I, Mi� cit A A" 41A.4761, . .ne4b,.. 1$,' 5 f r 11 dvt4 iv p 01 � t) i /)'-c wilt /U 4 b 4..T. 664. S viai t/ q" .' Pi io,c /mu 1.1'1/ 1 L sp Inspector: Date: fr El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: INSPECTION NO. INSPECTION�RECORD Retain a copy ith permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100,' Tukwila, WA 98188 (206) 431- Project: VIA Type of inspecti n: c I'} ;� j)JihA IN kkli D Addr ss �0 �� t 1 ). `S Date called: C /�S�ry Spec al instructions: j Date wanted: a.m. Vi/ 2 p.m. Requester: f-c)A.44 /6"-f...4...ie./- Phone No: 4'a 5-- Z2L -3` n Approved per applicable codes. Corrections required prior to approval. COMMENTS: r /r /u Ls is . ). ___L-4 CA_ Oug-itarj-gd_____6. / /0 • 1 ' s 1- i ` -t,� (71/1. -„ u�z✓z, i�s 4 -6 1 le,.. ! L 1f.. . 4_2 . -/ .41 14/11 X / 52 J' l w : .0 i , I/ VA'cc4 ` f( / II1 �ltLt 04. Ai %A 4 G 'L t; Inspector: e'J l0ate/ff7 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. IReceipt No.: Date: it. ..r INSPECTION. RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Bvd., #100; Tukwila, WA 98188 -0057 PERMIT NO. (206) 431-3670 Corrections required prior to approval. Inspector: $42.00 REINSPECTION FEE REQUIRED. be paid at 6300 Southcenter Blvd., Suite 100. Date: Prior to inspection, fee must Call to schedule reinspection. va.,,Icaut,s4 z• • " "sfsial.1 Ot: 01 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100,' Tukwila, WA 98188 INSPECTION- RECORD Retain a coi, With permit Project 4 iaikt Address: Special instructions: (206) 431-3670 Type of inspection: Date called: Approved per applicable codes. COMMENTS: Date wanted: rwques r: ar 40 A)111 Phone No.: 1 I a.m. P.m. Corrections required prior to approval. 5/0 M(1 LLL -eJ .74° 14 5/'(c) IInspector: (7) \--/ $42.00 REINSPECTION FEE REQUIRED. be paid at 6300 Southcenter Blvd., Suite 100. IReceipt No.: IDate: .311477 Prior to inspection, fee must Call to schedule reinspection. I Date: .:ktM 4 < • Z • W 2 6 0 O 0 U) • W W U.) 0 2 < CO fa 1- Lux z I-0 Z LIJ uj O (I) O — O I— W uj wz Li. 8 p. O 1— Z INSPECTION NO. INSPECTIV' RECORD �--' Retain a copy with permit (J' 7 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431:3670 Project: '1 �kw. (c � Type of Inspe tion: �vm E ' - -�=+ Address: 4 v W" y r Date calle}�. / 9, 1AM (.41Q ciVr• 0•6.L . toLit To Special instructions: R 0-490 e2 yZO - 91/SL Date wanXee l: :1 a.m. ,:g► Reque'36* ,L), 14,1 At 5.) Ph ; )-0049 Ling— 36s 0 Approved per applicable codes. n Corrections required prior to approval. COMMENTS: /cj/-g FL Sty: . T' iz 7 tccOla&Z 1AM (.41Q ciVr• 0•6.L . toLit To r v (-ha - 0- ,. w e ±- IV • uJ. co u-;(11 Tv ,L), 14,1 At 5.) j - 't`SJ f Su -I P c�. C. w a.,:4) t,/a LJ Inspector: CSI Date: 3/57 n $47.00 REINSFECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • �.!'s;i�;; i.?.ti' ik��r,'.3•^ ' *4z:it9,:k ft ?:.iii ?a:ti':ti f ^.:'r tY��: .igiAt!,44JY:'l:1XSid. +tiY Atm INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION) RECOr9 Retain a copy with p‘...._hit tIL8 -c:4737 Project: C_SI. )— Type of inspection: ELAA Date called: __CL,C,Z4 56 kk-Tif\ -F4) I-103 SO 4 Address: I 6403 S' tL1- VA lie ? Special instructions: _ii.: A.' 4., Loavispit...-v, cArk,- Date wanted: a.m. P.m. Requester: ±v TF,q 10/0 e O lifi 0 g-_ Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 434" ____ize.44- i 11 I A klaglith /.4)v \ Sokdk 5.11L 0/_____4a\ __CL,C,Z4 56 kk-Tif\ -F4) I-103 SO 4 Lin C- /I ' k ' ' T t (4____ 1 _ii.: A.' 4., Loavispit...-v, cArk,- . 41b4_ L. . •L.dL . ,, woAl- TO 6 5uktz el WA-lin oLce4.(2-46. TKAAL4-1-- (3.6r_ts ±v TF,q 10/0 e O lifi 0 g-_ i Inspector: Date: Ej $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: amm I INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECQ! Retain a copy with p �.; it Project: tt,M GSrN Iil Address: /(oO3g ' i4. V_lre }i Special instructions: 1r12 8 -Q9.5-7 MIT NO. (206 431 -3670 Phone No.: Type of inspection: L,) /06/x!. Date wanted: 11/(07 Requester: Date called: a.m. P.m. Approved per applicable codes. Corrections required prior to a Inspector: I Date: [_-I $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. IReceipt No.: Date: COMMENTS: l u !f) Z. " ; � —r�-�e r , g° • '" " ��-- .�. �L _l: H t. Inspector: I Date: [_-I $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. IReceipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION INSPECTION RECORD Retain a copy with 00 Southcenter Blvd., #100; Tukwila, WA 98188 11111Igg-.1°°571 ERMIT NO. Project: Marrioft Type of inspection: _Ln 40=7'( Ter Address :1603g W Valle i/w Date called:11_ 2 ^ qg b /oaks Special instructions: / / Date wanted: i/ �, g aim. Requester L%►iiCI 1 if AM ucison w Phone No.: 2°6141,556/-3651. Approved per applicable codes. Corrections required prior to approval. COMMENTS: /VOCY ei)140-e r JO i t � Fern_ '16 h oly /n [Inspector: 11 I Date: $42.00 REINSPECTION . FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECO"? Retain a copy with pbLiiiit INSPECTION NO. !CITY• OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 -cL7f7 .PERMIT NO. (206 431 -3670 Project 55w\ 014 "_ ._ Type of inspection: FL r A fr s i. V Vw /e (14.,-* Date called: (O j q/c a Special instructions: _ Date wanted: ID D /� a.m. p.m. Requester: /// Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ic/4341 TI\Akmi 17'-e (L"-d D cvlk Inspector: Date: r� $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: O INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECO'h�, Retain a' copy with p,.,_,iit Irxr16.00S7 T NO. Project: C5 VIA G�'`� -U Address: /602 ' w Va tie oota Special instructions: structions: (2060 Type of inspection* (' Date called: Date wanted: Requester: Phone No.: khivx a.m. p.m. Approved per applicable codes. rl Corrections required prior to approval. COMMENTS: 143i2M 12)* q„ Inspector: I Date: $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. IReceipt No.: I Date: ? >° aasL;1 .tu.»»3j, '+fi'iiti.:a usif z ~ W tY 2 O 0 W1- CO Li. W O gQ =• a W Z I— O Z W W U� N OH WW tL O .. Z W U= O~ Z INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECD° Retain a copy with pi._. hit I !1] 8 -0 7 PERMIT NO. (20 431 -3670 Project: 504 /1/1 (WA Address: 1)4"A" IA Special instructions: Type of inspection: Date called: Date wanted: Requester: Phone No.: Approved per applicable codes. COMMENTS: Corrections required prior to approval. ip / fir e g},c:,wa'-e /-- /6 le („yt i2: ' e tfk 1;1% f' r - A) OAR ote [)Le h.41 f,4jj(-._f -3;t 0 61)7 jOr.),V.. Inspector: Date: [1 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 1 • INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECD ") Retain a copy with pt. qit I i''1I Sg -COS 7 1 MIT NO. Project: I Y an Address: _11,20_22- w V. Special instructions: Approved per applicable codes. COMMENTS: (206r 431 -3670 Type of inspection: Date called: 5fviE Date wanted: Requester: a.m. p.m. Phone No.: Corrections required prior to approval. t (,w if e.' \..' ( / it/),,w M2 5 5 tQd i:' IG)-'i b` ` �7Z,�.� EIS f"L --� • e 5S. IInspector: I Date: F-1 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: I Date: (Ti *-INSPECTIOECORD • -/ INSPECTION NO. Retain a co14_)ith permit CITY OF TUKWILA BUILDING. DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 005-7 6.01.3MIT NO. 206) 431-3670 P rojeckaA.gt C S M Type of inspection: S6 Address: 160?, 3 1A) , da /714/ Date called: /JAh e Special instrUctions: o .. Date wanted: a.m. P.m. Requester: , sna‘tre (14.6211-op... _1 Phone No.: Approved per applicable codes. COMMENTS: Corrections required prior to approval. 16/7 1-8 Sri: i(p3 ?c‘i SO 1141-1 41 5- 7-7/2e, .S0_140415 A4_11 GB 46V ea s Inpector: Date: r---1 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: (lo Date: 'rkiamoifKociwitrW 4qt INSPECTION NO. JNSPECTIO r9 ECORD Retain a Cop ., ith permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Project: 1, C1/4 Type of inspection: 1 A Address 60173 v3V tt o `, Date called: c iiii lb Special instructions: Date wantedj GIF P.m. a.m. Requester , Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 04 -FE; „c, Inspector: ttI JDate: r,--1 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: 4, Date: air, r+ n ✓. it 1= a a+3!.4;rs s r 15i§4.1 i.i am t ...6iaz3s+sraaA,t...y LAN REVIEW /RO G SLIP TJtrHK 1 MtIN I J: ACTIVITY NUMBER: M198 -0057 PROJECT NAME CSM HOTEL REVISION #2 Original Plan Submittal DATE: 6 -9 -99 Response to Incomplete Letter Response to Correction Letter # X Revision # 2 After Permit Is Issued Building Dion Public Works Fire Prevention Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 6 -10 -99 Not Applicable TUES /THURS ROUTING: Please Route Structural Review Required No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) Approved DUE DATE 7 -8-99 Approved with Conditions n Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved Approved with Conditions REVIEWER'S INITIALS: Not Approved (attach comments) DATE: \PRROUTE.DOC 5/99 n::�:tW!p- tk':NS +'6�+xrrn!I TO: FROM: DATE: City of Tukwila John W Rants, Mayor Department of Public Works James R Morrow, P.E., Director Brenda Holt, Permit Coordinator Joanna J. Spencer, Public Works development Engineer June 9, 1999 SUBJECT: CSM HOTEL Street Lights (Revision Received on May 27, 1999) Permit Number: MI98 -0057 Review Approval The above revision, involves installation of three street lights behind the proposed 8 ft wide sidewalk along West Valley Hwy, has been approved on June 9, 1999. This revision shall be included in the required set of "As- Built" plans. This approval has been entered into Sierra Permit System. JJS /jjs cc : Applicant (with copy of revised plans) Development File (with copy of revised plans) PW Utilities Inspector (with copy of revised plans) 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 -0179 • Fax: (206) 431 -3665 z w U O • O LU WI -4- (0 LL W O• } LL co? d I W I- ZI- 1- O Z I- U• � O- • I- WW • 0 .z Cu co O z • PLAN �VI /R I�LIP ACTIVITY NUMBER: M198 -0057 DATE: 12 -4 -98 PROJECT NAME: CSM HOTEL Original Plan Submittal Response to Incomplete Letter Response to Correction Letter # XX Revision # 1 After Permit Is Issued DEPARTMENTS: Building Division U 1>� Public Works \di.1 S 1' I- tag Fire Prevention Structural n n Planning vision n Permit Coordinator ig DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 12 -8 -98 Complete r Incomplete ❑ Not Applicable ❑ Comments: TUES /THURS ROUTING: Please Route No further Review Required Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) Approved DUE DATE: 1 -5 -99 Approved with Conditions Not Approved (attach comments) REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: Approved ❑ Approved with Conditions n DUE DATE: Not Approved (attach comments) n REVIEWERS INITIALS: DATE: \PR•ROUTE.DOC 6/98 CITY OF TUKWILA Department of Community Development Building Division- Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 . DATE: 12- M 6 PLAN CHECK/PERMIT NUMBER: NA-1- ` vb5 PROJECT NAME. 6N4- 146r64-- PROJECT ADDRESS. (12O We-ST- I t wl - CONTACT PERSON: �t�-u � PHONE: 425 - Zrajo REVISION SUMMARY: 24)15 D 1-6 Alp° fiR)w " ` k4-11OA J S` tXJ1Ji Q 0 ty 5 co)A tee- Z CS )-t art_. RHw,k- vA.vLT 'D ►sG � �� IN-ree s SHEET NUMBER(S) e k CSI CI-{ "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO:V \Y\M CITyROFETtiveo - ' 1998 PERMIT CENTER oW /) 3/19/96 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: M198 -0057 DATE: 12 -4 -98 PROJECT NAME: CSM HOTEL Original Plan Submittal Response to Incomplete Letter Response to Correction Letter # XX Revision # 1 After Permit Is Issued DEPARTMENTS: Building Division Public Works n • Fire Prevention Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 12 -8 -98 Complete n Incomplete Not Applicable Comments: TUES /THURS ROUTING: Please Route rig No further Review Required Routed by Staff n (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: I - lc)? n APPROVALS OR CORRECTIONS: (ten days) Approved DUE DATE: 1 -5 -99 Approved with Conditions Not Approved (attach comments) n REVIEWERS INITIALS: 6, 04-e-% DATE: / /2 -`�'? CORRECTION DETERMINATION: Approved DUE DATE: Approved with Conditions n Not Approved (attach comments) REVIEWERS INITIALS: DATE: \PR•ROUTE.DOC 6/98 nrouw, rM�4. ryK�ccrw�rnwv >ta +ms�renr.sw� +:.�...,. TO: FROM: DATE: City of Tukwila John W. Rants, Mayor Department of Public Works Kelcie Peterson, Permit Coordinator Joanna J. Spencer, Public Works development Engineer January 12, 1999 SUBJECT: CSM HOTEL Storm Drainage Vault Revision No. 1 ( Received on 12/04/1998 ) Permit Number: MI98 -0057 Review Approval Ross A. Earnst, P. E., Director The above revision submittal, sheets C1,C3,C7 and C8, which involves addition of flow limitation structure to limit discharge to oil /water separator has been approved on January 12, 1998. This approval has been entered into the Sierra Permit System. JJS /j j s cc : Applicant (with copy of revised plans) Development File (with copy of revised plans) PW Utilities Inspector (with copy of revised plans) 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 -0179 • Fax (206) 431-3665 �'�5�*a.ik� �t�r °"�7*!"Si�d1°'�r'.SO�•x�7'I. t\ ar�»a,K.�.urrertrtr+ecw.a��svo.� r^r.:M!�re.:r.:i't' �:'hi :,..�*+t., ,r; DATE: 9- /6-9R. Response to Incomplete Letter EX Revision # After Permit Is ismeei 44ofod PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: 1" r52 -O67 PROJECT NAME: (Sr) Ho/e / Original Plan Submittal Response to Correction Letter # DEPARTMENTS: Building Division Public Works Fire Prevention Structural Planning Division WA Permit Coordinator i DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete ❑ Incomplete ❑ Comments: DUE DATE: 9 -/ 7- c!' rq Not Applicable ❑ TUES /THURS ROUTING: Please Route ❑ No further Review Required Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with Conditions REVIEWERS INITIALS: DUE DATE: )0- Not Approved (attach comments) El DATE: CORRECTION DETERMINATION: Approved n Approved with Conditions ❑ REVIEWERS INITIALS: DUE DATE: Not Approved (attach comments) DATE: \PR.ROUTE.IDOC 6/98 eo/ CITY Of UKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 DATE: PLAN CHECK/PERMIT NUMBER: NI PROJECT NAME: G ->Y')1 -( PROJECT ADDRESS: CONTACT PERSON: L K— � �-� v13 REVISION SUMMARY: ' PHONE: (9(64•7 1970 —41 .*:?..) ' i SHEET NUMBER(S) "f 1 i, 1(39 "Cloud" or highlight all areas of revisions and date revisions. S(' pEB V CENYER IVED CITY OFETUKWILA SUBMITTED TO: n1 L(Y1 (1t* ) -J�'..4)( -c_ J +4.,f niSi i;kaixr zi . r• sF"fr1.+K��nrx" t �i 4r':7:bi'�Lt��'s.+%r::�+. 3/19/96 z a • 1- w rt 00 CO W J Wo 2 gj d =w H= z� I- 0 zi- W W 0 o'- W UO ..z w 0 z PLA REr V EW /ROUTING SLIP ACTIVITY NUMBER: 14198 -0057 DATE: 7 -30 -98 PROJECT NAME: CSM HOTEL Original Plan Submittal Response to Incomplete Letter __E X_ . Response to Correction Letter # 1 Revision After Permit Is Issued DEPARTMENTS: r�g ivi�on 1501 � D Fir Prevention u 1 -36-Rz Structural, j n ((� PI nnin Division 'PR. Permit Coordinator Rig DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete n Comments: Incomplete DUE DATE: 8 -4 -98 Not Applicable ❑ TUES /THURS ROUTING: Please Route n No further Review Required Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 9 -1 -98 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: \PR- ROUTE.DOC 6/98 . >s{�ak' +tW'+ n�5: �' r��;. a+;%'` pisu; 5' d4" sini. ��ac "ir3F+ki�`�'ra"GS:Yr✓�tiWeN' CITY OF TUKWILA Department. of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 : j : � .- 0057 PLAN CHECK/PERMIT NUMBER. � g PROJECT NAME: CS r'\. PROJECT ADDRESS: k, (oO- 8 Vv` U ( f-R-i T CONTACT PERSON: LC)'-_ ' ('l PHONE: (2-D46I'M 7D REVISION SUMMARY: '....&9 -wl y JIAt. v I✓1G�'�..� .r.Q�.. '�� S mac,t� Kt.-Q (z,oka-s) CJ RECEIVED CIIV OF TI D(Wft A JUL 3 0 199a PERMIT CENTER SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: CITY. USE ONLY 5••• Wit..7•;711;r•VataeirtagSgif•ArAVANAOM 3/19/96 • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: M198 -0057 DATE: 7 -30 -98 PROJECT NAME: CSM HOTEL Original Plan Submittal _la_ Response to Correction Letter # 1 Revision After Permit Is Issued Response to Incomplete Letter DEPARTMENTS: Building Division Public Works Fire Prevention Structural n Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 8 -4 -98 Complete Incomplete ❑ Comments: Not Applicable TUES/THURS ROUTING: Please Route No further Review Required Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: aY4 DATE: 4/cp, APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 9-1-98 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) E REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) n REVIEWERS INITIALS: DATE: \PR- ROUTE.DOC 6/98 t+� +: r..u' PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: M198 -0057 DATE: 7 -30 -98 PROJECT NAME: cSM HOTEL Original Plan Submittal Response to Incomplete Letter Response to Correction Letter # 1 Revision After Permit Is Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 8 -4 -98 Complete ❑ Comments: Incomplete ❑ Not Applicable ,❑i TUES/THURS ROUTING: Please Route No further Review Required Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 9-1-98 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) REVIEWERS INITIALS: DATE: \PR- ROUTE.DOC 6/98 z 1 w 6 00 Co co w J H w 2 �Q rn� a �. w z= zI- w • w UD O N O 1-- ww 1- - 0 • � U O = 1- Z PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: M198 -0057 DATE: 7 -30 -98 PROJECT NAME: CSM HOTEL Original Plan Submittal _XX_ Response to Correction Letter # 1 Revision After Permit Is Issued Response to Incomplete Letter DEPARTMENTS: Building Division Public Works Fire Prevention Structural Planning Division 1 Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 8 -4 -98 Complete Incomplete Comments: Not Applicable TUES/THURS ROUTING: Please Route No further Review Required Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: yiT DATE: B n APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 9 -1 -98 Approved EL----1 Approved with Conditions Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: 4/1419A CORRECTION DETERMINATION: Approved e DUE DATE: Approved with Conditions n Not Approved (attach comments) n REVIEWERS INITIALS: DATE: \PR- ROUTE.DOC 6/98 53:r »(eii °t t':i lfiu {':JiioLti:,'ye`f- stvtvvw PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: M198 -0057 DATE: 7 -30 -98 PROJECT NAME: CSM HOTEL Original Plan Submittal Response to Incomplete Letter X_ Response to Correction Letter # 1 Revision After Permit Is Issued DEPARTMENTS: Building Division n Public Works a Fire Prevention Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete ❑ Incomplete ❑ Comments. DUE DATE: 8 -4 -98 Not Applicable ❑ TOES /THURS ROUTING: Please Route D3f No further Review Required Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: Pe-(- ' DATE: -7` 0 787 APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 9 -1 -98 Approved ❑ Approved with Conditions REVIEWERS INITIALS: Not Approved (attach comments) n DATE: b ... ` eid2 CORRECTION DETERMINATION: Approved ❑ Approved with Conditions DUE DATE: Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: \PR•ROUTE.DOC 6/98 July 29, 1998 City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director Mr. Rick Tomkins Pacific Engineering Design, Inc. 130 Andover Park East Tukwila, Washington 98188 Dear Rick: SUBJECT: CORRECTION LETTER #1 Development Permit Application Number MI98 -0057 CSM Hotel 16033 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 comments from the Public Works Department. At this time the Building Division, Fire Department and the Planning Division 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. Sincerely, `7e611-Pc,T.7)z Kelcie J. Peterson Permit Coordinator Enclosures File: MI98 -0057 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431 -3670 • Fax (206) 431-3665 stn; t`m:. }.,7. ";'Y• i >, :s, �,:..;, PUBLIC WORKS DEPARTMENT COMMENTS DATE: MI98 -0057 PROJECT NAME: CSM Hotel Utilities PERMIT NO.: MI98 -0057 PLAN REVIEWER: Contact Joanna Spencer at (206)433 -0179, if you have any questions regarding the following comments: 1. Please revise your plans per 7/28/98 markup and approval letter from Seattle Public Utility Dept for work adjacent to Bow Lake Pipeline. 2. Please provide a sidewalk connection between BP Service Station and CSM property. 3. Submit a street lighting plan for West Valley Hwy. 4. Submit a channelization/striping plan approved by WSDOT. on,iwrlgM}+uu •tl +,14.n PFJ&4LT cao.e copy PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: M198 -0057 DATE: 7 -15 -98 PROJECT NAME: CSM HOTEL Original Plan Submittal Response to Incomplete Letter XX Response to Correction Letter # N/A Revision After Permit Is Issued NO CORRECTION LTR SENT — PW DENIED W/0 FORWARDING COMMENTS TO PERMIT COORD. DEPARTMENTS: Built ngl Division ❑ Fire Pr vention Public prks Structural Planj7, Division Per i( oordinator n DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 7 -16 -98 Complete ❑ Incomplete ❑ Not Applicable Comments: TUES /THURS ROUTING: Please Route n No further Review Required Routed by Staff n (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) Approved ❑ Approved with Conditions C&ecor I REVIEWERS INITIALS: mai vcc/ DUE DATE: 8 -13 -98 Not Approved (attach comments) 9-Cf F DAT CORRECTION DETERMINATION: Approved DUE DATE: Approved with Conditions ❑ Not Approved (attach comments) REVIEWERS INITIALS: DATE: \PR•ROUTE.DOC 6/98 ''•.� 'irr; ,fig• � � • ".R�r.�d'S��i'!a�z'�ei .j�ziQ� "1;::�kYnc :;, "' t +yi;t wn, '&;lxtrr'4t , tx• q''! we•" lNN9i��?n4r.rn�e,,sn:..�yr.,r.: .,47a�pmw,r.00-4s c�h Pb t ri2M,trya'�'•Y4`r'�Fg�iK, }t fp,rYV;t� ,�"''.:. t "?,i?, ,.. �F,, ., .t,.. v:d.:,::.'sl:��:. •. .L � °`?:iii..u:., v..i:�'.ii.i:rLs .''iSA 's`'S4. S'l;u .0 ;..�..z;i�v - 'f,.� n CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 DATE: 7// REVISI:ON:: SUBMITTAL PLAN CHECK/PERMIT NUMBER: J d C7�a PROJECT NAME: GSYY\ ka L PROJECT ADDRESS: t Co 0.1 ) • A-(-1,11 k i Cj CONTACT PERSON: Zt � YYI�G -�YL �' PHONE(1G)(0)42J 1"- 7 . eIo REVISION SUMMARY: t \,Q-i) 6 s ac r.r ✓ i `-T i. b t0 -1 GAS r2-6 C'" -AM cz, LAUOsc - \p 6- & AL©i) U- ,.V fl u..6- ADD 17 c 0\.1 Psi?-(.90 Q 1)Z2A -00 Okei -c1 (r-t,Lb -Co .1)t, 1 vtc 1e h e -v t (9„„„„ ( 4o a o A'L SHEET NUMBER(S) C_ 4 i C, ) (� S "Cloud" or highlight all areas of revisions and d to revisions. SUBMITTED TO: V11^v. RECEIVED 1Tv OF TU JUL 1 5 1998 7'7,' 1= PERMIT CENTER 3/19/96 PACIFIC ENGINEERING DESIGN INC. CIVIL ENGINEERING AND PLANNING CONSULTANTS 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WASHINGTON 98188 (206) 431 -7970 FAX:431 -7975 TO d/7 O, TCirJ /Lest l--7/436/C. X20,S LIE44IEp o C VM&M 3dU44Qd DATE 7/r/5 e I JOB NO. 974,2 �f ATTENTION f PROJECT: G'S/27 ,9" 7_. C We Are Sending You: VIA: ❑ Blue Prints ❑ Copies ❑ Other ❑ Fax Sheets Including Letter of Transmittal ❑ Mylars /Vellums ❑ Disks ❑ Engineering Xerox Printing: ❑Courier Hour Delivery g: ❑ IN HOUSE ❑ REPROGRAPHICS Other fte?' (-X� COPIES 9/ ❑ Mail DATE NO. /.,/264// e/v•1' ait.ey ir C 3, Cy C These Are Transmitted As Checked Below: ❑ As requested ❑ Approved as submitted • ' For approval ❑ For your use ❑ Approved as noted ❑ Returned for correction ❑ ❑ For review and comment z det t." t - /1 ��a .41.40 / 4 7a7 si'l;"u• • tic/ irJoe L4 n f e �Gry� • /Q1o6o �u.�� ,t°�.7 ,�v. C'urb ems" tv/rce/ Aooe-42 �m D/497.v /iT�-ivi�vL.n r .7t) ta/ G2 l .d Bli/ n SAD 4v -ids• / !{ U COPY TO: SIGNED. 16,4 7;7h 4PICt /f enclosures are not as noted, kindly notify us of once FOR OFFICE USE ONLY 5130 5137 5135 5150 5136 5155 ?' Ftrasr I,t4f1/(:,\ =e7•f1Snd,a ,.; p, Y�. r ;.,;frr;.,.a,a5: ;;te »,vr.:�.