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Permit D2000-126 - ZAMA NETWORKS - TANK AND VAULT
D2000 -126 Zama Networks 12101 Tukwila Int'l Bl �.� . Parcel No.: 0923049309 Permit Number: D2000 -126 Address: 12101 TUKWILA INTERNATIONAL BL TUKW Issue Date: 06/12/2000 Suite No: Permit Expires On: 03/03/2002 Tenant: Name: Address: City of Tukwila Owner: Name: SABEY DAVID A & SANDRA L Address: 101 ELLIOTT AV W #330, SEATTLE WA Contact Person: Name: HAYNES LUND Address: 12201 TUKWILA INTERNATIONAL, TUKWILA WA Contractor: Name: SABEY CONSTRUCTION INC. Address: 101 ELLIOTT AV W SUITE 330, SEATTLE WA Contractor License No: SABEYCI033KM DESCRIPTION OF WORK: CONSTRUCT NEW SEMI - UNDERGROUND FUEL TANK VAULT TO HOUSE FUEL TANK FOR EMERGENCY GENERATORS FOR TENANT IN ADJACENT BUILDING, AND INSTALL TANK. Value of Construction: Type of Fire Protection: Type of Construction: Public Works Activities: Curb Cut/Access /Sidewalk/CSS: Fire Loop Hydrant: Flood Control Zone: doc: Devperm $100,00 < 1�' EPR 10 � s> Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 DEVELOPMENT PERMIT Hauling: Start Time: Land Altering: Volumes: Cut Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Channelization / Striping: Phone: 206 281 -8700 Phone: 206 - 277 -5219 Phone: 206 - 281 -4200 Expiration Date: 01/04/2003 Fees Collected: Uniform Building Code Edition: Occupancy per UBC: Number: 0 Size (Inches): 0 Private: * * Continued Next Page ** D2000 -126 0 c.y. End Time: Fill 0 c.y. Start Time: End Time: Private: Public: Public: $1,644.19 1997 0012 Printed: 10 -15 -2002 z Z o —I C.) o0 N o, W W CO W W O u- < . D. d F _ , Z � 1- O Z La D p O N !. W W ' .. z U - = O t— Z Signature: doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 D2000 -126 Permit Center Authorized Signature: Date: /4 /S Z I hereby certify that I have read and examined 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 provisions of any other state or local laws regulating corjstlfuction or the performance of work. I am authorized to sign and obtain this development permit. Date: 16 f 5 l 6Z Print Name: OADIny\-ke This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. Printed: 10 -15 -2002 z ~ W : ne 0 ; UO U O W W. W LL'. wO u. Q. • co d • Z Z 0, w U O 'O — O I-- Ill W' —O LLl Z U =, O t— Z II City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 092304 -9309 Address: 12101 TUKWILA INTERNATIONAL BL Suite No: Location: Category: NIND Type: DEVPERM Zoning: Const Type: Gas /Elec.: Units: 001 Setbacks: North: Water: 125 Wetlands: Contractor License No: SABEYCI033KM Permit Center Authorized Signature: � : {.. Permit No: Status: Issued: Expires: (206) 431 -3670 D2000 -126 ISSUED 06/12/2000 12/09/2000 Occupancy: INDUSTRIAL PLANT UBC: 1997 Fire Protection: .0 South: .0 East: .0 West: .0 Sewer: RAINIER VI Slopes: Y Streams: OCCUPANT ZAMA NETWORKS TANK & VAULT Phone: 12101 TUKWILA INT'L BL, TUKWILA WA 98168 OWNER SABEY DAVID A & SANDRA L Phone: 206 281 -8700 101 ELLIOTT AV W #330, SEATTLE WA 98119 CONTACT HAYNES LUND Phone: 206- 277 -5219 12201 TUKWILA INTERNATIONAL, TUKWILA WA 98168 CONTRACTOR SABEY CONSTRUCTION INC. Phone: 206 - 281 -4200 101 ELLIOTT AV W SUITE 330, SEATTLE WA 98119 ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: CONSTRUCT NEW SEMI - UNDERGROUND FUEL TANK VAULT TO HOUSE FUEL TANK FOR EMERGENCY GENERATORS FOR TENANT IN ADJACENT BUILDING, AND INSTALL TANK. ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** Construction Valuation: $ 100,000.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Erig. Appr: Curb Cut /Access /Sidewalk /CSS: Fire Loop Hydrant: No: Size(in): .00 Flood Control Zone: Hauling: Start Time: End Time: Land Altering: Cut: Fill: Landscape Irrigation: Moving Oversized Load: Start Time: End Time: Sanitary Side Sewer: No: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Water Main Extension: Private: Public: ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 1,644.19 - * *w * ** : * * * ** *:** * * * * * * * * * * * * * * * * * * * * *' *4 * * * ** : .. * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Date: Date: I hereby certify that I have read and examined 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 p Signature: Date: 6;) 1 2 00 Print a ``- j This permit shall become null and void if the work is not commenced within — 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. z w J U 0 N D J w I- Ili z � h0 zF- w La U 0 . O N OH wW H - U.. ui U= O ~ z CITY OF TEJKW1I A Address: 12101.]UKWIL.A INTERNAIIC)NAL 131_ Permit No: 1)2000 -126 Suite: Tenant: Status: ISSUED Type: DEVPERMI App'I ied.: 05/01/2000 Parbel ti: 092304 -9309 Issued: 06/12/2000 ************* * * * * * * * * * * * * * * ** * * * * * ** * * * * * * ** Permit Cond i t ions : 1. No chaarlgess will be made: to the plans unless approved by the f:ng ineer 'arid., the Tukwila Building Division. 2. :When .s3peciaT inspection' is r'equir'ed either the owner, architect or engineer shall notify the l'ukwl 1 a Building D i v is i orl of .appui rltmc:nt of the inspection agencies prior .to the' first building ,inspection. Copies of all special i rispect on rc: ports shall be Submitted to the B u i l d i n g =Division' in 'a timely manner. Reports. sshal l contain address, prtrjeCt name, Permit number and type: of inspection being perfor.ined. . '[ he Special :,inspector sha 1 1 submit a 'final signed report sstat incj whether the work r'equir'ing spec inspection was, to the !Jest' of the inspector's knowledac, in conformance with approved plans and s p e c i f i c a t i o n s and the a p p l i c a b l e • workmanship p r o v i s i o n s of the UDC. 4, All const i on to be done in conformance with approved- plans and requirements of the Uniform B u i l d i n g Code (1997 - Edition) ass amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code ( 1997 E d i t i o n ) . 5. Subgrade preparat •ion i n c l u d i n g drainage, excavation, compaction, and fill requirement shall conform strictly with recommendations g iven •i n the soils report. ' 6. Electrical permits shall be obtained through the Washington State Division of Labor and industries and all electrical work w i l l be inspected by that agency (248-6630). 7.. All permits, 'inspection records, and approved plans shall be a v a i l a b l e at the job s i t e prior to the start of any con- struction. [hesse documents are to be maintained and avail- able until final inspection approval is granted. 8. All structural concrete shall be special inspected (UEKC - Sec. 306(a) 1) . Z W re J U 00 V) O ' CO W J = H CO LL W° u. ? . I d = - _ Z � I- O Z 1- W W U� O N 0 I- W W I - LL' W z O I- z Parcel No.: 0923049309 Address: 12101 TUKWILA INTERNATIONAL BL TUKW Suite No: Tenant: 1: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 2: When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name, permit number and type of inspection being performed. 3: The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with approved plans and specifications and the applicable workmanship provisions of the UBC. 4: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 5: Subgrade preparation including drainage, excavation, compaction, and fill requirement shall conform strictly with recommendations given in the soils report. 6: Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (248- 6630). 7: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any con- struction. These documents are to be maintained and avail- able until final inspection approval is granted. 8: All structural concrete shall be special inspected (UBC - Sec. 306(a)1). I hereby certify that I have read these conditions and will comply with them as outlined. 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 work or local laws regulating construction or the performance of work. Signature: doc: Conditions City of Tukwila ...Z.E \NT�.D 10 -IS -Q Z -Sk.s> Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Print Name: ,45•A..h,yP Permit Number: D2000 -126 Status: ISSUED Applied Date: 05/01/2000 Issue Date: 06/12/2000 Date: )(A«( D2000 -126 Printed: 10 -15 -2002 z • 1 w , OO1 coo: W = J �! w O: g Q : _ a . I— Ili T Z F.. HO Z F- 2o O(12 • O F—` uj u- O. Z. t ll P. O z doc: Comments City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT COMMENTS 1165 06/09/2000 * *APPROVED STRUCTURAL PLANS IN STRUCTURAL HOLD BOX ** TLB 1165 02/14/2002 PERMIT IS EXPIRED AS OF THIS DATE (FEBRUARY 14, 2002). NO INSPECTIONS HAVE BEEN COMPLETED. ALL PERMITS TIED TO THIS PERMIT HAVE BEEN EXPIRED. - SKS 1165 04/01/2002 PERMIT EXPIRED IN ERROR ON FEBRUARY 14, 2002. PERMIT DID EXPIRE ON MARCH 3, 2002 WITHOUT A SECOND NOTICE GOING OUT TO HAYNES LUND. MR. LUND HAS AS OF TODAY REQUESTED THAT THIS PERMIT BE UNEXPIRED AND AN EXTENSION GRANTED. WILL FORWARD REQUEST TO BOB BENEDICTO FOR HIS APPROVAL. SKS Parcel No.: 0923049309 Permit Number: D2000 -126 Address: 12101 TUKWILA INTERNATIONAL BL TUKW Status: ISSUED Suite No: Applied Date: 05/01/2000 Tenant: Issue Date: 06/12/2000 D2000 -126 Printed: 10 -15 -2002 teesMwmnsm ,.,.,- ..,...- „ —.,. -- . ms .." "'"""" D J 0 - 0 0: W W Il i O g Q : CD 3 Z I- Z 0 U : ;O rz 0 I -. W - - O: 1 1.1 Z H H O Z Description of work to be done: Coasrauc r 1VerN SeM1 -uNDg ,ouots Tuft. w- VMJ1.T YO Koos. F -061.- TANK ?toot l MwvZdmpJ e=�Nt rfl4 Fog_ -rexmo1 /nt Achy 44..exir $viL.A /n/Car, -b /c 1 tL. $-' . Existing use: 71 Retail El Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office El School /College /University El Other ' Proposed use: ❑ Retail El Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital El Church El Manufacturing El Motel /Hotel El Office ❑ School /College /University lia Other 5 - rt RAG e3 Will there be a change of use? ❑ yes 0 no If yes, extent of change: Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: existing ArZT, knew Area of Construction: 41 Sr" Will there be storage of flammable /combustible hazardous material in the building? A yes ❑ no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets Project Name/Tenant:Value �n1 of Construction: . 00, 000 FueL - nkalc V*4uLr goat. � 14 �'YseoR.KS, Site Address: 12 01 T�, jc w ILA I n- re�a�JArno4 XL Tit» City State /Zi 1 t.,�y�A' 1 City State/Zip: tt�o-tis 1 Ar9fi14B Tax Parcel Number: 091.,o 4 - °t '3°9 - Oct Phone: Z.O (o - 2b 1 - 7 O O Fax #: to c• - Z Pal - oat 2 o. operty Owner _vAV sad tw s,e.it Street Ad ress: 12201 uw,Jri A- t otAst,. t.V D Contractor: _5 y CiNS- rp4uc n a nfc. 1 Phone: - jai - 41-o 0 Street Address: City St to /Zip: 1 2201 T* .wIts tPrr eASen0A1M. $u/1, x 1l Se r►9eg wA 9at6b ._ Fax #: 204o - ze,1- O ci 20 Architect: - c f re-c -r C. Phone: 204-2.61- 17 / 0 0 Street Address: /2Z` ol ttsiw1L4- I01100.1M1004. 4 WD, City / 1 StAte /Zip: W flGO1GA Fax #: 2.0c• - 181 - oof 20 Engineer: oC MEY t . Gitct.31:% 1 nJc Phone: 425 - $21 - e,995 Street Address: CC __ u 12 51x?.. Srwe iDrr ' Surma a 2AZ+ K.I a City State /Zip: b WA 9E033 Fax #: 415 87,8 - lt Pao Contact r'iAV/JSS �nJD hone: 20(0 - 2,11 - 5 Z 19 Street City e /Zip: Izz To r t t.h t N mart/'k'1 I° Eu/b. 4 Fzt. (637 rtd 98[i t Fax #: Sot. - 281 - o al z o CITY OF TUIr IFI LA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 New Commercial / Addition / Multi - Family Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. APPLICANT - REQUEST; FOR PUBLIC WORKS,SITE/CIVIL PLAN'REVIEWi0F THE FOLLOWIN • (Additional reviews -may be determined by the.Public,Works Department) ?.. s? . ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): El Flood Control Zone ❑ Hauling P.Land Altering Cut 1 Coo cubic yds. 0 Fill cubic yds. El Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: El Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public El Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only El Water Meter /Permanent # Size(s): in Water Meter Temp # Size(s): Est. quantity: gal Schedule: X Miscellaneous 0't &Ro(. J '17 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 a `o �` e0 Da plica 'on explr Applic ion to en b 'flats) PLEASE SIGN BACK OF APPLICATION FORM NCPERMIT.DOC 1/29/97 ye 1 , ,•. va5., MV st*. r+ 5 r'+ �y-"•++: lcv :x;:.ut•.�..sx: *n;,�:+^?w.ti.v z W 00 co W = t-- N LL W g Q Z = ZI- ui U� ON D t- WW 2 a. 6 t z U = O I- z BUILDING O E OR AUTHORIZEDAGE Tr ` Signa,Gr 4" IA% 1t r i Date: .v e W at , '° Print n •AcY��S L i . p hone : �6_ vii-2.31q 'Fix # , _ 2P(- OciZ,O Address: I?,24i TuKw164 INS, brmi .gwz, City /State /Zip: �� /� ' ote c , Pr ALL NEW COMMERCIAL/ADDITION /M." -FAMILY PERMIT APPLICATIONS MU rE SUBMITTED WITH THE FOLLOWING: D, I, DRAW! G T E AMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL pw NGINEI�,�I AL DRAWINGS SHALL E AT A LEGIBLE SCALE AND NEATLY DRAWN D BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SU ;TTED Copy of recorded Legal Description from King County ❑ Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- 0179 for servicing district. g ❑ Certificate of sewer availability (Form H-11). Contact the Public Works, Department (206) 433 -0179 for servicing district. ❑ : Metro: Non - Residential Sewer Use Certification•if *shire is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which include : Site Plan 1. North arrow and scale. NCPERMIT.DOC 1/29/97 2. Existing and proposed utilities and existing hydrant location(s). . . 3. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements. 4. 'Parking Analysis of existing and proposed capacity; proposed stalls With dimensions. V 5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dump- ster recycling screening. " 6. Location and screening of outdoor. storage. . 7. 'Limits of clearing /grading with existing &` proposed topography at 2' intervals extending 5' beyond property's boundaries, erosion control measures & three buffer protection measures. z 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC = z I 18.45.040). w 9. Identify location and size of existing trees, note by size and species those to be maintained and those to be re 2 removed. . - v 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, N specie's, locatiori spacing. .Location of service areas and vault with proposed screening. co Li) 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high watermark. H 12. Lowest finished floor elevation (if-flood control zone permit required). • O 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply g • d line will meet or exceed sprinkler system design criteria as identified by the Fire Department. 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). ❑ Vicinity Map showing location of site w z I-- ❑ Building Elevations (Include dimensions of all building facades and major architectural elements) H (71 Mechanical Drawings Z O ❑ '� Structural Drawings (detail ofs sprinkler hangers, w g ( p g ,pipe, duct & penetrations in structure) 2 i g Architectural drawings U Specifications (if separate document) p ILI Structural Calculations = U ❑ Sprinkler structural calculations indicating load of water- filled sprinkler piping i ud i Height Analysis iii z toca Su�sni i r1- t U ❑ Soils Report stamped by Washington State licensed Geotechnical Engineer Cv _ Topographical and Boundary Survey O ~ z r:1 Tree Coverage Analysis (Multifamily only ) 1..._, ❑ Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 • J ❑ Completed Land Use Applications' if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) X ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions Pe Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be requir d before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". L�/IWSLYJ Bullding Owner /Authorized Ag if the applicant ytither than the owner, registered architect/englneer, or contractbr:llcensed.by the.State ofWashington, a notarized letter,/rom:the•property owner, authorizing; the agent to submit this permit , application and obtain. the permit will.be requlred:as;part of,this'sbbmiltal. .., 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. wxy, 1 ! fr�4' t' fiYx. w., xys: eYw•:+ ew`. rxx• p •aw^�.rsMw..yvxy.. "f�4"tl�.l4`Sa'ana•w.H __ __ _ — 0 ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** CITY OF TUKWILA, WA ? 