�,y 5160 5165 5166 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: PROJECT NAME: MI98 -0057 DATE: 7 -15 -98 CSM HOTEL Original Plan Submittal Response to Incomplete Letter XX Response to Correction Letter # N/A Revision After Permit Is Issued NO CORRECTION LTR SENT — PW DENIED W/O FORWARDING COMMENTS TO PERMIT COORD. DEPARTMENTS: Building Division Public Works Fire Prevention Structural Planning Division Permit Coordinator n DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 7 -16 -98 Not Applicable Rix Complete ❑ Incomplete Comments: El TUES /THURS ROUTING: Please Route ❑ No further Review Required Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) r6 REVIEWERS INITIALS: �/ j _ 11° DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: _ 8 -13 -98 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) REVIEWERS INITIALS: DATE: \PR•ROUTE.DOC 6/98 y� ,n�t:fe"Ft ?;'t "'t "Fi' \°'r1y!s^ v t�`�•reriA'n.at�,;�x •;,'k'i:`Ct";r¢P"�'k.."'iE, s. PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI98 -0057 DATE: 7 -15 -98 PROJECT NAME: CSM HOTEL Original Plan Submittal Response to Incomplete Letter XX Response to Correction Letter # N/A • Revision After Permit Is Issued NO CORRECTION LTR SENT — PW DENIED W/O FORWARDING COMMENTS TO PERMIT COORD. DEPARTMENTS: Building Division Public Works Fire Prevention Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 7 -16 -98 Complete ❑ Incomplete ❑ Comments: Not Applicable E TUES /THURS ROUTING: Please Route ❑ No further Review Required Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: � DATE: 7 �`/ f1) APPROVALS OR CORRECTIONS: (ten days) Approved Approved with Conditions ❑ DUE DATE: 8 -13 -98 Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved ❑ Approved with Conditions I 1 Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: \PR•ROUTE.DOC 6/98 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI98 -0057 DATE: 7 -15 -98 PROJECT NAME: CSM HOTEL Original Plan Submittal Response to Incomplete Letter XX Response to Correction Letter # N/A Revision After Permit Is Issued NO CORRECTION LTR SENT — PW DENIED W/O FORWARDING COMMENTS TO PERMIT COORD. DEPARTMENTS: Building Division Public Works ❑ Fire Prevention Structural Planning Division Permit Coordinator DETERMINATIOYOF COMPLETENESS: (Tues, Thurs) DUE DATE: 7 -16 -98 Complete ❑ Incomplete ❑ ` Not Applicable Comments: TUES/THURS ROUTING: Please Route ❑ No further Review Required Routed by Staff n (if routed by staff, make copy to master file and enter into Sierra) ja i REVIEWERS INITIALS• it/L DATE: 7���� << APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 8 -13 -98 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: \PR- ROUTE.DOC 6/98 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI98 -0057 DATE: 7 -15 -98 Response to Incomplete Letter Revision After Permit Is Issued COMMENTS TO PERMIT COORD. PROJECT NAME: CSM HOTEL Original Plan Submittal Resp XX Response to Correction Letter # N/A Revis NO CORRECTION LTR SENT — PW DENIED W/O FORWARDING CO DEPARTMENTS: Building Division Public Works Fire Prevention Structural n Planning Division n Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 7 -16 -98 Complete ❑ Incomplete ❑ Not Applicable Comments. n TUES /THURS ROUTING: Please Route ❑ No further Review Required Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) Approved ❑ Approved with Conditions ❑ REVIEWERS INITIALS: CORRECTION DETERMINATION: Approved DUE DATE: 8 -13 -98 Not Approved (attach comments) DATE: 7 /2e /ge DUE DATE: Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: \PR•ROUTE.DOC 6/98 z ~ w tY6 00 Uo - H w0 gQ =d F._ ill z= �0 z�- w U• 0 0- O 1-- ww "-- O z = O 1"- z PUBLIC WORKS DEPARTMENT COMMENTS DATE: MI98 -0057 PROJECT NAME: CSM Hotel Utilities PERMIT NO.: M198 -0057 PLAN REVIEWER: Contact Joanna Spencer at (206)433 -0179, if you have any questions regarding the following comments: 1. Please revise your plans per 7/28/98 markup and approval letter from Seattle Public Utility Dept for work adjacent to Bow Lake Pipeline. 2. Please provide a sidewalk connection between BP Service Station and CSM property. 3. Submit a street lighting plan for West Valley Hwy. 4. Submit a channelization/striping plan approved by WSDOT. t'iitiiV4i�,•`K.'p t�+ ?i1i%,ie.�a:.t :;ttt : >r rii;_'�:fa?ikGdr`3� i4�.i':.,r. l° atiiixi�i'�t . Ya4.4'I£d aVlattib.� "tt+w` Pt#th C Co PLAN REV EW /ROUTINGS .,IP ACTIVITY NUMBER: M198 -0057 DATE: 3 -31 -98 PROJECT NAME: CSM HOTEL DEPARTMENT: BAi ing Division Z Public Works F lif revention PIa nn' ing D�'v^ision AwC� 4 -3 -10 ,4p z Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 4 -2 -98 Complete Incomplete ❑ Comments: Not Applicable ❑ TUES /THURS ROUTING: Please Route n No further Review Required Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS. DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 4 -16 -98 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) n N co(r'cffcj ze tier rmai 1- f +7271/- A/(0 co( co( 1 cfit r) cc" .r- « C1 : REVIEWERS INITIALS: DAT CORRECTION DETERMINATION: DUE DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: \PR- ROUTE.DOC 1/98 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: M198 -0057 DATE: 3 -31 -98 PROJECT NAME: CSM HOTEL DEPARTMENT: Building Division Public Works Fire Prevention Structural n Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete - Incomplete ❑ Comments: DUE DATE: 4 -2 -98 n Not Applicable n TUES /THURS ROUTING: Please Route n No further Review Required C Routed by Staff n (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: 4 /2 »/ APPROVALS OR CORRECTIONS: (ten days) Approved Approved with Conditions n REVIEWERS INITIALS: CORRECTION DETERMINATION: DUE DATE: 4 -16 -98 Not Approved (attach comments) n DATE: 4 /2 /c DUE DATE: Approved n Approved with Conditions n Not Approved (attach comments) n REVIEWERS INITIALS: DATE: \PR-ROUTE.DOC 1/98 i',1“,skne PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: 14198 -0057 DATE: 3 -31 -98 PROJECT NAME: CSM HOTEL DEPARTMENT: Building Division Public Works Fire Prevention Structural n Planning Division Permit Coordinator n DETERMINATION OF COMPLETENESS: (Toes, Thurs) DUE DATE: 4 -2 -98 Complete ❑ Incomplete n Not Applicable ❑ Comments: TUES/THURS ROUTING: Please Route ❑ No further Review Required Routed by Staff [ (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with Conditions REVIEWERS INITIALS: U (� DUE DATE: 4 -16 -98 Not Approved (attach comments) ❑ DATE: DETERMINATION: DUE DATE: Approved E Approved with Conditions n Not Approved (attach comments) n REVIEWERS INITIALS: DATE: \PR- ROUTE.DOC 1/98 rAM"Z 9fi i 1C1P19WP1c1vAaM *Wlrre; u:fuy+'y a!^ momnr ,rsKn"-wnw*.eto,m: *o. }e,+)\v .re,o; yrrrY•a. Nw fq v, n'"` rt„ z.l+• arr.'. ef« e., •wm: <'�4;kee.^aa'�atrl +m:gr +.•r rc- ..r..a ;:v�. ,.... >.. PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI98 -0057 DATE: 3 -31 -98 PROJECT NAME: CSM HOTEL DEPARTMENT: Building Division Public Works a Fire Prevention Structural Planning Division n Permit Coordinator n DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 4 -2 -98 Complete Incomplete Not Applicable Comments. D°S0 '''OT 6'4not-A-IA ov.! TUES /THURS ROUTING: Please Route n No further Review Required [ Routed by Staff n (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS. rv� DATE: 1-1/7/qe9 APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 4 -16 -98 Approved �— Approved with Conditions ❑ Not Approved (attach comments) n REVIEWERS INITIALS: M\ DATE: LI /7-141 a S CORRECTION DETERMINATION: Approved n Approved with Conditions a DUE DATE: Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: \PR•ROUTE.DOC 1/98 mu+;w.Y� r, w, r .............„.:.,.: w..<...: r y ...ar,y�.m..nws,.K.t,.r.. ».. .,.,. . � tn,x -vw, City of Tukwila la John W. Rants, Mayor Fire Department Thomas P. Keefe, Fire Chief April 3, 1998 Fire Department Review Control #MI98 -0057 (510) Re: CSM Hotel - 16033 West Valley Highway Dear Sir: z w U0 UD W J SQ L L w 0 IW z1._ h0 z 1- w w no _ The attached set of miscellaneous plans have been reviewed o by The Fire Prevention Bureau and are acceptable with the W w following concerns: ? u. ~O wz U w H= O ~ 1. Fire hydrants shall conform to American Water Works Association specifications C- 502 -54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 1/4" Pentagon open -lift operating nut. 2. All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (UFC 901.3) Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Yours truly, 5/0 The Tukwila Fire Prevention Bureau cc: TFD fle ncd Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575-4439 3i:,fTcoet Kk ci ,x95?S.4,1 f, z / /2 //0 1/ / A & C::• FILE # 92-/-5-7 DATE ` 44 - /1 CO LATECOMERS AGREEMENT BETWEEN THE CITY OF TUKWILA AND KOAR - SEATAC PARTNERS, L.P. FOR STORM SEWER EXTENSIONS • WHEREAS, the City of Tukwila ( "City ") entered into a Developers Agreement with the predecessors -in- interest to KOAR- SEATAC Partners, L.P., a California limited partnership, for the • construction of the Embassy Suites Hotel in Tukwila, and that Developers Agreement was recorded and given King County Auditor's File No. 8907070618; and - WHEREAS, as a part of the Developers Agreement, the City and the Developer agreed to enter into a. Latecomers Agreement whereby the City would collect a pro rata payment from properties which were benefitted by the storm sewer improvements installed by Developer pursuant to Chapter 35.91 RCW; and WHEREAS, the improvements are now .installed and the Developer has obtained his final costs, it is hereby agreed as follows. 1. COSTS AND BENEFITTED PROPERTIES. • 1.1 The total cost of the extension of the storm sewer is $242,942.02. This cost includes the Developer's share of the construction costs. 10647ACR.LMY 1 ML9OO57 City Clerk City of Tukwila 6200 Southcenter Boulevard Tukwila, Washington 98188 Public Works Director City of Tukwila 6200 Southcenter Boulevard Tukwila, Washington 98188 4. RECORDING. This Agreement shall be recorded with the office of the King County Auditor, as required by Chapter 35.91 RCW, and the cost of said recording shall be paid by the owner. 5. ATTORNEYS' FEES. In the event that either party shall commence litigation against the other in order to enforce any term or condition of this Agreement, the prevailing party in such litigation shall be entitled to recover its costs, including reasonable attorneys' fees. DATED this j" day of -,1-/-,g/,-)Z4 , 1991. Approved as to form: 71U4,11/ 17/13k1 . City Attorney 10647AGR.LMY Ii4ix:n4iS41Ri,40 44A.tA*5sSalg*Atlr v;v&Itay.�f- CITY OF TUKWILA By Its 79/2e KOAR- SEATAC PARTNERS, L.P. By Its General Partner l/ ■ 3 1.2 All the properties benefitted are identified on the attached Exhibit A. Exhibit A identifies the percentage of the cost attributable to each party and the cost of the z 11-: construction to be collected from each property. rt w 1.3 The legal description of each benefitted property _1 0 g No is attached as Exhibit B. H 2. COLLECTION OF COSTS. N LL w0 2.1 Pursuant to Chapter 35.91 RCW, the City agrees to g - w? assess any owner of real estate identified on Exhibit A who did Da 1— w • not contribute to the original cost of the storm sewer z z uentl tas into 0 constructed by the Developer, and who subseqy p UJ 00 Lu and /or uses said facilities, that property's fair pro rata share 0cn ot- of the cost of construction of the storm sewer, as identified on w w N\ Exhibit A. LI 0 Wz 2.2 The City agrees to pay the Developer all of the v O ~ i > sums collected pursuant to this Agreement within sixty. (60) days z after receipt thereof, less reasonable costs of administering this Agreement, until the total of said. payments equals the cost of constructing the improvements, less the Developer's pro rata share, or fifteen (15) years from the date of this Agreement, whichever shall occur first. 3. NOTICES. All notices and payments shall be sent to KOAR-SEATAC Partners, L.P., 555 South Flower Street, Suite 2424, Los Angeles, California 90071, unless the City is notified in writing of a change of address or of recipient. Notices to the r• City shall be sent to: 10647AGR.LMY r. i. "r'rt:;:�`'::,• ti!b �Tr. S +,'Gh'' Si,ti,el a} Lkh,3S:t °ta iYibFSAc`" SYik tnFti` ait -' .);6A.L 2 iiiASdiSru4?�wi"Jel+�»4 '���'�5 r �'�i tilhot/ik, •Ait4 is File: MIAOO51 35mm Drawing# v!S ' #,.. : i:• ...:',t,��i'f'r . »-.1'1i5 ;;zH3w * "f;F • f .``fil, G+iit..iti • `akt lv2 .,r SOAR- SEATAC LOT NO. 12 (Page 1 of 2) Assessor's Account No. 000580 -0014 • THAT PORTION OF THE HENRY MEADER DONATION LAND CLAIM NO, 46, LYING WITHIN SECTION 24 TO NSHIP 23 NORTH, RANGE 4 EAST. WiM,, ' •' : IM KING COUNTY.!• kASHIHGTOF. DESCRIBED AS FOLLO�+S ' t ", �t �•:` t: ;.,�.. fir'. ey .CO> EVCIKG AT THE<•INTERSECTION• OF THE• NORTHERLY.'MARGI, • Sl .0•*: +tip:: 7:158TH STREET.WITH TIE EASTERLY MA1GIN OF SECONDARY STAY IG • `�� � _ NO. 2 •H "S.R. 405.& 181°1 THENCE NORTH 87°08'041' EAST A►1.4-r ;SAID NORTH MARGIN OF SOUTH 158TH STREET 150.00 FEET. :,T4'• •TN.� • POINT OF 6EOIkNING1 THENCE CORTInUIMO NORTH 87 •0 04AS , �;?- •• }�,:. ALONG SAID ST1EET MARGIN 159.4 FEET TO THE WESTERLY KARAIM OF WASHINGTON STATE HIGHWAY FRONTAGE ROAD 'Y" LINE AS ESTABIS! 40.00 FEET. IN WIDTH! THENCE NORTH 1.26'34" WEST ALONG SAID/:.:._ • WESTERLY MARGIN 120,23 •FE!T TO THE :SOUTHEAST: CORNER •411'. CERTAIN TRACT OF LAND...AS RECORDED UnOER, AUDITOR'S• FIL. o - 8- ,,4t 6 67 978 THENCE S TH 17.03'O41 HEST• ALO ' SOUTH''' THE - 1 2 OU nG L! SAID TRACT•••169.90.FEETI; THENCE NORTH 1.26'34". WEST A1.ONG;;1Ii •.:' WEST LINE OF SAID TRACT'124,50 FEET;. THENCE SOUTH 89•001001 '.. 4 EAST•ALONG THE NORTH LINE OF SAID TRACT 170,00 FEET`TO,tHIE� ,"`� `r'' WESTERLY MARGIN OF. WASHINGTON ST4te HIGHWAY FRONTAGE ROAD• !f,:�•i.;e•"`►r LINE! THENCE NORTH 1.26134" WEST ALONG SAID WEST MARGIN FEET TO A POINT OF CURVATURES THENCE ALONG SAID CURVE' TO-•.THE�• •.. ' _. .. LEFT HAYING A RADIOS OF 1126.25 FEET. AN ARC DISTANCE OF 220.37.' . . FEET TO INTERSECT A FENCE LINE WHICH LIES ALONG THE SOUTH LINEF,; :•, NORTH OF THE 125.28 FEET-IN WIDTH OF SAID DONATION LAND'CLAIM; ''- .' ..• ` THENCE NORTH 89.001'00" WEST ALONG SAID FENCE LINE 341.23 FEET...;.. ' TO THE EASTERLY MARGIN OF'SECOPDARY STATE HIGHWAY N0. '2-M:. "S',1tx;' ".':'�; 405 & 1111 0S THENCE SOUTH 7.40'58" EAST ALONG SAID HlGrtilAY ROAD_;:•:' ""�'.` MARGIN 337.62 FEET1 THENCE NORTH 89.03'04" EAST 158.43 THENCE SOUTH 2.51'56 ", EAST 100.00 FEET TO THE POI`IT OF. BEG.ZIIHIVG,-.t.,•-z EXCEPT THE FOLLOW1NGI ° ' COMMENCING AT THE INTERSECTION JF THE EASTERLY MARGIN OF SECONDARY STATE HIGHWAY 2-$ 'WEST VALLEY HIGHWAY' 8EZNG 72.0.0 FEET AS . MEASURED AT RIGHT ANGLES TO THE MONUMENT LINE THEREOF AND THE NORTHERLY MIGHT -OF -WAY LINE OF SOUTH 15BM STREET BE1NG'28.00 •. FEET IN WIDTH MEASURED AT RIGHT ANGLES TO THE MONUMENTED.LINE OF SAID STREET; THENCE NORTH 7•40'58" WEST ALONG SAID EASTERLY MARGIN OF U.S.S.H. 2-M, A DISTANCE OF 312.97 FEET TO THE TRUE • POINT OF BEGINNINGS THENCE NORTH 7.40'58" WEST ALONG SAID MARGIN : 175, FEET TO BOUNDARY LINE ESTABLISHED BY AGREEMENT RECORDED' • . • '.41..1"2-' =1 UNDER AUDITOR'S FILE M0. 65152121 THENCE SOUTH, 89.00'00" EAST. .:; ALONG SAID BOUNDARY LINE 152 FEET TO A POINT ?r3RTH B96001001 WEST 189.23 FGET FRO# THE WESTERLY MARGIN OF WASHINGTON STATE HIGHWAY FRONTAGE ROAD "Y" LINES THENCE SOUTH 7.40'58• EAST TO A P01MT WHICH BEARS NORTH 82.19102" EAST FROM THE TRUE POINT OF BEGINNINGS THENCE SOUTH 82.19'02" ►TEST 150 FEET t•1ORE OR LESS, TO THE TRUE POINT OF BEGINNING, AND EXCE ?T THE FOLLOWINGS COMMENCING AT THE INTERSECTION OF THE NORTHERLY MARGIN OF SOUTH 158 STREET WITH THE EASTERLY MARGIN OF SECONCARY STATE HIGHWAY 2 M SR 405 AND 1811 THENCE NORTH 87.8'4" EAST ALONG SAID MARGIN OF SOUTH 158 STREET 309.54 FEET TO THE WESTERLY MARGIN OF WASHINGTON STATE HIGHWAY FRONTAGE ROAD Y LINE AS ESTABLISHED 40 FEEET,IN WIDTHS THENCE NORTH 1'26134" WEST ALONG SAID WESTERLY MARGIN : txl�' aaiJC: iY:!'? C?`{' C ?nirnan,H.err,:- x�.,,?tN+XaKRi* ;�,?5etjo,xe ;•hn ,�,lr�,,.,:.h ft 3N KOAR- SEATAC LOT NO. 12 (Page 2 of 2) Assessor's Account No. 000580 -0014 33.7 FEET TO THE TRUE POINT OF BEGINNING. BEING ME NORTHEAST ORNER OF THAT CERTAIN TRACT OF LAND DESCRIBED IN REAL ESTATE ONTRACT TO HART i CO., RECORDED UNDER AUDITOR'S FILE NO. 41472171 • t{EMCQ CONTINUING NORTH 1'26! 34AS ALgt G' SAID SrEST. KARGIR:.. r;,�; 0417. FEET TO A POINT OF. YA E G CNJQ- SAID CURYE,, - THE LEFT HAVING A RAO JUS 0��..1 iA1, ■ ' "_�'...........- _ I 220.37 FEET TO INTERSECT A' VE? C ` E . tPWH�Cot••LIES''ALONQ. TH, OUTH LIME OF THE NORTH 125'.8.FEEj t tQ TH Or4SAID DONATION ;.... � . AND CLAIMi THENCE NORTFt itf0'01!,.itS ALO.?10=_SAJD,..FERC! LIKE--;.`f : 70.00 FEET. THENCE SOUTH 8'15100.:1AST'I4ORE'OR L'ESS.4 230 :47.7 .' • :4; EET ALONG WESTERLY BouHDARY OF PROPE1TY TO A POINT 6EIN0 Trig' : ORTHWEST CORNER OF SAID HART t CO. TRACTI THENCE SOUTH 4900'0': - AST 170 FEET. TO THE .TRUE POINT- 0$ 8E0 KQv A) D EXCEPT•, Thi.E ;':< ., Ol.l:05i I MG $ •. s, .tsL "...i'`' �J , -Sr ■ti• w i .:� ,� ,v .2,!,...'S:... :: ? ` l YS, • OHwEMCIHG AT THE INTERSECTIO!1' OF THLr :.NORTHERLY-AARGIN 0TH SOUTH!- : - , 158TH STREET. WITH THE EASTERLY..'ARGIW OF ECOl1DARY, STATE HIGHWAY.... .... NO. 2 -H *S.R. 405 1 181.1 • THENCE WORTH. 17 QSY04°,''.EAST ALONG ' •. SAID NORTH MARGIN OF SOUTH 150TH STREEX 150iQ0"FEET TO THE .: -.. ' .'�. TRUE POINT OF 5EGI ?NIKG1 THENCE CONT1KUIpa',:KORTH.47 °06'0;• •` '' EAST ALONG SAID STREET MARGIrt 1,9.51 FEET_•T0'THE WESTERLY S R0IM "': OF STATE HIGHKAY FRoSTAGE ROAD °Y° LINE AS' ESTABLISHED 40.00 . • FEET IN WIDTH. THENCE NORTH 1°26'344 WEST ALONG SAID WESTERLY ?ARGIN 120.33 FEET TO THE SOUTHEAST•CORRER.OF THAT CERTAIN TRACT OF LAND AS RECORDED uN0ER AUDITOR'$'FILE m0. 41672971 • THENCE SOUTH 874103 ►04" WEST ALONG THE SOUTH LINE OF SAID TRACT TO THE SOUTHWEST CORNER OF SAID.TRACT1'.TNE10E SOUTHERLY TO THE NORTHEAST CORNER OF A TRACT OF. LAND CONVEYED TO F.I.G. HOLDING COMPANY BY AUDITOR'S FILE h0. 59092361 THENCE SOUTH. AL0N0 THE EAST. LINE OF SAID•TRACT TO•TH`.TRVE POINT OF DEGINNING . r• • • z �z re w = dd J0 00 U) W w0 u-¢ Id 1-W z= WI- w OP- o 1� W W H1- O uiz U= O~ z BOAR- SE.A!!PC LOT NO. 16 (Page 1 of 3) Assessor's Account No. 000580 -0035 PARCEL 1i That portion of the Southwest 1/4 of the Northeast 1/4 of Section 24, z Township 23 forth, Range 4 rant, K.M., described as follows: ~ w 0_ 0 co co J= Raginning at an iron pipe marking the Southwest corner•of said sub - division;. —. thence North 1°04'06' test along the }lost line of said: subdivision O.68 feat, more or lass, to the North merEin of Scats Road 5 -1 and the true point of beginning; thence continuing North 1.06'06• East 117.00 feat to a point on the Southwesterly margin of the 's' line as shown on state map, PSH No. 1 Junction S.S.H. No. SM to PSH No. 2, said point being on • 131 foot radius curve concave to the Southwest, a radial at said point bearing South 4.24'52' Last: thence Southeasterly along said curve 145.17 feat to the North su rgin of said State Road 5 -1; thence South 67.00'01' Kest along said margin 135.37 feat to the true point of beginning. PARCEL 2: • That portion of the Southwest 1/4 of the Northeast 1/4 of Section 24, . Township 23 Morth, R.agge 4 East,'K.M., described as follows: S\ 18eginninq at an iron pipe marking the Southwest corner of said sub- ., division; thence North 1.06'06' East along the Nest line of said subdivision 237.37 feet to the Northeast margin of the 'D' lino as shown on State ?tap, PSH No. 1 Junction S.S.H. No. 5" to PSH No. 2, and the true point of beginning; ' thence continuing North 1.06'06' Last 110.30 feet: thence North 77.2!'12' Last 441.60 fast to an intersection with the Northerly margin of Puget Sound Electric Railroad right -of -way said margin being a 741.12 foot radius curve concave to the Southeast a radial at said intersection bearing South 32.40'44' Last; thence Southwesterly along said margin 136.37 feet; thence South 15'24'16' Nest 270.64 fait totha North margin of State Road 5 -1; thancs.South 67'00'08' Nest along said North margin 10.57 feet to intersect the above mentioned Northeast margin of said 's' line, said margin being a 251 foot radius curve concave to the Southwest, a radial at thi■ intersection bearing South 63.02'06' Nast; thence Northwesterly•along said Northeast margin 283.91 foot to the true point of beginning. t. z SOAR- SEATAC LOT NO. 16 (Page 2 of 3) Assessor's Account No. 0005800 -0035 • That" portion cf 'the Southwest • 1/4 of the ltorthetnt 1/4 of Soc:tion 24, Tostnehip'23 north; Range 4 East, i1.M., in King County, Washington, XI— described as followet.:,r . ~w beginning at the intersection of the Nest lino of C. D. ?lillm.an'$ 6v tarlingto.n Gardena Mdtion to the City of Seattle Division No. 1. 0 0 U as recorded in Volume 17 of Plats on page 74, records of Ring County, cow Washington, with the Worth margin of Bond Issue goad Mo. 10, Survey w H No. 11421 U w thence Westerly along said North margin 154•feet? • O thence North 0•0S'37* Vest et right: angles • to said Korth margin to tha w Northwesterly margin of the Black River - Renton Junction Highway as .. 2 established by dead recorded under Auditor's ?i1a loo. 2319415 and the ' • g 5 u_ a true point of beginning? `" .. thence South i7fC0'01• Nest along sald••tiorthwogterly•tgargin 119.11 ; I ICI • feet to a pointfro, which the • intersoction-.of the-said'Northwisterly • H w Da rgin and the North South centerline-of said Section 24 is 334.12 Z = feat distant? •thence North 19'24'16' Eaat 212.65 feet to the Southeasterly aargin of Z O titget Sound Electric Railroad right -of -way, said Southeasterly margin w w being a 1f1.12 foot radius curve concave to the Southeast, a radial 0 at this .point 'bearing South 42'22'43' rast: thence Northeasterly along said Southeasterly margin 121.87 fart to 0 D- 4 point from which the true point of beginning bears South. 0'01'37" 0 F- Eastl w w thence South 0.01'37• East 204.44 feet to the true point of beginning. F- U (ALSO KNOWN AS a portion of Tracts 2, 3 and 4 of Sunset Horse Carden u_ Tracts, an unrscorded'plat). — _ 0~ That portion of the Southwest 1/4 of the Northeast 1/4 of Section 24, Z Township 23 North, Range 4 East, W.K., described as follows: beginning at the Southwest corner of said subdivision; Chance North 0'55'12" East along the West lint of said subdivision 5.59 feet, more or less, to the North margin of Scats /toad No. 5 -1 thence North 67 °00'08" East slong said North margin a distance of 267.1 feat Co the point of beginning; thence continuing North 67'00'08" East a distance of 67.72 fast; thence North 19'24'16" East a distance of 212.65 feat to a point of non - tangent curvature to the right; thence on • curve to the right with • radius of 691.82 fast through a central angle of 10'07'47 an arc distance of 122.3 feet; thence North 38'05'32" West a distance of 50.24 feet to a non - tangent point of curvature to the left; thence on a curve to the left with a radius of 741.82 feat through a central angle of 10.41'14" an arc distance of 138.37 feet to a point which bears South 19'24'16" Wart 270.64 feat from the true point of beginning; thence South 19'24'16" West a distance of 270,64 feet to the Grua point of beginning; ALL situate in the County of King, State of Washington. PARCEL 4: a 767 MAR- SEATAC LOT NO. 16 (Page 3 of 3) Assessor's Account No. 000580 -0035 SUBJECT TO: Easement disclosed by Instranant recorded under According Nos. 335489, 5684707 AND 7102010221; Flatters disclosed by survey recorded under Recording to. 7903069008; Underground utility easanent recorded under Recording twos. 7912210603 AND 7912210605; Condemnation of access to State Highway No. 5 -1 and of light, view and air, by Decree to State of Washington, entered June 13, 1963 in King County Superior Court Cause No. 594286; i'.g rcemon t and : the terms and conditions thereof dated May 27, 19 7 0 and recorded under Recording No. 6657125; Right to rake necessary slopes for cuts or fills upon property herein described as granted to King County by dead recorded under Recording No. 2919485; Contract of Sale bQG. wen M. W. Lotto and Marjorie Lotto, his wife and William J. O'Neil and Viola T. O'Neil, his wife doing business as M. S. Investment Co., Seller•and Robert Sty -ugar and Nancy Strugar, his wife, Kenneth Bennett and Marjorie Bennett, his wife and Phillip E. Nygaard and Rosemarie Nygaard, his wife, Purchaser, dated February 10, 1977 and recorded under Recording No. 7703070206 which the Grantor herein agrees to continue to "pay under the terra and conditions thereof. `yA $.,_ i)wvvx. .1:4Y1�{V.;\^:Y.}V} .f^M(I •.tf�l� {`,.',, If KOAR- SBATAC LOT NO. 1 -4 Assessor's Account No. 242304 -9014 =sat psctios at oo icnerst Lots d say! 10 is the soutbmeet enartae' vd Sorties 24, Township 23 Perth, Raaga 4 East, Y.N4, is Xing County, Vhshiagt..c, 4a.ocribed as follows: Commencing at the in ters..c t1 oe of this northerly martin of South 1511 tb Strom, according to the Y -1 ins right of we y of Pest S'1, Crier liver Ibt.ortheng.s, as conveyed to tai City of Tukwila by Quit Clain Died filed under Xing County Rococd lest Numbs:. 1005210442, with the oastarl y, morgia al said mil, the Wiest Valley Xigh ey, ao oetablisied 72 foot mannerly, as measured at right angle., if the 211 lino thereof' thence north 07'41'13" vest along said easterly mania 343.24 foot to an istsrsoctlos with a haws "a' draws parallel with and 55.28 felt southerly, as measured at right melee, of the northerly lime m1 Donation Lend Claim Ito. 44 of the isirs at Lear of X oac7 lloodow, deceased; theme* cowtinuisrg nett 07•41'33" vast along sell oaatocly mania 64.03 'foot to aw la tocs.c t t c'a with a lime '!' drams Tara ll it wi t'z and 80.00 foot north of sail limo A" , . si measured at right angles t.horat o , and the Tres Point of Dogimalagi thanes continuing Aoctb 07.41'33' west aloft said mssforly margin 2011.73 toot to the southerly martin of Primary State Highway 34. 