000 ) z TRANSMIT * * * * * * * * * * * * * * * * * * * * ** w * ** * * * * * * ** * * * * * * * * * * * ** * * * * * * * * * * * ** TRANSMIT Number: R9800299 Amount: 998.25 06/12/00 10:30 Payment Method: CHECK Notation: SDABEY CORP Init: WER Permit No: D2000 -126 Type: DEVPERM DEVELOPMENT PERMIT Parcel No: 092304 -9309 Site Address: 12101 TUKWILA INTERNATIONAL BL Total Fees: 1,644.19 This Payment 998.25 Total ALL Pmts: 1,644.19 Balance: .00 *+ t******************************** * * * * * * * * ** * * * * *71:. * * * * * * * * * * ** Account Code Description Amount 000/322:100 BUILDING - NONRES 993.75 000/386.904 STATE BUILDING SURCHARGE 4.50 7,078 06/13 97.10 TOTAL 998.25 S..teaK4i` + ' r afirYtiiaki4t :1A:a! S' n `: 14 I4 V1;'*i. z ~ w' C 0 0 w co J H CO LL w 0. g -J W Z F-- O, Z F- w U . 0� . .w w H U . LL' O W 0- Z . . . I. • • * • 11. • ^1 • a . 7 7 r • • • 7 , 7 17,1 .-7-7* • ,:"Tr7 , . , 7't 4 A * k k *****A********** k * A * * A .h * A * h A * ..or *rfk A #. 4 ' A. A it A N * A k 4 A A. I* * • kkleA.**11* A A .4 ,A * * A !or k 7 .k. Att N A *ANAN*A A k A * A-kAAN OITV OF TUVWILA, WA TRANSMIT TRANSMIT Musnhr : R9000274 Amount: 64S.94, 05/01/00•11:36 PaymentMe:Opl- CHECK Notationt SABEY CORP init: NER Permit Ncit.' D2000-126 Type: DEYPERM DEVELOPMENT PERNIT Jarcel'Not 092304-9309 1Addre 12101 'I INTERNATIONAL 3L Total Fees: 1,644.19 Thisymet 645,94 Total ALL Pmtst 645.94 Balance: 998,'"5 *Ak**k.***1;A***A*ANA*******A***".N*A**AkAk***AAhAAANAAAAAIALANk***4 Ac•count•Code Description Amount 00/345.1330 PLAN CHECK - NONPES 645.94 3966 05/03 97i7 TOTAL 645.94 cR e4_, " —.44,43=d4. ';1+ 41S 1 cuo AJ '44 Ikai4t4.144t4 Lu 0 00 co w w L±I w 0 g :3 u. w z p_ o z W. 01—, W w I 0 1••• IL • Z r. 0 z Project: Type of Inspection: / Address: /2-2-01 77 3 Date Called: Special Instruct ons: /� /v / �� '--1 /' /1.2D ,..,4A / ' ")% 3 Date Wanted: a.m. f . - 0 p.m. �' Requeste g ,, e., Phone No: 2-06- ;3---/4 72_ INSPECTION RECO: h Retain a copy with permit ,02c?:12- INSPECTION NO. CITY' OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. Approved per applicable codes. Corrections required prior to approval. COMMENTS: L�tiT Ei S47. j 0 ' EINSPECTION REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.:- Date: W Q Q 2 J 00 WI- W u.a W Z � HO Z I— W o . to U O— c I— W W H H u' O W Z U= O Z Project: Type of Inspection*, A Address: Date Called: - i4.? Special Instructions: Date Wanted: / .. //� 02 m. !� Requester: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECO Retain a copy with permit COMMENTS: /r...< Y-,( / (35-7R 1 (206)431 -3670 0 Approved per applicable codes. Corrections required prior to approval. D $47.00 REINSPECTION l REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: ter° Date: COMMENTS: /) /C?„.. 6 7 4 1 ,2c..../ - 1 -j i....t... / A 142e.!--1 A- ',72_, e , CAA .--r-.4.4:2S 44-7.1 1 :pi Special instructions: 74 44-7 ..- Requester: ..,..,,, /q1470.0.4 .. Phont:266) 5 _ i 7.:) 27,2 2___ d4;' A ' ... , 7) A Project: 4 7.4t4VIIX : ;:: 'eltt..)(TZ, Type of Inspection: . wi- , "%t4–ii45et . f2x.44 ki,a11.1; 1 Address: ..:,: : • " i s._ ...„_, . 0 I i 44, i'LLvdct Tfil'i Date callets 20 I • i Special instructions: Date wanted. LI i / 44/0/ P.m— Requester: ..,..,,, /q1470.0.4 .. Phont:266) 5 _ i INSPECTIltECOR Retain a cniii*ithpermi INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter plvd;;#00, Tukwila, WA 98188 O2 Approved per applicable codes. Inspector: fjL n $47.00 REINSPECTION FE at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. PERMIT NO. (206)431-3670 Corrections required prior to approval. Date: /0/ REQUIRED. Prior to inspection, fee must be paid Receipt No: Date: z UI 6 D 0 0 0' CO W til a i 0 g :3 < I a 11 0 Z W w 0 — ILl 0 1— u j ° LL. 0 Z (l) 0 Prp4ct: Type of Inspection: Address: i Vt3 / T T; Date called: Special instructions: Date wanted: 7-2. S a.m. p.m. Requester: Phone: INSPECTION NO. INSPECTION RECO Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT (206)431 -3670 El Approved per applicable codes. W required prior to approval. COMMENTS• �- ` / .300/ g "2,-(;I 4- a Date: 9 2/ C 0J .�) LI $47.00 REINSPECTIB FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: �fr `;35':t,!ti ` ".'�' � t4, '3 `m ✓ . , - µ,.. � i 7 , � x..��y�. .y�;`�' :cr,...-.. .r. .:uL1t.$9w:tn.�� �. .h"�1vxS, x �5'.1'�;i -�a �x_.;; v. S i{.;%.+ ��. e'. C�: ik::';'" ;d.;�- 7 C��'»i.t`;c!i�.l.-�i� , �. •reir=�d ++.a'.Si.J: :" i.•iw,w..:..cr�..,,....r'i:'i xk•:.. _; %C;; '� z W re JU U to D. J I_ W W O Q � LLQ co W Z � F- O W ~ W U� O N H . w • U u. t Z ' U = 0 I z COMMENTS: TYPe -1 s n: Addres 1 c�-I 9I I ,T Date called: SPeuuii-c.. i,tsV2- 17411 Date wanted: 2 O � ( aa.m.) ( 0 ! _ J m / 1% D1L147 -S 7?-11_, 4 - 7 0 ,i� ve-t Phone: / q--O4 PlAIUS. Al A-TT H S I r CaLC Di •t "Lc 11'.c /70A .1 i �Lrr r - eeae to ".reei 2 .11 ,.l,/ - -7 A 7W A A4-6- ' / t tAi� - G,6777-0€ -, e€ ) �r (5 G-c 86,4 . 6/� 7 -4-7 v7 .7 oci r77 7 1-2. 7‘1,4.41 7 3 £ 7z/ //2, • ''g' Project: NCO, 1�..'� vOD {!� TYPe -1 s n: Addres 1 c�-I 9I I ,T Date called: Special instructions: Date wanted: 2 O � ( aa.m.) ( 0 ! _ J m Requgs r :` t y). 0 0 Lc:nig Phone: / q--O4 INSPECTION NO. INSPECTION RECO° Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION c- z � 6 0O N L1.1 U. W i W z = Z 11.1 Lu 0 S 1= WW I-� L I o ll{ = O z Pr Type of IrS (. Address: Q 1 1 Date called: Special instructions: Date w, to ; ;A:0 . .m Req .� i`i'+' 12 L i- Vi Phone: INSPECTION NO. INSPECTION RECORR Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION D Zoco PERMIT NO. 6300 Southcenter Blvd, #100, Tukwila, WA 98188`x» (206)431 -3670 a Approved per applicable codes. Corrections required prior to approval. COMMENTS: 77 A-ft- I pi t ,,(' C'b1/�' fy 7v/r /11/4-6 Jq-c 4 $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: :. J" J..:. y.: t. �, ��...►.: �*.. ai: iii�r' �', �L�d: t. �:.:: �' 1�` F. �tt u .i�".: ' '"w+:i♦ ` y: u�:: ?iu .:.:::..�:s,:i ::.�;.c+:ri:!r. z z 6U 00 co O W F- �W W O L a co a W z� 1— O z F- ' W W O N, o � LU I— -. w z Cl) O 1 - z City of Tukwila Project Name 7 c--, yr\ • • ;77i+„ - 57—Ttv.:i) . f ."" qty :71". ,..:. ^ :�t r, ; 0'77- rv- r . ,�. . ^r- - t w i .. . 7 i.• ,;.,.' T. ^._ Fire. Department Address • 0 A -- TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Retain. current. inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: Authorized Signature ")1 FINALAPP.FRM Rev. 2/19/98 Steven M. Mullet, Mayor Thomas P Keefe, Fire Chief Permit No. CD Date Suite # o T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206 -575 -4439 (PS ..�,w:.rauu.:im .. i:.,: u.. n. unw.,..• u :.,:�.s...:::awkwu,,.w,:�ea:..i :>...: u_+. x..,.....,,...,.,.. �u .. -;.,• z i • ~ w J U U y 0 Ill = CO Li. w 0 2 g a = I- Ili Z = H0 Z ~ n0 U 0- 0 1— W W LLO iui z U 0 ~ z 09/27/01 THU 08:52 FAX 206 281 0920 Sabey Corporation SJ3 Poet•it• Fax! 7671 Ian To ]3/ / L,�¢.so� from f,�OS 1--0ND CoJDept.r /LA- e ter Co. - t Y c ipi Phone "ZO(, - 4'jl - -5(070 Fax ARCHITECTUR DATE/TIME 9/27/2001 TO: FROM: SUBJECT: CC: REAL ESTATE DEVELOPMENT CONSTRUCTION SERVICES VENTURE FUNDING Lt. Phil Lyons Tukwila Fire Department Inspection Notice Dave Larson, Tukwila Bldg Dept Adam Mapes zo(- 451-364,5 Ph " M Zo4 - 7-77 -6Z11 Fax* tO4 — OgZO In response to your Correction Notice dated 9/5/01, and in accordance with the discussions from the meeting on -site with you, Dave Larson, Haynes Lund, and Adam Mapes on 9/25/01, Sabey Construction, Inc. will take the following actions. - ITEMS ARE LISTED PER YOUR ORIGINAL CORRECTION NOTICE): 1) PROVIDE REQUIRED BIGNAGE PER FIRE DEPARTMENT LETTER DATED 5/1 4/2000 (ITEMS #5 & #6). SCI will provide hazardous material warning signs on exterior of access panel to Tank Vault as directed. 2) PROVIDE EXIT RIGNAGE IN GENERATOR & FUEL TANK AREAS, PER UNIFORM FIRE CODE (INCLUDING ALL EXITS). SCI will provide exit signs above both doors exiting from Generator Room, In accordance with Section 1007.7.1. A 2 -sided directional exit sign will be added at exterior door In Hallway in front of generator (Room P211). No exit signs are required in Fuel Tank Vault as it is an unoccupied area. 3) PROVIDE FIRE EXTINGUISHERS /SIGNADE THROUGHOUT PER U FC. SCI will provide a fire extinguisher and signage in each equipment well In the Generator Room. Fire extinguishers are not required in Fuel Tank Vault because it is an unoccupied area. 4) PROVIDE A KNOWLEDGEABLE REPRESENTATIVE UPON RE-INSPECTION TO ASSIST FIRE INSPECTOR WITH FUEL TANK PERMIT REQUIREMENTS. Agreed. 5) FIRE DEPT INSPECTOR WILL CHECK ON AISLEWAY WIDTH REQUIREMENTS. Per added noted on 9/6 — Alsieways are acceptable as built. 6) ALL DISCUSSED EXIT SIGNADE AND DIRECTIONAL EXIT SIGNAGE SHALL BE ILLUMINATED PER 1 997 EDITION OF UBC, CHAPTER 1 0, SECTION 1 003.2.8.4 AND 1003.2.8.5 AND UFC ARTICLE 72, SECTION 1 2/12. Directional exit sign in Room P211 will be internally lit with battery back-up. Our Electrical Engineer informs us that there will be sufficient pathway lighting in the Generator Room to light the exit signs, so reflective signs will be provided. Please let us know promptly if any statement herein is not in accordance with your understanding from the meeting on 9/25/01. Unless we hear otherwise from you by 10/3/01, we will proceed with Installing the Items described herein. We will contact you for a Re- inspection when this work Is completed. Architecture Department oo, at s , Memo PROJECT: T.I. for Zama Networks at 12101 Tukwila International Blvd Project No: 99-70-23 z w ug J U 00 U 0 J F- w II O N 0H w u_ R. I 0 1- z , AGRA ENGINEERING GLOBAL SOLUTIONS June 12, 2000 9 -91 M- 12475 -C Sabey Construction 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 Attention: Subject: Dear Mr. Leng: AGRA Earth & Environmental, Inc. (AGRA) respectfully submits this letter as our final summary of UBC special inspections and materials testing for the above - referenced project. AGRA performed inspections for this project beginning on April 22, 2000 through May 12, 2000 as requested and scheduled by representatives of Sabey Construction. Daily Field Reports Nos. 76 through 79, and 81 were prepared at the time our services were provided and are attached for your reference. These reports form the basis for this final summary of our inspections. In accordance with the City approved plans and the request and authorization of Sabey Construction, AGRA performed inspections for the following: 1. Reinforcing steel for the structural concrete; and 2. Reinforced concrete placement inspection and testing. ,((SX SAWORDPROC\ Prolects1I2000s\12475 Sabey Construcuo■UBC Special Inspection.wpcl Mr. Dave Leng JUN 2000 TUKWILA PUBLIC WORKS RECEIVED 'JUN 1 4 2000 COMMUNITY DEVELOPMENT Summary of UBC Special Inspe rotiM i aterials Testing Services City of Tukwila Permit Number. '2000 -126 Inter -gate West, Building C / Fu 12201 Tukwila International Boulevard Tukwila, Washington An AMEC Company AGRA Earth & Environmental, Inc. 11335 NE 122nd Way Suite 100 Kirkland, Washington USA 98034 -6918 Tel (425) 820 -4669 Fax (425) 821 -3914 Sabey Construction June 12, 2000 In our opinion, the work which was inspected as referenced in our daily field reports was performed in general conformance with the approved plans and specifications. If you have questions or desire additional information, please call at your convenience. Sincerely, T--- `d L Timothy R,/HyJen Associate 'f1/ Ke S. Sahi, P.E. WABO Technical Director TRH /KSS /lad cc: City of Tukwila Sabey Construction S:IWORDPROC_ Projects ■12000s 12475 Sabey Construction\UBC Special Inspection.wpd An AMEC Company 9- 91M- 12475 -C Page 2 Fax: 206 - 281 -0920 AGRA ENGINEERING GLOBAL SOLUTIONS PROJECT NAME e ar gums PROJECT NO. f'ilrrali. ;ors -6. REPORT NO. 74. ADDRESS /AO &/ fle l l/- PERMIT NO. gCori- n3ir DATE - - CLIENT WEATHER 1/ P AGE (includes Test Reports) OF STRUCTURAL NGINEER , • ,g. AGRA P M OJECT NAGEWPHONENO. t e LL ARCHITECT AGRA FIELD REPRESENTATIVE/PAGER NO. hl .r .L�t -/ ? CONTRACTOR ,y^ { /y� �+;(J/ ^ �' "/gy Atic- /ken T YPE � O j j NSP CTIION NEW INSPECTION x.we '/l ❑ RE•INSPECTION _ . CO =. ._ ,. "Mt/ 672 S4 "64 aP2tigiek 1 qgc.1 oi plAte6z*eff# /;/, JL f , 4‘...-54e/ fJ, r >eit 6 c_4 s c110‘.) k Wein 1.1 Rio.. la 1 -4 (14 i 1 te ncii.ic rtsir el�4 ac ' 1La e u NY tiigkel e e r fi ) / ' e e . Ake) • Cl ? t e/Y iv ;. iisi em -A L• i It g /krew pc/riren'&4707eif-relc c �C -z2 ? ?x!�e.i. ,Vr et! ai )4144-1 _Sg )SAL f4e1 . et r. sr i .te & e k cvl...s/eiva 60) d/ Ave iu e-fie.L sL SAMPLES OBTAINED (NO./SIZE/TYPE) SUMMARY To the best of our knowledge, all items inspected as noted above were Yes ❑ Preliminary Observations in general conformance with the approved plans and specifications. ❑ No ❑ Deficiency Corrected - Report No. AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122^ Way, Suite 100 Tel (425) 820 4669 Kirkland, Washington 98034 Fax (425) 821 -3914 be FIELD PRESENTATIVE • . DAILY FIELD REPORT REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in lull, without written permission of AGRA Earth and Environmental, Inc. AG19372 (Rev. E099) MV!fbfA s VAISA NKANAP 'Rv?11 es., r . z F" w 6 00 U CO Ill J = lJ.. w 2 L Q N d I— w Z w w 0 0 -' 1- U H � w w O F- Z ONCRE ASTM C -39 GROUT ASTM C-1019 MORTAR (TYPE ) CMU (TYPE ) PRISM UBC 21 -17 SHOTCRETE ACI 506 R OTHER ASTM C -780 ASTM C -140 -Dw"rr tie PROJECT N0. REPORT NO /, (1t2 PAGE (Includes Test Reports) ,AOF A DATE e, i FIELD DATA BATCH DATA SUPPLIER .3 IrlLl�/ TYPE OF CEMENT / l, MIX NUMBER WEIGHTS PER YARD DESIGN ACTUAL TICKET NUMBER f 371 79 CEMENT (LBS.) [/.5Zt Wil TRUCK NUMBER 4(et FLY ASH (LBS.) fe RO BATCH SIZE, YD / 6 COARSE AGG. (LBS.) 7/8 / C>27 .109? TOTAL PLACED S OF "DS' COARSE AGG. (LBS.) WATER ADDED, GALS. Q COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. rP FINE AGG. (LBS.) 50:4) / q R3 / ) DRUM REVOLUTIONS WATER (LBS.) BATCH TIME /0 V3- AIR ENTRAINMENT•iI t ) Z g/ f g SAMPLE TIME 7 /6 ADMIXTURE NO. 1 hopt 16. /0,9 FINISH TIME • ? 3) ADMIXTURE NO. 2 00/,,,46,01 S3 . el.- S-,,7, SAMPLE AND TEST DATA SAMPLE SET / OF ( LABORATORY SET # 2 I.D. # SAMPLE LOCATION : - pzu . j'' j, DESIGN STRENGTH 301:70 PSI ® A? DAYS *TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS) 17,d7W-4 SLUMP (ASTM C -143) - L . - 414 SPECIMEN (NOJSIZEJTYPE) 41 c ,1„ 1 2_ AIR CONT. (ASTM C -173/C -231) .r+ DATE SAMPLED _ 'Y ? �, AMBIENT TEMP °F DATE RECEIVED ,P? ; L 3 SAMPLE TEMP (ASTM C -1064) 40-/b 0 CURING CONDITIONS !! i UNIT WEIGHT (ASTM C -138) HIGH/LOW TEMPERATURES YIELD (ASTM C -138) 'Note appropriate test methods If different from those Indicated AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122nd Way, Suite 100 Tel (425) 820.4669 Kirkland, Washington 98034 Fax (425) 821 -3914 fie ct SAMPLE STORAGE LOCATION AND COMMENTS fi 6 3 C lj / AGR' IELD PRESENTATIVE REVIEWED BY TEST REPORT THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in ful!, without written permission of AGRA Earth and Environmental, Inc. AG 19379 (Rev. 699) r 47irtM ltPIF- 7.,M,4 ?"1 asswk : ' UV e,tt"M•Pe.r. ,.. r.rn. n7C ,,. - F�+: .vv :,,..:........xes .>:.w, t., .:x.sr�; n: cp; an-:,.,,,r.:r!r., ;:..f7r.....WA7:1SI'V NI:11.:n!*(4Tns; ti :lir, I^r.N = :19;,r z W re J 00 0 0 J = H U LL W LLQ rn a . = I—, W Z � I- 0 W W U O fn 1- U I— u W Z U= O~ Z COMMENTS F) � G A T---a- t7—. S\ �S r,-1�� ' r..S .-z_ 4 Z IL a. vs.., -0"-C _ r a -la .. _ � PERMI N0. t'�cv t5 t;r 3 D 9cl -c31- . WEATHER . \ — _ 1 C� 441i S • L 1 ` STRUCTUgI 1 N 1G \ �.{tYti . g t„) cif `J .. i�T'1Y �L' If= i • F F. ' 'Y- Y �-; QL • er 3 C A GR P \, � �:YL r V L ARCHITECT - .. t.> cri...r.re sib Akk 0 * St.-tf\e. 1,..>ei \-_ 0 C•-- V' \ --.1„--X. x ? R ifs t il• It - _X C trv -,- \O \A _ �Rl .n r-A. ` ('TZ ,-\ v1/.....5 C4N.'\.l vi,_ & v c c-10K1i'1i PROJECT in.* NAME t \ w ` F) � G 1 PROJECT rkt • f Z,q 15-c., REPORT NO. ADDRESS (� � 1z -1 .o..uc1..e� �� 1 `, PERMI N0. t'�cv t5 t;r 3 D 9cl -c31- . WEATHER . \ — _ 1 C� 441i DATE . ei -ZS- o c.- PAGE (inGudeeTest Repons) M 1 OF 1 4 .2.1. T r ti • ^..1 CiTi C. STRUCTUgI 1 N 1G \ �.{tYti . g t„) cif , c� A GR P \, � �:YL r V L ARCHITECT AGRA FIELD REPRESENTATIVE/FAG CO N_ TOR c SC \ bZWL • TYPE OF INSPECTION WIN ESPECTION y�. j 14 %.". ❑ RE•INSPECTION AGRA ENGINEERING GLOBAL SOLI. TIONS 11335 N.E. 122nd Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 SAMPLES OBTAINED (NO/SIZE/TYPE) To the best of our knowledge, all items inspected as noted above were in general conformance with the approved plans - • • specifications. AC -A FIELD REPRE - ENTATIVE ).•■. ''.•finials, `.M* • SUMMARY ❑ No DAILY FIELD REPORT ❑ Preliminary Observations ❑ Deficiency Corrected — Report No. ;. -: REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intendea to be transmitted to a third party by any means, except , n tutl, without written permission of AGRA Earth and Environmental, Inc. AG 19372 (Pe/v.61991 ' 71 � 7 B x ' ' NS�Sk. ;i:t .