2, Jct. BEN t2N to Jct. P3* 12 is Santos; thence, north $4•19'21" mist along said southerly margin 203.64 foot to a point os tai wes t.erl y mania of t be right of w y of tai Sea t tl s and Tacoma Puget Sound Electric Railrmo4; Mecca southeasterly aloes; 'said mortis' in a curve t.a the right, moose center bears south 40'20'31" vest 1,014.54 feet fros said point, through a central eagle of 23'04'1f', on arc distance of 443.62 foot to a pout se said line °s'; tbonca north 00.04.43- vast along said line -3" 340.01 foot to the True Point of Doil.n4ni*g. _ SAISJECT T0: 1. ELSENENT AND THE TERMS AXD CCIEDIT1003 TMEDLEOI: GRANTEE: Jayaa s De 1 son and Chris J o rg erns eel YVE OSE: Water pipelines ARIA AFFECTED. As located on tray 13, 1?O5 on portion of subject p rani s e.s RECORDED: Pray 13, 1?OS RECORDING WHBLR: 337$25 2. RELINQUISHMENT OF ACCESS TO STATE HICHUAT AND or LICNT, YIN AXD AIR BY DEED TO STATE OF WLSNI%CTO4: RECORDED: December 7, 1,62 RECORDING AMBLE: 531665, AFFECTS: Westerly portion of subject property adjac. nt to Yost Yalloy Hilh+ray 313 L J KOAR -S EATAC LOT NO. 17A-17D Azsessor'a Account No. 000580 0008 Meader Henry Donation Claim No. 46; 100 feet right -of- way over Donation Claim less that portion lying southerly of the line beginning at a point on Y line survey in southwest 1/4 24 -23 -04 north 87 -09 -10 east 418.82 feet from Highway Engineer's Station -2M 149 +25.97 P.O.T. "Y" 0 +00 as located on 2 -M survey of PSH #i said point being on westerly margin of said Puget Sound Electric Railway right -of -way thence south 01 -20 -15 east 22.01 feet to true point of beginning thence north 87 -09 -42 east 103.03 feet to easterly margin of said right -of -way and terminus of said line and northerly of line beginning.on westerly margin of said right -of -way 323.01 feet measured southerly at right angles to southern margin of South 158th Street thence north 87 -09 -42 east 100.03 feet to easterly margin of said right -of -way and terminus of said line - TCO 17 -183. Portion of 100 feet of former Puget Sound Power Electric Railroad right -of -way across said Donation Claim.in'southwest 1/4 24 -23 -04 lying southerly of a line beginning at a point on Y line survey north 87 -09- 10 east 418.82 feet from Highway Engineer's Station 2 -M 149 +25.97 P.O.T. "Y" 0 +00 as located. on 2 -M survey of PSH #1 said point being on the westerly margin of said Puget Sound Electric Railway right -of -way thence south 01 -20 -15 east 22.01 feet to true point of beginning, thence north 87 -09 -42 east 100.03 feet to easterly margin of said right -of -way and terminus of said line and northerly of line beginning on westerly margin of said right -of -way 323.01 feet measured southerly at right angles to south margin of South 158th Street thence north 87 -09 -42 east 100.03 feet to easterly margin of said right -of -way and terminus of said line - TCNO 17 -378. KOAR- SRATAC LOT NO. 5 Assessor's account No. 242304 -9090 0 That portion of government Lots 8 nod 10, in *cation 24, tcoaskip 23 north, range 4 east, t9 11., Ln King County, Vashingtom, lying easterly of the right of way of the Puget Sound electric Railway and lying westerly of the right of way of the Chicago, Milwaukee and St. 'Paul Railroad and lying southerly of Primary State Eigtnsay $o. 1, as conveyed to the State of Washington by deed recorded under auditor's file So. 5577992; =CUT that portion thereof lying south- erly of the following described lime: bay inn in q at a point in the f en oe line that marks the north margin of an easement for road purposes referred to under auditor's file No. 3480349, records of said county, from with the intersection of said margin with the easterly boundary of the Puget Sound Power and Light Company's right oL way (formerly Puget Sound electric Railway) bears south 07'13'29" west 28.03 feet; thence north 01'24'13' west 352.00 feet; thence north 08'24'13' west 225.00 feet to the northwest corner of the Harvey Cola Company, Inc. lease; thence continuing north 00°24'13° west 40.00 feet; thence north 23 °38'24" west 140.00 feet; thence south 66621'36' West 40.76 feet, more or less. to the easterly ;se of said Puget Sound Electric Railway right of way and the true point of beginning of said described line; thence north 66'21'36' east to the westerly line of Chicago, Milwaukee and St. Paul Railroad right ot..way and -the and of said described line; TOGETHZR WITTi AY EASXMINT for ingress to had egress by vehicular traffic or otherwise, over the following described tract: beginning at a point in the fence line that larks the north margin of an easement for road purposes referred to under auditor's file Roo. 3480349, records of said county, from which the intersection of said margin with the easterly boundary of the Puget Sound Power and Light Company's right of way (formerly Puget Sound Electric Railway) bears south 87'13'29' west 28.83 feet; thence north 01'24'13' west 352.00 feet; thence north 08'24'13' west 225.00 feet to the northwest corner of the Harvey Col. Company, Inc. lease; thence continuing north 08'24'13' west 40.00 feet; thence north 23'38'24' west 140.00 fret; thence south 66' 21'36' west 40.76 feet, more or less, to the easterly line of said Puget Sound Electric Railway right of way; thence southerly along said easterly line to the north line of said road easement; thence north 87613'29' east 28.83 feet along said north line to the point of beginning; TOGETHER WITH AN E.\SE2 iT for road purposes over a strip of land 3S feet in width adjoining said above daacribsd easement on the south and running we•aterly from the southeast corner of said easement praises to the east line of Secondary State Highway Ho. 5 -M as described in instrument recorded under auditor's file No. 348034,9; EXCEPT that portion of said easement within the right of way of Puget Sound Electric Railroad right of way, now Puget Sound Power t Light Company's right of way, as conveyed under deeded recorded under auditor's file Rio. 216890. eta» , {t0,-, rcy irtiyi7', *222 ii '1!!!! PPPrig5 X 8 -10 r- 1— 1e 9 5 to n 00 8 g d Fifil/Hi" 7 3afi811 99e� %�i 0:3131'13ZZ:4••00 ;TEA•• 2 • . J J !! 2;3:11A • Nc z ~ w O 0 w 0 111 F-' • w wo LL.Q T• cr W ?_ wI- U• � 0 (L) 0I— I/1 w _ wz w = 01- N KOAR- SEATAC LOT NO. 7 Assessor's Account No. 242304 -9023 . The 100 r..c right of ve7 is an.ra.,at Lots 1 a.t 10 of t..tisa 24, Soya-. .hip 23 Xorth, Lai. 4 last, r.X,, also La /.wary xular D.aatioa Laa1 Claim !a soli t+otiw 24, u ..srq.4 La 14.4 roart.d !a To1an. 212 of D..ls, 'ago 204, swims of Slog Comat71• firsts is tLa Too of Ttk ii.a, Croat,' of Xing, /tat..! ■aktactaa, r. C. '4.:11 NAla iPliLMrAtj: 4,10!Wk.j iilifM5iki�u£>H2 //4//0-/7 • • • KOXR- SEATA,C LOT NO. 8 Assessor's Account No. 000580 -0003 That p. -rtl.. of Oewrnamat Lots 1 alma 16 Ls LA. ....threat quarter of 1aati•.1 24, Twnship 23 forth, lams 4 toot, W.I. , Ls Lind Couat7, Vashingtoa, d.serlir.d so fellows; Corm neLna at the Lnter..ctios of the northerly martin •f south 138th Street. acc.rdlna to the T -1Ln. right of way .f tax /1, Cr+aa Limes Interchan ;s, as tanre 7r6 t.s the City of Tukrila by Cult Claim D..4 filed under Lint County laco;dtng Paeh r 6003210442, with the eastarl7,srrgis of said ?DO I, the West re11•y xlg7.wy, as established 12 foot .aatarl7, ea . measured at right snglsa, of the 271 1Lne thereof' thataa sorts 67.41'33' rest along said easterly merits 343.24 fat to as Laters•etlsa with a lima 'a' drool; parall•1 with mod 33.28 fort aauthoely, as sran+rsd at right sales, of the sertherly line of Donation Land Claim 11e. 44 of the heirs a t Loy • f lSenr7 Nea d ov, d.c as aM { theosa •ontinuin. north $7'41'33' west along said ea.torly surds 10.13 foot to as Latars.4tloa with a line 's' drawn parallel with and 40.00 foot *nth of said liaa 'A', as seasurs4 at right snglaa iherota, god the True' ?obit •f iKLaniaill th.n•e sentLauina north 67'41'33" west along said .astorl7 mania 211.13 foot to the sout.h•rly sargia of 7rimary state Xighvey Leo. 1, Jet, UN 1275 to Jet. 71* 12 is Ran tsa thence alerts 6+'11'29' oast along said southerly martin 203.66 feet to a poLst ea the westerly margin of the right of ray of the saattla end Tacoma Puget sound T1.etrla Railroad; thanes sout.h.•aster17 along said margin in a turn to the right, wt.oso •enter )earl south 46'20'31' rest 1,011.30 f.et from said point, through a swami seals of 23'01'10', an art distance of 443.62 feet to a point •a said limo '1'1 thence north 66'04.43' west along said line '1' 364.11 feet to the True ?slat of D.$b Lmg. 1V3J1C7 T01 1. WV= 410 T7ts TRIMS A10 CONDI11041 THLLt001: OT.JTL =: Jsa.s Nelson and Chris Jertsns.a ptlLTORIt gator pip.11nsa 4224 AJ70CTLDt ♦s 1.cst..4 on gay 13, 1103 •a portion of aulj.ct pr..ises 22COADLD t hey 13, 1903 LICOLDIMC $.0Q.Z.1 337423 2. 22LINQVIIJOtL27 07 ACC*23 TO =TATI XICJSYAT AND 07 LICM, D120 TO STATL 01 WASXIt/CSOa: TIM An All aT RZCOS.DLD3 Dec.shor 7, 1462 LLCOLDIUC 1V)G231 3316631 47700771 W..t.r17 portion of sulj.ct property adjacent to rest Talley xlghvey z Z QQQ'2 JU 00 CO C3 UJ J= 1- N LL, W }O g J LL < i N d � W Z � I- 0 .�....� ..... �.r ,.� -x .� «.. try r. w... ra:.. e• K ...axr.+,.cre:.,,,t,..ae+nvrr•, :..na.uxrr,,7+?rbfl.w.t .^ Artsmilawsk KOAR- SEATAC LOT NO. 9 Assessor's Account No. 000580 -0011 THAT PORTION Of SECTION s4. TOWNSHIP 23 NORTH. RANGE 4 EAST, Y.1�.. I,N CING COUNTY. WASHINGTON. bEING A PORTIO4 OF THE HENRY 'MEADOR DONATION CLAIM WHICH IS ALSO CALLED THE HENRY METER DONATION CLAIM. OESCRi3;D AS FOLLOWS' BEGINNING AT A POINT OM A LIKE 72.00 FEET EASTERLY. AS MEASURED AT RIGHT ANGLES. FROM THE 2N -LINE SURVEY OF PRIMARY STATE HIGHWAY i Ka. 1 AS CONDEMNED IM KING COUNTY SUPERIOR COURT CAUSE NO. t 59$595. WwICM POINT WOULD BE 55.20 FEET DUE SOUTH Of THE FORTH • c LINE OF THE HENRY MEADOR DONATION CLAIM! THENCE EASTERLY, PARALLEL. X ' WITH AND 55.28 FEET DISTANT FROM SAID NORTH LINE. A DISTANCE '! OF 340 FEET MORE OR LESS. TO AM INTERSECTION WITH A LIME 20 j FEET WEST Oft MEASURED RADIALLY FROM TK. Y -LIME SURVEY OF " SAID PSH N0. 1 CONDEMNED IN KING COUNTY SUPERIOR COURT CAUSE 1 N0. 59859SI THENCE SOUTHERLY. ALONG SAID LINE WHICH IS 20 FEET V yy WEST,OF THE Y-LINE SURVEY. TO A POINT WHICH WOULD BE DUE SOUTH ,1 125.28 FEET FROM THf,NORTH LINE OF THE HENRY MEADOR DONATION ,' i CLAIM' THENCE WESTERLY, PARALLEL WITH A?0 125.28 FEET DISTANT ,� FAC+i THE SAID NORTH LINE OF SAID HENRY 'MEADCR DONATION CLAIM • TO SAIL LINE 72.00 FEET EASTERLY CF THE -2N-LINE SURVEY OF SAID TSH MO. It THENCE•- NORTHERLY, ALONG SAID LINE WHICH 1S 72.00. FEET EASTERLY, AS NEASLRED AT RIG.HT ANGLES FROM SAID 2M LINE SURVEY. TO 117E POINT DF BEGINNING, EzCEPT Ahr a0R110I THEREOF LYING SOUTHERLY Or THE bOUHDA*Y LINE ESTA8L154ED dY AGREEMENT RECORDED MAY 26. 1069 IN THE OFFICE OF THE DIRECTOR Cr RECORDS AMP ELECTIONS AS RECEIVING 40. 6515212. '' �t� 'A'i4i'.]t= 4ti�'.`l.rA'shW,r.. Hitt ?ftw3'h4'YDfitfr:C1L�G44e7tf,?k ^: _s . �•.i • C. \\N SOAR -S KATAC LOT NO. 11 Assessor's Account No. 000580 -0034 That Section, 24, Weeder North, Range 4 East,AW.14. ,,in lying County, Washington, described as follows; ,Commencing at•the interaction of the northerly margin of south • :••=1Slth Street. with the easterly margin of Secondary State Highway 405.and 1$1': thence north 17•05'04' east along said •margqin of south•151th Street 309.54 feet to the westerly margin '.'1.: of.Washington State Highway Frontage Road 'Y' line as established feet in - width: thence north 1°24'34' west along said westerly 'margin 233.37 feet to the true point of beginning: being the north- east corner of that certain tract of land described in real estate contract to Hart and Company, recorded under Auditor's File lfo. 41672,7: thence continuing north 1•2$'34' west along said west margin 10.17 feet to a point of curvature; thence along said curve to the left having a radius of 112$.25 feet: an arc distance of 220.37 feet to intersect • boundary line established by agqroenent recorded under Auditor's File No. $515212: thence north ,•00'00' vest along said boundary line 170.00 feet, to a point: thence south $'1S100' east, 230.67 feet, more or less, along the westerly boundary to a point being the northwest corner of the said ::art and Company Tract: •then'ce south 19•00'00' east 170.00 feet to the true point of beginning. C ///iii u /0/ KOAR- SEATAC LOT 144. 13 ABsesaor'a Account No. 000580 -0025 PARCEL A That portion of the Henry `treader Donation Clain No. 46 in Section 24, Township 23 North, Range 4 Cast, N.M., in in County, Washington, described as follows: Doginning at a point 355.79 feet South of the intersection of the Easterly margin of the public road known as State Secondary Highway No. 2 -M also known as Secondary Statt Highway No. 5 -M' with the !forth lint of said Henry !1sadtr Donation Clain/ thence Eastarly parallel to the North line of said donation claim to the Host boundary line of. the right -of -way of the Puget Sound Electric Railway Company; thence Westerly parallel with the North line of said Donation Claim 40 Lett to the true point of beginning: thence continuing Westerly parallel with the Borth line of said Donation Claim 170 resit: thence Southerly parallel with tilt West lino of said Puget Sound Electric Railway right -of -way 124.50 feet; thence Easterly parallel with the North line of a private road easement 'commonly known as South 158th Street' as disclosed by instrument recorclod under Auditor's Fil: so. 3480349, to a point 40 feet '.acs: of ti.c 'lest line of said Puget Sound Electric Railway right -of -way; thence Northerly parallel to the West line of said Puq't Sound Electric Railway right -of -way 113 toot mores or less, to the ttue•point of beginn:ng. PARCEL II That ; ortion• o: llcnr? !Loader Donation Claim No. 44 in Section 24, Township•23 North, Pangs 4 Cast, H.M., in King County, Nashington,•.dsscribed - as follows: beginning at thq intersection of the Eastorly (pargin 61' Secondary State Highway 2 -M 'Went Valley highway' being 72.00 lost. as measured at right angles to the monument line thereof; and the Northerly margin of South 158th Street, being 28.00 feet in width, measured at right angles, to the monumentcd line of said strict: thence North 7'40'58' ' .iost Alone the Faaterly margin of said SSII 2-14 a distance of 312.07 feet; thence North 82'19'02' Fast to the west line of .. tr.: ^•t of land conveyed to Emily hunt;.; by decd recorded under Auditor's File Ho. 7107010196; thence South 8'15'00' East alone said ;West lino to the *:orthwest corner of a tract o: lane: conveyod to hart and Co, by instrument recorded under Auditor's Fi:e No. 6167297: thence Southerly to the Southwest corner of said Hart Tract and the true point of beginninn; thence Easterly parallel with the North margin .of said . South 158th Street, to the Westerly margin o'. Washington Highway Frontagt Road 'Y' line as establinhed 40 feet in width; thence Southerly along said Westerly margin to the Northerly margin of said South 158th Street; thence Westerly along said Northerly margin to a point distant 150 feet from Easterly margin of SSH 2 -M; thence Northerly at right angles to said Northerly margin ''100 feat to the Northeast corner of a tract of land conveyed to F.Y.G. Holding Co. by Auditor's File No. 5909206; thence Northwesterly to tiro True Point of beginning; EXCEPT any portion lying within South 158th Strectras condemned in King County Superior Court Cease No. 592029. ... �} �: 4';.. �: r.'•:.; e:: 7i: �,.: �:!„ v;�;t',!:(.ti:,.��4vw.�;t;t.t: "r t�a:�'i.7i�if:.s.1;L�+. 1COAR- SEATAC LOT NO. 14 Assessor's Account No. 000580 -0026 That portion of Xanry Reader Donation Claim' No. 4S, Section 24, Township 21 North, Range 4 East, W.R., in Xing County, Washington, lying Easterly of the Easterly line of State Nighvay No. 5.R, said Easterly line being 7I feet Easterly of and parallel with the 244 line of Primary State Nighvay No. 1,.Grean River Interchange and Northerly of the Northerly line of a private road (commonly known as South 131th Street), as condeaaed in Xinq County Superior Court Cauie No. 592023, described is follows: teginninq at the intersection of the North line of said South 15Sth Street and the said Easterly lino of Primary State Iighvay No. S•R; thence Easterly along said North line of South 15Ith Street, a distance of 150 feet: thence Northerly at right angles to said North lino 100 feet: thence Westerly parallel to said !North line of South 1SIth Street to the said Easterly line of Primary State Righvay No. S•R1 thence. Southerly along said Easterly lino to the point of beginning. f. �rwarwr.!�..r c nrNi/r,yyIb�FUI N f' KOAR- SRATAC LOT NO. 15 Assessor's Account No. 000580 -0028 THAT PORTION OF HENRY MEADEf r.O ATION CLAIM NO. 44. SECTION 24. TOWNSHIP 23 NORTH. RANGE 4 CAST. WILLAHZTTE MERIDIAN. IN KING COUNTY. WASHINGTON. LYINO EASTERLY Of THE CASTE/11.Y LINE OF STATE HIGHWAY NO. 3 -M. SAID EASTERLY LINE )EINO 72 FELT EASTERLY OF AND PARALLEL WITH THE 2-M LINE OF PRIMARY STATE HICHWAY NO. I. CRCEII RIVER INTERCHANGE AND NORTHERLY Of THE NORTHERLY LINE OF A PRIVATE ROAD (COmmoNLY KNOWN AS SOUTH 130TH STREET) AS CONDEMNED IN KINO COUNTY SUPERIOR COURT CAUSE NUMBER 312021. 0E•SCR1)ED AS FOLLOWS: $ECINNINO AT THE INTERSECTION OF THE NORTH LINE OF SA1D.•SOUTH 150TH STREET AND THE SAID EASTERLY LINE OF PRIMARY STATE HIGHWAY NO. 3 -Mi THENCE EASTERLY ALONO SAID NORTH LINO OF SOUTH 150TH STREET. A DISTANCE OF 150 FEET; THENCE NORTHERLY AT RIGHT ANGLES TO SAID NORTH LINE 100 FEET' THENCE WESTERLY PARALLEL TO SAID NORTH LINE OF SOUTH 130TH OTACET TO THt SAID EASTERLY LINE OF PRir...AY STATE HIGHWAY NO. S -M+ THENCE SOUTHERLY ALONG SA:h EASTERLY LINE TO THE POINT Of BEGINNING. Rig : . gek 442' ''rag a,? BOAR- SRATAC LOT NO. 10 Assessor's Account No. 000580 -0032 'MAT PORTION OF THE Mf41Y 'CAOCR %%NATI :V LA40 CLAI" IN SECTION 2A TOwN1►'I► 23 MORTM. 1ANGL 4. EAST, .. :'.. Iv tt`c0 COuhtY► dASMINGTON DESCRIBED AS FOLLOdS' C0 "M!4CI4G AT TM! INT!13SCTIOY OF TM! !ASTCRLY ..A *GIN OF 3CC0'IOAA'r STATE ? IOM'!AY 2 ■a 'JEST VALLEY MIGH,.AT' IEI',•: 72.2;, FELT AS 4!ASu1ED AT RI'✓iT ANGLES TO THE wONW+L' :T LINE TMCRCOF AND TM( NOATHLRLY RIGHT- CI -;(AY LIN! CF SOUTH 15$TM STREET wEING 21.00 FEET IN wIOTM "LA3URED AT i10MT ANGLES TD TM! 'IOMW!ENTED LIN! of SAID ST'ECTI TmENC! 10RTM 7•4.0'31" >.CST ALONG SAID EASTERLY "ARO!N OF v.S.3.H. 2 -41. A DISTANCE OF 312.17 0E1T To THE TAut POINT OF SLGIMN1r01 THL_iCE hOATH 7.60'01• <CST ALONG SAID MARGIN 17) FEET TO 10UMDARY LIKE CSTAILI$MED aT AGREEMENT RECORDED UNDER AUDITOR'S FILE no. 0152121 THENCE 30uTM 11.00'00" EAST ALONG SAID •OU't0ARY Li:1E ISE FEET TO A POINT NOATM 11•00'00' wEIT 11!.23 FIST FROM T:iC dESTLRLY MARGIN OF wA*MIMGTOM STATE HIOfWAY FRONTAGE ROAD 'Y' LINt1 THENCE SOUTH 7•40'31' EAST TO A PCInT YM1CH SCARS riO*TN 12'11'02' EAST FAOH THE TRUE POINT OF t(OIN'11'01 THCMCE S004 12.11'02' .CST 102 FEET MORE OR LESS. tO 1HE TRUE POINT 01 BEGINNING. TOGETHER 1ITM AM tA$CMCnT F01 INGRESS, EGRESS. AN0 UTILITIES ,.OVER TMC FOLLO'1ING..t3C2tsED T1ACT► BEGINNING ATITME 3OUTM:t3TERLY CORNCZ CF riot ABOVE DCSCR13E0 TRAM THENCE rOATM /2.1f'G2' EAST 1SG.26 'LET. yORC OA LESS■ 1O TMC S0U1.EA3fLRLY C07.'.E1 T.+S:I!DF1 TM!\C! SOO,. 701.0'51" EAST SO Ftt:T1 T -CNCE SOuTm 12'11'02• +EST TO t'C !ASt[1LY LINE • OF SAID M10$.AYI TMENCL ,OATH 7'60'SI• /EST $C FEET TO TMC POINT 01 $COIH."I►IG. N KOAR- SEATAC LOT NO. 20 Assessor's Account No. 000580 -0031 That portion of Henry Meader Donation Claim No, 48 in the Southeast Quarter of the Southwest Quarter of Section 24, Township 23 North, Range 4 East, W.M., in King County, Washington, described as follows: Commencing on the 2M line survey of primary State Highway No. 1 Green River Interchange at Highway Engineer's Station 2 -M, 149 +25.97 P.Q.T. 0 +00; thence North 87'07'32' East along said 'Y' line 418.74 feet to an Intersection with the westerly margin of the Puget Sound Electric Railway right of way; Thence southerly along said westerly right of way margin to a point 20 feet South of measured at right angles to, the easterly production of the above- described 'Y' line; thence North 87'08'04' East 100.00 feet to the easterly margin of said Puget Sound Electric Railway right of way and the true point of beginning; thence continuing North 87'08'04' East 124.74 feet to the westerly margin of the Chicago, Milwaukee, St. Paul Railroad right of way; thence South 03'40'04' West along said westerly right of way margin 327.11 feet; thence South 87'08'04' West 95.59 fret to the easterly margin 'of said Puget Sound Electric Raitway right of way; thence North 01'26'34' West along said easterly right of way margin 325.10 feet to the true point of beginning; subject to an easement for ingress and egress over and across the West 30.00 feet thereof; and except that portion of Henry Meader Donation Claim No. 46 In the Southeast Quarter of the Southwest Quarter of Section 24, Township 23 North, Range 4 East, W.M., In King County, Washington, discrbed as follows: Commencing on the 2M Iln• survey of Primary State Highway No. 1 Green River interchange tt Highway Engineer's Station 2 -M, 149 +25.97 P.O.T. 'Y' 0 +00; thence Nonn 87'07'32' East along said 'Y' tine 418.74 feet to an intersection with the westerly margin of the Puget Sound Electric Railway right of way; thence southerly along said westerly right of way margin to a point 20 feet South of, measured at right angles to, the easterly production of the above - described 'Y' line; thence North 87'08'04' East 100.00 feet to the easterly margin of said Puget Sound Electric Railway right of way and the true point of beginning; thence continuing North 87'08'04' East 124.74 feet to the westerly margin of the Chicago, Milwaukee, St. Paul Railroad right of way; thence South 03.40'04' West along said westerly right of way margin 226.46 feet; thence South 87'08'04' West 104.56 feet to the easterly margin of said Puget Sound Electric Railway right of way; thence North 01'26'34' West along said easterly right of way margin 225.07 feet to the true point of beginning; subject to said easement for ingress and • egress, over and across the West 30.00 feet thereof. • c 1• NtLyYi. tixS .,�Arrr.�,i:AWyi,'.R��,T ^ +,�� dfyy�f:S�Mtii^'i:�'.�3�1 y��..'Xy+fDrM/y�•bJA.; 4sY. ROAR- SRATAC LOT NO. 18 Assessor's Account No. 000580 -0023 A parts 1 • s f land lying 'within the Merry ' e ter D.L.C. 144 In S.ct 1 on 14, TowrFsh t p 13 Korth, Range 4 East, M.R., City of Tukwila, King County, Wshingten, dsocrib.4 as •f.tlowsi IelirwSlne at the Southwest corner of maid {action 241 TH6 CI South 17 dslrtes 44'34' fast along the South tint of the Southwest Kuarter of said toctl.n, 1,111.64 fret to the monua.nt,4 centerline of State hood t-M (West Vallty ho'a41)1 'THENCE North 7 deir•es 42'44' West along said centerline 517.30 feet! 11•[NCL North 17 deters HIM' fact along the .onumented centerline .f South 136th Street, 511.21 feat to the Easterly sargln of the Puget Sound Power and L1/ht•C.. right -of -way' ;'• THEMCI North 1 degrr. 11'41' West alone said r11ht -of -«.ay 11.M feet to /bind •A•1 t.TMKNCE North 17 degrees 13'22' East along the Northerly margin of maid South 1321h •,` :ttret 127.73 fret to the Wsterly marlin •f the Chicago, Nllwauket and St. Pon) •- .Kailros4 right -of -i.tyi'.' .-7...2...114 NCI North 3'delrsrs 34'44' East, along salt earlin 273.3/ feet to the hint •f t 4*glrnlne of uld'par elt : e.THvtCa continuing North 3 d.grses 34'44' East 364.42 fret; L41;THENCI South $t'Ngrars 371.44• West 234.27 Watt to th. Easterly marlin of said Puget 17,!;Scand•Pow.r ineLtlht Co. right- of-may' - \ (0:; THENCE Southerly'alone said margin 342.77 fret, 'ors or Ins, to a point which bears • ,, .w:Muth 17 degree 13'22' West frva the Point of baglnninul ' .■THE}CE North 17 delrtts 13'22' East 132.17 fret to the Point of Seginnini. ;P- 4TOSLINIA WITH an easaa.nt for ingress, stress and vtilttl.s, •rte, acrova and meter a ..'.porilon of said Newry Nedra' O.L.C. 144, and lovsrnsent Lot S of said Section 241 ..described as fellows; V`\ • lloglnnine at rho afornwntlor.. Mint •A•1 ,THENCE North 17 degrees .1.522' East 17.77 fret! ..,THC CZ North 1 dagrte 22'21' West 352.111 feet; ::. T}4E C2 North t d s g r*es 22' 1 !' West tt3. M fret' -THENCE North 13 agrees 36'31' West 144.14 fret! T10E South 64 dolma, 13'tl' West 37.37 fest to the Northeasterly margin •f said Puget Sound Power and L11ht Ca right -of -way! THENCE southerly, alone said marlin 743.02 fret to the Mint .f 1e.tnnlnet EXCEPT that portion lying within the main tract of Parcel t. TOOL -THU WITH an easement for road Purposes over a strip .f land 33 feet In wldth and adjoining sold Frolics on the South and running Westerly from the Southeast corner of sold pre.lses to the East 11ns of Secondary State Highway Mo. 3-K, es described In instrument recorded under Recording No. 3446.3471 EXCEPT that portion of said sasr..nt within the right-of-way of Puget Sound Electric Railroad right -of -way, now Puget Sound Power and Light Company's right- of-way, as' conveyed under deed recorded under Mlecordine No. 214151. lA1-110 KTt.'S.s1 Al parcel 2 of City of Tukwila Boundary Lin. AdJustrent No. 11-34, IPC recorded render Recording No. 111111t541.) ;iau3'k i:iti��vsw�tv�W:3'a�ak%aFia.J Situate In the County .f King, Stat. of Washington. c 'k'i5+.t!!