��sxr.:,y<e cqi. my?n.7exrrr:f�J�+;'- `.r �. x:a.n• r , n u.. ., .e,.n...,...,e ,.,r..onn <. ,. v'e.:•v : .,r � .ax...�e z :; :r ,. rtCn:d?.'i"1Trt*.•ri7CTSw . f Nt4Np.:tt.c. Z t W 00 D W= W � _ , Z � W O uf U O 0 W W I— p W Z ' 1 . COMMENTS ►r"o 41/N. S 1- - KYU— `- C e .n.. - YZ r✓vL 1 va R -\ 1 ch..t.�� F:)uA" -� +r- 1/3ca..k. S eI Y131. Q— tie- 4jAcw- 1c):\,-; co - .., c ry-,..... N •E . • cr,,,,*--,..,--- • e......(4---- 62,. .).,-, i . � �n \ - �-i as — Yj a tr �^' 7 7 - . ,�1 - �- �� 1 t Ad.. ♦ ' . - -. e:. •.l . • .ei\ _ a _ <ll_–_ ■16,. an . — _m_ G L -all _.CA .0 i ' ...,..... 24 . • * - _ 4■....0 A`.R _t. 0 . AL. • .. _� S 111.-.. ADDRESS I ' Z � Z 1 cam , ( C1.4—, 1 S . 4 n� � 1 Cam. PERMIT NO. 1 t - O I S 1 SAMPLES OBTAINED (NOJSIZE/TYPE) 1 ' SUMMARY To the best of our knowledge, all items inspected as noted above were tes ❑ Preliminary Observations in general conformance with the approved plans and specifications. ❑ No ❑ Deficiency Corrected - Report No. PROJECT NAME 'PROJECT NO. REPORT N ADDRESS I ' Z � Z 1 cam , ( C1.4—, 1 S . 4 n� � 1 Cam. PERMIT NO. 1 t - O I S 1 DATE - 7--t..2 -c)0 J 1 ' CLIE G /. 1('� /� � � /ice h � \�.' l 1 � J �+ � WEATHER C I , �/• � � L] / � \ J � PAGE IincIu .s TestReponst OF STRUCTU LENGINEER `I r'f n (LS AGR PROJECTMANAGEJUPH � kYs - ,-- � ENO. L ARCHITECT V\�y — OC) AGRA FIELD REPRESENTATIVE/P l / 1 L NO. s•SS C RA TOR 1 //� c ` C." TYPE OF INS C ON 1 C L f•76INSPECTION ❑ RE•INSPECTION AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122ne Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821-3914 AG19372 (Rev. 6/991 :45 �Yrt,K4�}?hgi3G5;•eu.ri4:.. A FIELD REPRE NTATIVE .:.n n`.FSryw...:- y^rr: , .mn ruas•a ∎r u:m,•rri DAILY FIELD REPORT REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. Thla report is not intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc Kc+ •I9th'.K rxm. .A Z W D 0 0 co W 1_ u. W 2 LQ rn � = 1 - LLI Z � Z w U � O H W W : I--I — IL, O W Z co O~ Z " s ASTM C -39 TM C -1019 MORTAR (TYPE ) CMU (TYPE ) PRISM UBC 21 -17 SHOTCRETE ACI 506 R OTHER , ASTM C -780 ASTM C -140 P OJECTNAME r .� • t f c:, ' �--2- ,..�Y PROJECT NO r 7 -q /i'n -I 2-47S . REPORT NO. `7 B . � { l Pa.)2...;Sci.L. l 1 24 Z- 1 {�A) - ��-l•:i�\ PAGE (Includes Test Rep°rs) 7 OF OATS / / 7� q� rrl-v �V FIELD DATA BATCH DATA SUPPLIER vti412,4,---- TYPE OF CEMENT -� MIX NUMBER �, 9 1 WEIGHTS PERYARD DESIGN ACTUAL TICKET NUMBER • Z7 0 CEMENT (LBS.) Ct TRUCK NUMBER 153 t --S FLY ASH (LBS.) I SID BATCH SIZE, YD /O G COARSE AGG. (LBS.) 34.' i - 7 TOTAL PLACED /0 OF_ZaYDS COARSE AGG. (LBS.) 3/5 , t: L WATER ADDED, GALS. - . ----'- COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. — FINE AGG. (LBS.) , Slo l., DRUM REVOLUTIONS • ---- WATER (LBS.) BATCH TIME , Z : Oc AIR ENTRAINMENT 1 - + SAMPLE TIME 1 : 40 ADMIXTURE NO. M.D ; . `�� �, FINISH TIME 2. .- CYO ADMIXTURE NO. fi Z1 et- SAMPLE AND TEST DATA SAMPLE SET OF LABORATORY SET It I.D. C # _ SAMPLE LOCATION: DESIGN STRENGTH 0 @- C' *TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS) -7 Z- c SLUMP (ASTM C -143) Ni SPECIMEN (NOJSIZE/TYPE) (4t) L I c . 1--? .. AIR CONT. (ASTM C -173/C -231) -�— DATE SAMPLED 4._ ZL. ,,,, AMBIENT TEMP. °F 2.-- DATE RECEIVED SAMPLE TEMP. (ASTM C -1064} " CURING CONDITIONS UNIT WEIGHT (ASTM C -138) �-- HIGH/LOW TEMPERATURES YIELD (ASTM C -138) - 'Note appropriate test methods If different from those Indicated AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122"' Way, Suite 100 Tel (425) 820.4669 Kirkland, Washingt, - in 98034 Fax (425) 821-3914 r SAMPLE STORAGE LOCATION AND COMMENTS r A D EPRE NTATIVE i REVIEWED BY ..v... .. ri., ror „:t_ r.�xYx. •;1 J.yF;r sq__; .: { .,01 :::9cYnt:. .rcrs: :tt TEST REPORT THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. AG19378 (Rev.&99) hM�' At�l�. tpJlz+ rn ,*,x:d�t�•x�SMUVm °.!?+:l:r+:r.f v:lr,•y , , ;:r^fV�rMai!;r:�,t , ...rr , u,. C'✓ e'. rtv , ..e•]l#(•:.�xww:"eYx+/;.1 "f Z ~ f 2 J U 00 N J WO l a = W H = Z f. I— O Z H LU W U� rug O H W W I F- L I O W Z U= O ~ Z PR CT NAME t N * , C - � i - I . . - � , . . � ' ` 7 I ' C . A ck ` c, \s I i 2 , 3 r- q/ Fit- . PROJECT NO. 9.9i » i . - ■ 7 . 7 5 - C REPORT NO. ....79 v . � . c ADDRESS 1242t , 1 .c._. 6c . , S . .: • J \`Q PERMIT NO. [)9I • e 151 DATE S - Z -CL/ CLIE T \t•-) r � � �� -/ _ — _ - 0 .--- ,..... /17), __....b • ; -A FIELD REPRE • NTATIVE REVIEWED BY WEATHER / l . � St Y 1 PAGE (includes Test Reports) 1 1 OF .. 2._. STRUCTU ENGINEE AGRA PROJECT MANAGER/P ' oIE NO. ARCHITECT v t 4- ......\.....L AGRA FIELD REPRESENTATIVE/P NO. 1t=. _ E SS CO RA + C OR - .WS Co,....-... _ TYPE OFINSP TI N i }10S1'INSPECTION ❑ RE•INSPECTION COMMENTS A-v" V ry k. W 4 .: i f - LA. 1- . "Am 11I• _ SI \9,..LirzL- • INA -(Cy.' il:k C'_JN C a!'"( t Y\_ 1/4 E3 (a \ ek "-\<,;..._ 1, bti�.4:4 L G: \\<-) R,,•. * . I c - & ' S A,C . c - V \ ;1/4f`1 `` (- "6, U •5I,. - 1. s % t. m e e ---- c� x5 1 . ►x-11 A ck ` c, \s I i 2 , 3 r- q/ Fit- . 1 i 1 \Int (46(6 zi:Aa.r.a=A .c) u.,......c) (-4.. in,t.},ele-iy...1 \ Al \ -OAS,— i...,-ct.\-\■S ei_v c_r‘A...- (-13,/ - L - A44.--- 'CO (.,----\ a r - C . k,*v-■ \ _(-- fkC.- \ - Lak..,\,‘,_.s cti --\.A.;....-- \.■A t---, ipt ie,,-1.,- c.).2,. 4:2,.v.._re--- . SAMPLES OBTAINED NOJSIZE/TYPE 1.2YAZ SUMMARY To the best of our knowledge, all items inspected as noted above were ❑ Preliminary Observations in general conformance with the approved plans and specifications. ❑ No ❑ Deficiency Corrected - Report No. _ — _ - 0 .--- ,..... /17), __....b • ; -A FIELD REPRE • NTATIVE REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report Is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. AG19372 (Rev.6199) w7t7 4v .sN�tYehiu +.a=. ,,. AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122nd Way, Suite 100 Tel (425) 820.4669 Kirkland, Washington 98034 Fax (425) 821.3914 DAILY FIELD REPORT z W 00 en 0 W I W O 2 u-Q fn s = d . � W Z� ZI W W 0 O- 0 H w W H H u Z U N O~ Z ONCRETE ASTM C -39 GROUT STM C -1019 MORTAR (TYPE ) CMU (TYPE ) PRISM UBC 21 -17 SHOTCRETE ACI 506 R OTHER ASTM C -780 ASTM C -140 pqpJ 1 , f L- L PROJECT NO. REPORT NO. 1 cr 1 .Z g4 .7 I L3L - ` J ``C\ PAGE(IndudesTestReports) DATE 'Z OF 7 S - 2. - �o FIELD DATA BATCH DATA SUPPLIER S `G TYPE OF CEMENT MIX NUMBER ziQi • - . WEIGHTS PERYARD DESIGN ACTUAL TICKET NUMBER I „ c9 I .7 CEMENT (LBS.) 7 5 ) 4--/..5 TRUCK NUMBER 339 FLY ASH (LBS.) 8 '77 t BATCH SIZE, YD3 /0 c--y COARSE AGG. (LBS.) 7/, / /( / l• + 197 I TOTAL PLACED in OF r 3 YDS COARSE AGG. (LBS.) WATER ADDED, GALS. /0 COARSE AGG. (LBS.) . ALLOWABLE WATER, GALS. 77 FINE AGG. (LBS.) 1 L�-e-7 ! 1 T DRUM REVOLUTIONS '�� �� • WATER (LBS.) -7 ` •Z' BATCH TIME 1 :L/45 AIR ENTRAINMENT or ir" . (.., rri ID o , C C SAMPLE TIME 3 -3 ADMIXTURE NO. 1 FINISH TIME q : /C, ADMIXTURE NO. 2 SAMPLE AND TEST DATA -- �, SAMPLE SET J OF 1 f ' LABORATORY SET # •.) 1 I.D.# `` C..-' `\ SAMPLE LOCATION: �^ 1 DESIGN STRENGTH PSI @ - )AYS 'TEST DATA SPECIFIED ACTUAL s:5c) 3" TEST AGE (DAYS) -7 �S •. A SLUMP (ASTM C -143) ��� i' SPECIMEN (NOJSIZEIIYPE) ' (tit ' 22s AIR CONT. (ASTM C -173/C -231) D A T E SAMPLED l. 5 _7_ _ c ., 0 AMBIENT TEMP °F LOB DATE RECEIVED SAMPLE TEMP (ASTM C -1064) -7 7-° CURING CONDITIONS UNIT WEIGHT (ASTM C- 138) ---- -� HIGH/LOW TEMPERATURES YIELD (ASTM C -138) 'Note appropriate test methods If different from those Indicated SAMPLE STORAGE LOCATION AND COMMENTS _i /��� __ / /' FIELD REPR . ENTATIVE REVIEWED BY • ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122n Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 AGRA THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. this report is not intended to be transmitted to a third party by any means. except in full, without written permission of AGRA Earth and Environmental, Inc. AG19378 (Rev 699) ?7J4,41.. tr4.Y TEST REPORT z Z re J U 0 W= CO IL, WO u.Q = FW Z ZO W W U ON OH W H H . U_ O L Z U = Of'" z . • .'','. COMMENTS : .l /16i -' S,)4 as /"z° mpesi a 144 R7eoveX. ' Joie �a�� ► �s/t-h .,Cv/ h/ t O1 & . flik'ea/ � /J//4 Lion 7 IL/ D csA .. D is tot. r /1D 6A/ /� f? r . pvr i s" ° ' ar•U 6�f C di' g was s>d ' 1 .s- g.219& 1477 t4 6eI6d 46 we,ee -.vy oo -dr y Ri" 7f La -vx7- // d /fV4 esAl eiefivx W)10 0 ` pti»vp 4 IMF er soL;%e' i. ",c7xlxl CLIENT L CS if e y C�`S/ /_s ri o /L'r/ /iuClCC i - ©ML /AZ &i 74 ig_Silal WEATHER , 5' GI) (� » PAGE (Indudes Test Reports) / OF 0/ SAMPLES OBTAINED (NO./SIZE/TYPE) (v V / SUMMARY To the best of our knowledge, all items inspected as noted above were ,Z Yes ❑ Preliminary Observations in general conformance with the approved plans and specifications. /❑ No ❑ Deficiency Corrected - Report No. PROJECT NAME A a P PROJECT NO. 9V / -/2 Vjs -c REPORT NO. o ADDRESS /V/2/ Ph t�s TeMaiZid PERMIT NO. I?9? - 6/ / DATE (5-VZ CLIENT L CS if e y C�`S/ WEATHER , 5' GI) (� » PAGE (Indudes Test Reports) / OF 0/ STRUCTURAL ENGINEER r AGRA PROJEC MANAGER/PHONE NO. ez Ste' ARCHITECT AGRA FIELD REPRESENTATIVEIPAGER NO. /30/ 4,L CONTRACTOR � . l D _ _• _ ' i f�� (�S C . !/j' / � t TYPE OFINSPECTI Z/ NEW INSPECTION ❑ RE•INSPECTION AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122nd Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 1' / THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. AG19372 (Rev.659) �� •aM.1T ° `� 6 , - "rfwiM"�•y,.y ,,. ^.. .y ». tr r ...,,,. ava . +: ,. ;. . , .,.T:; :i'd. i4 .. �l- .t.- htY't•.. Jl ^?M':t`+Yftf'! ^yR:� ,. �...,...... ..+,e.'e: : *y.... +..... ,. DAILY FIELD REPORT strrr; nrnav,t -Err z cc W 00 0 W = 11. W co w H = Z � W� W • 0 O • N 0 1- W W Lai ;z = O � z ONCRETE. ASTM 9;39 GROUT ASTM C -1019 MORTAR (TYPE ) CMU (TYPE ) PRISM UBC 21 -17 SHOTCRETE ACI 506 R OTHER ASTM C -780 ASTM C -140 PROD NAME P PROJECT NO g/ - / ;(7s =e REPORT NO. X01 /ova/ �� 4k,-.5 � t G / v�JeVe; PAGE c p. OF A DATE /��-� _5" l -era FIELD DATA BATCH DATA SUPPLIER 04,19 J TYPE OF CEMENT / ZT MIX NUMBER '(/s WEIGHTS PERYARD DESIGN ACTUAL TICKET NUMBER // l 011 CEMENT (LBS.) y q5 TRUCK NUMBER , t g FLY ASH (LBS.) 156- BATCH SIZE, YD3 1 b COARSE AGG. (LBS.) TOTAL PLACED .S OF I b YDS COARSE AGG. (LBS.) • /tt? 3W / WATER ADDED, GALS. COARSE AGG. (LBS.) lit FINE AGG. (LBS.) WATER (LBS.) i5 7� / 23-� a i � � 1 f b ALLOWABLE WATER, GALS. DRUM REVOLUTIONS BATCH TIME a! 3 0 AI AAINMELdT d V 2. I In SAMPLE TIME oZ . L1-5- ADMIXTURE NO. 1 FINISH TIME 3: os-- ADMIXTURE NO. 2 SAMPLE AND TEST DATA 1 SAMPLE SET / OF / I LABORATORY SET # Q I.D. # 5 '---- -- ~`f SAMPLE LOCATION: 9/7/A7 ✓, 4 .b DESIGN STRENGTH / / @ t g DAYS ? "TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS) 7 ., d ir ., 31. fJ SLUMP (ASTM C -143) S 5 ,( SPECIMEN (NOJSIZE/TYPE) Xf; C X/9- AIR CONT. (ASTM C -173/C -231) DATE SAMPLED S /a -lb AMBIENT TEMP °F 5S DATE RECEIVED SAMPLE TEMP. (ASTM C -1064) 5? 63 CURING CONDITIONS Q /Weer UNIT WEIGHT (ASTM C -138) HIGH/LOW TEMPERATURES YIELD (ASTM C -138) 'Note appropriate test methods If different from those Indicated AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122nd Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 TEST REPORT THIS REPORT IS COI1SIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. AG19378 (Rev 6i99) , 'j6,"�PfY ! n! i8'! Zj?C4r' ry.$+."' ?. Y'.;✓ SMt` riNf! 1" i '# MrttttN RV? kirst# .'''''''' ''''*;x. .+; aF x, ra.. �P.` ^;r,'f:. .•n �...,.. ...:f•r'!fe'r.,y...,s, .e H.,ary*.a.n y.*:Nm�*,u Via.. :Y``.ynp• ; xn..F} , .. *:t'z7;C." `k!YY"i` A SH! F'k ?C*"r�;:s^ z 00 to JI W W 2 LLQ =a W Z = ZO 0 0 OH W W H - u- O W Z = O~ Z SAMPLE STORAGE LOCATION AND COMMENTS AGR • Fl D REP - SENT.ATIVE REVIEWED BY AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122nd Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 TEST REPORT THIS REPORT IS COI1SIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. AG19378 (Rev 6i99) , 'j6,"�PfY ! n! i8'! Zj?C4r' ry.$+."' ?. Y'.;✓ SMt` riNf! 1" i '# MrttttN RV? kirst# .'''''''' ''''*;x. .+; aF x, ra.. �P.` ^;r,'f:. .•n �...,.. ...:f•r'!fe'r.,y...,s, .e H.,ary*.a.n y.*:Nm�*,u Via.. :Y``.ynp• ; xn..F} , .. *:t'z7;C." `k!YY"i` A SH! F'k ?C*"r�;:s^ z 00 to JI W W 2 LLQ =a W Z = ZO 0 0 OH W W H - u- O W Z = O~ Z AG RA Report of Compression Test Results Client: SABEY CONSTRUCTION, INC. 101- ELLIOT AVENUE WEST SUITE 400 SEATTLE, WA 98119 Attn: DOUG SHUMACHER Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 4/22/2000 Placement: S.O.G. F -B, 2 =5 LINE. Strength (f'c): Required : 3000 Mix ID: 4852 -A Supplier: STONEWAY Load #: Truck #: 400 Ticket #: 137179 Plant #: - Batch Size: 10 YDS Water: - Admixture: Time Batch Time: 6 :45 Sample Time: 7:10 Finish Time: 7:30 Test Result ENGINEERING GLOBAL SOLUTIONS Spec ID # ID 7706 A B C D Date Rec'd 4/23/2000 4/23/2000 4/23/2000 4/23/2000 Reviewed By ki 1/4 Distribution: Client: Yes File: Yes psi @ 28 Days Date Age Nominal Tested (days) Specimen Size 4/29/2000 7 6x12x0 5/20/2000 28 6x12x0 5/20/2000 28 6x12x0 Producer: Yes Others: Report Date: Project #: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Contractor: Slump (inches) ASTM C -143: Air Content ( %) ASTM C -231: Unit Weight (pcf) ASTM C -138: Concrete Temp. ( °F): Remarks: REFERENCE REPORT #76, SET 49. Break Types -- (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Actual Area Compressive Strength (sq in) (Ms) (psi) 28.28 120130 4250 28.27 156600 5540 28.27 168390 5960 AGRA Earth & Environmental, Inc. 11335 NE 122nd Way Suite 100 Kirkland, Washington USA 98034-6918 Tel (425) 820 -4669 Fax (425) 821 -3914 June 12, 2000 8 -91 M- 12475 -C INTERNATIONALGATEWAY CORPO 12421 PACIFIC HIGHWAY SOUTH N/A KEN SAHI N/A N/A N/A Inspector: PHIL FRYBERGER Actual 4.5 63 Speoo. 4t1 N/A N/A 50-90 Ambient Temp. ( °F): N/A Weather: N/A 45 Brk. Type/ % of Cure Req'd 142% SH 185% SH 199% HOLD s W�5'hMr.�p!•EIIP'377"i• "tR:!"v""' ccwr"st•=2!"..!=e vexwrotamart- ittazmxa .Kraccet wusca s: s.n awm r. „ , , !` , Y - LpeNy? ,, erW?mt . riVo ft"sto4511P'' R4fr A RWLVA RAR Z r 6 D. -J U: 0 0 U) W = W 0: a u. tn a I W. Z � I 0: Z I— W tn, 0 I- I V. F - —. W I.... —O LU Z 5.1 .O i ”' z AG RA ENGINEERING GLOBAL SOLUTIONS Report of Compression Test Results Client: SABEY CONSTRUCTION, INC. 101- ELLIOT AVENUE WEST SUITE 400 SEATTLE, WA 98119 Attn: DOUG SHUMACHER Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 4/26/2000 Placement: FUEL TANK BUNKER WALLS. Strength (Pc): Required : 4000 psi Q Mix ID: 345163 Supplier: CADMAN Load #: Truck #: 270 Ticket #: 106409 Plant #: Batch Size: 10 YDS Water: - Admixture: Time Batch Time: 12:05 Sample Time: 1:40 Finish Time: 2:00 Test Result Spec ID # ID 7714 A B C D Reviewed By Date Age Date Rec'd Tested (days) 4/27/2000 5/3/2000 7 4/27/2000 5/24/2000 28 4/27/2000 5/24/2000 28 4/27/2000 7 a Distribution: Client: Yes File: Yes 28 Days Report Date: Project #: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Contractor: Inspector: LISA ROSS Remarks: REFERENCE REPORT #78, SET 50. Nominal Specimen Size 6x12x0 6x12x0 6x12x0 Break Types — (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Producer: Yes Others: Actual Area Compressive Strength (sq in) (ibs) (psi) 28.27 127200 4500 28.27 142790 5050 28.27 137750 4870 AGRA Earth & Environmental, Inc. 11335 NE 122nd Way Suite 100 Kirkland, Washington USA 98034018 Tel (425) 820 -4669 Fax (425) 821 -3914 June 12, 2000 8 -91M- 12475 -C INTERNATIONALGATEWAY CORPO 12421 PACIFIC HIGHWAY SOUTH N/A KEN SAHI N/A N/A N/A Actual Specs. Slump (inches) ASTM C -143: 5.75 6 Air Content ( %) ASTM C -231: N/A Unit Weight (pcf) ASTM C -138: N/A Concrete Temp. ( °F): 69 50 -90 Ambient Temp. ( °F): 62 N/A Weather: N/A Brk. Type/ % of Cure Req'd 112% CSP 126% CSP 122% HOLD . `"'— 'r�"`rn'r*H9s�J� gFg .v, .,n Ne6!x7. lust∎4A'+Jlr9M4411% 510'ilvAf5wy4iry zz W lY 2 00 N 0 : CO W W W gQ CO d . I W S Z I .