�. Fy.. zsxwlre+�+7rW ^!r?rVuNJ!.7 7+^+.':^5; i" J.. �'} �'" F•": �! MJ:: 2" x9+ t• Rr+'+: ",':y4Y,rnv!,*(y�Ft {!'St lCQAR- SEATAC LOT NO. 19 Assessor's Account No. 000580 -0029 A parcel of land lying within the Henry Meder P.L.C. #46, in Section 24, Township 73 North, Range 4 Fast, W.M., City of Tukwila, King County, . !Washington, described as' follows: beginning at the Southwest corner of said Section 24;'thence S..87• 48'34 "T. along the South line of the Southwest quarter of said section, \ 1,110.88 feet to the monumented centerline of STATE ROAD 2 -M (West Valley Road); thence N 7'42'44"W along said centerline 587.30 feet; thence N 87•08'00 "T. along'the•'monumented centerline of,South 158th ' Street 519.25 feet to the Easterly margin of the Puget Sound Power and Light Co. right -of -way; thence N 1.21'41 "W along said right-of- c) way 18.08 feet to Point "A ", and the point of beginning of said por- tion; thence N 87.15'22 "T along the Northerly margin of said South 158th Street, 127.95 feet to the Westerly margin of the Chicago, Milwaukee and St. Paul Railroad rieht-of -way; thence N 3.34'46 "E along said margin, 273.59 feet; thence S 87.15'22 "W 152.17 feet to said Puget.Sound Power and Light Co. right -of -way; thence Southerly, alone, the Easterly margin of said right -of -way 272.00 feet, more or V \ less, to the point of beginning. SIJBJF.CT Tn an easement for ingress, egress and utilities, over, across and under a portion of said Henry Meder's D.L.C. #46, and Government Lot 8 of said Section 24; described se follows: Beginning at the aforementioned Point "A "; thence N 87.15'22 "E .27.97 feet; thence N 1.22'20 "W 352.00 feet; thence N 8•22'19"W 265.00 feet; thence N 23•36'31 1W 140.00 feet; thence S 66•23'29 "u 37.57 feet to the Northeasterly margin of said Puget Soured Power and Light Co. right -of -way; thence Southerly along said margin 743.02 feet to the ' ooint of beginning. C. KOAR- SRATAC LOT NO. 22 Assessor's Account No. 000580 -0038 A portion of Section 24, Township 21, Range 4 Last W. M. outlined in red on Exhibit •A• attached, which includes three structures presently leased to *seller Brass Company, I[arvey Cole Comps*', Itsc. and E. I. DuPont D*Nenours, described as follows That portion of government lot 1, in section 24, township 23 north, range 4 east, W. M., in King County, waahington, and of that portion of the Henry 1{eader Donation Claim No, 44, in said section 24, lying easterly of tho right -of -way of the Puget Sound Electric Railway and lying westerly of the right -of -way of the Chicago. Milwaukoo and it. Paul Railroad and lying southerly of the following described lino: Deginninq at a point in thc Canco lino that narks the north margin of an easer.+ont for road purposos referred to under auditor's file No. 3410349, records of said County, from which the inter- section of said margin with the easterly boundary of thc Puget bound Power and Light Companyy''s right -of -way (fgrmerly Puget Dound aleotria hallway) L�elrs south 17'13'29' wort 21.13 feet: thane(' north 01'24'13' west 352.00 foot; thence north 01 °24'13' vast 225.00 feat to the northwest corner of the Harvey Cole Company, Inc. lease; thanes continuing north 01'24'13' west 40.00 feat: thanes nori1 23 31'24' watt 140.00 feat; thence south 64 °21'36' wait 40.76 feet, noro or less, to the easterly line of said Puget Sound Electric Railway right -of -way and the true point of beginning of said described line: thence north 6021'36' *sat to the wostorly line of raid Chicago. Milwaukee and St. Paul railroad right -of -way and the end of said described line: TOama::A with an oasamant for road purposes over a strip of land 35 feet in width adjoining said promises on the south and running westerly from the southeast corner of said premisos to the east lino of Secondary Stato highway No. S -M, as described in instrument recorded under auditor's file tto. 3400349, EXCL:PT that portion of said easomcnt within the right -of -way of Puget Sound Electric Railroad right -of- way. now Puget Sound Hover r. Light Company's right- 0f-waY. I as conviyed under deed recor;lod undor auditor's filo Ho. 216090. Reserving to grantor, its successors and assigns, tha right of ingress to and *gross, by vehicular traffic, or otherwise, from that portion of Govornmont Lot e in Soction 24, Township 24 North, described as follows: • Shat portio .of; qg71a4a:w a t '�- iCti �•`4 �''�•�:'+..'': ' . township 23 4h..aast; /V; ;I". XLA, County, Washington,, .ad :of. tha t_•port.ion'of'the . Henry Meador .Doc.ati Chia lkf.'= 46,'1.n said '• section 24, destbod 'as fc) lo+ra t _ ; •.' _ • B inain at a• �s ,the fence lin.' that Y• narks thi north .rq of 'aa 'assailant for road urposes referred'to under auditor's file $o, p41034f, records of' said County, frogs which the intersection of said margin with the easterly boundary of the Puget iou.nd lover and Light Company's right -of -way • (formerly Tugs found Electric Railway) bears south 17°13'25' west 21.13 feet: thence north 01 °24'13• west 332,00 feat; thence north 01 °24'11• west 223.00 feet to the northwest corner of the Harvey Cgle Coopany, Inc., lease; thence continuing north 01'24'13* went 40.00 fort; thongs north 23033'24' w at 140,00 feet; thanes south 6$'21'36' vest 40.75 feat, more or lass, to the easterly line of said Puget Sound Electric Railway right -of -way; thence southerly along said easterly line to the north line of said road casement: thence north 17013'21' east 21.13 feet along said north line to the point of beginning !Y•zYJtMt. tT.1'.p " ;IT n biwn!y'V,TT Kt a V112. u�,;• Jit= :rn ;:y'v;;'ic o;:V ,Y N!. rA ffA KOA.R-SEATAC LOT NO. 21 Assessor's Account No. 000580-0024 Dssaufricst 01 A 223433 fqcAls 701 TANc2L Of LAND cur 0? A 3.273 Am fASCEL Or LAND on of TIN Srxx7 =AD= DoNATIoN culli E. 44, Ismois 24, Tom:Ulf 23 Notig, V. 4 LAST, vnaysrrn KZUDIAN, IN rINO warm umangroo. TSAI PORT1ON Of Txx Aso9S NOTSD NMI MIAMI DOWATIDO 00 44, 1.77310 LAST 07 us LAsuaLY L1U Of 732 fun =NW NO 301 (3,1, 1.S1) ram AS vssT VALLSY =MAI AND VINT Of Dir LIXI 01 A 100 7007 SIDS 70=7 DO= ?Val AND LI= co. ricgi-07-UAT Al =ma= r7 DrID tsccemeD 2427432, sours of m acvrx uu or A Loa rAssnIT rim As s�rs 1311:1A rrirri Amo ALso rpowx AS Los0Acirs VAT AND NoaTS Of A LIE S. S0 rrST SouTx AND fAIALUL, Ual rum= AT =MT mat= 70 SAID So7rs L/x1.07 sour* 131eA Mar:, corursINO 2234,63 loWAX2 A024 OK Lin. • c 4,4401. .04 .1.1 i� N KOAR -S EATr.0 LOT NO. 23 Assessor's Account No. 252304 -9083 Lot l of Short Plat No. S. H. PL.- 084 -85, according to the Short Plat Survey recorded under King County Recording No. 8702039008; Situate in the City of Tukwila, County of King. State of Washington. SUBJECT TO: Easeaent', restrictions, reservations and provisions of record, if any. C 'rivhtmAhmvieil d;+ ;:t ^,1:i 4 .f%kr' :x^.a'�rt,{.3�in� ';�:i��. 'wh' :;1S1ia'r1'�z�c• i'7lfi :4 :0v4.s%`2w SOAR- SBATAC LOT NO. 241 -24B Assessor's Account No. 000580 -0005 Meader Henry Donation Claim No. 46; Portion of Henry Meader Donation Claim No. 46 in southwest 1/4 of Section 24 -23 -04 and northwest 1/4 of Section 25 -23 -04 lying westerly of Puget Sound Power & Light Company right of way and lying easterly of the easterly "margin of State Road No. 181, West Valley Highway, and lying northerly of City of Seattle Bow Lake Pipe Line right of way and lying southerly of a line 446.38 feet south of and parallel with, measured at right angles, to south margin of South 158th Street, Longacres Way. - .;r1,%t4'44, m ed, t 1 ;� n rShii wC3iirtf:.Y'�rtlSStY:'n•,. "' C 1 � /0// o 7�/ 2COAR— S EATAC LOT NO. 6 Assessor's Account No. 242304-9088 A parcel of land lying within the Henry Heder T.L.C. 946, and of Government Lot 8, in Section 24, Township 23 North, Range 4 Fast, W.N., City of Tukwila, King County, Wtshington, described as follows: Beginning at the Southwest corner of said Section 24; thence S 87' 48'34 "r along the South line of the Southwest quarter of said Section, 1,110.88 feet to the monumentsd centerline of STATE ROAD 2-M (West Valley Road); thence N 7.42'44 "W along said centerline 587.30 feet; thence N 87'08'00 "F along the monumented centerline-of South 158th Street 519.25 feet to the Easterly margin of the Puget Sound Power and Light Co. right -of -way; thence N 1.21'41 "W along said right -of wav 18.08 fret to Point "A "; thence N 87.15'22 "F. along the ?Northerly margin of said South 158th Street, 127.95 feet to the Westerly margin of the Chicago, Milwaukee and St. Paul Railroad right-of -way; thence N 3.34'46 "F. 638.01 feet along said margin to the point of beginning; thence continuing H 3•34'46 "F 213.15 feet; thence S 66'23'29 "W 317.05 fe•t to the Northeasterly margin of said Puget Sound Power and Light Co. right -bf -way; thence Southeaster', along said =Arlan 128.25•feet to a point which bears S 81.37'40 "W from the point of beginning; thence N 81.37'40 "Z 234.27 feet to the point pf beginning. TOG TWA WITH ?.ND SUBJECT TO an easement for ingress, egress and utilities, over, across and under a portion of said Henry Mader's . D.L.C. #46, and Government Lot 8 of said Section 24; described as follows: Beginning at the aforementioned Point "A "; thence '4 87•15•22 "F. 27.97 feet; thence N 1.22'20 "W 352.00 feet; thence N 8.22'19 "W 265.00 feet; thence N 23•36'31 "W 140.00 feet; thence S 66.23'29 "W• 37.57 feet to the Northeasterly margin of said Puget Sound Power and Light Co. right -of -way; thence Southerly, along said margin 743.02 feet to the point of beginning. YiTwbN*c+�+wc+�.'xca ittwnw- n.rrt... nuvriry +:t --r : =orri`N.35 - Printed in U.S.A. 11/95 Project Type of Work WORK SHEET CS //t d- Lcyrrd .I_e_M vr /4L-C ~ 0653-- Estimator Date q-24 -` °> (k)e., .6.)AV Cz ) Sr..44-ve- a,J bd-k. o die.. ��-� , 4- test.Q.. 1 *rG f% pi--1 ao sC✓'vic,,C a you t.vh'e- -4 b(h IQ CE . CM-& Item No. Sheet No. �-, Vey 42-5- Z55- 53 Z3. z 1 rU O 00 W 1,11 w o gQ cn= �• w z� �o z LLJ w o - 1- wW z ylcer,v Z RECEIVED CITY OF TUKWILA SEP 2 1998 PERMIT CENTER NORTHWEST CASCADE, INC. P.O. BOX 73399 • PUYALLUP, WA 98373 NORTHCI148BG 53) 848 -2371 Vhc. - rya It Is tho mission of Flohawks to bo safo and oxcood the customor's expectations with innovation, teamwork, otficioncy, and high Integrity, while providing tho opportunity for education, sell - management, and a balanco with family lilo. Customer's Name Address. City Date of Job rixemisissmi0 i 9-23-9(9 { 223382 Job Location ❑ Main Lino ❑ Sink ❑ Floor Drain ❑ Pump Repair ❑ Locator ❑ Camera ❑ Toilet ❑ Tub ❑ Laundry ❑ Service Call ❑ Plumbing ❑ Jotter ❑ Storm ❑ E.T. ❑ Uncover nk ❑Tank O Job Phone Locating 8 Digging Hours Start Inches Stopinchos TANK LIQUID LEVEL No I ❑ High ❑ Low ❑ l Approx. Tonk Sizo Gals G it Man (� Tr�{ck No. ` l.- 1 I Chock t ___ I Cash a ens Pumped Jrfi�j I g 11 1 IS 0 j)i Q_....Q.,4."--- SUBTOTAL TAX TOTAL f !.' }� }11(C y CPAYMENT Signed By } ) X (y, ` ' 1 ` _ f �r AMOUNT - _.. DUE TER A,6: NEB' DAYS. 1'/2% PER MONTH DELINQUENCY CHARGE ON PAST DUE ACCOUNTS. re,X ∎v JJci' 1i`I91 b (X)5+ RECEIVED CITY OF TUKWILA S E Pa 1998 PERMIT CENTER Qr 4e✓ -rol see. /COL_ z w O 00 • LLI fn J= F-- • u_ U1 0 u = H min = F-0 zI- W 0 I- 0 LO .. z w I= O I-. z City of Tukwila John W. Rants, Mayor Department of Public Works Ross A. Earnst, P. E., Director August 25, 1998 Mr. Rick Tomkins, P.E. Pacific Engineering Design, Inc. 130 Andover Park East, Suite 300 Seattle, WA 98188 Subject: CSM Hotel -- Utilities Permit No. MI98 -0057 Dear Mr. Tomkins: This letter is to confirm a $3,985.00 permit fee. Please refer to the enclosed Notification of Utility Permit Action. Applicant shall also pay a $26,053.41 Embassy Suites storm drainage latecomer fee per latecomer's agreement recording #9112110767. If you have any questions, please call me at (206) 433 -0179. Sincerely, j00,t,tAAA.&' Joanna Spencer Development Engineer JS:ad enclosure cf: Development File M198-0057 file (doc233) 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 -0179 • Fax (206) 431-3665 TO: FROM: DATE: SUBJECT: City of Tukwila John W. Rants, Mayor Department of Public Works NOTIFICATION OF UTILITY PERMIT ACTION Permit Center Public Works Engineering August /4,1998 CSM Hotel - Utilities 16038 West Valley Hwy Project Number: PRE97 -057 Permit Number: MI98 -0057 Contact Person: Richard Tomkins Phone: (206) 431 -7970 Ross A. Earnst, P. E., Director THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON AUGUST 24,1998: Fire Loop/Hydrant Curb Cut/Access /Sidewalk Channelization/Striping Land Altering Sanitary Side Sewer Storm Drainage 4" Perm. Water Meter 2" Deduct Water Meter (for irrigation) PERMIT FEE 25.00 25.00 25.00 165.00 20.00 25.00 3,700.00 No Fee TOTAL: $3,985.00 Two copies of the confirmed Utility Permit Application and plans are attached for inclusion in the permit file. JJS /tkf CF: Development File (with copy of application and plans) PW Utilities Inspector (with copy of application and plans) Finance Dept. (with copy of application) 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 -0179 • Fax (206) 431-3665 PACIFIC ENO1NEERINQ DESION INC. CIVILL, ENGINEERING AND PLANNING CONSULTANTS 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WASHINGTON 98188 (206) 431 -7970 FAX: 431 -7975 TO 6,7e�T„r� We Are Sending You: ❑ Blue Prints ❑ Copies ❑ Other ❑ MylarsfVellums❑ Disks 0 Engineering Xerox Printing: ❑ IN HOUSE ❑ REPROGRAPHICS 0 42/1G1@u 4TT/ DATE S /, 9,23 Jce NO. 97 f s1 ���` ATTENTION c f t'7/ PROTECT (j�/'! /i vrE. — , Fax 2- Sheets Including Letter of Transmittal ❑ Courier Hour Delivery ❑ Mail ❑ Other COPIES GATE N0. 8/r These Are Transmitted As Checked Below: 41/ As requested For your use ❑ Approved as submitted ❑ Approved as noted ❑ For approval ❑ For review and comment ❑ Returned for correction ❑ draII . COPY TO• FOR OFFICE USE ONLY • 613.0 .5135: 5136 _ SIGNED: Ziezr-0,744v If enclosures one not as noted, kinky notify us at once 5137 5150 5155 _ 5160 6165 5166 vorjo !!o ilrt J,o:Ali FAA o$i oU4 (011 C L LuxruitAli1.'1 r - � +CSM Corporation 2575 University 'Ave. W., #150 St. Paul, MN 55114 -1024 651/646-1717 fax 651/603 -7671 Tuesday,' August 18,.1998 . Gary: Barnett` City of Tukwila -.Public Works 6300 Southcenter Blvd. Suite 100 • Tukwila, WA 98188' RE: CSIVI- Courtyard Hotel at 16038 West Valley Highway Dear Gary: I am aware that the Washington State Department of Transportation ( WASHDOT) has not yet fully signed off on the proposed off -site improvements along West Valley Highway, and will not be able to do so for another 2 -3 weeks. We:will not proceed with any of the work in this area before receiving final approval from WASHDOT. This agreement is based on the fact that the City of Tukwila has approved the current plans as submitted and thus will not require any future changes to the planned improvements other than ones that might be directed by WASHDOT. It is also . understood that this agreement will in no way affect our ability to construct, complete and receive final occupancy for the hotel from the City of Tukwila. • 1 have directed our Civil Engineer, Rick Tomkins to coordinate this matter with you and your department and provide you with any documentation you may require including final approved .plans. Please contact me if. you have any questions or concerns in regards to this matter. Sincerely, rokog f w 11;11 Evan D. • Casey Project Manager tJ UU;e 'alt +7,12,f�d PRELIMINARY STORM DRAINAGE REPORT for SEATTLE - SEATAC COURTYARD BY MARRIOTT Tukwila, Washington Project No. 97029 Prepared for: CSM Corporation 2575 University Avenue West, Suite #150 St. Paul, MN 55114 -1024 (612)646 -1717 Prepared by: Pacific Engineering Design, Inc. 130 Andover Park East, Suite 300 Seattle, Washington 98121 (206)431 -7970 March 30, 1997 MI9&oo7 RECEIVED CITY OF TUKWILA MAR 3 1 1998 PERMIT CENTER 1 pri Outback Steakhouse Storm Drainage Report PROJECT DESCRIPTION: EXISTING DRAINAGE: Downstream System: PROPOSED DRAINAGE: Storm Water Detention Design: Collectio and Conveyance Design: Water Quality Treatment Design: Storm Water Detention and Water Quality Treatment Calculations Follow • „.,...„,...m.,*....411Kiatt...141.1.041* ky....ala arm *NE,. iiikRP.034$8 —VilVAItg4Vfg' z. w 00 co ' 03 u_ u j 0 2 :7J u. (12 a Z z 1— 1.11 u j n ON F- LU uj 7: 0 r— .Z 6L1 03 (3 P: 5E: 01- z PROJECT DESCRIPTION z w 6D 00 N� W W H CO W WO u.Q O z� O, W W U� �O N ❑ 1- W W u' O wz U= 0 I- O z tKFF1�71'Yiwre: Da tctr sW;'S).N :'u .t;, . `'1iih�d`a tiGr'1•Y+ :.�n. Cpl PROJECT DESCRIPTION The project site consists of 2.702 acres and is located on the east side of West Valley Highway (SR -181) south of the Embassy Suites Hotel. The frontage is along West Valley Highway and has a drive entrance located at the northwest comer of the subject site. The proposed project consists of a hotel and restaurant with associated parking, utility and landscape improvements. Existing storm, water and sewer already surround the site and will need utility connections to serve the project. ctit�tj,`2p gk;G�4ai�.{Stt:Na934t Mtri*"`is",t�sJ3i`:r raf.%:ieeFn41`F:115"wF37: fi�`5 r "FkwnTaS EXISTING DRAINAGE z 6 UO 0. ILI 1 N LL. W O}. SP_ cs Z �O W U� O N O I-. • V I• H L' .. Z U= O H, Z 6. EXISITING DRAINAGE Presently the subject site is partially developed with three apartment complexes, two houses, a garage, one barn and some asphalt and gravel driveways. The site is broken into two drainage z basins, the east and west. All of the onsite runoff exits the site as sheetflow. The eastern i drainage basin is the basin that consists of the existing structures. This basin flows to the east LU with an average gradient of 2.3 %. The western basin is mostly pasture and flows to the west at an average gradient of 20 %. c� 00 co WI I-- LL W0 u__ cd W Z 2 uj 0 -. 0 H W 0 0- H= 0~ z PROPOSED DRAINAGE ••• ' 7.•••••*•••■&, • • w•i■••■•.,..• -.45":4,11IN.:0117,11V z Z 6 = 00 0 couj u. w 2 u. < CO D I Z w w o o L(13 o PROPOSED DRAINAGE The stormwater detention is designed to meet the King County Design Criteria to provide temporary storage for increased surface water runoff resulting from the proposed development, while releasing surface water at the naturally occurring runoff rate of the 2, 10, 25 and 100 year storms. STORMWATER DETENTION DESIGN Using Water Works software a design has been developed for a 22'x77'x7' detention wet vault to detain the difference between the pre and post developed 2, 10, 25 and 100 year 24 hr. storms. The detention wet vault also incorporates a 1.3 Factor of Safety per King County Standards. The detention will be released at the existing 2, 10, 25 and 100 year flow rates out of a multiple orifice structure located on the south end of the detention tank. This structure will release the 2- year flows thru an 8" line into the proposed oil /water separator. The 10, 25 and 100 year flows will be released into the existing downstream manhole through a proposed 12" line exiting the vault at the southeast corner of the site. See the following pages for calculations and details COLLECTION AND CONVEYANCE DESIGN All of the stormwater runoff will be collected in a series of catch basins, yard drains, and downspout lines. All of these collectors will convey the stormwater to the detention facility through a series of PVC storm pipe. °2ytbTZ5LL WATER QUALITY TREATMENT DESIGN City of Tukwila Drainage Code requires development projects to meet current water quality treatment standards. To comply with the code, the project must treat the existing 2 -year storm runoff using 33 percent of the 2 -year precipitation value. According to this criteria, a volume of 0.08 AC -ft. or 3,485 cf of water quality dead storage is required. In addition to the dead storage an oil -water separator has been proposed downstream of the wet vault to further treat the storm water runoff. See the following pages for calculations and details PACIFIC ENGINEERING DESIGN INC. CIVIL ENGINEERING AND PLANNING CONSULTANTS JOB T11 ki) k A— R � r L • { f '•' V7 SHEET NO. OF CALCULATED BY DATE 6I X919 7- g6t0 "r1yq -61 1.)67 - ,Jlv 4) Dote://v 5r �,Le, -, 1 r.. d tt /, 1 /'-',4-.5),./.., ' (fGkr. :I �C 10 •,4 .k /%r , ! ......Ovb ' 3r1: r ,v s" 1. 1 A %i ...A.'.�1.. 3... { = '12 ,..1 o Arc. ! 2 • ......1... ) A-... t...A 2,4. ... ir. I.I- 50...Ac- 3.. IA4 +..4716.. � A 6 -,-, . -7 A. _ ,.3, L0 4. & i4- 1....- .I 7., Od. .•L 13 0 . .. _. : I i. ; .4., .. IA lei �ei :::- z •' . 0 �� ' i ! 7 J4 f-A...f5 FA:�A -y 7A 1 `` 14 fAlf — 44.g0A G : : ,i S , , ,' p r n :'24 . 1-7 t AZ.. _ 11. .........A.6 f A7.6 i- A4/4!+A7q t Al 'il -f A a, +5•'fi 13 Pr = G Z, 2 z 112 A 1 -h ..A. = 14.I.�. I CT)Cro) i 1 13.._..._.1....... +..A..71$ -t AA �A 1 _A.7.F...tA I • ..tA- l . t5. P t.._C ..A 41' ................. A 2.• ± 1�P t! 1 1 1 I I I 1 � � ' I I � ! �Gia) I i 1 1 I ! ( 1 I !till i 1 I ? 1 5J - i6,5 Pose /lD1.<JV. >1 !%rfr/.°% (aj'Jr,r?/CiG7'0 ".%s: ,te 4,.07 .. 10, Zz... 2, So r, 73... '°7:- I • 204- ?,9s 51 SI' 7,70 3(.;3) 5,72 141.40. .17 1(.42. 177.. 3, 7L `?Y, ZStSo 6,15 3..3.■.9.2- I,q 5......... 2•...........3, 35....... 3190.. 1 I r .As I &I M, o____ ,1) 1 : j ............ 2 . J . Ai:. Qru rtJ Gti) ...di 7 25 % i11,1'S/4G. l{.jp " CN =9;=' _.....w..._.. 9027 /d,v i,� i (�L' f.J1,- To ''ti Cf..SO.J �/l S �•vr• as i f &L A.G 1 t f ? i 1 1 1 ' j ! I I EIIZAU(to. ..off A°1. E s.1IJ �K7Tt� i o JT .D ra .,. 5. _1"r — I.. ` ° . 0, i i , !... I I 1 ! 30 1 t� Fr. (z-rtoE.iR'f ...... .0 O.w Aid. • 4�1 •ate R-0Ni —S 1. �Oiz ""...,► J.. Qr P1.;S �r� � sV-1- : i 1 I'� i i! i! 1 i.. ■ ..._ . I. 31.g.1...! 01. 0. 1 f I ! w (I f .2].:i I X 11.71 f) 13 ,u , 1.n0 L1 e 1 , i1.3 .x . r —I n U• s • I ? i. 1 INd-140 s S E...!STc.. _....Pa/i Zlo� o2p�c:�- c3'�?F`.......i......... F" .....i........_ .. 1. 72r .....%}��/� = r/ 8 O ' s,�= r.17. 71/ i i 1 l i f 1 . I SrAc� l7�rc{n�r G�I�.Q...tl�..c..�..... .� c- P ...1.... I ,i 1 1 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WASHINGTON 98188 (206) 431 -7970 FAX:431 -7975 Wy. ,V�! J°1r.'i+•':h;,n,,N, l•'�'x�f•F: ti xgyb.•] t!c• '1;'YA�Y'.1^,,i.'vh \+S S' h. 1n; x ^.y(�1.s*r w.w' +y� •.y,iw,� • tt1.4 4k '��' . Y w ,v i, r, .ISV 9i! . $:Yr :1• . •i(. f1 Cgstq,"'+iT'�"'ti • ',?i", F u• .,,�',• ..14Y�A ; %9� r1"' .;�.y� n 4:R�� t,}H hn PACIFIC ENGINEERING DESIGN INC. CIVIL ENGINEERING AND PLANNING CONSULTANTS JOB SHEET NO OF CALCULATED BY DATE bi 130 ANDOVER PARK EAST, SUITE 300 fiyG'Sd1Ykj'y Y#�ffk'Ufltli,l3r ° "' SEATTLE, WASHINGTON 98188 (206) 431 -7970 FAX: 431 -7975 j;•4 .C' PACIFIC ENGINEERING DESIGN INC. CIVIL ENGINEERING AND PLANNING CONSULTANTS JOB 0 SHEET NO. OF CALCULATED BY GATE • :tom......., . ........... • • s2 . Sr= 1. 290.s•c F. ►-. . ??I.9q:�s.S�= x.9.02 gar . . i 1 GZ A ! • q3 id 17�SIAL! I 1 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WASHINGTON 98188 (206) 431 -7970 FAX:431 -7975 C.4•11 1 PACIFIC ENGINEERING DESIGN INC. CIVIL ENGINEERING ANO PLANNING CONSULTANTS JOB SHEET NO OF CALCULATED BY DATE • I • I .I ; . ................... 1 ; ' • 1 I j I ; I I OIM- I o• �a.l a� Icr, I ; I I I i I I I { I , ( I 1 w I I I ! i i :... ` ' 1... i , i i i . I ` I 1 , f I 1 I I i I , i . ..:......................... 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WASHINGTON 98188 (206) 431 -7970 FAX:431 -7975 11 ••0 .1.i ' :+ ': ;:1:. •■••• ••• ' '7;1, !1 • ; . ' = V: 7.7-. 7.= = 7:: 7.1" ••." = := V:. 77. ":. .7 . .„ . •••!“-. VCIL: TD-1,1...* • 1000 100y.r METHODOLOC,Y 2.) FALL TYPE.„.: TYPEIA PERVIOUS i ; c • • 1- 1•: TRACTION COIEFF', r 3 FcReach .h?et L. 15,00 n.:::0.1!:100 2:2Yr: ,=.:0.0200 125.00 n'..:::0.0110 D2Yv: H0.014'7) TcReach ch!annei L: kc:e)2.00 3:0.0100 PEN", RATE' • 2.10 cfT.: VOL: 0.2:-? ':o win 10..!..1.11. • NAMP: lOvr ;:tilow,,-..b1 rii.-.:.h, se•H WiTHODO•OGY TOTAL At:::[,;•.1) : 1..0:1.,•Acyr.: :'.....;:A0EFLOI.T.:,: 0.00 cf:;:i, RAINFALL :TYPE: . TYPPlA PENNIOUS AREA PE.CCIPITATION.. 2.05 inch,c.-?s • AREA: 0.2.:.: T.TrIF I 14 TERVAi • . . . !: • 10.00 M I I'l C. NI . . . . : '''. .00 • • T1:11.E CC •1; nNi. • : ?5,29 min 1.;'1.PERVIOUc2, •:EA ABSTRr)CTION COEFF! 0.20 AREA..: 1..':.--:, :V.:1-.,:•T (..-f4....: • ',.'":<.00 P2(=IK RATE : 0.76 (-.in' `)'Ti C.' .---:, ,,,,..---i.' T111:::.' . • .., • 1.2.44a...i.,...k.v..a.WiSIX,.....6.1.....11:,e111.3..."04,,..441,44,,L...1•112.t42.4.:e.1,44 • ' 111=11111 1 :7 -V-.1 : • 1." 3 rl :2 I. J • • :-. t:. 7:7 77. Lt :Z .7? 7": ...1" .7 .77 7. 7. 77' 7, .71 1, 7, .7.. , 1, 77 '7' .: : Hr.1oTIL ....... L!FLL TYPT Yr r, 0,20 L.' 15.0D ns:0.150() L. 1-7:•.() L: IL 5 a 1 1 NAM1-7: 25Yr .31lowc....1? -f,)TAL • r<A i-.1F ALL ri.i.;'17 T YPE P 1",' V T. ()U.:, T7MJ: min Ai3451PACTIO1 CF : 0.20 . RATE: 0 : A{:-- t 1 I ME : min ID: 25d NAME: 25Yr total rJ.-F.v :j.t• 5BUH METHODOLOGY, TOTAL AREA : 2.70 EASEFLOWS: 0.00 cf.F.. RAINFALL TYPE TYPE1A PERVIOUS AREA PRECIPITATtON.,..: '3.35 inces AREA.,: 0,77 TIME INTERVP.I. 10.00 min TI;IE 01.7 CONC...,.: min ABSMACTTCIN COErF: AEA..: - L. 15.00 t0,.5(() - L: 17:5,00 nT:C.0!lc) • - c'-7L3.00 n ; • • i n TYPE..., ifl 1JHE 11LI: (71'. C.OMI. COEFT TYPE1,f:1 .E.0.00 min roLF! 0.2• •2 " 0 H 'EH I': ▪ ' I Sd7rUH '77'..:711!DC)OLOC:\f T , copc min COEFrl' 0.20 15.00 ns:0.1500 1.'-;5 3'0.0200 Te:.Prsac,i) 7 She.--ict 125.00 ns:0.0110 - Channel 1... 4c)-3.00 kc:42.00 PEAK cRATE :1 r.cf-F. VOL: 0.'35 mi.rc • • ,• BA%.'74IN IC.1 a9 HAM7: 100r d;schilr,:„1-F, v,11:.chin A9 'ccEltJH METHODOLOGY TOTAL AREA,....,'..: 1.1.?0 ctcr,,,.3 CAS(Z.FLOW.::c: C.00 RAXNFALL TYPF TYPP1A PERVIOUS (2REA PRE(: 'IPITATION: ? ,c)6 inchE,s (1;:::EA .. : ,.'..!.1 TIME INTERYAL: . 10'.00 min CM....'. .:;:c..?.00 U.... OF COMC .. min DIPCRVI.OU'r.., N.'..!':.:T(.-::(c,!CTION COEFr: 0.:70 AREA...: 12.15 P',711,': ,,"A7E- .,.:1.':,.".7 cf VOL .1 .-.''', :t: TTH:: 1-0 tan:1,4044,44041g 11.1400.',110041.44 "., T r C; , T n is 1./ E' i r • r; •, r.i ;. I,') 1" 1 �. • r- i t I i • �•. r!.° i-..: .. I_. : 125 .':«: i"t . (. • ' 1.7 1 r,' . C.r 1. &I 's': <i`;r -, . (..'0 . (DO F. tj O. 02) A-c.. �7 x 4W'7 Volt.& t7. 't !..; ,• ; • • '7. t ••• • t 17.1 !7.1 7. I (-) t ' ••• • • !.. 111 n . 1. I 0 . z..■ '':';',, /1'...i.c.) 11 1 i.7.' :::: '.: 1. 7., 0 . 7 ::..-, i 0 1 7 (..' 7.e.... c ...: 4 ..:: 0 20 4 1 ,:i. c f 1. . ,..-.., ::-., • !: .-io 2,, 13•::t '7.. c .i ?;: 0 1 ..' ...- ....:' ei 0 1 7 ;.7c 1:1-30 ?.:..i?".!.:::.4 cf 2. . 1 ‘:-.) 1 1. 7.,:i 0 '3 :1 1. 5 .:, c , .7) 0 . 41 '-'-') 7 5 3. : 10 2 el 0 1 ...7 .--: I -• -.; . -, ! 1 0 . (=) 0 ..: '`::., 1 0 0 . '.1 `...'.!:' `!, 1.0 .1. ''.'''. '' ..1::: c I -, ...• ,-, .. . : . • ,•-• i' 1 "... . . 0 . :i...-1 1 (..:. i:', :.': 0 ";:::::':::: ..• .:, ''.:. -I' -:,' „ ': ,-,, f-2 .7...., 2r) ' 1 :IAGE 5TATIF ---- iTA1E 2TOF.AGE ) 1 (ft) (ft ---cf--- C --Ac-Ft- ;ft') --A:-Ft- 1 i 17.20 0.000) 0.0000 19,30 13 0.028 i'-'.=-' 3727 I A 17.30 169.4,1 •0.0039 18.40 2013 0,*467 1;.52 3996 0.05;4 H.:0 '37:0 0.122: 17.40 338,eo o.007i l'' - c0 2202 0.050 19.60 4066 0.0;3: 20.73 17.50 508.20 0,0117 18.60 2372 0.0544 19,70 4235 0.0972 20.50 (099 ).1100 , 1 I 17.0 677,61 0.0156 15.70 2541 0.0553 1i.80 4401 0.1011 20.0 t:,:i,, 1.7,70 1347.00 0.014 1e.e0 2710 0.0622 19.90 4574 0 1A 21.00 t437 0,1479 - 17.50 '1016 0.0233 P.90 2580 0.0661 20.00 4743 0,1087, 21.12 :6J7 1`,17 1 1 17,4 1186 0.0272 19.00 304; 0.0700 '',1 ", :111 0.1128 21.2,.1 p776 18.00 13:5 0.0311 19." 3219 0,07:9 221.23 5082 0 - '167 21.23 6:: 3.1573 , • 13.10 1525 0.0150 19,%0 5399 0.0779 20.10 3251 0.2' 1.9,2.0 169! 0.0389 19.10 .1557 0.0•917 23,40 5121 0.124; . , . , "VOLdiyig p(Zzoolp 0 SI A 10 OIi4f &Oa/ CF 6016 CF 626V') AS, z z • re 00 • S. 00 Li_ • uj 0 < cnm -± a. 1.1-1 Z I- 0 Z W 2 D. 0 1- .111 'I 0 -. uj IL 8, z. (-2- 7- 0 z • 1 ".' •:' t.4,::1* • , 57:1:7F. ) - ---c--- --k-Ft- (ft) --- cf ----- (•ft) ---:'--- ---cf--- 17.20 0.0000 0.0000 19.5) l'A' 0.0389 0.SC 2392 0.0777 ), 5'7;75 `J.114.5 17.2C 120.13 0.0030 19.0 1922 0.0415 1'2,q0 :511 0,0307 21,20 17.4C 20.18 0.006: 19.70 1952 0.044 20.00 3644 0.092t, 21.2'J 5725 0.1225 17.50 390.29 0.0090 19.80 2082 0.0478 20.10 1774 0.086 >1.40 5d:5 0.1255 17.60 522.5, A All'1 19:70 2212 0.0508 :3 .:0 17.70 :50.65 0.0143 19.00 '2d) 0.0528 20.70 d:rt 0.1'.9qJ 21.0 5726 0.1314 17.9:1 ?90.n 0.0179 10.10 2472 0.05:9 20.0 411 0,0954 21,73 5956 0.11d / ■v,2...) 11.20 2603 12.0597 20 - 50 42t1 0.096 21.92 0.12' 13.122 101 0.0229 10.30 1722 0.027 4d21 1 "0'. 21.90 7:11: C.::01 18.13 1171 0.029 19.10 :353 0.0657 0.73 22,CA -.21 0.113d 3.20 131 0.023? !a CA 2S:: 0,0E97 22.9: I.:1: 3.1075 :?..n 1171 0.032'4 19.60 1122 0,071.7 20.90 3:: 2.1105 18.40 19:2 0.0259 18.70 3.52 1.074? VoLtivvi c. GIA.6.15 zo,1 ortozocr vouwc.. IZZ7'‘ NeAA.IDINCr 43'3/0 0 I - S 1/4 r 61-1 41) ) .17 0 = ‘. 0 0 4P z < . z w 6 -J C) 00 0 u) LU SQu- ?S uj 0 u. < g w 1- 0 z I- LL! uj n 0 o uJ uj -LL1 0 Z w F: 0- 0 I- !..• 7- zt 7.: ;7. r: 7, ?It C7 r I r : or r : STA'1; iTaGE ST,Nr:E 't) '---cfs ( ft ) (it) --f (ft) 17.20 0.0000 0,1395 7.40 0.1172 17.7,0 0,2415 17.60 0.27?'" I7.70 A 111p 17.0 0.141: 17 0;16'0 1..00 0.3944 15,20 0.4410 15.30 0.4625 1.40 0.4531 0,025 '9 0.5219 18.70 0.5718 1.3.80 0,627 , 0,6299 1.9.00 0.6551 1.20 0.7013 !9 30 0.77:29 19.40 0.7438 1'1.50 0.763? 19.80 0,8432 19,90 0.)1664 20.00 0.9.353 20.10 0.90'2 22.•• 0.':•2•":5 20,20 20.40 0.9577 20 .50 1.11107 20.60 1.0326 20.70 1,0536 20,) 1 21.1) 21.20 3.07: 21.3r) 21.• .7075 21.70 21.75 5.026) MM. , t ' .. 7 i. • -: ."."; CI ... -.7, I,. " '.. ' ' .. • : i ---1 1* 1 ' :1 i* ) f i .: 7-, A r.) i I . ' ".TA'-if: . 1--r.."E---) i7AE 1--07:„'....).5.1c..---) .•,..A-,:. (-..:e....._) ...1,..: .....T.i.,....:,,-..:....__. 1 1 i (it) ---cf ('.'t.) - -cf- (ft) --:f : • '7 • . 7! I. • ,•;:t ' t: ' • • .; r ' • C't 1:f 7 1 t 1 1.7 7 -7. :••• . 7.2) 17.40 17.50 17.60 17,70 17.50 17/.10 1.00 1T.10 13.20 13.20 7 • 0.0000 0.1P5 0.1972 0.2415 0.278.3 6 0.4410 0.4625 13..0 0.452: li?,50 13.60 0.5215 1e.70 0,571i Fo) 0.6027 IMO 0.62'7.) 1).00 0.6551 1;,10 1),40 0.742? 1).:0 0.%14 0.60 0.7:'.24 19.eo 0.8422 19.i0 20.0) 0 20.10 20.20 0.2.?5 20.2) 20.40 0,W7 20.50 1.0107 20.0 1.037 20,70 1.053S • 0.2 20.00 21.00 1.1122 21.11 1.1721 21.20 1.1505 21.2 21,4) 1.:0 1.:02; 1.L210 21.70 1.2)70 21,75 1.24,i2 11 1 - •t•• ;? t'% •. ` ; r h E (-- ItI$CH94C: --1 STAB: -fl;C;P:t',K`_--- STACIE S A!.. )r:; - -cf. (ft) -- -cf: (") -- -cf _ ':- i °_ I ft) - ^Tc .75 0.0000 0;1089 int • 2O,':O 0,559 21.00 1.2174 21,10 1.0146 21.220 2.5370 z Z. rx W 00 J WO. Q =d 1- W Z� I— O. Z W U0 O P. 0 I- W W H U' O WZ u) H O 1 7: : • ' ' ' i7N - 7 ?' r 1 , • H.I1 --id- --ic- v-S7Ag. 2. DV!: ori 2;- I7S 1: 3737.2; ,t Llo •vlt c.r! :!).75 12 4:14.:".! 0.5') '2..96 felt '.3.23 1'3 77: !OYI. stoll 0.75 1.44 fv1t. 7.st7 .4 2!Yr itY% I.7? fvlt c.tr 15 4.221.2 7` Stor T 1.e6 ft "71 ite . , \ -. pily.f. , a ,... v..... --\ Z 0 , \ I% \ 91 • 4 N, 3•■• .,.. \ C:7 -.1 ,,..' t'Ck.''■• \ .'--'- V 7 '''.. ' ■ t I ' ■ \ ss. ... , \ 0 0 N , N \ \ \,, ;\ o\ ........ •' ‘‘..-Ar \ ' 0 ... \ \\N \ ■ , , ‘ \ 1. M --- ---- 90D I I • ..... )1 _17-7,77g72-7/- L. DARN 2.4- OAK N s , I 1 % \ \ \ LOW HOUS / 1 /2641 1 \ \ \'1 1 \ \ _, „...i ::::: ::::: .:: • , ;..-.1pI.,1:- is VB 0 ev ,-.0geir , \ % \ '. I. ci ) 11 I 1 CO 6 ) 10'41 is t..pi 0. o ■v .■ O. EXAL- ( V '\.. l V i \ \ 1 t Mm T .ci .7 1 4:) 1 4 . \\ 4i1 ll \\. u I 1 t 2-60' Cot Jo / ditrALO I N81'090"E 23.70' \ • '0 1 ./ZZ/Zig/ t.; 0 14\ t`4 ; HOUSE' 2-1 N07-41'30"W 41..301 101 /77 0) • WAR ............. .. . 111*. 144,11i4th. it,,,ks • WA& 80, eon sP uj 0 g < 3 Z 0 Z 0 LLI ui n 0 ui • -6 0 CI) o l'!• SL6L—LC'17:XV.4 OL6L — (90Z) 99L96 NOIONIHSVM 131.LI.V3S ooc aims >12:1Vc1 i:13A0ONV OL • 1 . • • • • • ! • • • i , • 4 ..... • 4. a X ' \\) e#76/70' 3.1.Y0 Ae oeivIno-rea JO ON .1.33HS ,Lc2 eor AA& ' SINVI1MSNO0 ONINNVelcl ONV ON11:133NION3 -11A10 '0N1 Noissa I:Dm:maw:ma OIdIQVd '61:01kfri,itiviAlt:040 t-t.,!!--'notviTSiRt:WiePftvfq2Moirti, z z 6 = 0 00 0) 0 w 0 2 g U. < cn I' a u-1 z o z w 0 22 GI I- ui I 0 o . z Cu co 1. 0 CIVIL ENGINEERING AND PLANNING CONSULTANTS trty PACIFIC ENGINEERING DESIGN INC. JOB CS N1 /'T (% L • 9'70a7 SHEET NO. CALCULATED BY OF DATE 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WASHINGTON 98188 (206) 431 -7970 FAX: 431 -7975 48-CPS OIL WATER SEPARATOR Projected Plate Area = 592 Sq/ft Maximum Process Flow = 555 GPM tr) 8' -11" UV Co. 2 -332P, Galvanized Diamond Plate Cover 2 -Ton Li fl Anchor 4 Places In Top Section TOP ELEVATION PLAN VIEW 1 'AE Dia. Lift Insert 1 Each Corner, 4 Corners In Baso Section INLET PIPE With Sampling Too By Others — STRUCTURAL NOTES: 1. Concrete: 28 Day Compressive Strength fc = 5000 psi 2. Rebar: ASTM A -615 Grade 60 3. Mesh: ASTM A -185 Grade 65 4. Design: ACI-318-89 Building Code ASTM C-857 "Minimum Structural Design Loading For Underground Precast Concrete Utility Structures" 5. Loads: H -20 Truck Wheel w/ 30% Impact Per AASHTO GENERAL NOTES: 1. All Bathos and Weirs To Be Precast Concrete 2. Static Water Depth = 4' -0" 3. Contractor To: Supply and Install All Piping & Sampling Tees Grout In All Pipes Fill w/ CLean Water Prior To "Start -Up" Of System Verify All Blockout Sizes and Locations Coalescing Media SECTION AA 134.1 �.1t1iGiS l ». fo N (0 INFORMATION NEEDED: - Top Of Separator Elevation - Inlet Pipe Size - Inlet Pipe Elevation - Outlet Pipe Size - Outlet Pipe Elevation OPTIONAL TOPS 2' -9" and 3' -9" Heights OUTLET I.E. OUTLET PIPE With Sampling Tee By Others • OUTLET PIPE TO BE LARGER THAN INLET PIPE BASIC DESIGN INFORMATION: INFLUENT CHARACTERISTICS - Oil Specific Gravity = 0,88 Operating Temperature = 50' Influent Oil Concentration = 100 ppm Mean Oil Droplet Size = 130 micron 0.033 ft/min Oil Rise Rate Designed Per Washington State Department Of Ecology 100% COLLECTED SIZE 60 Micron FLOW RATE 146 GPM EFFLUENT QUALITY 10 ppm TOP SECTION No. 48 -CPS -T 4,530 lbs. 48 -CPS OIL WATER SEPARATOR Projected Plate Area = 592 Sq /ft Maximum Process Flow = 555 GPM UV Co. 2 -332P Spring Assisted Galvanized Diamond Plate Cover w/ Locking Latch 2 -Ton Lift Anchor 4 Places In Top 1' 9" 1 +/4" Dia. Lift Insert 1 Each Corner, 4 Corners Oil Retaining Baffle OUTLET PIPE With Sampling Tee By Others • OUTLET PIPE TO BE LARGER THAN INLET PIPE BASE ASSEMBLY No. 48 -CPS -B 15,430 lbs. 8' -2" 6 5" 8' -11" J Coalescing Media \ / ' . 5'•1" Sediment Weir -/ R UTILITY VAULT COMPANY P.O. BOX 598 ?.. Auburn, Washington O:)7 1.O %�3 1_p t Copyright m 1995 0 Oldcastto Proca:t inc., All Rights Resolved i'• ?.r .Ri dl -^ri.' r f isyesYeli " .4R-51.4`,J IAt,'ae);:': INLET PIPE With Sampling Teo • By Others For Details Of Access Covers, See COVER Section. • ITEMS SHOWN ARE SUBJECT TO CHANGE WITHOUT NOTICE. FOR DETAILS SEE REVERSE SIDE. 134 Issue: January, 1996 7t 4 MP SYMBOL NAME AgB Alderwood gravelly sandy loam, 0 to 6 percent slopes AgC Alderwood gravelly sandy loam, 6 to 15 percent slopes AgD Alderwood grovelly sandy loam, 15 to 30 percent slopes AkF Alderwood and Kitsap soils, very steep Amp Arents, Alderwood material, 0 to 6 percent slopes • AmC Arents, Alderwood material, 6 to 15 percent slopes • An Arents, Everett material • BeC Beausite gravelly sandy loam, 6 to 15 percent slopes Pef) R.nu.tre• crnv.11y .••••{y t... to ,..711.1 . r .e., .1.,,..• BeF Beausite gravelly sandy loam, 40 to 75 percent slopes Bh Bellingham silt loom Br Briscot silt loam Bu Buckley silt loom Cb Coostol Beaches Ea Earlmont silt loom Ed Edgewick fine sandy loom EvI3 Everett gravelly sandy loom, 0 to 5 percent slopes EvC Everett gravelly sandy loam, 5 to 15 percent slopes Ev0 Everest gravelly sandy loam, 15 to 30 percent slopes EwC Everett- Alderwood gravelly sandy looms, 6 to 15 percent slopes InA Indianola loamy fine sand, 0 to 4 percent slopes InC Indianola loamy fine sand, 4 to 15 percent slopes InD Indianola loamy fine sand, 15 to 30 percent slopes KpB Kitsop silt loam, 2 to 8 percent slopes KpC Kitsop silt loam, 8 to 15 percent slopes Kp0 Kitsap silt loam, 15 to 30 percent slopes KsC Klaus gravelly loamy sand, 6 to 15 percent slopes Ma Mixed alluvial land NeC Neilton very gravelly loamy sand, 2 to 15 percent slopes Ng Newberg silt loam Nk Nooksack silt loam No Norma sandy loam Or Orcas pear Us Uridia silt loam OvC Ovall gravelly loom, 0 to 15 percent slopes OvD Ovals gravelly loom, 15 to 25 percent slopes O F Uvall gravelly loom, 40 10 %S percent slopes Pc Pilchuck loamy Fine sand Pk Pilchuck fine sandy loom Pu Puget silty clay loom Py Puyallup fine sandy loom RoC Ragnar fine sandy loam, 6 to 15 percent slopes Rap Ragnar fine sandy loam, 15 to 25 percent slopes RdC Ragnor•Indianolo association, sloping • RdE Ragnar-Indionola association, moderately steep • Re Renton silt loom Rh Riverwash Sa Solos silt loam Sh Sammamish silt loom Sk Seattle muck Sm Shako'. muck Sn Si silt loam So Snohomish silt loom Sr Snohomish silt loam, thick surface variant Su Sultan silt loam Tu Tukwila muck Ur Urban lond Wo Woodinville silt loom • The composition of these units Is more variable than that of the others In the ores, but It has been controlled well enough to Interpret for the expected use of the soils. RV' VS' CU.! T1w1s!.. Incerporored Peservatinn, r Small park, cc_ Lo ^a grant Township ,r ro•;• T.,wnshtp or ra•,.• Sacrion line U••• Section line, ay.:, Town;1-.,1. Itne, n Section line, nor Section corner, f:. Boundary monume United Stores min. Buildings (dwell.. School, church, a• Buildings (ban., v. Power trunsmiss. Telephone liner, t .'.ells ether than v. Tanks; oil, wuter, I. rnt•:d or 1 , ,.!.• ,c....tul ua.1 v., Tablet, spirt, 1. Other rrrnvur at 11..r1,..1 cunt, .1 Arty recov,,ul.l. V..•rt,cnl control •.• Other recnveru! Checked spur el.,. Unchecked spot et a.2a4'rsiSrS ` :4i4i,,>N „dart.'l;'nf; if;.'; 1;. ti& %sfF't , `54a +P{i�rtly�veit8liifSt • ,.. Insets, sheet 4 ,;e 122.10' 1 — SNOHOMISH — _ COUNTY I 122'00' .parpm,„ Jar • z ce w 0 O 0 (0 CO W W u_ j 0 Lt. < CO 1_ W Z I- 0 Z 0 O Y2 O I- 0 U. 0 . Z C.) ° o City of Tukwila Nelson Place/J'VlcLeod/Boeiazg CSTC Storm Drainage Study Technical Report FIN A December 29, 1992 City Project #92 -DRO5 Prepred by: Hammond, Collier & Wade - Livingstone Associates, Inc. 4010 Stone Way North Seattle, Washington 98103 -8090 (206) 632 -2664 RECEIVED DEC 31 1992 HCW -L Project #92034 r.J.uiix�`.F+ her "',•i its %::a,t4•;k `'4.1.1A et+ua�tutiGY;i: 3,�.ttiir'•LSitst i3fYiA 4iS:M`' 4.4"041. :kAtif,+4; TUKWILA PUBLIC WORKS z W aa• � JU O 0 W = Wu_ w° LLQ I-- U-1 Z 1- 0 Z I- w w O • — in F- w w LL.o wz U= 0 Z ;,/,:.-1,.,Vg..,...y.;.-4:4,..i.44s.4.;44:4*.*6.41,,,t",,JZO.f.+4;i44465,44sdka Wevati* okitg46/A tAt " 4-1 - �. r. k, vMNwt1Y� ::e3�:n'e}+n�eS�+!'Idlglyi'4R1 o 97o,a7 Geotechnical Engineering Exploration and Analysis Proposed Tukwila Hotel West Valley Highway Tukwila, Washington Prepared for: CSM Corporation St. Paul, Minnesota May 23, 1997 Project No. 6G -9 705003 Cec GILES ENGINEERING l 1SSOCIATES, INC. Cec GILES ENGINEERING e)SSOCIATES, INC. GEOTECHNICAL, ENVIRONMENTAL & CONSTRUCTION MATERIALS CONSULTANTS • D:rll:r., IX • L( /. AnglAren (.A • M:rtL•.on, WI • Mdvrur4na, WI • .Sr :Hill': VIA • W:r.l,in.11,.n, 1 r t; CSM Corporation 2575 University Avenue West, #150 St. Paul, Minnesota 55114 -1024 Attention: Mr. Evan Casey May 23, 1997 Subject: Geotechnical Engineering Exploration and Analysis Proposed Tukwila Hotel West Valley Highway Tukwila, Washington Project No. 6G- 9705003 Dear Mr. Casey: In accordance with your request, 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. Kurt D. Merriman, P.E. Senior Project Manager John l:. Zipper, P.F.. Regional Manager Distribution: IVIr. Evan Casey, CSM Corporation (3) Mr. Mel Easter, Johnson 13raund Design Group (I) IVIr. David Weill EXPIRES 11 / 20 / { t3 19019 alitll Avonuo Wclst • :iudo G • Lynnwood, WA .)8036 200/771 5775 • Fax 2O0:771 •9557 • E.Mclll so,ItllorcOdila:;onc)r coat Project Understanding Proposed Tukwila Hotel Wcst Valley Highway Z Tukwila, Washington 1- z 6G- 9705003 re JU May 23, 1997 u) o J= H This project understanding is based on information discussed during our May 22, 1997 telephone w O conversation with Mr. Evan Casey of CSM Corporation. The current hotel design includes six 2 stories of concrete frame construction, an indoor swimming pool, and a lower level floor elevation g j close to existing site grades. Based on the exploration program undertaken and presented in this U) CJ report, the hotel would be supported on an Augercast pile foundation with a network of pile caps and 1- _ grade beams. Piles would be 12 to 18 inches in diameter and would extend 60 feet below existing Z ~ grade. The lower level floor slab would be structurally supported on the grade beam and pile cap w O system to prevent damages due to long term settlement of the underlying compressible site soils. 2 m CSM considers this option to present a lower long terns risk when compared to a slab-on-grade fl 0 constructed after the placement of a preload fill. ° F" wW The site is underlain by old fill soils. The areas to the east and north of the existing access road I- -- appear to be underlain by 3 feet or less of fill consisting primarily of inorganic soil with scattered ki O Z debris. To the west of the access road, deeper fills containing debris were encountered to depths in v excess of 13 feet. Pavements above the deep fill area should be underlain by at lest two feet of either p /— reworked existing fill or imported fill soils. Reworked existing fills should be cleaned of debris prior Z to recompaction. In the shallow fill area, the pavement construction should included the stripping and recompaction of the upper 12 inches of fill soils. Additional explorations would be required to more completely delineate the depth and nature of fill soils prior to construction cost estimating or earthwork contractor bidding. The information presented in this project understanding should be used in conjunction with the full text of the following report. vol TABLE OF CONTENTS GEOTF CHNICAL ENGINEERING EXPLORATION AND ANALYSIS PROPOSED TUKWILA HOTEL WEST VALLEY HIGHWAY : TUKWILA, WASHINGTON c4 2 PROJECT NO. 6G- 9705003 8 0 0 J = 1.0 EXECUTIVE SUMMARY 1 w wO 2.0 SCOPE OF SERVICES 3 3.0 SITE AND PROJECT DESCRIPTION 3 d 4.0 SUBSURFACE CONDITIONS 4 z1.- 4.1 Regional Geology 4 1.11 uj 4.2 Soil Conservation Service Mapping 5 5 vo 4.3 Subsurface Soil Conditions O co 4.4 Groundwater Conditions 6 0 1- 4.5 Seismic Hazard Considerations 6 = v u_ 5.0 CONCLUSIONS AND RECOMMENDATIONS 7 w z 5.1 Site Preparation Recommendations 7 U 5.2 Structural Fill 10 0 /— 5.3 Utility Trenching and Backfilling 12 Z 5.4 Foundation and Floor Slab Support Considerations 14 5.5 Building Foundations - Pile Options 15 5.6 Preload Fill Recommendations 16 5.7 Shallow Foundations 17 5.8 Floor Slab Design Parameters 18 5.9 Drainage Considerations 19 5.10 Pavement Design Parameters 20 5.11 Conclusion 21 APPENDICES - Appendix A- General Comments - Appendix B- Figures - Appendix C -Field Procedures and Exploration Logs - Appendix D- Laboratory Testing and Soil Classification 0 Giles Engineering Associates, Inc. 1997 GEOTECUNICAL ENGINEERING EXPLORATION AND ANALYSIS PROPOSED TUKWILA (-HOTEL WEST VALLEY HIGHWAY TUKWILA, WASHINGTON PROJECT NO. 6G- 9705003 1.0 EXECUTIVE SIJMMARY The following is a brief summary outline of the geotechnical conclusions and recommendations. This summary should be read in complete context with the accompanying report for proper interpretation. Subsurface Conditions • Giles' subsurface evaluation consisted of one augured boring to a depth of 66Y2 feet below the existing ground surface, two Cone Penetrometer test probes extending to depths of 50 and 60 feet below the existing ground surface, and seven test pits to a depth of up to 13 feet. • The explorations typically encountered surface top soil and sod to a depth of 6 inches. • Near - surface soils on the site typically consisted of sandy silt with variable gravel and construction/demolition debris content to depths of 3 feet to in excess of 13 feet interpreted to represent man- placed fill material. Native soils below the eastern half of the site and below the fill consisted of layered alluvial deposits of sands, silt, and clayey silt. The generalized soil profile observed included soft, sandy silt and soft clayey silt to 27 to 30 feet with firm (locally referred to as medium - dense) sand to 67 feet. • Groundwater was generally encountered at a depth of 15 feet. Building Foundations • The presence of significant thicknesses of near - surface soft and compressible soil layers and variable fills at the project site will require use of alternative foundation support options to reduce structural settlements. • Auger -cast piles could be used for foundation support. Pile capacities for 12- or 13- inch diameter piles are 40 and 60 tons each. • Preloading of the building footprint would provide an alternative to pile foundation - supported lower floor slabs. A preload height of 4 feet above the finish floor elevation left in place for a minimum of 60 days is recommended. It is estimated the preload would settle on the order of 1 to 3 inches. Long -term consolidation settlement (post construction) ol'the completed floor slab is estimated to be on the order of 1 inch or less over a 20 -year design life. • Existing till and debris should be removed and replaced with structural till in the building footprint prior to preloading. Proposed Tukwila Hotel Tukwila, Washington Project No. 6G- 9705003 Page 2 Building Floor Slab • It is anticipated that floor slabs would consist of a 4 -inch (minimum) conventional slab -on -grade underlain by a 4 -inch thick granular base course and polyvinyl moisture barrier following preload fill placement. Floor subgrade should consist of firm and unyielding soils compacted to at least 90 percent of the modified Proctor maximum dry density. Alternatively, the floor slab could be structurally supported on the pile foundations, thus eliminating the need for preload fills. Site Preparation Recommendations • Removal of existing pavement, structures, and any organic rich soil from areas to be developed, will be required. It is anticipated that existing pavements will not be reused. Asphalt could be temporarily left in place for construction staging and could be pulverized for use as granular base material. • Existing utilities or building foundations found within the proposed building foundation influence zones should be removed or relocated. The resulting excavations should be backfilled with a compacted structural fill. • Structural fill in building and pavement areas should be compacted to at least 95 percent of modified Proctor maximum dry density in the upper 1• foot. Fill below 1- foot depth should be compacted to 90 percent of this value. Place in lifts of not more than 8 inches loose thickness, at moisture content within 2 percent of optimum, and compact uniformly with suitable equipment. Seismic Considerations • The loose, sandy silts and saturated medium dense sands in existence below the site are considered slightly prone to liquefaction during a maximum design earthquake of magnitude 7.5 with ground accelerations of 0.2g to 0.3g. Surface settlements of 1 to 3 inches could be realized due to liquefaction during the design earthquake. Pavements • A new pavement section consisting of a 3 -inch thick asphaltic concrete surface over a 4 -inch or 6 -inch thick aggregate base course over 12 inches of pit -run sand and gravel subbase, depending on traffic volume, is considered adequate. Aggregate base course could include pulverized asphalt from existing pavement. The upper 2 feet of existing deep till below pavement on the western half of the site should be removed and replaced or reeompacted to 95 percent relative compaction. • Compact upper 1 loot of pavement subgrade (areas of existing shallow fill) to at least 95 percent of modified Proctor maximum dry density prior to paving. • The potential tin• long -term settlement will exist for paving over existing debris -laden tills. #? i -1 aoi.o1 ;tto,iNs iti4:;:4iiett5b1,:0.,= 4'Y t'n r au lb k fr z ~ w ce 6 _1U 00 co 0 • Lu J w w 0 �Q • a 1— w z= 1--0 w~ w U0 O N o I-. w w I- - LI- 0 w Z U= 01- z OS Proposed "Tukwila (Hotel Tukwila, Washington Project No. 6G- 9705003 Page 3 2.0 SCOPE OF SERVICES The scope of services performed by Giles Engineering Associates, Inc. (Giles) for this project included a visual site reconnaissance, subsurface exploration consisting of one boring, two Cone Penetration Test probes and seven test pits, laboratory testing, geotechnical engineering analyses, and preparation of this report. Work was performed p modifiedstolbn ludo orne laboratory number 6GEP- 970416 and authorized by CSM consolidation test. This geotechnical study was performed in conjunction with a Phase I Environmental Site Assessment. Although the reports are presented under separate cover, information was shared during preparation. 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. This report has been prepared in accordance with generally accepted geotechnical design practice for the exclusive use of CSM Corporation 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. It is recommended that final design drawings and specifications be reviewed by Giles to verify that the recommendations contained in this report have been incorporated into the design. 3.0 SITE AND PROJECT DESCRIPTION The project site is located on the east side of West Valley Highway in Tukwila, Washington, immediately south of the existing Embassy Suites Hotel property. The site location is shown on the Site Location Map (Figure 1) enclosed in Appendix B. The approximate 2.7 -acre parcel is roughly rectangular shaped, fronting some 420 feet along the east side of West Valley Highway and extending from 268 to 294 feet in an easterly direction. The eastem side of the property fronts some 448 feet along the existing Puget Power transmission line right -of -way. The southern property line is formed by the Seattle Pipeline right -of -way. The site currently supports four separate single - family residence structures and two barns. Apparently, the site was used in conjunction with the property to the south as a cottage -style hotel in the past. An asphalt driveway enters the site near the northwest corner and extends towards the central portion of the site serving all four of the residences. The remainder of the site is covered in grass, scattered overgrown ornamental landscaping, and several large deciduous trees. Site topography is relatively flat with the exception of a drainage swale along the western half of the southern property line. This drainage swale is on the order of 10 to 12 feet deep and up to 50 feet in width. We were provided a preliminary site layout prepared by Johnson Braund Design Group, Inc. date April 22, 1997. This layout indicates that the proposed development will include the construction of a six - story. 1 S6- guestroom hotel centrally located on the property. The footprint of Proposed Tukwila !rote' Tukwila, Washington Project No. 6G- 9705003 Page 4 the building would measure some 260 feet in the north -south by 60 to 80 feet in the cast -west directions. The construction of the building would be concrete frame. The remainder of the site would be graded for parking, landscaping, and access driveways. We understand that the hotel would include an indoor swimming pool as part of the development. New underground utility extensions from West Valley Highway are also anticipated as part of the project. Preliminary grading plans were not available at the time of this writing. Based on a review of existing site grades and surrounding grades, it is not anticipated that significant quantities of cuts or fills would be provided as part of the construction. Giles should be allowed to review grading plans once they are available considering that raising grades may produce settlements from underlying soft, compressible soils. 