- . O z H W 0 N 0 I— W H H U . O. co W Z F- _ O 1— z •AGRA Report of Compression Test Results Client: SABEY CONSTRUCTION, INC. 101- ELLIOT AVENUE WEST SUITE 400 SEATTLE, WA 98119 Attn: DOUG SHUMACHER Specimen Type: CONCRETE Mix and Field Data Cast Date: 5/2/2000 Placement: FUEL TANK BUNKER WALLS. Strength (rc): Required : 4000 psi @ 28 Time Batch Time: Sample Time: Finish Time: Test Result Spec ID # ID 7740 A B C D Break Types -- (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed By Distribution: Client: Yes File: Yes ENGINEERING GLOBAL SOLUTIONS Mix ID: 4852 -A Supplier: STONEWAY Load #: Truck #: 339 Ticket #: 138917 Plant #: Batch Size: 10 YDS Water: 10 GALS Admixture: - 1:45 3:30 4:10 Date Age Date Rec'd Tested (days) 5/3/2000 5/9/2000 7 5/3/2000 5/30/2000 28 5/3/2000 5/30/2000 28 5/3/2000 /e71-el ASTM -C39 Days Report Date: Project #: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Contractor: Inspector: LISA ROSS Ambient Temp. ( °F): Weather: N/A Remarks: REFERENCE REPORT #79, SET 51. Nominal Specimen Size 6x12x0 6x12x0 6x12x0 Producer: Yes Others: AGRA Earth & Environmental, Inc. 11335 NE 122nd Way Suite 100 Kirkland, Washington USA 98034-6918 Tel (425) 820 -4669 Fax (425) 821 -3914 June 12, 2000 8 -91 M- 12475 -C INTERNATIONALGATEWAY CORPO 12421 PACIFIC HIGHWAY SOUTH N/A KEN SAHI N/A N/A N/A Actual Specs. Slump (inches) ASTM C -143: 5.25 6 Air Content ( %) ASTM C -231: N/A Unit Weight (pct) ASTM C -138: N/A Concrete Temp. ( °F): 72 50 -90 60 N/A Actual Area Compressive Strength Brk. Type/ % of (sq in) (Ibs) (psi) Cure Req'd 28.28 101100 3570 CSH 89% 28.26 142360 5040 SH 126% 28.26 139770 4950 CSH 124% HOLD .. �.,,,.,,.:.«,: nn�. aav�,. nw+. vrarrx- a:y�ytm^rn+ +FC +!r!,irs,•: fn..,�(?n�x�v,Pr 0 AG RA ENGINEERING GLOBAL SOLUTIONS Report of Compression Test Results Client: SABEY CONSTRUCTION, INC. 101- ELLIOT AVENUE WEST SUITE 400 SEATTLE. WA 98119 Attn: DOUG SHUMACHER Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 5/12/2000 Placement: TOPPING SLAB. Strength (fc): Required : 4500 psi @ 28 Days Mix ID: 345163 Supplier: CADMAN Load #: - Truck #: 208 Ticket #: 111434 Plant #: Batch Size: 10 YDS Water: Admixture: Time Batch Time: 2:30 Sample Time: 2:45 Finish Time: 3:05 Test Result a' Spec ID # ID 7798 A B C D Reviewed By ?At3�lRaalX 4 51001irMSNa Date Age Date Rec'd Tested (days ) 5/13/2000 5/19/2000 7 5/13/2000 6/9/2000 28 5/13/2000 6/9/2000 28 5/13/2000 k J-el Distribution: Client: Yes File: Yes Remarks: REFERENCE REPORT #81, SET 52. Nominal Specimen Size 6x12x0 6x12x0 6x12x0 Break Types -- (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Producer: Yes Others: Report Date: Project #: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Contractor: Actual Specs. Slump (inches) ASTM C -143: 5.25 5 Air Content ( %) ASTM C -231: N/A Unit Weight (pcf) ASTM C -138: N/A Concrete Temp. ( °F): 63 50 -90 Ambient Temp. ( °F): Weather: N/A Actual Area Compressive Strength (sq in) (ibs) (psi) 28.27 118950 4210 28.27 166670 5900 28.27 156250 5530 AGRA Earth & Environmental, Inc. 11335 NE 122nd Way Suite 100 Kirkland, Washington USA 98034.8918 Tel (425) 820.4869 Fax (425) 821 -3914 June 12, 2000 8- 91M- 12475 -C INTERNATIONALGATEWAY CORPO 12421 PACIFIC HIGHWAY SOUTH N/A KEN SARI N/A N/A N/A Inspector: PHIL FRYBERGER 55 N/A Brk. Type/ V. of Cure Req'd 94% CSP 131% CSP 123% HOLD 42S -821 - 3914 AGRA EARTH 8. ENU AGRA INGINBERING GLOBAL SOLUTIONS June 12, 2000 9 -91 M- 12475 -C Attention: Subject: Dear Mr. Leng: Sabey Construction 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 Mr. Dave Leng Summary of UBC Special City of Tukwila Permit Num Inter -gate West, Building C 12201 Tukwila International Tukwila, Washington Bo An AMEC Company S:'WORDPROCI Prolects112000012475 Saoay Cor IrULPonWBC Spacial Inspe lIon.wpd ection and er: D2000 -126 uel Tank Vault 053 P01 1. Reinforcing steel for the structural concrete; and 2. Reinforced concrete placement inspection and testing. erials Testing Services RECEIVED SEP :n 0EP AR rMtEt,1 H JUN 1 • Z:. AGRA Earth & Environmental, Inc. 11335 NE 122nd Way Salle 100 Kirkland, Washington USA 98034-8918 Tel (425) 820 -4669 Fax (425) 821.3914 AGRA Earth 8 Environmental, Inc. (AGRA) respectfully submits this letter as our final summary of UBC special inspections and materials testing for the above - referenced project. AGRA performed inspections for this project beginning an April 22, 2000 through May 12, 2000 as requested and scheduled by representatives of Sabey Construction. Daily Field Reports Nos. 76 through 79, and 81 were prepared at the time our services were provided and are attached for your reference. These reports form the basis for this final summary of our Inspections. In accordance with the City approved plans and the request and authorization of Sabey Construction, AGRA performed inspections for the following: z ~ w . U 0 co o co Lu J H W O. IL U O N I -. W W W z: o z 425 -821 - 3914 AGRA EARTH 8. ENU. 053 P02 Sabey Construction June 12, 2000 In our opinion, the work which was inspected as referenced in our daily field reports was performed in general conformance with the approved plans and specifications, If you have questions or desire additional information, please call at your convenience, Sincerely, Timothy R Associate Keh S, Sahi, P,E. WABO Technical Director TRH /KSS /lad cc: City of Tukwila Sabey Construction An AMEC Company S: tWORDPROC \_Protecla11200DH1 Sabey Conslructlon\U5C Special Inspeclion.wp4 Fax: 206- 281 -0920 AG RA JUN 13'00 07:5 9 -91 M- 12475 -C Page 2 ENOINE(EINO 010141 SOLUTIONS mew�r.. n. evemiae• �w�w��. rmvm.-.. wrnw..+ �•. r. � n•. w++ w+. M+ �h!+ Rnoa?!' �S,` �Yal MC: ret1! 1�?: tl1A} S�p2�� •TIIYErit!+"fiD:F.�`PoR�x... , u7YANfXny�` m�TISK'�a+l!K!Y.�PP�!17Tk�S�rs. '.4e1 z tz � u6 UO N 0. W = . J w 0 g Q rn o . Z H 0 Z 2 U0 0 •-•:. 0 I— W u1 H 11 0 • Z U- t-- z SUMMARY OF FIELD DOCUMENT TRANSMITTALS Document Type Document No. Document Date Transmittal Date Inspection Report 82 06/15/2000 06/19/2000 • AG RA ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122nd Way, Suite 100 Kirkland, Washington, U.S.A. 98034 -8918 Tel (425) 820 -4869 Fax (425) 821 -3914 To: Sabey Construction, Inc. 12201 Tukwila Intl, Blvd. 4 Floor Seattle, Washington 98168 Attn: Mark Velasquez Enclosed for your review and records are our most recent correspondence pertaining to the above - referenced project. cc: Nelson - Bourdages, Inc. City of Tukwila Sabey Construction Field Office S:IWORDPROCIFIeId Document TransmiltaIs1120005%12475•C.wpd RECEIVED JUN 3 0 200n df FIELD DS- t`NT TRANSMITTAL Date: June 1, 2000 Project No.: 8 -91 M- 12475 -C Project Name: International Corporate Gateway Park — Building C Project Manager: Ken Sahi Permit No.: • 8 -01 Z? _- lac) Daily Field Reports and associated field Attn: Robert Bourdages Attn: Permit #MI98 -0156, D99 -0151 Attn: Mark Velasquez 1 .a^ .�tv. ,, , , ,,, .r ,...rn x. o.teinvfmreen rmu nurn. rc rxrM!s K R!M'd7 !IVIM A - 0 5 X0W # z mo ug 5 J U O 0 co ▪ 1 - - - N LL w 0 g a = 0 . Ili I— I` F— 0 z s•- uj U � O — 0 I— wui • U LL F ' O . ui z H I 0 i` z Report No. Date Inspector Deficiency Noted Corrective Action Closure Date & Report No. 25 9/7/99 T.H. Incomplete Welds 37 10/27/99 D.S. Base anchor bolts are not tightened down 60 02/25/00 D/M #7 vertical replaced with #10 heated and field bent PROJECT NAME: International Gateway Building C PROJECT NUMBER: 9 -91 M- 12475 -C *AGRA Earth & Environmental ENGINEERING GLOBAL SOLUTIONS DEFICIENCY LIST S:IWORDPROCIFIe &d Document Transmillalsl12000s112475.C.wpd • z ce Lis 00 . L0 O: NW cn ~ . LL w o a . u. - 0 1-0 . zI- W U O O N, . 1- Ww Z - 0 -. F- O1— z :c';. 4th �. i. =.' raw• ' 'r. :7 .. !;-' L : :� :;,,. .0.'iy` ... .r . e. i..'. dY. /.:-y, K.i�:y�,; r n . , r . ; <:: =;:COMMENTS; ?C . Mei- w , R;anAr,i1 VtS0- k .Su�R 2 a.NICL. In s (yeZi 'finrov+3h p rc,o , III' 4 411 1 1 t • . P ∎ i' 1 • I O i4 . ! A.J k) all Qk "iv-A- uotti (/Y11) iAN' 1 att. A- 4 l'il PIA... Ai tA M plAA lAWL af p to vre) rte. P 1 1C& , I\tk) VYJSelZ i1Gl-1 (ir\ cl no r reft^,-"f'S p .L wV\ C 4t f l..An O -c e) 49 \ a. 1 v1 rQ a c -- Ctc& (m.ope r kt o A \ c p 1 ez 12M & tat rA Lek C.va/n r- ° tea r e 0) Ir-e mart is c5 r) ea rboeic WAS. 0 4air.o k Seer C L S. v de, (\or�,L) 6 M , ,eC-F f.4PA xi) -Ts s 7' fie-79 ,2,,- g „ A.....A.. AGRA PROJECT MANAGERIPHONENO. AP It/ SAh r ARCHITECT S klmb e,,l AGRA FIELD REPRESENTATIVE/PAGER NO. 7 A JAI' L /7ncL CONTRACTOR 1 S ( b 4 .-y TYPE OFIrISPECTION ❑ NEW INSPECTION ❑ RE- INSPECTION SAMPLES OBTAINED (NOJSIZEITYPE) SUMMARY To the best of our knowledge, all items inspected as noted above were s ❑ Preliminary Observations in general conformance with the approved plans and p cifications. ❑ No ❑ Deficiency Corrected - Report No. PROJECT NAME TN T ' TUd TI kk PROJECT NO. Q -9/n - //7$-C REPORT NO(F 1 AI ^ II.,_, R 2_ J ADDRESS ( ).4 aI PA (...41:C., +ma PERMIT NO. 1DZODO�Z�o DATE Jt. c 5, 2 CLIENT ^^ SAloeu CO 10 Si. WEATHE Pi Clocip PAGE (Ircludos Test Repona) / OF I STRUCTURAL ENGINEFA 12 401 To kt,� i IA 1 2 AMA N Q. ,i t c Tak► E I& id/A 8 AGRA PROJECT MANAGERIPHONENO. AP It/ SAh r ARCHITECT S klmb e,,l AGRA FIELD REPRESENTATIVE/PAGER NO. 7 A JAI' L /7ncL CONTRACTOR 1 S ( b 4 .-y TYPE OFIrISPECTION ❑ NEW INSPECTION ❑ RE- INSPECTION AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E.122ed Way, Suite 100 Tel (425) 820-4669 Kirkland, Washington 98034 Fax (425) 821 -3914 T .r DAILY FIELD REPORT THIS REPORT IS CONSIDERED PRELIMIN ' ' AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the informatio • • our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth a d Environmental, Inc. AG19372 (Rev. 6/99) ' aa,.'"'T'14"7.'v'T " "A. SUMMARY OF FIELD DOCUMENT TRANSMITTALS Document Type Document No. Document Date Transmittal Date Laboratory Reports Set 49 -52 05/19- 05/30/00 06/02/00 AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122nd Way, Suite 100 Kirkland, Washington, U.S.A. 98034 -6918 Tel (425) 820-4669 Fax (425) 821 -3914 To: Sabey Construction, Inc. 12201 Tukwila Intl. Blvd. 4 Floor Seattle, Washington 98168 Attn: Mark Velasquez Enclosed for your review and records are our most recent correspondence pertaining to the above - referenced project. cc: Nelson - Bourdages, Inc. City of Tukwila Sabey Construction Field Office S:\WORDPROC\FIeId Document Transmittals112000s \12475•C.wpd FIELD DOCUMENT TRANSMITTAL Date: June 1, 2000 Project No.: 8-91M-12475-C Project Name: International Corporate Gateway Park — Building C Project Manager: Ken Sahi Permit No.: • : -01 ° 1 , Daily Field Reports and associated field Attn: Robert Bourdages Attn: Permit #MI98 -0156, D99 -0151 Attn: Mark Velasquez row. a.,rw: .. , n ,�. �..o. - -.v v .,�., -�r� .,.- r,.� > « ,+s N <vr:.�n:.:. a.w r.,.y.,.,.r,..r. ,...arvv+.,q n.., -yr, ., mum z re 0 0 . w J u w w II O ff. 0 H w ` U U. 5 O w z F = OFF" z • AGRA Test Result ENGINEERING GLOBAL SOLUTIONS Report of Compression Test Results Client: SABEY CONSTRUCTION, INC. 101- ELLIOT AVENUE WEST SUITE 400 SEATTLE, WA 98119 Attn: DOUG SHUMACHER Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 4/22/00 Placement: S.O.G. F -B, 2 -5 LINE. Strength (f'c): Required : 3000 psi @ 28 Mix ID: 4852 -A Supplier: STONEWAY Load #: - Truck #: 400 Ticket #: 137179 Plant #: - Batch Size: 10 YDS Water: - Admixture: - Time Batch Time: 6:45 Sample Time: 7:10 Finish Time: 7:30 Spec ID # ID 7706 A B C D Reviewed By Distribution Date Age Date Recd Tested (days) 4/23/00 4/29/00 7 4/23/00 5/20/00 28 4/23/00 5/20/00 28 4/23/00 Break Types -- (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Clie : Yes File: Ye 4 Days Nominal Specimen Size 6x12x0 6x12x0 6x12x0 Producer: Yes Others: Contractor: Actual Specs. Slump (inches) ASTM C -143: 4.5 4t1 Air Content ( %) ASTM C -231: N/A Unit Weight (pcf) ASTM C -138: N/A Concrete Temp. ( °F): 63 50 -90 Remarks: REFERENCE REPORT #76, SET 49. Actual Area (sq in) Report Date: Project #: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Ambient Temp. ( °F): Weather: N/A 28.28 28.27 28.27 Inspector: PHIL FRYBERGER Compressive (lbs) 120130 156600 168390 AGRA Earth & Environmental, Inc. 11335 NE 122nd Way Suite 100 Kirkland, Washington USA 98034 -6918 Tel (425) 820 -4669 May 22, 2000 Fax (425) 821 -3914 8- 91M- 12475 -C INTERNATIONALGATEWAY CORP 12421 PACIFIC HIGHWAY SOUTH N/A KEN SAHI N/A N/A N/A 45 N/A Strength Brk. Type / % of (psi) Cure Req'd 4250 142% 5540 SH 185% 5960 SH 199% HOLD gin• 1t! xvwnrr•ln�Nx:.l.`J'S',Inyj��;�� 00 U) W W . F. W LL W 0 �W Z f.: I- 0 Z H' ui 0 52 U� W ui 0 u. 0 ` ii Z to O z !� AG RA Report of Compression Test Results Client: SABEY CONSTRUCTION, INC. 101- ELLIOT AVENUE WEST SUITE 400 SEATTLE, WA 98119 Attn: DOUG SHUMACHER Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 4/26/00 Placement: FUEL TANK BUNKER WALLS. Strength (Pc): Required : 4000 psi @ 28 Days Time Mix ID: 345163 Supplier: CADMAN Load #: - Truck #: 270 Ticket #: 106409 Plant #: Batch Size: 10 YDS Water: Admixture: Batch Time: Sample Time: Finish Time: Test Result Spec ID # ID 7714 A B C D Break Types -- (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed By ENGINEERING GLOBAL SOLUTIONS Distribution 12:05 1:40 2:00 Date Age Date Recd Tested (days) 4/27/00 5/3/00 7 4/27/00 5/24/00 28 4/27/00 5/24/00 28 4/27/00 iwp.•Go 41' ' • Nominal Specimen Size 6x12x0 6x12x0 6x12x0 Producer: Yes Others: Report Date: Project #: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Contractor: Inspector: LISA ROSS Ambient Temp. ( °F): Weather: N/A Remarks: REFERENCE REPORT #78, SET 50. Actual Area Compressive Strength (sq in) (lbs) (psi) 28.27 127200 4500 28.27 142790 5050 28.27 137750 4870 AGRA Earth & Environmental, Inc. 11335 NE 122nd Way Suite 100 Kirkland, Washington USA 980346918 Tel (425) 820-4669 May 24, 2000 Fax (425) 821 -3914 8- 91M- 12475 -C INTERNATIONALGATEWAY CORP 12421 PACIFIC HIGHWAY SOUTH N/A KEN SAHI N/A N/A N/A Actual Specs. Slump (inches) ASTM C -143: 5.75 6 Air Content ( %) ASTM C -231: N/A Unit Weight (pcf) ASTM C -138: N/A Concrete Temp. ( °F): 69 50 -90 62 N/A Brk. Type/ % of Cure Req'd 112% CSP 126% CSP 122% HOLD Z • Z W , U O 00 N 0 J =; W O 2 u . to _ � W Z Z H. LU W U � O ( L ) :. 0 I— W W H V u O .. Z W O 1— Z Report of Compression Test Results Client: SABEY CONSTRUCTION, INC. 101- ELLIOT AVENUE WEST SUITE 400 SEATTLE, WA 98119 Attn: DOUG SHUMACHER Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 5/2/00 Placement: FUEL TANK BUNKER WALLS. Strength (rc): Required : 4000 psi @ 28 Days Mix ID: 4852 -A Supplier: STONEWAY Load #: - Truck #: 339 Ticket #: 138917 Plant #: - Batch Size: 10 YDS Water: 10 GALS Admixture: - Time Batch Time: 1:45 Sample Time: 3:30 Finish Time: 4:10 Test Result Spec ID # ID 7740 A 5/3/00 B 5/3/00 C 5/3/00 D 5/3/00 Break Types -- (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed By Distribution Clien . File: AGRA ENGINEERING GLOBAL SOLUTIONS Date Date Rec'd Tested 5/9/00 5/30/00 5/30/00 Age (days) 7 28 28 Remarks: REFERENCE REPORT #79, SET 51. Nominal Specimen Size 6x12x0 6x12x0 6x12x0 Producer: Yes Others: 171t191.; Actual Specs. Slump (inches) ASTM C -143: 5.25 6 Air Content (%) ASTM C -231: N/A Unit Weight (pcf) ASTM C -138: N/A Concrete Temp. ( °F): 72 50 -90 Report Date: Project #: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Contractor: Inspector: LISA ROSS Ambient Temp. ( °F): Weather: N/A AGRA Earth & Environmental, Inc. 11335 NE 122nd Way Suite 100 Kirkland, Washington USA 98034-6919 Tel (425) 820 -4669 Fax (425) 821.3914 May 30, 2000 8 -91M- 12475 -C INTERNATIONALGATEWAY CORP 12421 PACIFIC HIGHWAY SOUTH N/A KEN SAHI N/A N/A N/A 60 N/A Actual Area Compressive Strength Brk. Type/ '1. of (sq in) ( /bs) (psi) Cure Req'd 28.28 101100 3570 CSH 89% 28.26 142360 5040 SH 126% 28.26 139770 4950 CSH 124% HOLD •AGRA Report of Compression Test Results Client: SABEY CONSTRUCTION, INC. 101- ELLIOT AVENUE WEST SUITE 400 SEATTLE, WA 98119 Attn: DOUG SHUMACHER Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 5/12/00 Placement: TOPPING SLAB. Strength (f'c): Required : 4500 psi @ 28 Days Mix ID: 345163 Supplier: CADMAN Load #: - Truck #: 208 Ticket #: 111434 Plant #: Batch Size: 10 YDS Water: Admixture: Time Batch Time: 2:30 Sample Time: 2:45 Finish Time: 3:05 Test Result ENGINEERING GLOBAL SOLUTIONS Spec ID # ID 7798 A B C D Date Date Rec'd Tested 5/13/00 5/19/00 5/13/00 5/13/00 5/13/00 Reviewed By Distribution Client: Yes File: Yes i Age Nominal (days) Specimen Size 7 6x12x0 28 28 Producer: Yes Others: Report Date: Project #: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Contractor: Inspector: PHIL FRYBERGER Actual Specs. Slump (inches) ASTM C -143: 5.25 5 Air Content (%) ASTM C -231: N/A Unit Weight (pcf) ASTM C -138: N/A Concrete Temp. ( °F): 63 50 -90 Ambient Temp. ( °F): Weather: N/A Remarks: REFERENCE REPORT #81, SET 52. Actual Area (sq in) Compressive (Ibs) 28.27 118950 Break Types -- (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar AGRA Earth & Environmental, Inc. 11335 NE 122nd Way Suite 100 Kirkland, Washington USA 98034-6918 Tel (425) 820 -4669 May 19, 2000 Fax (425) 821 -3914 8 -91M- 12475 -C INTERNATIONALGATEWAY CORP 12421 PACIFIC HIGHWAY SOUTH N/A KEN SAHI N/A N/A N/A 55 N/A Strength Brk. Type/ % of (psi) Cure Req'd 4210 94% HOLD Z W ce 6 U 0 to W = J F W O. g Q ' P._ ° W Z � Z I - 2 U � W W W'6 - O tii Z U = O Z ' A. Revised Page 4 SUPPLEMENTAL CALCULATIONS FOR FUEL TANK BUNKER RECEIVED CITY OF TUKWILA JUN -92000 PERMIT CENTER POGGEMEYER DESIGN GROUP, INC. NW DIVISION June 2, 2000 PDG JOB #99084 CONTENTS B. Supplemental Calculations C. Soils Report JN 9806 n ri) L9 E t...; , < L JUN 2 2000 L._ REID MIDDLETON ___ ' POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS I exPossocTosinu gemeyer Design Group, Inc Sixth Street South, Suite 202 Kirkland, WA 98033 (425) 827-5995 Fax (425) 828-4850 � POGGEMEYER DESIGN GI‘UP ' CONSULTING ENGINEERS 517 Sixth Street South, Suite 202 • Kirkland, WA 98033 (125) 827.5995 • Fax (425) 828.4850 Mule by M °j Date ,� 9 Oo Job Nu. 95 D8 y Checked by Date Sheet No. 9 Description Job Nalne MAm (r I L 30•.J1Cc;L • A Rw A - 31-1 6//q/co I.' - Pp 15 x 3 01 x 1 (,15ca l ox II ; ( ,5LD 14`x Z `1 K I I . 5a) = 351,5 — PArsitiE £e,�IsTAW e: Sc-o (5,6" 2. �crlt. R �,.xn.T fit} t ut ; � tfv /Z4 ( ( C = 131 Ki So (13 = 1 4.5 - K /j; 9•95Y-429) 1251.05K �eS1s�IIi� _ F?lcT'cw 4- ems 7vt: Sok 7 . NO 13 I = X71 K,Ps / F5 = 271 _ ,2, � C AK /1a9 ,,,, z i QQ g t W V . U No: N w, co w O: ga en H = : Z Z ill U O ff. I wW U' LL r Ll l O z POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by SA .,.. g/ �c>o (( a Job No 990 r/ Checked by Date Sheet No. 3 -r! 0 / Description C ii 06 r'Ul<fu�I�+ r Job Name M � t-t/LZ P lY1_. �Lrnh<. r--;7h: 1 2uC(1 at✓J■n9 .,..+�+� -. re W 0 co 0 W W . 0 Q • ° I— Ili F— 0 Z p . U 0 N 0 F— W W H - — 0 Z ' W ▪ _ z • POGGEMEYER DESIGN GROUP • CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425( 827 -5995 • Fax (425) 828-4850 Made by . • 0,he &Moa Job No. ‘) Checked by Date Sheet No. r ..Jup Description Job Name _ r�LZ P,vrJ�■l'2 Fine rears! G/►gtrv (VII II GO 'Ili I b Cr l IG • I) p F L . rt S V e IC" o c. "I 14- Q 12." O G 7 'y G<<' 17 c' ?L''2 13L ILI.a. ��• �{ „ c e 37 K Ids h ?� jrtu( 1 C /Jir"r� w t u r= .7 4 L -1 St Pi- /7( 7f < / ;1) ,7 3 p ILr' 0 ° 3 (6 ham= I.7( .3 )1- k) rr3 e. '/ 5, G l- b y k / 61'4 /6 t rl /- • r r.dil • POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828-4850 Made by c i7 Date 6 !� / / ( Job No. q� 'J Checked by Date Sheet No < !l SuP Description Job Name 0 Vitall_ ► 7/lt, TruC t< tul go5gp e/(,Y role (' /'1 Ci,rt- k PX _ rid — , ()( IZ) �N6 la; P = Cl )(1/010 7. Sig SS is ✓eri (�t� OI i MC' ni i,vr ft-1 M L ! = S.6 / K yov %os: /t /6 PSI 41 freN►L s s K. (qv A Yit1t /0 wl l/ a 4 .4SL TO IT r<i n(.r -T Cf�C1AGt (6 { �c wA I e 1J- pc iii 11 65 «•t: 0:41 t /NIr'12nc;r v ,rnP 'i4 J��rt✓rmq ,_ .� ,�,,........ Phi Mn = .9AsFy(d-a/2) a=AsFy/.85F'cb u-A 19, ', b= 12 in tig - 71.4114Szfvopt— d= 5.68 in `" 67e• 3" Ci • c • As= 0.47 inA2 Fy= 60 ksi F'c= 4 ksi a= 0.691 in Phi Mn= 135 in-kips 11.3 ft-kips rtu ii.t/c - S op 1 z z re w 00 co 0 cow LU • LL w 0 . g =1* u_ <, w z o Z 1: w 0, CI c o 0 — I—' W u jI I li. re; . .z w o FAX (425) 747 -8561 Sabey Corporation 101 Elliott Avenue West, Suite 330 . Seattle, Washington 98119 -4220 Attention: Haynes Lund Subject: Preliminary Geotechnical Engineering Study Proposed Pacific View Office Park 12421 Pacific Highway South Tukwila, Washington Dear Mr. Lund: RECEOFFM) I /I? t; 199Et 7,L•LvON- BOURDAGES, INC., P.S. JN 98063 We are pleased to present this preliminary geotechnical engineering report for the proposed office complex to be constructed along Pacific Highway South in Tukwila, Washington. The scope of our work consisted of exploring site surface and subsurface conditions, and then developing this report to provide recommendations for general earthwork, and design criteria for foundations and retaining walls. You authorized our work by accepting our confirming proposal dated February 16, 1998. The subsurface conditions of the proposed building site were explored with seven test pits and eight borings that encountered a variable thickness of fill and loose soils overlying glacially - compressed soils. Conventional footings can be used for the buildings where the excavation will be close to the glacially- compressed soils. Augercast piers should be planned in areas of deeper fill and for the western extensions of the buildings over the garage wall backfill. The marginal stability of the steep slopes, and the possibility of future slope movement, must be considered in the site configuration and final grading. The on -site soils are not acceptable for reuse as structural fill or wall backfill, which will require importing of most fill. The site soils are sensitive to moisture, which will make wet weather grading more costly and difficult. The attached report contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, or if we can be of further assistance during the design and construction phases of this project. MRM: alt Respectfully submitted, GEOTECH CONSULTANTS, INC. Marc R. McGinnis, P.E. Absociate z Z re 2 3 00 u, 0 co ill F- � w 0 tl Q. _° z I- U 0— CI I-- I - ui U P 1— z . PRELIMINARY GEOTECHNICAL ENGINEERING STUDY Proposed Pacific View Office Park 12421 Pacific Highway South Tukwila, Washington This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed office complex in Tukwila. The Vicinity Map, Plate 1, illustrates the general location of the site. We were provided with Sheets CO and SK8 -1 dated February 13 and 10, 1998, respectively. These plans were developed by the Sabey Corporation Architecture Group. The provided plans showed the property dimensions, existing topography on 5 -foot contours, the location of existing structures, and the location and finish floor elevations for the proposed buildings. We anticipate that the site will be developed with four office buildings, each of which will have three floors of tenant space. Beneath the middle two buildings (Buildings B and C) will be a daylight basement parking garage. The northern building (Building D) is to have a daylight basement garage and one more floor of parking beneath the three floors of office space. Paved, on -grade parking will cover most of the remainder of the property. No parking is indicated west of the southern building (Building A), where the building will be cut into the toe of a steep slope. No final grades for the parking areas were available at the time of this report. However, cuts into the toe of the western slope appear likely for construction of the parking west of proposed Buildings B, C, and D. We understand that the configuration of the buildings and pavement areas, as well as final site grading, are still being evaluated, with possible modification from what was indicated on the plans that were provided. Surface SITE CONDITIONS The site is a long, relatively- narrow property that abuts the western edge of Pacific Highway South. At the time of this study, the property was developed with several structures and was being used by Valley Truck and Equipment. This business has an address of 12421 Pacific Highway South. Two of the existing buildings are metal structures located west of proposed Building B, and inside the footprint of proposed Building A. A one -story woodframe office for the business is situated immediately east of the southern metal building. On the northeastern portion of the site is a small sanitary sewer lift station, with several manholes around it. This lift station is operated by the ValVue Sewer District. While not indicated on the provided plans, we understand from discussion with sewer district personnel that the inlet pipe for this lift station crosses onto the site from Pacific Highway South over 100 feet south of the lift station. The outlet pipe generally follows the north property line, extending up the slope toward the west. We understand that all, or a portion, of the sewer system located on the property will be moved or reconfigured in the near future, but possibly not before starting the proposed office complex. It is our understanding that a gas station may once have existed on the site along Pacific Highway South, in the southern portion of the property east of proposed Building B. The property has obviously undergone significant regrading in the past. The ground surface generally slopes down toward the northeast to Pacific Highway South. Three benches have been G[ O'['fsCll CONSULTAN'T'S, INC Sabey Corporation March 16, 1998 constructed on the northern approximately two - thirds of the property. These benched areas provide access and parking for trucks and equipment that are being sold and repaired. Between the lower two benches is a short slope having a height of 5 to 10 feet. Between the upper two benches is a taller slope having a height of 25 to 30 feet and an inclination of 60 to 70 percent. These slopes appear to have been constructed by filling. West of the upper bench, the ground slopes steeply up to the adjacent western property, which is developed with an apartment complex. This slope is covered with small- to moderate -sized deciduous trees. Several shallow ditches have been cut across this slope to carry surface water, in addition to seepage that exits the slope. In the ditch that crosses the southwestern corner of the site, we observed loose, silty sand and fractured silt overlying glacial till and glacially- compressed silt. The ground surface on the southeastern portion of the site, where the existing office is located, slopes gently down to the edge of Pacific Highway South. This area is covered with asphalt and provides access to the property. The site grade rises above Pacific Highway South over the northern approximately one -half of the property. Near the sewer lift station at the northeast property corner, the slope down to Pacific Highway South from the eastern property line is approximately 15 to 20 feet tall and has an inclination of 50 to 60 percent. History of Slope Instability on Site Subsurface JN 98063 Page 2 In 1988, a large landslide affected the northern end of the site, extending upslope onto the adjacent western apartment property. We have been provided with a copy of documents prepared previously by Associated Earth Sciences (AES) and GeoEngineers related to the investigation and repair of this landslide. Based on this information, it appears that a large slump occurred on the steep slope northwest of proposed Building D. The headscarp of this landslide was located approximately 70 feet west of the western property line. Test borings conducted by AES in the slide mass found up to 20 feet of slide debris overlying glacially - compressed silt. An inclinometer installed in the upper portion of the slide found that the slope movement extended to a depth of 15 feet. Two borings (EB -4 and EB -5) were drilled at the base of the slide mass, on the northern end of the upper bench of the site. Stabilization of this landslide consisted of constructing a large concrete rubble buttress at the toe of the slide, with unclassified fill being placed upslope of the buttress to create a final slope of approximately 40 percent. The buttress and this regraded area are still visible. As a part of this slope stabilization, the slope between the upper and middle benches had to be regraded, with a smaller buttress constructed at the toe of this regraded slope in the northern end of proposed Building D. During the course of our site visits, we have observed indications of previous smaller landslides and slope movement elsewhere on the site. The topography on the western slopes above the upper bench is hummocky, and some older tension cracks and scarps were observed. In the vicinity of proposed Building A, there are several small slides at the toe of the slope that have been buttressed with rock fills. In the northern end of the site is a shallow ravine. Downslope of this ravine is a mound of soil that has either resulted from past slope movement or from erosion of soil in the ravine. The subsurface conditions were explored by excavating seven test pits and drilling eight borings at the approximate locations shown on the Site Exploration Plan, Plate 2. The field exploration GEOTEC11 CONSULTANTS, INC. z w !r te 0 U 0 w J H (0 L u j j . (1) d. � Z = F- 0 Z rr. Ill Ili �o U O =: o� W I I-� LL O w z . U 1— z Sabey Corporation March 16, 1998 GEOTECI I CONSUI.TAN'IS, INC. .. � .. JN 98063 Page 3 •-) program was based upon the proposed construction and required . design criteria, the site topography and access, the subsurface conditions revealed during excavation and drilling, the scope of work outlined in our proposal, and on time and budget constraints. The test pits were excavated on February 18, 1998 with a tracked excavator. A geotechnical z engineer from our staff observed the excavation process, logged the test pits, and obtained i z • representative samples of the soil encountered. "Grab" samples of selected subsurface soil were re w collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 6 m through 6. o CD 0 0 The borings were drilled on February 16 and 17, 1998, using a truck - mounted, hollow -stem auger CO drill. Samples were taken at 5 -foot intervals with a standard penetration sampler. This split -spoon co w sampler, which has a 2 -inch outside diameter, is driven into the soil with a 140 -pound hammer 0 falling 30 inches. The number of blows required to advance the sampler a given distance is an indication of the soil density or consistency. A geotechnical engineer from our staff observed the IL drilling process, logged the test borings, and obtained representative samples of the soil = a encountered. The Test Boring Logs are attached as Plates 7 through 14. I— _ ? I— Generally, the explorations conducted on the site encountered a varying thickness of loose fill or w o . colluvium overlying dense, glacially- compressed silts. Colluvium is soil that has been deposited by g n erosion or sloughing from the slopes above. Thorough visual evaluation of the samples of glacially- D ca o compressed silts that were retrieved showed no indications of significant fracturing or disturbed 0 cl D z ones. Slickensides resulting from either stress relief or small slope movement after the glaciers w w receded were noted in some of the samples. Several of the explorations (B -1, B -2, and B -5) found x 0 remnants of glacial till, a glacially- compressed mixture of gravel, silt, and sand, overlying the dense u- 0 silts. Boring 3, which was drilled on the eastern side of proposed Building B, revealed loose to iii z medium -dense fill to the 17 -foot depth of the boring. This fill is apparently the result of backfilling 1 an excavation for removal of underground storage tanks associated with a previous gas station. z ~ Test Pits 3, 4, and 5, excavated in the western portions of proposed Buildings C and D, and in the north end of the site, found fill and unsuitable native soils to the maximum depth of 10 to 13.5 feet that could be explored. Explorations conducted near the toe of the western slope, south of Building D, found several feet of loose fill overlying dense silt. Test Pits 4 and 5, and Borings EB -4 and EB -5 conducted by AES, revealed upwards of 10 feet of old landslide debris overlying dense silt. As discussed previously, borings conducted in the landslide mass northwest of proposed Building D encountered upwards of 20 feet of old slide debris over the glacially- compressed silt. Based on the results of the borings, and our, observations of the soil exposures on the southern portion of the site, it appears that the depth of old landslide debris is greatest on the northern approximately one -half of the property. For clarity, the soil conditions encountered in the explorations are summarized as follows for each of the four buildings: Building A: Up to 4 feet of loose fill or colluvium was encountered overlying dense silt or glacial till. Building B: Test Pit 7, excavated near the northwest building corner, found approximately 5 feet of fill overlying dense silt. The boring drilled east of the building found fill to a depth of 17 feet without encountering competent, native soils. JN 98063 Page 4 Based on our observations, and the results of the explorations, the proposed development appears feasible from a geotechnical engineering standpoint. Because the final site configuration and grading are still not finalized, the conclusions and recommendations of this report should be considered preliminary. Conventional foundations