4.0 SUBSURFACE CONDITIONS The site conditions were evaluated for this study on May 9, 1997. Surface, subsurface and groundwater conditions are described below. Subsurface exploration as performed for this study consisted of one boring, B -1, to a depth of 66V2 feet, two Cone Penetrometer test probes extending to a depth of 50 and 60 feet below the ground surface, and seven test pits extending up to 13 feet below the ground surface. The approximate explorations locations are shown on the Site and Exploration Plan (Figure 2), enclosed in Appendix B. The subsurface conditions described below have been simplified for ease of report and interpretation. Field procedures and copies of the boring log (Record of Subsurface Exploration), CPT logs and test pit logs are enclosed in Appendix C and should be consulted for more detailed description of the conditions encountered. Laboratory test procedures and results are presented in Appendix D. 4.1 Regional Geolov The soils in the vicinity of the subject property were formed as alluvium in river valleys. These glacially derived sediments were deposited following the recession of the Vashon Glacier, over 13,500 years ago. The advance of the Vashon Glacier deepened and widened valleys trending north - south. Thick bodies of sand, gravel, and glacial till were deposited over the area. With the retreat of the glacier, ice - contact stratified drift was deposited over much of the area, followed by a period of alluvial valley filling by the Green River. As the valley continued to fill, river meandering formed oxbow lakes in which peat deposits developed. In recent years, agricultural use of the valley has been replaced by commercial use. With the advent of commercial development, surface grades in the vicinity were raised by placement of several feet of fill material. Information provided to Giles for this study indicates that the 1111 was placed in several episodes in the 1960s and 1980s. t�1 Md Proposed Tukwila (fowl Tukwila, Washington Project No. 6G- 9705003 Page 5 4.2 Soil Conservation Service Mapping According to the United States Department of Agriculture - Natural Resources Conservation Service Soil Survey of King County, Washington (1973), soil at the project site consists of Urban Land (UR) association soils. Urban Land soil has been modified by disturbance of natural layers with additions of fill material, generally less than 12 feet thick, to accommodate commercial development. These soils generally consist of a gravelly, sandy loam. Native soils in surrounding areas include Oridia- Seattle - Woodinville (Wo) association soils, which formed in alluvium and consist of somewhat poorly drained and very poorly drained soils on slopes of 0 to 2 percent. These soils generally consist of a surface layer of dark grayish -brown silt loam about 9 inches thick, over a 50+ inch layer of grayish - brown, dark grayish brown, and gray silt loam and silty clay loam. 4.3 Subsurface Soil Conditions The soils beneath the site, as disclosed by the explorations performed for this study, vary depending on site location. The site, was underlain by man - placed fill materials ranging in depth from 3 to in excess of 13 feet below the existing ground surface. Generally, shallow fills (less than approximately 3 feet) were encountered north and east of the existing site access road. These materials, although containing scattered debris, were generally inorganic soil. The deeper fills (greater than approximately 3 feet) were encountered west of the access road. The fill materials consisted of silty sands and gravels with variable quantities of wood, plastic, metal, rubber, concrete and asphalt construction or demolition debris. No observed putrescible materials were encountered in the test pit excavations. In addition, no olfactory indication of hydrocarbon -based contamination was observed. However, no specific environmental field or laboratory testing was performed on the materials encountered in the test pits. Based on observation of test pits and aerial photographs secured for the Phase I Environmental Site Assessment, it appears that fill materials were placed on the western side of the site in at least two, if not three, separate episodes. These episodes date back to the 1960s with the most recent episode of fill placement occurring in the early 1980s. In general, the fill material was loose to medium dense in consistency and was underlain where penetrated by sandy silt native deposits similar to those encountered within the other explorations performed on the site. The approximate limits of the deeper tills are shown on Figure 3. It should be realized that the limits shown are based on interpolation between exploration locations. Deeper fill accumulations may be encountered outside of the limits shown on Figure 3. Additional explorations would be required to more completely delineate the limits and depths of the deeper site tills. ��. Boring B -1, test pits TP -5, TP -6 and TP -7, and Cone Penetrometers P -1 and P -2 were advanced on the central and eastern portions of the site. These explorations encountered a thin veneer of man - placed till on the order of 2' : to 3 Ibet in thickness. Below this surlieial layer, native silty sands, sandy silts, and silty clays were encountered to a depth ot'27 to 30 feet below the ground surface. These materials were very soil to loose in consistency and are considered compressible. Below these surticial layers oCsoli compressible soils, medium dense sands were encountered to the t;� full depth explored. Proposed Tukwila I Iotel Tukwila, Washington Project No. 6G- 9705003 Page 6 4.4 Groundwater Conditions Based on review of the USGS Burien, WA (1983) 7.5 minute series quadrangle map, the local topography slopes downward to the east toward the Green River. The site survey of the property indicates the area is relatively flat; however, based on review of the USGS map, localized and regional groundwater flow are anticipated to be to the east. Geotechnical borings performed for the project indicate regional groundwater levels below the site are level approximately 15 feet below the existing ground surface. Installation of groundwater monitoring wells with accurately surveyed elevations would be required to establish the groundwater gradient at the site. Groundwater levels should be expected to fluctuate by a modest amount on a seasonal basis due to changes in precipitation and runoff. 4.5 Seismic Hazard Considerations Large earthquakes reported historically in Washington have most frequently occurred deep beneath the Puget Sound region. The most recent and best documented earthquakes in the Puget Sound area were the 1949 magnitude 7.1 Olympia earthquake and the 1965 magnitude 6.5 Settle - Tacoma earthquake. Both of these earthquakes occurred within the subducting Juan de Fuca plate at depths of about 34 to 40 miles. One of the largest earthquakes in the state occurred in the northern Cascade Mountains in December 1872, with an estimated magnitude of 7.3, based loosely on anecdotal information as no strong motion recording equipment was utilized. Most of the earthquakes documented in Washington have occurred in the Puget Sound region between Olympia and the Canadian border, in the Cascade mountains, and along the Washington- Oregon border. The major cause of damage from an earthquake would be due to shaking from earthquake waves and potential liquefaction- induced settlement. The U.S. Geological Survey (1975) proposed that the largest earthquake likely to occur in the Puget Sound region could have a magnitude as large as 7.5. It is believed that such an earthquake event could have a peak hard ground acceleration of about 20 percent of gravity (0.2g) and about 20 to 30 seconds of severe ground shaking. Due to amplification effects within the loose /soft site soils, peak accelerations ranging up to 0.25g to 0.3g could conceivably be experienced at the ground surface during such an event. It is estimated that an earthquake of magnitude 7.5 would have a 10 percent probability of exceedance in 50 years, or a return period of 475 years. A moderate earthquake event is generally considered to be associated with a magnitude 6 earthquake, which could conceivably have a peak horizontal ground acceleration of up to 0.12g at the subject site. This would be considered a higher probability event having a 40 percent probability of exceedance in 50 years (return period of 100 years). According to the Seismic Zone W1) o /'the United Stales contained in the 1994 L'rri /in.m 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 oI'the 1994 Uni/innr Building Code. Soil profile type S} applies to a profile containing more than 20 feet but less than 40 feet or soli clay. - ri44�'M`rnY� Proposed Tukwila Hotel Tukwila, Washington Project No. 60- 9705003 Page 7 Liquefaction potential has been found to be greatest where the groundwater level is shallow and loose, fine sands occur within a depth of about 50 feet or less. Liquefaction potential decreases with increasing grain size and clay and gravel content, but increases as the ground acceleration and duration of shaking increases. As previously stated, groundwater at the site was generally observed at depths of about 15 feet. Since layers of loose sandy soils were encountered within the upper 50 feet at the site, liquefaction was considered to be a potential concern for the proposed development. A liquefaction analysis was conducted on the apparent liquefaction- susceptible soils encountered at the site utilizing a numerical method established by Seed and others. The analysis was conducted for both the severe and moderate earthquake event using the parameters described above. A groundwater level of 10 feet was assumed for purposes of the analysis. The results of liquefaction analyses indicate that there is a slight potential for liquefaction in the submerged sandy layers underlying the site during the postulated severe earthquake event, but not during the moderate event. Therefore, considering the return period of such an event, the overall risk of adverse liquefaction- related impacts on the proposed structure during its lifetime would appear to be low provided the structure is supported on deep pile foundations. Based on correlations between cyclic shear stress ratio and corrected SPT blowcount for determination of volumetric strain, by Tokimatsu and Seed, 1987, the total estimated liquefaction- induced settlement within the sandy layers would be on the order of 1 to 3 inches. Due to the presence of non - liquefiable cohesive soils separating the liquefiable layers and the non - liquefiable surface soils, the actual settlement experienced at the ground surface would likely be smaller at this site. 5.0 CONCLUSIONS AND RECOMMENDATIONS The conditions imposed by the proposed development have been evaluated on the basis of (I) the assumed development plan, (II) the engineering characteristics of the subsurface materials encountered in the borings. and (III) 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. Foundation support of the proposed structure will be controlled by the substantial thickness of soft, compressible soil below the site. Pile foundations with or without preloading of the floor slab will be necessary to reduce potential settlements of the structure. 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 demolition site drainage, stripping, subgrade protection, proofi•olling and subgrade compaction. However, site VW.tig1519 ET: v*.;.w t,00•00,t{`; glht., t` nWrnr..f ro npmrcvae u-,, 30,I t» r.:. c;.., w.: w�, c.. es ::......,,� :,�,.....,w....,... �....,.r.,.�, . z z 00 �c J �w w0 gQ co _a �.w Z = E--0 zI- ui U � O N O H- W w 0 i,az o OPI ~ z Proposed Tukwila I Iotel Tukwila, Washington Project No. 6G- 9705003 Page 8 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. Demolition Prior to demolition or abandonment of existing utilities, it is recommended that surface water runoff be diverted away from these areas to suitable discharge locations. Underground utilities, storage tanks, etc., if present, should be decommissioned, abandoned, or backfilled in accordance with all applicable State and local guidelines. Localized excavations made for removal of utilities or other structures should be backfilled with structural fill as outlined in this report. Underground utilities also present on site and should be removed or properly abandoned in order to prevent any possible future settlement problems due to the presence of the utilities or existing backfill soils. Within the building pad, utilities should be removed and the resulting excavation backfilled with structural fill. Outside the building pad, concrete pipes may be removed or crushed in place, while steel or ductile iron pipes may be abandoned in place provided that open ends are plugged with grout. In addition, remnants of former structures such as old foundations, basement walls, and floor slabs should also be removed and disposed of off site at an approved location. Holes created by the removal of existing foundation elements should also be backfilled with structural fill. Site Drainage and Surface Water Control Adequate temporary and permanent control of surface water nmoff and subsurface seepage will be required in order to allow site access, grading, and construction of underground utilities 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 use of localized ditching or berms. 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. Equipment access may be limited and the amount of soil rendered unfit for use as structural fill may be greatly increased if drainage efforts are not accomplished in a timely sequence. Project delays and increased costs could be incurred due to the greater quantities of wet and unsuitable till or poor access and muddy conditions ifa working drainage system is not utilized. z ~w cc 6 00 cn 0 w= w • 0 LLQ =• d i.w Z t— 0 Z I.- w 0 0- ww wz co — 0 z I Proposed Tukwila 1-lotel Tukwila, Washington Project No. 6G- 9705003 Page 9 Site Stripping Site preparation will require removal of existing pavements, surface vegetation and organic soils or other deleterious materials in planned building and new pavement areas. Topsoil was encountered at the exploration locations to a depth of approximately 6 inches. Deeper accumulations may be present at locations not explored for this study. The existing pavement could be crushed to a maximum 3 -inch size and stockpiled for use as compacted fill below driveway and parking areas, or pulverized to the appropriate size for use as pavement base course. Alternatively, portions of the pavement could be left in place for temporary equipment staging during construction to protect subgrade soils. Pavement would then be removed prior to final grading and placement of new pavement. Existing fill should be removed, as well as underlying topsoil, beneath the entire building pad and beneath any settlement- sensitive features. Within the parking area, existing deep fill should be removed to at least 2 feet depth below the bottom of the crushed rock base course. The resultant overexcavations should be backfilled with import fill, or suitable on site soils meeting project specifications. Depending upon variability on site, soft soils requiring geotextile fabric prior to backfilling may be encountered beneath existing fill. Subgrade Protection Soils exposed by subgrade preparation operations contain a high silt fraction and are considered to be moisture and disturbance sensitive. Ideally, construction would be planned for drier summer months. If construction proceeds during a generally wet construction period, typically October through May, and the moisture sensitive silty 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. 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 widespread disturbance of the subgrade. It is expected that in wet conditions additional soils may need to be removed and/or other stabilization methods used. 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. Construction of a working surface from an advancing till surface could be used to avoid trafficking the exposed subgrade soils. 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. Proposed Tukwila I tote) Tukwila, Washington Project No. 6G- 9705003 Page IO Proofrolling and Subgrade Compaction Following the recommended site stripping procedures, the stripped subgrade within the building and pavement areas should be proofrolled with heavy rubber -tired construction equipment, such as a fully- loaded tandem -axle dump truck, (approved by and in the presence of a Giles representative) to detect soft/loose yielding soils which should be removed to a stable subgrade. The subgrade should then be scarified, adjusted in moisture content, and recompacted as necessary 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 soils are considered extremely moisture sensitive due to their high silt and clay fraction. During wet weather conditions, typically associated with early spring, late fall or winter construction, subgrade stability problems and grading difficulties may develop. Soils that have become unstable may require remedial measures (as best determined by field conditions during construction) in the form of one or a combination of the following: (I) Drying and recompaction. Selective drying may be accomplished by scarifying or windrowing surficial material during extended periods of dry and warm weather. (II) Removal of affected soils to expose a suitable bearing subgrade and replacement with compacted structural fill. The need for overexcavation should be evaluated by a Giles representative and should be confirmed through continuous monitoring and testing. (III) Mechanical stabilization with a coarse crushed aggregate compacted into the subgrade, possibly in conjunction with a geotextile. (IV) Chemical modification of the subaade such as with hydrated lime or Portland Cement (depending on soil type). 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 rill until allowed to thaw and adjusted to the proper moisture content, which may not be possible during winter months. Proposed Tukwila Itotel Tukwila, Washington Project No. 6G- 9705003 Page 11 5.2 Structural Fill 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 ". 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. Import structural fill for raising site grades can consist of a combination of "common" and "select granular" material. Select granular fill should consist of gravel and sand mixtures with at least 30 percent retained on the U.S. No. 4 sieve and containing less than 5 percent by weight passing 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. 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 or 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. Ifit is not possible to complete the earthwork during dry weather, the design team and contractor should anticipate that a portion of the site soils will not be available tier reuse tier till applications including utility back till. It' inclement weather or soil moisture content Proposed Tukwila Motel Tukwila, Washington Project No. 6G- 9705003 Page 12 prevent the use of on -site or non - select material as structural fill, it is recommended that use of select granular till be considered. It should be noted that the placement of structural till is in many cases weather- dependent and delays due to inclement weather are common even when using select granular fill. When moisture conditioning e ended that the soils berun uniformly blended moisture of dry or optimum soils, it is 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 specified soils in the project specifications of the local development standards materials d upper hould be of ompag t d to 95 below floor slab and pavement areas and all base course percent of the modified Proctor dry density. It is recommended that a Giles 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. Reuse of On -Site Soil On -site soil may be reused as structural fill below foundations, floor slabs, and pavements, provided the soil does not contain significant organic content, is cleaned of debris and other deleterious materials and is placed and compacted at a suitable moisture content. Due to the presence of substantial quantities of debris in existing fills, it is not considered feasible to reuse the majority of existing fill without thorough debris removal. Because of the high silt content of the on- site soils, it is recommended that use of these silts only be attempted during drier periods of the year when the moisture content can be carefully controlled. During the summer, delays in grading can occur due to excessive drying of the soils, or precipitation. In dry conditions, scarifying and watering the soils may be required to achieve the required compaction. If wet weather occurs, or in wet site conditions, the upper wetted portion of the site soils may need to be scarified and allowed to dry prior to performing further earthwork. Based on moisture content analysis of samples of the near - surface sandy silt soils obtained in the explorations, these soils were generally considered to be suitable to facilitate compaction during dry weather conditions. Moisture content could vary depending on season and other factors, including removal of pavement. It is anticipated that compaction of the tine - grained site soils could best be accomplished using a kneading or "sheepsfoot" compactor in lieu of conventional smooth -drum equipment. A smooth -drum roller would be useful to "seal" exposed subgrades to provide protection from inclement weather. .40 Proposed Tukwila Motel Tukwila, Washington Project No. 6G- 9705003 Page 13 5.3 Utility Trenching and Backfilling It is recommended that utility trenching, installation, and backfilling conform to all applicable Federal, State, and local regulations such as WISHA and OSHA for open excavations. 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. 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. Altematively, quarry spalls or pea gravel could be used below the water level if allowed in the project specifications. Utility bedding 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 1994 WSDOT /APWA Standard Specifications for Road, Bridge, and Municipal Construction. All excavations should be wide enough to allow for compaction around the haunches of pipes and underground tanks. Otherwise, materials such as controlled density fill or pea gravel could be used to eliminate the compactive effort required around the haunches if allowed in 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. Caving Some excavation bank stability problems for foundation and utility construction may occur where excavations extend into existing fill, soft or cohesionless soil and due to the presence of existing fill or groundwater. Relatively flat slopes, benching or temporary bracing may be needed. Temporary slope 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, and the length of time and weather conditions while the excavation remains open. 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 the cut slopes. At this site, it is anticipated that the majority of planned excavations can be completed with temporary sloped open cuts. Exceptions to typical slope angles Proposed Tukwila Hotel Tukwila, Washington Project No. 6G- 9705003 Page 14 should be made for any excavation which extends through the compacted fill into underlying soft soils, 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 standards for worker access. All excavations should conform to applicable federal, state, and local regulations. Construction Dewatering Based on preliminary information available, it is anticipated that excavations for utilities would not extend below the groundwater levels observed in the explorations performed for this study. For utility excavations which encounter seepage or extend only 1 to 2 feet below the groundwater level at the time of construction, it is anticipated that filtered sump pumps combined with a trench box would provide adequate temporary dewatering. If deeper utility excavations are contemplated, more specialized dewatering techniques, such as vacuum wells, well points, etc., may be needed. However, these more extensive dewatering techniques can lead to settlement of the ground surface in the surrounding vicinity when the groundwater is drawn down. If such dewatering techniques or deep utility excavations are contemplated, Giles should be consulted for specific design and construction recommendations. Utility Settlement Utilities placed above soft site soils are considered susceptible to long -term settlement. We recommend that appropriate measures be taken with utility grades, connections, and penetrations through pile - supported structures, to tolerate potential long -term utility settlement of up to 3 inches. 5.4 Foundation and Floor Slab Support Considerations Due to the presence of soft, compressible soils and the potential for long -term settlement or liquefaction- induced settlement, a pile foundation system is recommended for support of the proposed hotel structure. Depending on floor slab loads and the amount of fill placed to obtain final grades, it may be necessary to pile support the lowest level floor slab to prevent excessive post - construction settlement of floor slab areas. For this project, we recommend the use of auger -cast piles for foundation support. Auger -cast piles provide excellent skin friction and end - bearing capabilities, are flexible in their installation length and are readily installed by local subcontractors. Based on the conditions encountered on the site, pile capacities of 40 and 60 tons could be derived from auger -cast piles of 12 or 18 inches in diameter and extending 60 feet below the existing ground surface. z F• ~ z cw O 0 co 0 W• I NLL w0 2 u. =a �w z= wI- w O — o 1— wW wz U= O F- z 1nM • 6.91 Proposed Tukwila I lotel Tukwila, Washington Project No. 6G- 9705003 Page 15 As an alternate to a structurally- supported floor slab, it is recommended that preloading be considered to reduce long -term settlements of floor slabs. The presence of soft clay soils onsite introduces a long -term settlement risk. This risk can be substantially reduced by preloading. The advantages of preloading, provided sufficient time is available in the construction schedule, are reduced construction cost and reduction of differential settlement between the pile - supported structure and floor slab. Based upon the information developed by this study, it is recommended that preloading be considered as a viable alternative, provided that the floor slab can tolerate long -term total and differential settlements on the order of I inch after preloading. Existing fill should be entirely removed from the building pad if slab -on -grade floor is used. Even with the preloading, which is recommended for the site, there is a risk of varying conditions beneath the building pad causing unanticipated settlement- related problems. The possible effects of differential settlement include isolated cracking of floor slabs. Extreme cases of differential settlement would require repair by "mud jacking" or other means. There is a risk of possible future settlement in the event that site conditions are changed drastically in the future. For example, if loading of a particular portion of the site is increased after completion of the project, this loading would create the potential for additional settlements. Additionally, if groundwater levels are drawn down by dewatering of adjacent sites or public rights -of -way, additional settlement could occur. The magnitude of potential future settlement by these affects cannot be predicted because of the many unknowns. The risk of additional loading on the site, particularly adjacent to the buildings, can be minimized by the Owners. This risk can be minimized by retaining a qualified geotechnical engineering firm prior to any future site construction. The risk of settlement caused by dewatering of surrounding properties can be mitigated to some extent by preloading and surcharging. Additionally, the location of the building relative to the property lines provides a significant buffer to surrounding properties. Long term, permanent drawdown of groundwater of surrounding properties could, however, increase this potential if allowed to occur. Temporary dewatering or construction of utilities or facilities on surrounding properties, assuming durations on the order of weeks, would not be anticipated to significantly draw down groundwater levels beneath the building area. 5.5 Building Foundations The presence of thick deposits of soft, compressible silts or clays below the proposed building would create excessive structure settlements unless alternate support options are utilized. Pile foundations would provide adequate long-term support for foundations. The piles would gain their support primarily from skin friction within firm sands encountered at depths of greater than 27 to 32 feet in the exploratory boring and probes advanced on the site. The recommended pile types would be an auger -cast concrete piles. Piles should extend to a minimum depth or60 feet below the existing ground surface. Proposed Tukwila Hotel Tukwila, Washington Project No. 6G- 9705003 Page 16 Auger -cast piles are typically 12 to 24 inches in diameter and may be installed in groups. The tops of the piles are typically joined by a system of grade beams and /or pile caps to create a foundation system with the required compressive, uplift and lateral capacities. The piles would obtain vertical compressive capacity primarily from skin friction with some contribution from end - bearing. Uplift capacity would be provided through a combination of skin friction and the dead weight of the pile. With an auger -cast foundation system, applied lateral loads and moments are resisted through a combination of lateral resistance along the pile shafts, against the pile cap and grade beam system used to connect the tops of the piles, and through vertical uplift capacity of the piles. Auger -cast pile foundations are relatively common in the Western Washington area, and several local contractors have the equipment and experience necessary to construct auger -cast piles at a reasonable cost. An auger -cast 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 concrete pile. Reinforcing can be lowered into the unset concrete column to provided lateral and/or tension capabilities. The actual volume of grout required to fill an auger -cast pile borehole should be no less than 115 percent of the nominal pile volume. Additionally, it is recommended that a single reinforcing bar (tendon) extending the full length of the pile be installed in piles subjected to uplift loads, with spacers and centralizers employed to ensure proper alignment and clearances along the tendon and any reinforced steel cages installed in the fluid grout column of the pile. Due to the anticipated length of the reinforcement for the piles, it is recommended that a minimum of 4 or more inches of clearance be provided between the steel reinforcement and the soil surrounding the pile. Providing more than the specified UBC 3 -inch minimum clearance will increase the likelihood of proper installation of the reinforcement with actual concrete cover at or above the minimum for concrete against soil. A 91/2 sack 4,000 psi minimum 28 -day compressive strength grout is the minimum recommended for auger -cast piles. For 12- and 18 -inch diameter auger -cast piles installed to a depth of 60 feet, an allowable vertical compressive capacity of 40 and 60 tons, respectively, is recommended. An ultimate uplift capacity of 15 and 25 tons is recommended for 12- or 18 -inch diameter piles installed as described above and extending a minimum of 60 feet below the pile cap. Allowable values incorporate factors of safety of at least 2.0. The vertical pile capacities presented assume that adjacent piles are located at least four pile diameters apart. If piles are located closer together, reduced compressive and lateral pile capacities should be used to account for pile group effects. Giles could provide capacities for specific pile group arrangements, if requested. For fixed -head conditions and assuming 1 Inch of lateral movement, a lateral load of 7 and 10 tons may be applied for 12- or 18 -inch diameter piles. I I only '/ inch of movement can be tolerated, the above lateral loads should be divided by 2. Depth of fixity for a fixed -head conditions are calculated to be 15 and 20 feet for a 12- and 18 -inch diameter pile, respectively. It is recommended that the pile system be designed with piles fixed against rotation at the ground surthce. • Proposed Tukwila I tote) Tukwila, Washington Project No. 6G- 9705003 Page 17 Because auger -cast piles are drilled, obstacles such as concrete or rocks in the subsurface can cause difficult installation conditions. It is anticipated that removal of debris within portions of the existing fill will be required to facilitate installation of the piles. If obstacles are encountered during drilling, the piles may require relocation at the time of construction. The contractor should be prepared with required auger bits for these anticipated conditions and should bid accordingly. 5.6 Preload Fill Recommendations Preload surcharging of the building pad would provide an alternative approach to pile - supported floor slabs, if the construction schedule allows. Preloading would involve placement of a temporary load on the ground surface, in the form of imported fill materials. Temporary fill weight is used to equal or exceed the proposed floor loads such that much of the settlement will occur under the preload prior to construction of the proposed settlement- sensitive structure. For design purposes, it has been assumed that permanent site grades in the building pad would not be raised more than 1 foot, and floor loads would not exceed 150 pounds per square foot. The effectiveness of the preload depends not only on the intensity, but also on the amount of time that it is allowed to remain in place. Assuming a unit weight of preload fill material is equal to 120 pounds per cubic foot (pcf), and taking into account the settlement of the preload fill, a preload fill height on the order of 4 feet is recommended at the proposed building location. The height of preload should be measured from the final finished -floor elevation. The top of the preload fill should extend laterally at least 5 feet outside the building lines and should be sloped down at an angle no steeper than 1.5H:1V. This preload should be allowed to remain in place for a minimum period of 60 days following the completion of preload fill placement. It is estimated that the preload fill could settle on the order of 1 to 3 inches during a 60 -day period. Post - construction consolidation settlements of the completed structure are anticipated to be on the order of 1 inch in a 20 -year period following construction. If it is necessary to reduce post - construction settlements, a preload weight on the order of 8 feet is anticipated to be necessary. It is essential to monitor the progress of preload fill settlement. Field time rate of settlement date will be used to redefine settlement estimates and requirements for preload duration. For this reason, it is recommended that a series of settlement plate monuments be installed. A minimum of four plates in the building footprint are recommended. Settlement plates should be installed prior to the placement of any fill to monitor the site settlement as till placement occurs. Initial settlement plate readings should be obtained immediately after placement of the plates and prior to the placement of any structural and /or preload till. Reading of settlement plates should be taken by standard differential leveling methods to the nearest 0.01 loot and should be taken at regular intervals during the entire tilling and preload. with at least one reading per week. As the elapsed time increases. the interval could be extended at the discretion of the soils engineer. .zrLP';rl ` i•:. ra' Ktx�: rf' i:^+ W' STe^,^^, r:':< E :...r..,nv�:i'n:�F.i'r«.,;rrvn�. ��:r,,.r•�.,r � ?�u:�.. .. ..,.. •rr.xC�;.Knsw�+;, nu,1. 1,41,.:tr•;1-r ^'r.1'.:eS+ +,•:4M. ∎t Proposed Tukwila Hotel Tukwila, Washington Project No. 6G- 9705003 Page 18 Fill material suitability for use in the preload fill (that portion of the site fills to be removed prior to building construction) will depend on the intended final use of the till. If the fill will be spread out in parking lot areas, or reused for filling below other structures on the site, it should meet the recommendations for "structural fill" previously described. If the preload fill will be wasted from the site after preload compaction, the contractor may elect to use less select materials. Preload fill should be placed in uniform lifts of less than 18 inches loose thickness, and moderately compacted by construction equipment. In -place density tests should be conducted on the preload fill to evaluate density on the preload as compared to the 120 pcf assumed for design. All full placed below finished floor elevation should meet gradation criteria and compaction requirements outlined above for structural fill. 5.7 Shallow Foundations Ancillary structures such as dumpster enclosures and covered sidewalks may be supported on conventional foundations provided they are tolerable of long -term settlement of several inches. Continuous or column footings cast atop properly prepared foundation subgrades may be designed for a maximum allowable bearing pressure of 1,000 psf. A one -third increase of these bearing pressures may be used for short -term dynamic loads such as wind and seismic forces. The actual foundation design should be determined by the project structural engineer. Minimum Required Embedment Depth A minimum embedment depth of 18 inches below the finished exterior grade is recommended for perimeter footings. 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 with an additional '/_ to 1 inch of long -term consolidation settlement possible over a 20 -year period. It is estimated that total post - construction settlement of a spread - footing- supported structure may approach 11/2 inches. Differential settlement of foundations founded within the same soil type could approximate one -half of the total settlement. If possible, it is recommended that the foundation elements be placed within the same soil type to minimize the magnitude of possible differential settlement. It should be noted that differential settlement could approach the total settlement values if adjacent footings are founded on different bearing strata. During a Large magnitude seismic event, settlements could increase as outlined in the Seismic Hazard Considerations section of this report. Proposed Tukwila 1 lotel Tukwila, Washington Project No. 6G- 9705003 Page 19 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. 5.8 Floor Slab Design Parameters General Design Slab -on -grade floor subgrades should be prepared in accordance with the previous site preparation recommendations following the prescribed preload period. 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 95 percent relative density. It is recommended that the floor slab be underlain by a nominal 4 -inch thickness of 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. This layer of granular fill is intended to serve as a capillary break and working surface. An 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 preloading, the total and differential settlements of the floor slab constructed as recommended are estimated to be less than 1 inch and 3/4 inch, respectively, which are considered to be within tolerable limits over a 20 -year design life. Floor settlement could be on the order of 1 to 3 inches without preloading with differential settlement approaching '/a of the total settlement. Due to the potential for settlement. it is recommended that the floor slab not be structurally connected to foundation elements. Pile support of the floor would significantly reduce the potential for settlement. However, due to the anticipated high cost of a pile - supported floor, this alternative has not been analyzed in detail. z w 00 CO 0 w= wO g? U-2d = / - U - 1 _ z� t-0 Z~ O • N O F- LUW U. O wz U= 0~ z Proposed Tukwila Hotel Tukwila, Washington Project No. 6G- 9705003 Page 20 5.9 Drainage Considerations It is recommended that the building be provided with a perimeter footing drain system to collect free water. 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. 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 distance often feet from the building perimeter be provided. 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. 5.10 Pavement Design Parameters Reuse of Existing Pavement Reuse of existing pavement with an asphaltic concrete overlay may be feasible, but the evaluation of the existing pavement was not part of our scope of work on the project. The existing pavement should be removed from the site, or pulverized for use as crushed base below new pavement. The existing pavement (or portions of the existing pavement) could be left in place temporarily for construction staging and to protect subgrades until final paving. Suhgrade The subgrade soils are anticipated to ;generally consist of structural compacted fill placed after removal of existing till and debris. An estimated CBR of 10 was used for pavement design, assuming that granular till meeting use classification of SM or better is used for fill. In order to provide this CBR value, all till used to raise low areas must have pavement support characteristics at least equivalent to compacted SM soils and must be placed under engineering controlled conditions. It is recommended that the upper 2 feet of the existing deep till be removed and replaced recompacted to a uniform density or 95 percent prior to pavement construction. In shallow till areas (less than 3 feet of non-debris-laden material) the upper I foot below the pavement subbase should be recompacted to a unilorn 95 percent density prior to pavement construction. } Proposed Tukwila (lotel Tukwila, Washington Project No. 6G- 9705003 Page 21 Asphaltic Concrete Pavement 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, the presence or absence of moisture, free water and organics, the fines content of the subgrade soils, the traffic volume, and the frequency of use by heavy vehicles. The design assumes that the subgrade and any structural fill will be prepared in accordance with the recommendations presented in this report. The top 24 inches beneath the pavement sections should be soil compacted to a minimum of 95 percent relative compaction, using AASHTO T -180 (ASTM D -1557) as a standard. This 24 inches could be comprised of recompacted on -site soils or imported structural fill. Specifications for pavements and crushed base /top course should conform to specifications presented in Division 9, Materials, of the 1994 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. ATB could be utilized to provide a wearing surface during construction and protect subgrade soils which would be exposed to construction traffic. Some degradation of the ATB in areas subjected to repeated and/or concentrated equipment traffic should be anticipated. Degraded areas would require removal and repair prior to final paving with Class B asphalt. The following table presents recommended pavement sections for anticipated light and heavy duty traffic levels. Table 2 - Recommended New Pavement Sections Traffic Type Asphalt Thickness (Inches) Crushed Top/Base Course (Inches) ATB Substitute for Crushed Aggregate (Inches) * Heavy 3 6 4 Light 3 4 3 *ATB: Asphalt Treated Base; May be substituted for crushed Top /Base Course beneath Class B asphalt. 5.11 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 or the explorations were completed within the constraints oI'budget and site access so as to yield the inlornuution to formulate the recommendations. Project plans were in the preliminary stage at the time of this report Proposed Tukwila Hotel Tukwila, Washington Project No. 6G- 9705003 Page 22 preparation. 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, performance depend greatly on proper site preparation and recommended that Giles be retained to provide geotechnical earthwork and foundation construction phases of the project. conditions are observed at that time, Giles would be able to engineering recommendations to the contractor and design team construction progresses. and foundation and pavement construction procedures. It is engineering services during the If variations in the subsurface provide additional geotechnical in a timely manner as the project 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. A z ~ w re 0O (,) 0 J = NLL w0 2 Q 1 1- 11-1 Z= Z • w O • Y2 CI F- W W i� ll'O •. z w U= O• ~ z $01:1111 APPENDIX A GENERAL COMMENTS 111120,0114i140=11113101461011=03. ..„ „..- 6 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. 1— z This report has been prepared exclusively for the client in order to aid in the evaluation of LU C4 LU this property and to assist the architects and engineers in the design and preparation of the project v 0 plans and specifications. Copies of this report may be provided to contractor(s), with contract co o documents, to disclose information relative to this project. The report, however, has not been J H prepared to serve as the plans and specifications for actual construction without the appropriate co u_ interpretation by the project architect, structural engineer, and/or civil engineer. Reproduction and w 0 distribution of this report must be authorized by the client and Giles. u_? This report has been based on assumed conditions /characteristics of the proposed = a development where specific information was not available. It is recommended that the architect, 1— w z= 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 w w development. When discrepancies exist, they should be brought to our attention to ensure they do D o not affect the conclusions and recommendations provided herein. The project plans and 0 cn specifications may also be submitted to Giles for review to ensure that the geotechnical- related in 1— wW conclusions and recommendations provided herein have been correctly interpreted. F- U. O The analysis of this site was based on a subsoil profile interpolated from a limited subsurface z exploration. If the actual conditions encountered during construction vary from those indicated by v the borings, Giles must be contacted immediately to determine if the conditions alter the z /— 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. APPENDIX B FIGURES 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. ;1 ti, ..t Alf *--1` r: I :t. SIN NTON\ SIST S 2I 23 '.7... ST 23 ROAM : :::: ..k !I s iszia rt. IV :•?.. 4 1. CH l ■giiiltr,i;'*---:- - •\'■ .... &too Ccitti;711 — ; : Sal'HCENTER . -". )114 SilliWIC0 24 /11•11111111111111 Figure 1 - Site Location Map TUKWILA HOTEL West Valley Highway, Tukwila, WA Giles Project No. 6G9705003 May 19th, 1997 Drawing not to scale. SITE IEI GILES ENGINEERING F)SSOCIATES. INC. 5 ( 3.111)'7 MO G 3N17 3dld 371(b3S 59 NYC 3 M•u.[C ; a 40 no ,q— Ii —. , \--- T PO W cV nO rig i W W451 I �.� .. 1 �l , — rV I..__ 1 tl. li •, - W n, N I �_� 1 th I IL LI ri i i ru I __A Li • • e• Q. STORY HOTEL 72' to m • l I I s t 72• N c, C CL u • 0 ore tin ° •o isle, ��ti .,.1i.,1" ",w?e.t ji:p •/b'7MOG)3N173d /d3711d3S 'r; Nut l rt..u.:g i�w • S Ht ':7't� ir 1...M W .6 • r: : • SL b 1 i Drawing Based on Preliminary Site Plan by Johnson Braund Design Group, Inc., April, 1997 Explanation I { , n.. uLE LI ,.•1 ins J 111.M.1 N txt4 Z Z w e4 2 O 0 co w= H N u w0 cc al Q r u (n F W Z Z0 • w U 0 w off w H- U. O wZ U= 0 Z 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 Exploration 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. t GENERAL FIELD PROCEDURES Surface and subsurface conditions at the project site were explored on May 9, 1997. The surface evaluation consisted of a visual reconnaissance, and the subsurface exploration consisted of advancing one mud -rotary boring to a depth of approximately 67 feet below existing grades. Two Cone Penetrometer test probes extending to depths of 50 and 60 feet and seven test pits to 13 feet were also advanced at the site. The exploration locations are shown on Figure 2 enclosed in Appendix B. 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. We determined the location of our explorations using a site plan provided to us and by measuring from existing site features with a handheld measuring tape. As such, the exploration locations shown on Figure 2 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 4'/4" continuous flight hollow -step: auger methods, using a truck- mounted drill rig operated by an independent f rm working under subcontract to Giles. An experienced geotechnical engineer from our firm continuously observed the boring, logged the subsurface conditions, obtained representative soil samples, and transported the samples to our laboratory for further classification and testing as deemed necessary. Throughout the drilling operation, soil samples were obtained from the borings at 2V2 foot to 5-foot depth intervals by means of the 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" 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 nuunber 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. Relatively undisturbed samples of cohesive soils were obtained using 2%-inch Shelby tube samplers where deemed appropriate. aan tv Test Boring Lots The boring logs describe the various types of soils encountered in the boring, based primarily on visual interpretations made in the field and supported by subsequent laboratory testing of selected samples, if necessary. The logs also indicate the approximate depth of the contacts between different soil types, although these contacts may be gradational or undulating. Where a z d change in soil type occurred between sampling intervals, the depth of contact was inferred. In H tu addition, the log indicates the Standard Penetration Resistance at each sample location, and any cx 2 laboratory tests performed on the soil samples. Depth to groundwater is also indicated on the v 0 boring logs, where applicable. Groundwater depth is typically estimated from the moisture content cn o of soil samples, the wetted height of the drilling rods, and /or the groundwater level measured in the m = boring before and /or after the auger has been extracted. co O w Cone Penetrometer Testing (CPT) g al �? The CPT is a simple test that is becoming very widely used in lieu of the SPT for soft clays = C! and in fine -to- medium coarse sands. The test does not have any application in gravels and stiff/hard 1' w z� clays. The test is performed by pushing the standard cone (according to ASTM:D -3441 with a 60- F- 0 degree point and base diameter of 35.7mm with cross - section area of 10 cnr) into the ground at a w rate of 10 to 20mm /s. The test may be periodically halted to attach 1 m rods to extend the depth. 