bearing on the glacial till or dense silt can be used to support a majority of proposed Buildings A, C, and D. Overexcavation will likely be necessary to expose competent soils in portions of these buildings. If these overexcavations are backfilled with lean concrete, instead of structural fill, the higher allowable bearing pressure recommended below can be used for the foundation design. Due to the depth of unsuitable fill encountered by Boring 3 in proposed Building B, it does not appear that overexcavation to expose competent soils will be feasible for this structure. Therefore, we recommend that deep foundations be planned for this building. However, if competent soils are encountered in a majority of this building excavation at the time of the ,.,�.,.... ,. ,.... ,,..... _ .. .... . ��' fICnV5(11 Tf� I ti Sabey Corporation March 16, 1998 anticipated, requiring periodic maintenance, regrading, and revegetation of the slopes. The majority of the steep slope lies on the upslope apartment complex's property, so slope maintenance would likely be conducted in cooperation with the adjacent western property owner. The parking area east of proposed Buildings C and D will extend close to the crest of the steep slope that drops to Pacific Highway South. Soil movement on this slope is possible in the future, but the slope appears to lie entirely on Washington Department of Transportation (WSDOT) property. This would indicate that maintenance of the slope, and repair of landslides, would likely be mainly their responsibility. However, the proposed_prpject must not increase the potential for movement on this slope. Paving the area above the slope, and directing collected surface water to a storm sewer, will have some positive effects on the stability of this slope. No fill or debris should be placed on, or above this slope. The parking lot grading must account for this. •Disturbance of the steep slope, and the existing vegetation, must be avoided. Catchbasins and storm sewer pipes, and other utilities, should be moved as far from the crest of this northeastern slope as possible. This reduces the potential for leaks and damage in the event of slope movement. The recommendations of this report are not intended to protect the proposed structures from damage due to falling trees. Attempting to incorporate mitigation for this hazard into the buildings would be very difficult. Wherever possible, sickly or undermined trees should be cut down, and their roots left in place, to reduce the hazard. Water from the existing ditches that extend down the western slope will need to be collected and directed to an appropriate stormwater outfall. This water is originating from groundwater, and from surface runoff from the upslope property. A swale with catchbasins incorporated into it should be constructed upslope of the retaining structures that will be constructed below the western toe. This will collect other surface runoff not intercepted by the existing ditches. Proper drainage will be important behind the below -grade building walls to reduce the potential for future seepage. Free - draining, imported granular fill should be used as backfill. The silty, on -site soils are not ar:ceptahlP fnruse as walLbact.filL Performance of all subsurface drainage systems will degrade over time. Therefore, as a minimum, waterproofing should be used for below -grade areas that will be occupied, or for areas that will serve as mechanical, electrical, or storage spaces. The silt encountered in our explorations was originally deposited as lake sediment before being glacially consolidated. These deposits usually contain bedding planes that are often not horizontal. Bedding that dips down into an excavation can sometimes cause localized soil failures in the excavation face. Flatter, temporarily cut slopes, shoring, or buttressing of cut slopes may be necessary, depending on the bedding encountered during excavation. Our personnel can assist with remedial procedures, if the bedding becomes a significant consideration during excavation. The on -site soils_will nal suitable for reuse as structural fill or wall backfill due to their high silt and moisture contents. Imported granular fill should be planned, including for utility trench backfill in pavement or slab areas. Grading and earthwork on this site will certainly be more costly and difficult during wet weather, as the on -site soils are highly sensitive to moisture. Excavated footing subgrades should be protected with a thin (3 to 4 inches) layer of crushed rock or lean concrete to protect them from disturbance during placement of forms and reinforcement for the foundations. All disturbed and softened soils would need to be removed prior to pouring concrete, which can be a difficult process once the reinforcing steel is in place. JN 98063 Page 6 Sabey Corporation March 16, 1998 JN 98063 Page 7 The silty subgrade soils will soften easily under pavements unless gravelly imported fill is placed beneath pavement sections. Qeneral ► c1 inches_of structural fill should be pla nned bene • avement sections in • arkin• and li• ht traffic area., At least 12 inches of imported structural fill should be used in_h�a s traffic areas, such as main entrances and drivelanes, and around dumpsters and other possible areas of truck traffic. Geotech Consultants, Inc. should be involved in the design of site retaining structures once the sit grading has been finalized. We should also be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. Conventional Foundations Conventional footings to support the proposed buildings must bear on undisturbed, glacial till or dense silt, or on imported, granular structural fill placed above these competent, native soils. Footings bearing on structural fill will need to be designed for a lower allowable bearing pressure. See the later sub - section entitled General Earthwork and Structural Fill for recommendations regarding the placement and compaction of structural fill beneath structures. We recommend that continuous and individual spread footings have minimum widths of 16 and 24 inches, respectively. They should be bottomed at least 12 inches below the lowest adjacent finish ground surface for frost protection. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. Overexcavation will likely be required below portions of the foundations in each building to expose competent, native soil. Unless lean concrete is used to fill an overexcavated hole, the overexcavation must be at least as wide at the bottom as the sum of the depth of the overexcavation and the footing width. For example, an overexcavation extending 2 feet below the bottom of a 3- foot -wide footing must be at least 5 feet wide at the base of the excavation. If lean concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing. The following allowable bearing pressures are appropriate for footings constructed according to the above recommendations: Bearing Condition Bearing directly,'eron lean concreteAbove competent native soil Supported on structural fill placed above competent native soil 1 5,000 psf 3,000 psf Where: (i) ps( is pounds per square foot. GEOTGCI I coNsul :J'ANTs, INC. Allowable Bearing Pressure Sabey Corporation March 16, 1998 A one -third increase in the above design bearing pressures may be used when considering short - term wind or seismic loads. For the above design criteria, it is anticipated that the total post - construction settlement of footings founded on competent, native soil, or on structural fill up to 5 feet in thickness, will be less than two- thirds of an inch, with differential settlements on the order of one -half inch in a distance of 50 feet along a continuous footing. Larger differential settlements could occur where more than 5 feet of structural fill is used beneath foundations. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or surrounded by level, structural fill. We recommend using the following design values for the foundation's resistance to lateral loading: Augercast Concrete Piers . Parameter Coefficient of Friction Passive Earth Pressure 0.40 300 pcf Where: (i) pcf Is pounds per cubic foot, and (ii) passive earth pressure Is computed using the equivalent fluid density. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above design values. Drilled piers should be used to support the buildings in areas of deep fill, such as beneath proposed Building B, or where the western sides of the buildings will extend over backfill for the parking garage walls. These piers should be constructed using augercast methods, which allows pier installation where caving soils or groundwater are present. Augercast piers are installed using continuous flight, hollow -stem auger equipment. Concrete grout must be pumped continuously through the auger as it is withdrawn. We recommend that augercast piers be installed by an experienced contractor who is familiar with the anticipated subsurface conditions. An allowable compressive capacity of 40 tons can be attained by installing a 16- inch - diameter, augercast concrete pier at least 10 feet into dense, native soil. For 15 feet of embedment, an allowable capacity of 50 tons is appropriate. For transient loading, such as wind or seismic loads, the allowable pier capacity may be increased by one - third. We can provide design criteria for different pier diameters and embedment lengths, if greater capacities are required. The minimum center -to- center pier spacing should be three times the pier diameter. We estimate that the total settlement of single piers installed as described above will be on the order of one -half inch. Most of this settlement should occur during the construction phase as the dead loads are applied. The remaining post- construction settlement would be realized as the live - loads are applied. We estimate that differential settlements over any portion of the structures should be less than about one- quarter inch. Ci ?OTECI I CnNSI II 'IANTS. IN(' � Design Value JN 98063 Page 8 *+ * M°' 8}'^' H+ tpM# ?'3°. µ' t�4'. �k' l° AC'', S91tR." �9.;` Wf 4S5? K?i'+ 7S?'!_' t rrs. .. �.? �r+ wr...^•,. r.:^ at ':f'.^7,.c^".. «,,, n..- .�. »w. ..�., ..,... .»....,....�.,,....., ............- ...,.,,......w« z w r: I 00 0 y 0 . W J � N LI- iO . u. rn � _ Fw Z � z rr ILI w U O ( '. 0 t— w w L I O ..z w U _co O H z Sabey Corporation March 16, 1998 The values given above are to be used to design permanent foundation and retaining walls only. The passive pressure given is appropriate for the depth of level, structural fill placed in front of a retaining or foundation wall only. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values to design the walls. The design values given above do not include the effects of any hydrostatic pressures-behind the walls and assume that no surc slopes or `o ats, such as vehicles, will be placed behind the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Also, if sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The wall design criteria assume that the backfill will be well- compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand - operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. Retaining Wall Backfill Parameter Design Value Active Earth Pressure • ; 40 pcf Passive Earth Pressure Coefficient of Friction Soil Unit Weight 300 pcf i 0.40 130 pcf Where: (I) pcf Is pounds per cubic foot, and (ii) active and passive earth pressures are computed using the equivalent fluid pressures. • For a restrained wall that cannot deflect at least 0.002 times Its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. Backfill placed behind retaining or foundation walls should be coarse, free - draining, structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. The silty, on -site soils are not free - draining and should not be used for retaining wall backfill. Additionally, due to their low compacted strengths, the on -site soils would exert a much higher lateral load on the walls than is recommended above4 The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build -up of hydrostatic pressure behind the nm.1.17f li CflNCI II TANI:S. INC ' »t +T!akP7k'M 11 .. AYWetp yanWNt r s 4nrw .re. ................. ....._ .... ....,......_.. , JN 98063 Page 10 LEVEL z � ▪ Z c‘W 6 U O • W W = CO H W 0 LL. 2 ? . a W z � I— O Z U c O - Df W ti O .z w U N = O l— z Sabey Corporation March 16, 1998 JN 98063 Page 11 wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. The sub - section entitled General Earthwork and Structural Fill contains recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above recommendations are not intended to waterproof the below - grade walls. If some seepage through the walls or moist conditions are not acceptable, damp - proofing or waterproofing should be provided. This could include limiting cold- joints and wall penetrations, and possibly using bentonite panels or membranes on the outside of the walls. Applying a thin coat of asphalt emulsion is not considered waterproofing, but it will only help to prevent moisture, generated from water vapor or capillary action, from seeping through the concrete. Excavations and Slopes Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Based upon Washington Administrative Code (WAC) 296, Part N, the soil type at the subject site would generally be classified as Type C. Therefore, temporary cut slopes should not be excavated at an incl' i . 'o>< - - • - • an 1.5"_1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. Due to the loose, occasionally wet condition of the near - surface soils, and the likely presence of inclined bedding or fracture planes in the glacially - compressed silts, it is likely that additional measures may be necessary to provide stable temporary cut slopes in some areas. These measures could consist of flatter cut slopes, shoring, or constructing rock buttresses. The above recommended temporary slope recommendations are based on what has been successful at other sites with similar soil conditions. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. All permanent cuts into the near - surface, loose native soil should be inclined no steeper than 2.5:1 (H:V). In areas of excessively poor soil, it may be necessary to use flatter permanent slopes, or to reconstruct and buttress the cut slope using quarry spalls or a similar fill material Fill slopes constructed of imported granular fill should not be constructed with an inclination greater than 2:1 (H:V). To reduce the potential for shallow sloughing, fill must be compacted to the face of these slopes. This could be accomplished by overbuilding the compacted fill and then trimming it back to its final inclination. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. Also, all permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. 1 cr:O I FCI I c:•(1\SI IITAN"1'S, INC. z w 6 —JU 0 co LLI J = r— � w II o - 0 I w W L I O .. z ' = O F' z ' Sabey Corporation March 16, 1998 Drainage Considerations JN 98063 Page 12 We recommend the use of footing drains at the base of all perimeter footings and at the base of all backfilled, earth- retaining walls. These drains should be surrounded by at least 6 inches of 1 -inch- minus, washed rock and then wrapped in non - woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least as low as E-- the bottom of the footing, and it should be sloped for drainage. Drainage should also be provided inside the footprint of a structure, where (1) a crawl space will slope or be lower than the surrounding ground surface, (2) an excavation encounters significant seepage, or (3) an excavation for a building will be close to the expected high groundwater elevations. We can provide recommendations for interior drains, should they become necessary, during excavation and foundation construction. All roof and surface water drains must be kept separate from the foundation drain system. A typical drain detail is attached to this report as Plate 15. For the best long -term performance, perforated PVC pipe is recommended for all subsurface drains. Groundwater was observed during our field work. If seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to buildings should slope away at least 2 percent, except where the area is paved. Water from roof, storm water, and foundation drains should not be discharged onto slopes; it should be tightlined to a suitable outfall located away from any slopes. General Earthwork and Structural Fill All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. The stripped or removed materials should not be mixed_with any materials to be used as structural fill, but they could be used in non - structural areas, such as landscape beds. Structural fill is defined as any fill placed under a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not compacted to specifications, it can be recompacted before another lift is placed. This eliminates vap;✓�M1* tc1Y1Fii'."FT .. K3W.r.I 1iMq?mrr;))') GI:OTl:C11 CONSULTANTS, INC. the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: Sabey Corporation March 16, 1998 Location of Fill Placement Beneath footings, slabs } 95% or walkways Behind retaining walls j 90% Beneath pavements Minimum Relative Compaction 1 95% for upper 12 inches of 1 subgrade; 90% below that i— level Where: Minimum Relative Compaction Is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557 -78 (Modified Proctor). The on -site soils are not suitable for reuse as structural fill due to their high silt and moisture contents. Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three - quarter -inch sieve. LIMITATIONS JN 98063 Page 13 The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil encountered in the test pits and borings is representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test pits and borings. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. The recommendations presented in this report are directed toward the protection of only the proposed structures from damage due to slope movement. Predicting the effects of development on the stability of slopes is an inexact and imperfect science that is currently based mostly on the past behavior of slopes with similar characteristics. Landslides and soil movement can occur on steep slopes before, during, or after the development of property. The owner must ultimately accept the possibility that slope movement could occur, resulting in possible loss of ground or damage to the facilities around the proposed building. This report has been prepared for the exclusive use of Sabey Corporation, and its representatives, for specific application to this project and site. Our recommendations and conclusions are based on observed site materials, and selective laboratory testing and engineering analyses. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No GI :OTI:CI' CONSULTANTS, INC. .@ t? Mk'° tn�:+? F�1.' T�ftdgvats. 'znrw,nc5:??$YttWxVr`a " -_ Sabey Corporation March 16, 1998 warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. We recommend including this report, in its entirety, in the . project contract documents so the contractor may be aware of our findings. ADDITIONAL SERVICES Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 - 6 Test Pit Logs Plates 7 -14 Boring Logs Plate 15 Footing Drain Detail Attachments Previous Boring Logs nrn•rrr11 rnn,ci n •rn"! I pqr ' JN 98063 Page 14 MRM /JRF: alt Respectfully submitted, GEOTECH CONSULTANTS, INC. I EXPIRES 19 / 25 17 I Marc R. McGinnis, P.E. Associate i t-aci"/ James R. Finley, P.E. Principal If z w 0o w o: w w, J F; w 0; = a F— w z �. 20 0 w, 0 '1 0 I- w U _ w z: z •1 s /MAIMS sr ) x kV! •v2: • A to - I tsste 1 1 '; AUG sp •- •1 •••■ IIItflFL S 112 ST c. • RIVER TON . .6. 4 * GENERAL 4 ,, ••• c o:5 t4 ME1 t 1 ' ; x " S 13 0 x 131T/I ST > 4 ST 4 r/ it s•-• rs.s. 13 S 144TH M ST 5T T 5 135TH ST 136TH 136TH k \ \ SiSTII ST S .7 . • )1 sr I , ___ _ ..-._._.-. :,. 1p — — ________L../ A rlinr i - s 1 --•\ I. vr. . .:. i ,..--. '. - 1 5011-1 ST .t. I a& ...„ T I sts RC • S. :73 \ \ •■■...... x. a. - 9,, 4 1 1 . ,. 4 S 1:3:S i 0 s , T stres Ig S ICI .TII s man a i . 1 '" 7 H ST 40111 S 145TH 51 GEOTECH CONSULTANTS . \\: \ so• RD SBOElU s ;.;■1 7 H S 5 Rillresr - u) xi 1, S 10 1 H T geAfi'viri '' si‘ \ :i s• , I 0 E . t 1. 4 F ::1 T r,,TI :I' c ...,G, ,.. IBRITA \ S < s I s7 • i A / 7 / ... .I1.; • „ ‘ - 4 i.., 75 T, V S AooSs). Is ... \ 7 1101301 S. i of i V 7 3 11.GRI: ti 4 , st 1 s sotto z ST v C 0 0 S las ST S S t I 1S T11/11111.:1 ST 5 ENV-54> ‘t. S Oi o:." • of. ,to Sr VICINITY MAP 12421 PACIFIC HIGHWAY SOUTH TUKWILA, WA Job No.' 08003 Oolee MARCH 1008 Plot, p111 ,1_,,,..)7...sonTrsoioxa.TATT's"..”7 0014. MM 51 AVP" , ""'G' 51 Wt 5 r , "*Ge . "'TVVIr'n , ‘'' . .'"'7!?' 1 " 5 '1"VETT..1TTvEse, r ,,,,,-••••••,,,,-..,...••- .....„-.••••••••••••••••••••••••••-•:, ••••,•••• II- Z ILl ce 2 —I 0 00 u) w WI CO U. l a 0 g u. < I— Ill Z I— 0 Z 111 w Dc C.) 0 2 o u l I u_ g z Lu 0 P 0 1 \w \ \ \ \ \ \\ \ N \�� \\ m \ \ \\ m \ \ \\ \\ \ \ \ \ \ \ \ \ \ \ Co \ \ \ \ ! Ia \ —0 \ \ \ m \ \ . \. \. \ \ \ N \ \ \ . - . \ 1 \ \\ it \ \ \ 1, \ 'Q \ \ \ \ \ 1 \ \ \\ \ \ 1 \,-gy m 1\� \I t t 'a \I t \ \ > 1\ \ \ 1 t \ \ r — \ \ _J � 1 co ' ( n _DI . \ 1 ' 1 t— 1 \ 1 �O \ I I M j N 0 z w J .w 0 < 2 co v 0 0. �' O O 0 co o • a. •a a a w < < • \ •� \ \ N \ \ \ \ \\ \\ ` \ \ \„ \`. \ \ \o 0 ED ~1.1 •1 i �A 'r l � :7 / /' ' .7 / / TP -4 / / / / / / i / _ / B - 5 4 � J � •- TP - 3 7'i � � ATP -2- iiI '7 7 - / B /� / / ' /. ...7 / / ,r .i i. 7 / — — .�' 1 ...7 7 I / BLDG B / 4 B -3 TP -7 / / / LEGEND: / r I I EXISTING BUILDINGS • S GEOTECH CONSULTANTS / .7 / 7' ...7 / - 1 I / / /' -,--, -, - - 'g TP -5 / , 7 Ufa �. � �'' EB - S� -, � .7 ,,, ® EB . 4 7 ) j 1.7-',7 te a. .— — I / , ../.. 7 . J 7 , / .7 7 / — 7 / PROPOSED BUILDINGS B -7 1 Olt APPROXIMATE TEST PIT LOCATIONS FOR CURRENT STUDY • APPROXIMATE BORING LOCATIONS FOR CURRENT STUDY APPROXIMATE BORING LOCATIONS BY ASSOCIATED EARTH SCIENCES (MAY 1998) SITE 'EXPLORATION PLAN 12421 PACIFIC.:HIGHWAYi, SOUTH �:r WA k� M _DaJi�i;±x!FSYt:.o,:�,� K.Seil�f,s •; y MARCH'1968 'III: r ... K•• vAlKt�.Sk.OW�74�rIL3�A'�f''Y :'MV1rr T+;�Vf1►:�V:1i ::; �•i Note •. k-.C 2 ; z � re W UO: coo: WW J Nu. W O u- Q W z � 1=0 W I- DO U . O- WW z W • = z 10 1 5 10 15 ` �� A O% A Q A lt* A e, g ee 7 ms .SP �s NES NES 5— FRES MEI TEST PiT 1 Dark brown SAND and SILT, with organics, wet, soft Description Brown, sandy SILT, very moist, soft to medium -stiff (Colluvium) . Brown SILT, with some gravel, moist, dense to very dense • Test Pit was terminated at 8 feet on February 18,1998. • Moderate groundwater seepage was observed at 2.5 feet during excavation. • Caving was observed from top to 2.6 foot during excavation. TEST PIT 2 (�. Gray SILT, low plasticity, moist, very dense Description FILL Crushed concrete with organics (FILL) Brown, slightly sandy SILT, low plasticity, moist, very dense • Tost Pit was terminated at 5 feet on February 18, 1998. • No groundwater seepage was observed during excavation. • No caving was observed during excavation. TEST PIT LOG 12421 Pacific Highway South Tukwila, Washington Job No: 'Date: i Logged by: 'Plate: I 98063 February 19981 DBG 3 { • z is r4 U - 0 . N 0 : CO I J H W g Q` 22 a = W ' z � i-0 Z t- 0 0 U 0 I-- Wa Z U 0 z 1 10 4,0'04* \e , p CP WIN NMI INN 15— Mal O MB NMI 15— /AO , c fr FILL Brown SAND and SILT, with organics (FILL) FILL FILL Dark gray, sandy SILT, with some gravel and organics, soft to medium-stiff (FILL or Colluvlum) FILL FILL TEST PIT 3 Brown SILT, very moist to wet, soft (FILL) Description, • Test Plt was terminated at 10 feet on February 18, 1998. • No groundwater seepage was observed during excavation. • Caving was observed during excavation. TEST PIT 4 • Test Plt was terminated at 13.5 foot on February 18, 1998. • No groundwater seepage was observed during excavation. • Minor caving was observed during excavation. Description Brown -gray, sandy SILT with some gravel, very moist, soft (FILL) Dark gray, sandy SILT, with organics and logs, soft (FILL or Slide Debris) TEST PIT LOG 12421 Pacific Highway South Tukwila, Washington ob rNo: I Date: 'Logged by: 1Ptate: 98063 February 1998 DBG 4 ..... ., 4 f� two i 10 5 10 Man 15 TEST PIT 6 ION ONO MIN mar 15 M FILL II TEST PIT 5 Concrete rubble, with brown, sandy SILT (FILL) FILL Brown -gray, sandy SILT, with organics, moist to very moist, medium-stiff (Slide Debris) - 6 foot diameter log encountered Dark brown, organic SILT to PEAT Description • Toat Plt was terminated at 12 feet on February 18,1998. • No groundwater seepage was observed during excavation. • No caving was observed during excavation. FILL - hydrocarbon odor Brown SILT, low plasticity, moist, very dense Description Crushed rock and cobbles, with brown, silty SAND (FILL) Dark brown to gray, silty SAND, with some gravel, wet, medium -dense (FILL) • Test Pit was terminated at 7.5 feet on February 18, 1998. • No groundwater seepage was observed during excavation. • No caving was observed during excavation. TEST PIT LOG 12421 Pacific Highway South Tukwila, Washington ' Job No: 98063 I Date: I Logged by: Pate: February 1998 DBG 6 10 Imme WWI N MI 15- FILL TEST PIT 7 Brown SAND and SILT, with wood debris, moist, medlum-dense (FILL) Brown SILT, low plasticity, moist, very dense • Test Pit was terminated at 7 feet on February 18, 1998. • Minor groundwater seepage was observed at 5 feet during excavation. • No caving was observed during excavation. GEOTECH CONSULTANTS, INC. Description. TEST PIT LOG 12421 Pacific Highway South Tukwila, Washington Job No: t Date: 'Logged by: tPlate: I 98063 I February 1998 DBG 6 1 z 1 W ' . U CO W = J am` W O. LL -J co 3 ` a I— _ Z I— 0 Z I- W � o; O N: T W i IL5 O z' W co 0 t-- z I Job No: 98063 'Date: February 1998 'Logged by: DBG I Plate: 7 10 15 20 25 30 35 40 PEN IMO Ma ■■1 P IM MN% PEN 70 75/6" 65/6" 95 75/11" ri SM III ML BORING I Brown, gravelly, silty SAND, moist, very dense (Glacial Till) Gray SILT, low plasticity, massive, moist, very dense • Boring was drilled to 26 feet on February 16, 1998. • No groundwater seepage was encountered during drilling. , Description . BORING LOG 12421 Pacific Highway South Tukwila, Washington z 1 ._ z 0 0 (0 CI co CD IL u j 0 7-1 UJ cn I a I— al Z F- 1— ui 2 3 D 0 1— LL1 u j I ( 3 1- - IL. 1 6 z 0 1- z 10 15 20 25 30 35 MEM MEI NINO ION MOM W EI 40-- 23.0% 80/11" 78 80 82 75/6" M SM GEOTECH CONSULTANTS, INC. BORING 2 Description . Gray, gravelly, silty SAND, moist, very dense (Glacial Till) Tan to gray, clayey SILT, with occasional slickensides, moist, hard LL= 37.1, PI =14.1 - becomes sandy, non - plastic, very dense • Boring was drilled to 30.5 feet on February 16,1998. • No groundwater seepage was encountered during drilling. BORING LOG 12421 Pacific Highway South Tukwila, Washington I Job No: I Dale: !togged b}: I Plate: 98063 February 1998 DBG 8 • W 6 -I C..) 0 0 N 0 CO W W =. W 0; u- Q co 0 I v z I- z t— 2 D . D O 0 H UJ I O . z F- 2 O ff ' z 10 15 20 25 30 35 40 o� ♦� IQ d e t Mal 9 18 59 FILL - hydrocarbon odor - becomes very gravelly BORING 3 Dark brown to gray, gravelly, silty SAND, with some wood debris, wet, loose to medium -dense (FILL) • Boring was drilled to 17 feet on February 16,1998. • Water Igvel measured In monitoring well on February 18, 1998 at 4.5 feet. Description, BORING LOG 12421 Pacific Highway South Tukwila, Washington IJob No: [Date: 'Logged by :: IPlato: 98063 February 1998 DBG 9 Z 1Z re 00 rn o W W J W U- Q . rn a . = W Z I-- 0 Z U 0 — ' I-. WW I H U . O Z U = O z 5 10 15 20 25 30 35 40 o� a� a , , 6 `o �y to o ,1 9 �y`� 11y� 4� OMNI INN NMI NMI INN IMMO NMI N INO O WN MOO IMMO MEI WWI INN 24.0% 85/10" 80 74 80 50/6" 50/4" 1 2 3 4 6 8 5 ID N ML - becomes gray LL= 38.8, P1 =14.8 - becomes wet -. -. J0 O W = . co = Z �. I- 0 Z ~' U • � O N. 0 I— ul Z. W 0 ▪ F " z • 10 15 20 25 30 35 O MNI o � A 6 6 5 9e .� 4 �5G5 N MI FEW PIO MIN 40— 23.5% 23.3% 86 50/6" 78 71 75 O FILL VIII III SM ML SM II II Old Topsoil BORING 5 Description Brown to gray, silty, gravelly SAND, moist, loose (FILL) Gray, silty SAND, with trace of gravel, moist, dense to very dense Brown, sandy SILT, non - plastic, moist, very dense LL=33.8, P1 =10.3 Brown, gravelly, silty SAND, fine- grained, moist, very dense (Glacial Till) Gray SILT, low plasticity, massive, very dense LL =32.1, P1 =8.8 • Boring was drilled to 31 feet on February 17, 1998. • No groundwater seepage was encountered during drilling. BORING LOG 12421 Pacific Highway South Tukwila, Washington t Job No: 'Date: I by: 'Plate: I 98063 February 1998 DBG 11 10 15 20 25 30 35 40 PM. WWI WIN IMO /111=1.111111 80 79 FILL ML ; 10 15 20 25 30 35 40 oti .K∎ a ∎ 0 6 o � 4 �1y,� •44� �� IWO 25.0% GEOTECH CONSULTANTS, INC. 79 87 5016" 78 75 3 0 5 0 FILL ML L BORING 7 Brown, very silty SAND, very moist, loose (FILL) Brown, sandy SILT, low plasticity, moist, very dense - becomes gray with occasional gravel Gray SILT, low plasticity, moist, very dense Gray, clayey SILT, with occasional slickensides and fractures, medium- plasticity, moist, hard ML LL=36.4, p1 :11.4 • Boring was drilled to 26 feet on February 17, 1998. • No groundwater seepage was encountered during drilling. Description BORING LOG 12421 Pacific Highway South Tukwila, Washington t Job No: !Date: 'Logged by: ' Plate: ` 98063 t February 1998 DBG 13 ,� .... ........... ..... zz ~ W re 6 2 0 0 U) o W I W • 0 LL_ to d = I— _W zp.- I- O W H. > > p U 0P 0 •; W ul H P. tL ~O W Z . H =: 0 I- z 5 w10 10 15 20 25 30 35 40 1 .1.‘ v ' ION MIN MON —22.5% — OBIS IMO PIM — Nal 78 80 74 86 70 79 2 3 4 5 6 FILL ML GEOTECH CONSULTANTS, INC. ...,.... �,,...�,....,..,_......._._..., Slope backfill away from foundation. WASHED ROCK 4 6 "min. NONWOVEN CEOTEXT /LE FILTER FABRIC BACKFILL See /ex/ for requirements. • T/GHTL /NE ROOF DRAIN Do not connect to fooling drain. SLAB •''‘'\ VAPOR BARRIER 4 "min. FREE - DRAINING SAND /GRAVEL 4" PERFORATED HARD PVC PIPE Inver/ at /east as /ow as fooling and /or crawl space. Slope to drain. Place weepho /es downward. FOOTING DRAIN DETAIL 12421 PACIFIC HIGHWAY SOUTH TUKWILA, WA Job No.: 08003 Dole: MARCH 1008 Seale: N.T.S. Plots: 15 I I May 1988 8804 -11. N U N - ANEW '88 06/20 09141 SEDIMENT DESCRIPTION Damp, brown and grey, mottled, slightly oxidized, gravelly, silty, fine to coarse sand with accessional organics. Dry to damp, brown and grey, mottled, slightly oxidized, silt with occassionel clay and very fine sand. Becoming dark grey to light grey silt. Woodridge Apartments Xing County, Washington. THE_ TECTON Co It ASSOCIATED EARTH t• r h l N P∎ l e• P: Mir! 1 .., NiiiY;Garl:iu:s�T? `ti'r,+w ° �i`. zz .. W 00. U 0. WI. J H co W0 2 g< D = CI: W z i z H ' 0 � 0 !- W W 2 U u' O , ..z H �. Z • As above '88 06/20 09142 ` t EXPLORATION BORING LOG Q 1-$ _ __— R •TAMOARO P1M(TRAT1OM R($I$TAMC( SEDIMENT �wLww�... ..w.. 1i M1a1#IOIT a 10 20 $0 40 with thin interbeds of very fine sand and clay Wet, grey, equigranular fine sand with some gravel and thin beds of dark grey and light grey silt. Woodridge Apartments };inc C;nunrv, W,s':hinvrnr. -- 45 50 55 —' 60 -- 65 —70 —75 I I I I z I 8804 -11 THE TECTOH Co 12 EB -4 A A 55 52 60j [ May 1988 A9BCJCIATF_0 EARTH 7W. , ,lr !% 1Zt; en v :41r ? 7 0 4 , n' a tw ixiM mwerm.,. , 6 EXPLORATION BORING LOG • � a rn • � V 00 06/20 09x42,_ — r BON 84' SEDIMENT DESCRIPTION Wet, grey, fine to coarse sand and graves.. Woodridge Apartments King County, Washington. DEPTH -•• 90 I THE TECTON Co EB -4 11114140 HNITRATION R1IIITA K retwoo v 10 20 30 4 8804 -11 ! May 1988 ASEIC3CIATEE3 EARTH 13 .1 en • • • j D. • a r° U '00 06/20 0914 with minor organics Damp, brown and grey, slightly oxidized, silt with occessions' very fine, Sand. EXPLORATION BORING LOG EB-5 SEDIMENT DESCRIPTION Damp, brown and grey, mottled, slightly oxidized, gravelly, silty, fine to coarse sand. Becoming grey silt with occassional very fine sand. B0H 23 1/2' Woodridge Apartments s., i' r,......; DEPTH —10 —15 20 —25 —30 —35 I I I I I I I TECTON Co $TAMOAIIO M[MITRATIOM R[I11)TAMCt M N 1Iv*O 10 40 S0 40 14 8804 -11 May 1988 , n. A$l3C)CIATECE A�lO► K A t 1" i-t z 00 c o o . c o w � J Nu. WO u _ < . CA a Z � I- O U � O C U. W W. Z w co O z p '- i rs s u j rl 11.0 L! 1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. filtlE411411211Vis the next gene ti � on t. of fire -rated ASTs, going fat those "first generation" tanks which were merely enclosed in concrete. • Fireguard° was the first AST of its design to obtain a UL Listing for secondary containment. • Fireguares secondary containment can be tightness tested on -site with standard testing procedures! • FireguardE's exterior steel wall provides superior weatherability and low -cost maintenance. Unlike concrete, cracking or spalling will never be a problem! • Fireguard's unique thermal insulating material is 75% lighter than concrete... shipping, installation and relocation costs (and headaches) are reduced! • Secondary containment is testable on -site using standard, economical testing procedures. • Fireguard "s steel outer wall provides low -cost maintenance and protects the insulation material from weathering. • An average 12,000 gallon Fireguard' weighs under 30,000 pounds - well within the legal load limit for trucking. • 30 -year warranty is standard with every Fireguard'. • L1 -GHIWEIGHT �... E Y::S N•K U IS YOUR ABOVEGROUND TANK EVERYTHING IT'S CRACKED UP TO BE? • The secondary containment on certain designs may require elaborate and expensive procedures to be tested on -site. • Exposed concrete outer wall is susceptible to cracking, spalling and weathering - problems that are expensive to correct and are usually not covered by warranty. • An average 12,000 gallon concrete - encased tank weighs upwards of 100,000 pounds - in gg ssles involved in handling that tank. Cry OF 7UKWUA • Some manufacturers may charge ex Yr a 0 ye2rQ trranty. PERMIT CENTER z 1 Z ui a J O 00 0) 0 W = CO IL. al g Q 0 D = d � w zI � Z I— w C.) oN a 1-- =w F, U u o w z o F- = 0 1- Z i ARD" PECIFICATIONS CYLINDRICAL DESIGN ' SAMPLE OUTER . ..fl: SA,sIPLE OUTER DIMENSIONS (inches) DIMENSIONS - N TANK ` (inches) GALLONS DIAMETER LENGTH APPROX. GAI.LONS DIAMETER LENGTH APPROX. WEIGHT (lbs.) WEIGHT (lbs.) _ 186 48 - 54 1.750 4.000 911 174 12.300 250 48 68 2.1110 5.