2 o 0 ON Data collected is the tip resistance qc and sleeve friction resistance qj and because of the 01— large quantity of data on a continuous push, electronic data acquisition equipment is used. Data H v is plotted graphically on logs (included in this appendix) in the form of digital signals fed into a w ~O microcomputer. .. z U= O~ Test Pit Exploration Procedures The field exploration phase of this project consisted of excavating seven test pits (TP -1 through TP -7) using a Case 580L rubber -tired backhoe. T he test pits permitted a detailed evaluation of the character of the shallow subsurface soils underlying the proposed development. Test pits generally extended between 8 and 12 feet below the ground surface. Each test pit was continually logged and observed by an experienced staff -level geoteclnrical engineer. In situ strength and quality attributes of materials encountered were estimated by our field observer based on experience with similar soils and the difficulty incurred during excavation. Relative density estimates are presented on the test pit logs: however, the densities are not based on actual SPT blowcounts. Representative samples of the soils in the test pits were retrieved, classified in the field and transported to our laboratory for a detailed evaluation and classification as deemed necessary. The test pit logs are presented in Append:v C and the soil descriptions are based on the inspection of the samples secured, field logs and laboratory testing. z Sampling and Testing Procedures The field testing and sampling operations were conducted in general accordance with the procedures recommended by the American Society for Testing and Materials (4 STM) curd /or other relevant .Specifications. Results of the field testing (i.e., N- values) are reported on the Test Boring Logs. Explanation of the terms and symbols shown on the logs are provided on the appendix enclosure entitled "General Notes." w.J Nnemi RECORD OF SUBSURFACE EXPLORATION BORING NO. &60fATION: SURFACE ELEVATION: PROJECT Tukwila Hotel PROJECT LOCATION: West Valley Highway COMPLETION DATE: 5/9/97 Tukwila, Washington FIELD REPRESENTATIVE: KDM PROJECT NUMBER: 6G9705003 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 Loose, moist, brown, silty fine SAND w/ 1 -SS 5 8 — abundant organics — — — 2 • 18 5 2 -SS — Very soft, moist to wet, brownish gray S 0 32 7 . 3 -SS — SILT, with interbedded fine SAND layers — — 4 -ST 0.15 0.40 8 Consolidation Test — — 47 LL =36, PL =33 •• l- I' 0 50 8 10 5 -SS Very soft, wet to saturated, brown, sandy 15 6 -SS 2 45 7 Switched to mud — SILT w/ interbedded layers of soft, wet, — rotary — gray clayey silt / silty clay — 2 47 7 20 7 -SS L Very soft, wet, gray, CLAY 25 1 64 4 LL =43, PL =41 — 8 -SS — — 30 Sand encountered Medium dense, wet to saturated, black, fine 9 -SS 14 26 5 — to medium SAND — — Medium dense, saturated, black, fine to 20 7 35 10-SS — medium SAND — WATER OBSERVATION DATA REMARKS V WATER ENCOUNTERED DURING DRILLINGI 5.0 ft V. WATER LEVEL AFTER REMOVAL: CAVE DEPTH AFTER REMOVAL: y WATER LEVEL AFTER HOURS: ,4 aar CAVE DEPTH AFTER HOURS: Chnneus In atrnta indicated by the Ilnos nru npproxbnnto bouttJary butwuon soli typos. Thit noun l transltlon may ba urndunl an may vnry col t ernbIy hatwuun ^�^ borinps. Location of Tusi Boring Is shown on tlia Boring Locution Plan. tir xaa ` a rae0r1:454 Y ' �;y '��t� y�i{gy1^Y3lYA 1 w. �fL` InLXiiuw� .":?�...c�....54..�.i..a:. � ' .J.'.'� «.u'.�.�'.i.i� { I;0 1.91 RECORD OF SUBSURFACE EXPLORATION BORING NO. &,.OS :ATION: PROJECT: SURFACE ELEVATION: Tukwila Hotel PROJECT LOCATION: West Valley Highway COMPLETION DATE: 5/9/97 FIELD REPRESENTATIVE: KDM Tukwila, Washington PROJECT NUMBER: 6G9705003 GILES ENGINEERING ASSOCIATES, INC. Dallas Madison Seattle Milwaukee Los Angeles Washington, D.C. MATERIAL DESCRIPTION Feet Below Surface Sample No. & Type qu (tsf) q (tsf) qs w (tsf) ( %) PID NOTES (Continued) Mom Interbedded thin layers of gray silt, trace organics Immo 45 50 55 1 1-SS 12 -SS 13 -SS 60 65 14 -SS 15 -SS 16 -SS 25 18 27 26 24 20 7 8 8 7 Boring terminated at 65.5 feet WATER OBSERVATION DATA REMARKS V WATER ENCOUNTERED DURING DRILLINGI 5.0 ft `I. WATER LEVEL AFTER REMOVAL: •.... CAVE DEPTH AFTER REMOVAL: y: WATER LEVEL AFTER HOURS: ,i:c,!r CAVE DEPTH AFTER HOURS: tat):In aerate n(��UILI)yy�lU IInOs nru ANppro AIlnnIl I) lonirly Gd lworm sill typos. Tim nctunl trnoRlon may Vd Qrndunl Ind mny vnry consrdurnbly I)Utwmm borinps. Locntlon of Test t3orfno Is shown on tern Borinp Locntlon Plnn. Cone Penetration Test - CPT -1 1 Operator : Northwest Cone Exploration 0 N 0 Q P) N CL CL O 1 r UNRIPE r r .Viet JcrTcncs 1'1.1 IL 'cc ,I 4 Afrcr Jdlcncs and Davies t 1JJ 11 0 0 0 N O N . . m N 1i O Q N O (0 O O l0 ^ (0 N 0 `U sckq tool ul 1II(I Q :1) u) O w uncyual and atca ellccu 2.82 do <d.22 f. �{M.ra�t,��.gVl�lMlif; Dues tngineenng Hssoctales DRAWN BY: Kaah !drown DATE: May 19. 1997 Cone Penetration Test - CPT -2 0 — K N O°'7 o N Cv Z o Operator : Nonhwest Cone Exploration 14. 0 0 Q M O A 1 1 MIL to 10 Y O to N lD Y 0 N 1) 1) Y v 0) (D st30 inoi a l�jdEcj nu x i Dswi 04431 2tM Giles Engineering Associates DRAWN BY; Kaah Brown DATE; May 19. 1997 z QT • i N� W Y.. C JU 00 co w J W0 2 u- JQ I W z F— O ZF- W • W U � t— to W 1T W Z U= 0 Z 4 At TEST PIT LOGS 6G- 9705003 Depth (feet) Material Description 'resting Field Representative: KDM away iSi Yia` tz Test Pit TP -1 Location: Site and Exploration Plan, Figure 2 0.0 - 0.5 Sod/Topsoil 0.5 - 2.0 Loose to medium dense, moist, brown, silty SAND with some gravel and asphalt debris (Fill) 2.0 - 6.0 Medium stiff, moist, gray with rust mottling, clayey SILT/ silty CLAY with sand stringers and asphalt (Fill) 6.0 - 12.0 Loose /medium stiff, wet, gray interbedded silty, fine SAND /fine sandy SILT with trace clay; grades to trace fine to medium gravel at 9 feet No seepage observed No caving observed Field Representative: KDM away iSi Yia` tz Test Pit TP -2 Location: Site and Exploration Plan, Figure 2 . 0.0 - 0.5 Sod/Topsoil 0.5 - 5.0 Loose to medium dense, moist, brown, silty SAND with some gravel and asphalt to 3 feet; concrete to 3 feet; scattered wood (Fill) 5.0 - 13.0 Loose /medium stiff, wet, gray, fine SAND to fine sandy SILT with scattered fine to medium gravel and occasional cobbles; also asphalt, metal, and plastic; layer of "hog fuel" (wood debris) at 12 feet (Fill) No seepage observed No caving observed Field Representative: KDM away iSi Yia` tz itma rt, TEST PIT LOGS 6G- 9705003 Depth (feet) Material Description Testing Field Representative: KDM �SY...i;i :,r,...,, i,` Y- i'aC�Ets1+i;9 %�! ?,n41M "•L3i `�u`��' lirktog 'A4; 14 1 11H z JU U0 co o ww J F �w wo uQ =d 1_w Z= I- 0 zi- w Li' 0 O ( wW • U L-0 .z w = O ~ z t Test Pit TP -4 Test Pit TP -3 Location: Site and Exploration Plan, Figure 2 Location: Site and Exploration Plan, Figure 2 0.0 0.5 - 0.5 - 13.0 Sod/Topsoil Loose /medium dense, moist, brown silty SAND with trace to some gravel and cobbles; abundant wood, dimensional lumber, concrete, metal, plastic, brick, rubber; grades to gray silty, gravelly SAND and asphalt debris at 11 feet (Fill) Loose, moist, brown, silty, gravelly SAND with abundant asphalt debris, wood, glass, and plastic (Fill) 11.0 - 13.0 No seepage observed No caving observed Field Representative: KDM �SY...i;i :,r,...,, i,` Y- i'aC�Ets1+i;9 %�! ?,n41M "•L3i `�u`��' lirktog 'A4; 14 1 11H z JU U0 co o ww J F �w wo uQ =d 1_w Z= I- 0 zi- w Li' 0 O ( wW • U L-0 .z w = O ~ z t Test Pit TP -4 Location: Site and Exploration Plan, Figure 2 0.0 - 0.5 Sod/Topsoil 0.5 - 11.0 Loose, moist, brown, silty, gravelly SAND with abundant asphalt debris, wood, glass, and plastic (Fill) 11.0 - 13.0 Soft, wet, gray with rust mottling, sandy SILT with trace clay Slight seepage at 11 feet observed No caving observed Field Representative: KDM �SY...i;i :,r,...,, i,` Y- i'aC�Ets1+i;9 %�! ?,n41M "•L3i `�u`��' lirktog 'A4; 14 1 11H z JU U0 co o ww J F �w wo uQ =d 1_w Z= I- 0 zi- w Li' 0 O ( wW • U L-0 .z w = O ~ z t hal TEST PIT LOGS 6G- 9705003 Depth (feet) Material Description Testing Field representative: KDM iit- .ir�ar,'NtS?:•'i vt ,.;�L- r.¢Y;'iHe�� ":3�r;s,�i�` his' N,lifn5r:%Ii�5L^d {ciY'+.�aVi�wr Test Pit TP -5 Location: Site and Exploration Plan, Figure 2 0.0 - 0.5 Sod/Topsoil 0.5 - 3.0 Loose, moist, brown, silty SAND with trace gravel; trace bricks and metal (Fill) . 3.0 - 8.0 Soft, wet, brown, silty CLAY 8.0 - 10.0 Loose, saturated, gray, fine to medium SAND Moderate seepage below 8 feet No caving observed Field representative: KDM iit- .ir�ar,'NtS?:•'i vt ,.;�L- r.¢Y;'iHe�� ":3�r;s,�i�` his' N,lifn5r:%Ii�5L^d {ciY'+.�aVi�wr Test Pit TP -6 Location: Site and Exploration Plan, Figure 2 0.0 - 0.5 Sod/Topsoil 0.5 - 3.0 Loose to medium dense, moist, brown, silty SAND with scattered cobbles, concrete, metal (Fill) 3.0 - 5.0 Loose, moist, brown, silty fine to medium SAND 5.0 - 10.0 Soft, wet, brown, silty CLAY/ clayey SILT with 1 to 3 -inch interbeds of fine to medium sand No seepage observed No caving observed Field representative: KDM iit- .ir�ar,'NtS?:•'i vt ,.;�L- r.¢Y;'iHe�� ":3�r;s,�i�` his' N,lifn5r:%Ii�5L^d {ciY'+.�aVi�wr TEST PIT LOGS (G- 9705003 Depth (feet) Material Description Testing Field representative: KDM Test Pit TP -7 Location: Site and Exploration Plan, Figure 2 0.0 - 0.5 Sod/Topsoil 0.5 - 2.5 Medium dense, moist, brown, gravelly, silty SAND with scattered cobbles and concrete (Fill) 2.5 - 3.0 Relic topsoil horizon 3.0 - 5.0 Medium stiff to stiff, moist, gray, clayey SILT with trace to little sand and gravel 5.0 - 10.0 Soft, wet, gray with brown mottling, silty CLAY /clayey SILT; grades to brown and saturated below 8 feet Moderate seepage below 8 feet No caving observed Field representative: KDM GENERAL NOTES SAMPLE IDENTIFICATION II samples are visually classified in general accordance with the nlfled Soil Classification System (ASTM D- 2487 -75 or D- 2488 -75) GILES CNGINEERIr1G ()SSOCIATES.It1C. nESCRIPTIVE TERM (% BY DRY WEIGHT) PARTICLE SIZE (DIAMETER) ace: 1 -10% Boulders: 8 in and larger _.ttie: 1 1 -20% Cobbles: 3 in to 8 in Some: 21 -35% Gravel: coarse- 3/4 to 3 in nd /Adjective 36-50% 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) SOIL PROPERTY SYMBOLS DRILLING AND SAMPLING SYMBOLS Dd: Dry Density (pcf) SS: Split -Spoon LL: Liquid Limit. percent ST: Shelby Tube - 3' O.D. (except where noted) PL: Plastic Limit, percent CS: 3' O.D. California Ring Sampler PI: Plasticity Index (LL -PL) DC: Dynamic Cone Penetrometer per ASTM _01: Loss on Ignition, percent Special Technical Publication No. 399 Gs: Specific Gravity AU: Auger Sample K: Coefficient of Permeability DB: Diamond Bit w: Moisture content, percent CB: Carbide Bit qp: Calibrated Penetrometer WS: Wash Sample. Resistance, tsf RB: Rock - Roller Bit qs: Vane -Shear Strength. tsf BS: Bulk Sample qu: Unconfined Compressive Strength, tsf Note: Depth intervals for sampling shown on Record of qc: Static Cone Penetrometer Resistance. Subsurface Exploration are not indicative of sample Correlated to Unconfined Compressive Strength, tsf recovery. but position where sampling initiated. 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. Nr ": 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. SOIL STRENGTH CHARACTERISTICS COHESIVE (CLAYEY) SOILS NON - COHESIVE (GRANULAR) SOILS j ..•J UNCONFINED COMPARATIVE BLOWS PER COMPRESSIVE RELATIVE BLOWS PER - ONSISTENCY FOOT (N) STRENGTH (TSF) DENSITY FOOT (N) Bry Soft 0 -2 0 - 0.25 Very Loose 0 -4 Doff 3 -4 0.25 - 0.50 Loose 5 -10 Medium Stiff 5 -8 0.50 - 1.00 Firm 11 -30 Iff 9 -15 1.00 - 2.00 Dense 31 -50 _ary Stiff 16-30 2.00 - 4.00 Very Dense 51+ Hard 31+ 4.00+ EGREE OF DEGREE OF .._..ASTiCITY PI EXPANSIVE POTENTIAL PI None to Slight 0 -4 Low 0-15 `"'ght 5 -10 Medium 15 -25 edium 11 -30 High 25+ nigh to Very High 31+ GEA446 /kah ' i! T��, fivt�4 ..�.;:.t�:�.'1` ^.�'.4:'�e�i A'. iR: � .v.M�t�.S {.�1:.�'M1!�y"v.+i«.r.� ✓. iiY ?7n�: �i Rocyclod Papor 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 lcrhoratory procedures, testing results, and soil classifications are included herein. 4+i'✓.;, ve; SCryo4N. 01rn Iy:1444 '.di Y4'$iY. ' -61a1y,.' " ; . •r5 rs LAB ORATORYTFSTINCAND C!A SIFICAT!ON Moisture Content (w) (,ISTA'1 D 2210 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. z ~w JU UO • O Particle Size Distribution (ASTM D 421, D 422) i • w w0 u.? • d =w z� Z° w w U� O - o I- 11.1 ui tL O . . z w 0- O~ In this test method, a soil specimen is restrained laterally and loaded axially with total stress z 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. Atterherg Limits (ASTM D 4318) The liquid limit, plastic limit and plastic index of representative soil samples are performed to determine engineering properties for the fine- grained (silt /clay) fraction of a given soil sample. This test gives an indiction of a soil's plasticity by identifi,ing the liquid limit (LL), plastic limit (PL), and plasticity index (PI) of the soil. Consolidation Test (ASTM :D -2435) increments. Each stress increment is maintained until excess pore water pressures are completely dissipated. During the consolidation process, measurements are made of change in the specimen height and these data are used to determine the relationship between the effective stress and strain, and the rate at which consolidation can occur by evaluating the coefficient of consolidation. llni;`Avr.3l4ti:aAf ±MglgRP TPJ +T ........:,3GM�J� SHELBY TUBE LOGS 6G9705003 ft. 5IIELBY TUBE I Test Water Content (%) qp (tst) qs (tsf) Date Completed: May 14, 1997 Apprx. Elevation: unknown Location: W. Valley Hwy, Tukwila, WA Depth of Sample: (1.5 - 8.5 ft. Length of Recovery: 23 in. 0.00 Moist, brown, silty sand (Fill). qp qs 0.15 0.6 Wet, Tight brown silt, with trace clay and trace organics. , 0.50 we 47.0 1.00 • 1.50 qs 0.25 2.00 2.50 ,tigto.i.. ?rdidr:+td.,h Of.q V .311 t:n AHOfiM All w37WYO3 11f13 wad o o m g. 8 W 0 �o 3 n o 0 o 0f 7 0 O O r n W 'a h Y 7 a . y a 1 a 1 1 a I X) 100 50 10 5 1 0.6 01 005 001 0005 0001 • anAH SIZE H WU XI ET ER3 1 1 I l 1 1 1 . . 1 i • 1 1 I 1 1 SAID 1 COARSE I MEDIUM 1 FINE ] ,••1••• •• I • - v I X4. 1 1 1 i9 • 7 t — — — — — 7 — I — 1 — r r -1- -- - - - - _.,,,i• i- • i . • ^. • l 1 _ 1 [ 1 1 1 1 g o o c o o a o a o n 1HO13M AO w3H14 17433 wad O _ o.^ " Tukwila Hotel Project No.: 6G- 9705003 Tukwila, Washington May 19th, 1997 1,1 N z REPORT OF SOIL ANALYSIS AST%1 STt \D'RD D-422 0 u Poorly Graded silty SAND. Well graded silty SAND. C. ev A 0 0 M 0 z 0. E C/1 n1 N I z bD 0 .1. 0 C1 IT21. i i! fk {5.w. ar?irkY''' t' 1.110'0 0, r:i.:V ti `,r,'I,';:�.�.:.�....':cy t�ti.�,Y �jsi�ss:,;.,SV:PrY. o 60 50 P L A 40 T 30 Y N 20 D E X 10 0 ) CL -ML 0 20 • ML 40 60 80 100 LIQUID LIMIT (LL) Specimen Identification LL PL PI Fines Classification O B -1 6.5 36 33 3 m B -1 25.0 43 41 2 PROJECT Tukwila Hotel - West Valley Highway Tukwila, Washington JOB NO. 6G9705003 DATE 5/19/97 ATTERBERG LIMITS' RESULTS giles engineering assoc., inc lynnwood, wa 1 ,_y 0 4 S T A 12 N 16 20 24 1 STRESS, psf Specimen Identification Classification DD MC% • B -1 7.5 brown, wet, non - plastic fine sandy SILT 00 PROJECT Tukwila Hotel - West Valley Highway Tukwila, Washington JOB NO. DATE 6G9705003 CONSOLIDATION TEST giles engineering assoc., Inc Iynnwood, wa 5/20/97 Sthf�ita, �; MfandvY� z W re U0 N W L11 J = F- U) W wo 2 ' a � W 1- 0 Z E— w ui O • — o f- w W LI O w z: UN H = O F- z t. • \ \ • — _.__ -'O \: O STRESS, psf Specimen Identification Classification DD MC% • B -1 7.5 brown, wet, non - plastic fine sandy SILT 00 PROJECT Tukwila Hotel - West Valley Highway Tukwila, Washington JOB NO. DATE 6G9705003 CONSOLIDATION TEST giles engineering assoc., Inc Iynnwood, wa 5/20/97 Sthf�ita, �; MfandvY� z W re U0 N W L11 J = F- U) W wo 2 ' a � W 1- 0 Z E— w ui O • — o f- w W LI O w z: UN H = O F- z t. ks UNIFIED SOIL CLASSIFICATION SYSTEM. (ASTM D.2487) Malor Orvrsrons Group Symbols Typical N,rmes Lahuratory Classrlie.ltion Cntaria Coarse - grained soils (More than half of material is larger than No. 200 sieve size) Gravels (Mure than halt of coarse tracts. n is larger than No. 4 sieve wet Clean gravels (Little or no fines( GW Well•graded gravels, gravel•sand mi.. turet, Irttic or no lints Determine percentages of sand and gravel from grarn•srze curve. Depending on percentage of fines (fraction smaller than No. 200 sieve size). 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 Border /me cases requiring dual symbols 2 Oros 10101 Cu . — greater than 4; Cc •• --- between 1 and Oto 010 % Or,o Not meeting all gradation requirements for GW GP Poorly graded gravels. gravel•wnd mex• lures, little or no Imes Atterberg limits below "A" line or P.I. less than 4 Above "A" line, with P.I. between 4 and 7 are border• line cases requiring use of dual symbols Gravels with fines (Appreciable amount of fines) GMa d u Silty gravels, gravel.sand•silt mixtures Atterberg limits below "A" line with P.I. greater than 7 GC Clayey gravels, gravel•sand.clay mix. tures lazes anars t. 'ON uctp rallews sr uon:+eti asrcoa to Ilrq ueyt atom) spueS Clean sands (Little or no fines) SW Well•graded sands, gravelly sands, little or no fines C 0bo C 103012 between 1 3 realer than 6; and u' —g c' 010 010 x Do SP Poorly graded sands. gravelly sands, little or no fines Not meeting all gradation requirements for SW Sands with Imes (Appreciable amount of fines) SM' d u I- 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 SC Clayey sands. sand.clay mixtures Atterberg limits above "A" line with P.I. greater than 7 and 7 are borderline cases requiring use of dual syrn• boll Fine- grained soils (More than half material is smaller than No. 200 sieve) Silts and clays (Liquid limit less than 50) ML Inorganic silts and very fine sands, rock flour, silty or clayey fine sands. or clayey silts with slight plasticity Plasticity Chart .n CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays. silty clays, lean clays Plasticity index N W . L 4, O 0 O O O C OL Organic silts and organic silty clays of low plasticity CH Silts and clays (Liquid limit greater than 50) MH Inorganic silts, micaceous or diatoma. ceous line sandy or silty soils, elastic stets ..P• OH and . MH CH Inorganic clays of high plasticity, fat clays CL OH Organic clays of medium to high plasticity, organic silts CL ML %l!?;.`II4' ML and O L ILLL.' ...0 10 20 30 40 50 60 70 80 90 100 Liquid limit > V Q, a S a Pt Peat and other highly organic soils a01,15 0n of GM and SM groups Into subdivisions of d and u'arn for roans and airfields only. Subdivision Is based on Atterberg limits. suffix d used when L.L, is 28 Or less and the P1, is 6 or loss. the suffix u used whin L,L, it greater than 28 bBorderlin• classifications, used for soils possessing characteristics of two groups, are designated by cornbu+alusns al group symbols For example• GW.GC, well•graded gravel sand mixture with clay hinder. L' 35.✓ its:"" ��. i+,'<. �s4 * +ti ;ltr:n•`a,:th:;02e;ftii"' 4i�.'TiiG {,:+%#k+'.iS:CIL'tHa' �'`ae'` 't�t�..:`�. :.Iir,4ii3'A3ii� GliCrt CNGINEEPING l SSOCIMCS.INC. in s 05 ..1 CO O Co .1 u +1 roA -1 b m 1 c SG O a u /) 0 •-I G1 > t1 o• m 1 ro o c U •.1 .i CO 00 +1 t1 4) ro In X c J1 .1 •.1 0) W m c u•o t1�cc Uaroa) roaAE3 S4 4 E•-+ ro W •o a) U 001 roil 0 X 1 W .<1t m c •d ..1 >•I X .-1 C: ro +a)•-+3 ••1 ro u ['4-141 a) a u u 4.) a.-t a) ro • a•Ca3vm •o m • o cacnu (1 a . w c O a O to u O h. •O OU 4.) �, ro ro o rl ul al U o4 •o a) .1 P1 U •-1 w 0 to E•n .1 t1 7 .0 co 44 .13 tAQ+oc m ..-1 m 1%1 tN U •.[t E.a 1:19.4.1 4m o+ aa) 41 ^I ro .Ia t1 ) Uro t1 ..1 amc4 - (O Uro u :41 4 r Value as Temporary Pavement With Bituminous Treatment Fair to Excellent poor U O O a Poor Ifoor to II u c al .-1 •-1 Q) U X W 1.1 c a) r1 .-1 al U X w Fair to ood poor Poor Poor to fair O 4.1 •-1 •--1 t1 Li 0 .•1 O 21 (1, w 11 0 0 a 4J c a) a) U X W t1 c ar .-1 .-1 al U X w 11 0 0 n. I. 0 0 a. Poor (Poor 0 O Z 11 O z al .--1 .O it 41 •.1 7 In 0) .O ro 41 •-1 7 m Very poor ery poor Very poor Not suitable ff With Dust' Palliative m ro 0) N co N .110000 ro U > 0 0 0 Poor to fair Fair to poor 0 « X a1 0-1 O ro 0 w Fair to poor 0 0 a 0 0 a. Fair to poor 0) r1 .0 . ro �1� 0 a z m Not suitable suitable Not suitable 01 r1 .0 ro ,1� 0 a z m Not suitable t° aZ a 0 0 a) ti a) 11 7 rn c 'r' a. roa.Cca0 >v1 3Na1 a1 41) •-1 .-4 U x Excellent to good Excellent to good o 0 o U 0 4.1 oa 0 (34 - Good to 'fair Good to fair Fair to poor Fair to poor 0 a 0 w Poor to very poor Value as an Embankment Material Very stable Reasonably stable Reasonably stable Reasonably stable Very stable Reasonably stable when dense Reasonably stable when dense Reasonably stable Poor stability, high density required Good stability not be used Poor stability, should not be used Fair stability, may soften on expansion CHARACTERISTICS AND RATINGS OF UNIFIED SOIL SYS1 Drainage and Permeability Good drainage, pervious Good drainage, pervious Poor drainage, semipervious Poor drainace, impervious Good drainage, pervious Good drainage, pervious Poor drainage, impervious Poor drainage, impervious Poor drainace, impervious No drainage, impervious impervious Poor drainage, impervious No drainage, impervious No drainage, impervious Compressibility and Expansion Almost none a) c o c 11 m E .--1 4 Slight Slight a) c 0 c 4.) W 0 E r1 a a) c 0 c 41 01 .-1 4 Slight Slight to medium Slight to medium Medium 01 •-4 x Very high 01 •.1 x Very high 0 4-11 >-.1e, 0 E >. „4 In JJ 4-1 •.1 a to 13 U U X C] c O 0 01 ro o ro u- x CI 11 a N to r"1 .-1 I to N .•I to N r1 1 to .-) .-1 to 1'1 •-1 1 0 N r1 0 r'1 .-1 1 to .-1 .-1 0 to .i 1 0 .-1 .-1 0 N .-1 1 0 0 .-I to N .•1 1 0 .-1 .-I to N r1 1 to 0 .-1 0 N .-1 1 Ul as 0 N .-1 1 to ON 0 0 .-1 1 0 03 to 01 1 0 r to 0 .-1 1 0 CO 0 0 .-1 I in 10 Compaction Characteristics Good: tractor, rubber - tired, steel wheel or vibratory roller Good: tractor, rubber - tired, steel wheel, or vibratory roller Good: rubber -tired or Might sheepsfoot roller Good to fair: rubber - tired or sheepsfoot roller Good: tractor, rubber - tired or vibratory roller ,Good: tractor, rubber- , Iltired or vibratory roller Good: rubber -tired or sheepsfoot roller Good to fair: rubber- :tired or sheepsfoot roller Good to poor: Rubber - tired or sheepsfoot roller Good to fair: sheepsfoot or rubber -tired roller or rubber -tired roller Fair to poor: Sheepsfoot or rubber -tired roller Fair to poor: sheepsfoot roller Fair to poor: sheepsfoot roller Not suitable to to ro .-1 U 0 a 0 x 0 U 0 3 441 a v1 X v) U vl a X; CL I x x x U 110H t-) a in s 05 ..1 CO O Co .1 u +1 roA -1 b m 1 c SG O a u /) 0 •-I G1 > t1 o• m 1 ro o c U •.1 .i CO 00 +1 t1 4) ro In X c J1 .1 •.1 0) W m c u•o t1�cc Uaroa) roaAE3 S4 4 E•-+ ro W •o a) U 001 roil 0 X 1 W .<1t m c •d ..1 >•I X .-1 C: ro +a)•-+3 ••1 ro u ['4-141 a) a u u 4.) a.-t a) ro • a•Ca3vm •o m • o cacnu (1 a . w c O a O to u O h. •O OU 4.) �, ro ro o rl ul al U o4 •o a) .1 P1 U •-1 w 0 to E•n .1 t1 7 .0 co 44 .13 tAQ+oc m ..-1 m 1%1 tN U •.[t E.a 1:19.4.1 4m o+ aa) 41 ^I ro .Ia t1 ) Uro t1 ..1 amc4 - (O Uro u :41 4 r GILES ENGINEERING ASSOCIATES, INC. Dallas, TX (214) 358 -5885 (214) 358 -5884 (Fax No.) Los Angeles, CA (714) 779 -0052 (714) 779 -0068 (Fax No.) Madison, WI (608) 838 -9708 (608) 838 -3194 (Fax No.) Milwaukee, WI (414) 544 -0118 (414) 549 -5868 (Fax No.) Seattle, WA (206) 771 -5775 (206) 771 -5557 (Fax No.) Washington, D.C. (301) 210 -1212 (301) 210 -1215 (Fax No.) GILES ENGINEERING eSSOCIATES, INC. GEOTECHNICAL, ENVIRONMENTAL & CONSTRUCTION MATERIALS CONSULTANTS • --AUG. 14. 1998 4 : 30PM F625.052 -000 (8/97) NO. 6696 P. 2 Dls-C(E3-2_ REMOVE SIDE EDGES FIRST. THEN, CREASE AND TEAR THIS STUB ALONG PERFORATION DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONT 'GENERAIL 7411172A= . ,4RE+GISt: 'BATE CCOI ` 'l •: FW'zCC11 C'5 '�;Ct���2 �9 9: w. w...• KIEWIT ' CONSTRUCTION 1000 KIEWIT PLAZA'. ' OMAHA NE 68131 Detach And Display Certificau: r- REGISTERED AS PROVIDED BY LAW Al CONST CONT GENERAL •REGIST. # EXP. DATE CCOI ''KIEWICCI79C5 02/12/1999 EFFECTIVE'•:DATE::. : 02/25/1983 KIEWIT _ CONSTRUCTION 3.000 KIEWXV.PY, ,:., C;, OMAHA NE.:t68131: Signature Issued by DEPARTMENT OF LABOR AND INDUSTRIES Please Remove And Sign Identification Card Before Placing In Billfold A' File: M I 51 35mm Drawing# 1..-AWD 1 tvk i=3iRov.E MEW+ "PI STRIct. 1. ID. ) ASSES5MET . . MA? 0 F i==(Rosit;ZTI • C..14. 5T. Fr 4 1.1;1-11rAt.1.7.1.4.. f FIG -RR: • • \. A ft co cL .r) • ' 1 2'i 3 .1700 jesz_ ectiturD 1..1i 22, gcbi.g.-564:1316c..*RUZ:7- .1 4.7, 9 ,54-.57 , , t 115 le...0-02.--rez 0.4Thitt-re4 1 t 7, 276.'55 • / • IA i 1 '..cs • ,9; • .. . , .: • . .'c' <,,,a' 15 E cr's •_ is v•-• . .. t6 \...jc.,.. .i. iii .. N‘;-::, \ . --i. ,4* -= ".... 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