(1(10 111. 108 13.750 300 50 72 ^-- 2,350 0, 000 - 102 - 198 15.500 500 60 76 - - - 3,1110 8,(111 102 - " .:7,,T, 20,(100 560 _ 331) 24,500 60 84 3.35(1 10,000 I0_' 1.000 70 78 3.800 12,000 102 390 - - 28.000 1.500 70 114 5.50(1 15,000 120 312 34.500 2.000 70 15(1 6.500 - 20,000 126 414 39.500 2.500 70 186 7,900 25.000 120 516 49.000 3.000 70 222 9.00(1 3(1,000 126 618 74.000 SAMPLE OUTER TANK DIMENSIONS (inches) GALLONS LENGTH WIDTH HEIGHT APPROX. WEIGHT (lbs.) 186 44 44 55 2.100 250 117 36 36 3,100 250 78 50 36 2.800 500 140 51 36 4.800 750 140 72 35 6.100 1.000 127 72 36 4.300 1.000 88 72 50 3,800 1.500 124 88 43 5.400 2,000 140 86 50 6.300 2.000 140 72 60 6.100 2.500 140 88 60 7.000 3.000 250 72 50 10,900 3,000 117 102 72 8.800 4.000 331 72 50 14,100 4,000 154 102 72 10.900 5,000 336 72 60 15.600 5.000 191 102 72 13.100 6.000 402 72 60 1 3.400 6.000 228 102 72 15.200 8,000 370 102 60 21.500 8.000 302 102 72 19.400 10.000 460 102 60 26.300 10.000 376 102 72 23.700 12.000 451 102 72 27.900 15.000 336 102 102 36.500 18.000 462 102 102 42.900 24.700 465 137 102 51.650 Note: Consult manufacturer for exact dimensions. Weights shown may vary. FIREGUARD ® : THE ONLY TANK THAT MEETS ALL OF THESE STANDARDS • UL 2085 Listed as both a "Protected" and a "Fire- Resistant" AST • UL Listed Secondary Containment comes Standard with every tank • Both the Inner and Outer steel tanks are built to UL standards • Uniform Fire Code UFC - Article 79 as a "Protected Tank" • UL 2244 Aboveground Flammable Liquid Tank System • National Fire Protection Association (NFPA) 30 & 30A ➢ Fireguard' comes with a 30 -year warranty, and is backed by a third -party insurance company i- Fireguard' warranty remains i■ force if tank is relocated by the same owner ➢ ST1's Independent quality control inspectors further ensure consistently high fabrication standards iother Industry First - :"The Ultimate Specification Tool ; Easy to use, interactive � -�' / QUICKSPEC ; ' - CD -ROM . Complete Project Specs ' III �� '.4 � .- ) an CSI Format " - ' 4. -. � . .�. Available from: • Ballistics protection per UFC Article 79. and per UL2085 • Impact protection per UFC Article 79. and per L•L 2085 • California Air Resources Board (GARB) testing requirements for air emissions • Steel Tank Institute (STI) Standard F941 for Thermally Insulated Aboveground Storage Tanks .lORTN''r'lEST PUMP & EQUIP. 601 S. SHOQUAWIE ST. RECEIVED CRY OF TUKW11A MAY - 2000 PERMIT CENTER STEEL TANK INSTITUTE 570 OAKWOOD RD LAKE ZURICH, IL 60047 847.438.8265 www.steeitank•com Rev 7'98 -101,1 Item 13.4 z W U U) 0 -I = 1-- U) LL W O Q fn s I... W Z = H 1- O Z F- W W U� 0 Y 0 1- W W 2 H i- ll 0 Z W O z .teel Secondary Tank uilt to UL standards • Lightweight thermal insulation • Unique feature that helped Fireguard exceed the UL 2-1i'& fire test. • Sufficiently porous o facilitate quick emergency venting and/or leak detection. erry OP TU The New Generation of Fire -rated ASTs FIREGUARD" TANKS ACCOMMODATE' EVERY SITE REQUIREMENT: • Significantly more size options than most competitive brands. • Capacities range from 186 to 50,000 gallons. • Cylindrical or rectangular design • Compartmentalized configurations • Ballistics resistant • Pad/Foundation designs available for seismic zones 1 through 4. MAY - 2 r� PaH MMIT z w 00 0 W I w 2 I W F- I z � I- 0 z I- w w O O W I I O .. z W U= 0~ z OMNT'ECr" 0EL8000 Automatic Tank - Gauging and Leak - Detection System PART NUMBER: Description The OELS000 is a comprehensive tank-gaug- ing and leak - detection system that can simulta- neously monitor product levels, water levels. temperatures and leaks in up to S tanks. This OM[YTEC state -of- the -art system was designed to help bring tank owners into compliance with EPA regulations. The system is suitable for a vari- ety of gauging and leak - detection applications. Typical uses are aboveground and under.>xound tank-gauging. monitoring of interstitial spaces. sumps. double-wall piping,. dispenser pans. contain- ment dikes and ohser anon «veils. The OEL 004) provides sensor cull probe outputs suitable for use in Class L t group I) hazardous locations. I'p to S magnetostnctr. e murk- gauging probes and 2-4 leak- detection sensors c,Ui he monitored. The OELSittto indicates system functions and alarm conditions via a -I -litre by 40- character backlit LCD Itisplay. Standard features are an audible it. ;- dectitel piezoelectric horn and a series of LEI), on the controller that indicate system state:, 1 iptional alarm indicators are low - voltage rein ote :uulunciators (RAS Series). Printed reports are a). tillable from an optional 24-character (hernial printer: Inventory Status Report. Stull Report. Delivery Report. Volumetric Leak- Detection Report. The printer can be programmed to print automatically when an alarm occurs or on command. An optional 2400 -baud modem[ in the OELS000 allows users to access tank data remotely. An RS2:32 communications port a also available. Features • Large. backlit LCD display • Accepts up to S ntagnetostrictwe probes • Accepts up to 2 -4 leak sensors • Intrinsically safe • High-water-level alarm • High- level alarm • Caution -level alarm • Low - product -level alarm • Range of self-Iha,nost • Tests remotely • Remote PC tank - inventor monitor • Batt cry- backed menu! rc • RS2:32 communications port t RECEIVED • Retno' able probe and sens ttj,uf (Otlnect • Li-listed MAV - r(I( ?? • Cost- effeclne • \E\l_\ I\ enclostire l oprl 1 l l • Third-part:. I ernlied 1. t t rl uu _' 2, (, 'll 1 XERXES CORPORATION Z ~ w JU 00 to 0 to J H � u W 2 LL < I • d F- W Z = 1— 0 Z H W LIJ 0 0 s 0 1— W W I H ti O .. Z W = h O 1— Z oEiseoo CD MOD ® DAD O 0 0 0 O O O ® - ooa o car Specifications Optional Features: Finish: Input Power. Power to Sensor. Power to Probe: Audio - visual Controls: Display: Audible alarm: Printer. Key pad: System status: Relay Outputs: Low- voltage Outputs: Modem (optional]: Operating Temperature: Compatible Sensors: Sensor Cable: AccessorTes: 24- character thermal printer Up to 8 individually programmable relays Low- voltage programmable remote annunciators • programmable remote time -out on high -level alarm • flashing caution output Modem Epoxy powder coat 120 VAC +/- 10% 50/60 Hz 10 amp 2 VDC @13mA 26 VDC 4 -line by 40-character backlit LCD 95 dB piezoelectric horn 24- character thermal 20-key oil - resistant tactile 3 LEDS (OK, fault, alarm) 120 VAC @ 5 amp resistive SPDT, 8 maximum 12 VDC 2400 baud 20 to 140° F For high- liquid level (requires special remote) For liquid detection in underground and aboveground containment areas LWF For double -wall fiberglass dry interstice PDS For aboveground and underground applications PDWF For double -wall fiberglass dry interstice PDWS For double -wall steel interstice and Xerxes 4 -foot fiberglass tanks OWS Series For oil/water separator applications L-1 Series LS-ASC Weight: 20 lb. Shielded 22 AWG with drain wire (OMNTEC EC-4 or EC-12) Maximum length 2,000 feet Compatible Probes: MTG M:TG -6* MTG-8* MTG -10* MTG -F- •Series (Flex) * Number signifies shaft length and corresponds to tank diameter. Contact representative for additional lengths. Consult factory for special applications (floats, wells, vapors,etc.). Probe Cable (EC - 21: Shielded Belden #8761 Low inductance: equal to or less than .2 microhenries per foot Low capacitance: equal to or less than 60 picofarads per foot Maximum length 1,000 feet For lengths 1,000 -2,000 feet use EC -2X (Belden #9182). Consult representative for longer wire runs. RAS Series PS-101 MDR -1 RB-1 RD Series C 4-20 Approvals: UL- listed 5L04, Third -party certified Remote annunciators Thermal printer 2400 -baud modem Relay card (4 SPDT relays per card) Remote displays RS232 to 4 -20 ma converter Note: Current published specifications are subject to change without notification. Verify specifications with manufacturer. For inimical iofaraatiaa: OMNTEC OMNTEC Mfg., Inc. 1993 Pond Road Ronkonkoma, New York 11779 Phone: 516- 981 -2001 Fax: 516-981-2007 Email: tomntec@cs.corn RECEIVED CITY OF TUKWILA XERXES° MAY — 1 2000 For sales Information: CORPORATION XER.XES Corporation 7901 Xerxes Avenue South Minneapolis, Minnesota 55431ERMIIT CENTEF Phone: 612 -887 -1890 Fax: 612-887-1882 ii ttp: / /untno.xerxescorp. co m altos /,JXP Q • r4 2 ~ W —1 0 0 CO 111 J = F- N W W II O SP- 0 1- W Lu I— -- -- ti W z O z ©MNT'EC " Magnetostrictive Tank - Gauging Probe PART NUMBERS: Description The nladnetr,stricrive tank-gauging \IT( probe utilizes nra,netostrictive techinhn;} to provide users \kith the same le\ el lt f reliability. durability and cost-effect i\eness the' expect with all O INTECC products. The tl - I - t probe used with the iJEI- ,tlol) monitors product levels. water levels and temperature in both under- ground and ahn\e, round rank applications. The ltri,be nitnliturs for the follO'. in'i conditions: 111211- product It \ el. low- prutlttct le\ el And high - water level. lt, pt'tt\itlt' the greatest flexibility of use. (lit. ltrobels shaft is stainless steel and the tlo :its arc' nvnilable in a variety t( materials. The IUttuher in the probe Hirt number indicates the .Ii :irt it'ntfth and ct t dills ri t tank diameter. , istoni lengths can i tt be ordered. Ti' A I D ; le t t i'r i '' is ro provide 1'l'lct tt' ,ild cost-effective In'I Features • Patented reflection rechnitlue for reliability • Durable tithe -in -a -tube constriction • I Eigh si_nal -to -noise ratio ■ I L,t. accurate update • Fl o.lt . tittionS ■ t'u�tonl len',ths • Intrinsically safe • LL- listed isr -effect r. e • • flexible shaft (optimal RECEIVED ct t;• rt_luv�l XERXES COnPOna7'CN Z ~ w CL 2 J U O 0 CO CI LLI J �_ LL to 0 2 J LL Q ±- a W Z = I O Z I— W • W O - O I— WW 2 0 I- u" O Z W � U - O 1- Z MT6 Probe ■.ono.■ NEIZEIMNIE e.a U -r ■ 1 ■ u 4' MINIMUM :LEARANCE' 2 5/8' PROBE LENGTH + 4' •TO ALLOW FOR TANK DEFLECTION CAP CABLE ASSEMBLY SPACER BRACKET 318 GRADE Temperature Accuracg Absolute: ' STAINLESS STEEL SWAGE LOCK (OPTIONAL) URETHANE PRODUCT FLOAT 3.85 CATHODIC BOOT URETHANE WATER FLOAT 3.85' ADAPTER FOOT Specifications Enclosure (Probel: Input Voltage: Probe length: Accuracy: Linearity: Repeatability: Temperature Measurement Temperature Measurement Resolution: +/ 0.01° F Temperature Sensing Range: Operating Temperature: Probe Output Distance to Monitor. Pressure Rating: Compatible System: MTO Includes: Accessories: Approvals: Note: Current published specifications are subject to change without notification. Verify specifications with manufacturer. Fee tubules) Iafaroatiaa: OMNTEC" OMNTEC Mfg., Inc. 1993 Pond Road Ronkonkoma, New York 11779 Phone: 516-981-2001 Fax: 516-981-2007 Email: tomntec @cs.com NEMA4 26 VDC +1 -10% Up to 16 feet Consult factory for lengths over 16 feet 0.010 inches inventory mode 0.001 inches leak - detection mode +1- 0.01% of full scale or +1- 0.010 inches, whichever is greater +1. 0.001% of full scale or +/- 0.00025 inches, whichever is greater 6 temperature- sensing devices (1 in head, 5 in probe length) +1- 2° F -40 to 150° F -40 to 160° F Digital over 2 wires Probe cable must be EC -2 (Belden #8761) up to 1,000 feet. For lengths 1,000 -2,000 feet use EC -2X (Belden #9182). Up to 500 psi (float - dependent) OEL8000 4 -inch urethane float kit Cap Splice kit Cable assembly SL-34 SSF-4 SSF -2 UF-4 UF-3 UL- listed Third-party certified Swage lock (probe -head isolation) for chemical applications 3.85 -inch stainless -steel float kit 1.83 -inch stainless -steel float kit 3.85 -inch urethane float kit 2.85-inch urethane float kit For sales Information: XERXES® COMauTlON XERXES Corporation 7901 Xerxes Avenue South Minneapolis, Minnesota 55431 Phone: 612-887 -1890 Fax: 612 - 887 -1882 hi tp://www.xerxescorp.com RECEIVED CITY OF TUKWIIA MAY - 1 2000 PERMIT CENTER 0E109/99XP z ~ W 6 U U O co 0 CO W J H LL W Q O LL -71 c I I— W Z �. H O '. W ~ 0 C S 0) -- W H LI O W z, - z OMNTEC LS -ASC Sensor PART NUMBER: to u) W = h- u_ W O u _ cn x • W Z = 1- O Z W U O U j O I- W w 2 I- --- � O .. Z W U = Description Features o '- Like all OMI\TEC sensors. the LS -AS(' is • Tests remotely Z known for ease of installation. reliability, • Detects liquids at any angle cost - effectiveness and remote-test capability. • \u moving puts Its cylindrical shape and \I'T fitting allow the • Ew ilc installed LS -ASC to adapt to a variety of installations. • Self- diagnostic A major benefit of the LS -AS(' sensor is that • Not affected by hydrocar:.))n vapors ou it can be tested from i1 rclllote location. This IIluldensar electro -optic sensor is designed to detect liquid • Intrinsically sate in sumps or douhle- \all containment areas. • ['.L. listed . Since it is not position - sensitive. the LS -AS(' • Thud -pi certified has the ability to detect liquids at any angle. • 1 effel me This sensor contains it prism. LEI) and light ■ \l' titled , ell�ol': ( I' �l i ,tl lrh( ';III Ili detector. When the prism i„uhntcr2.." in a liquid. the light is retracre This opens the closed beam of light. which sends an ;iltirnl signal to the controller. The cotorollor \\ 111 then identify the specific ,en, r \\ it h an alarm condition. (11_CF.1\lEL Ruggedly constructed, with no n :oving parts. I'•IC! ^!ilk the solid -state LS -AS sensor pro\ 1I1 tellable and cost-effective performance. i XERXES CORPORATION NMI 111110 MEM %_ — La LS-MC "M. I 514 - NPT NIPPLE Typical LS -ASC Double -wall Pipe Installation MPT 00.TITE CAKE CLAMP IMMT r RISER PIK v • ■ VO; 1;SCI..all • Specifications Solid -State: Cable length 12 het Power Consumption: 2 VDC @ 13 mA Sensor Cable: Principles of Operation: thy condition: Alarm condition: Response lime: Immediate Operating Temperature: 20 to 140° F Compatible Controllers: OEL8000 ` 11111.. Weight 2 lb. Approvals: Note: Current published specifications are subject to change without notification. Verify specifications with manufacturer. Dry Condition LED Fat teciainl laforautiec OMNTECP43 OMNTEC Mfg., Inc. 1993 Pond Road Ronkonkoma, New York 11779 Phone: 516-981-2001 Fax: 516- 981.2007 Email: tomntec@cs.com No moving parts Shielded 22 AWG with drain wire (OMNTEC EC-4 or EC-12) Maximum length 2,000 feet Closed beam of light Closed beam of light opens (refracts) aPILMINMPlos U.L. listed 5L04 Third-party certified Wet/Dry Condition Wet Condition WCCEIVe0 CITY OF TUKWILA Fa alts la♦ormitim: XERXES MAY - 1 2000 COMPOMATION xE CorporatiolpERMIT CENTER 7901 Xerxes Avenue South Minneapolis, Minnesota 55431 Phone: 612 -887 -1890 Fax: 612 -887 -1882 http: /hvww.xerxescorp. com otrwnezr Z W -IC 0 0, to 0 W = � a 1— • W 0, g Q F- W Z �.: 1— 0 Z t— 0 CS la U WUJ o Y6 / 6' ! Z o p H= 0 I— z OMNTEC' °' RAS- Series Remote Annunciators (For 0EL8000) PART NUMBERS: Description Oi\I\TEC remote annunciators are easy to install. reliable. cost - effective and capable of being tested rem' (rely. The RAS- Series remote annunciators add audible and visible high-level alarms to OMNTECs automatic tank - gauging system. The RA_s- Seties interfaces only with ONINTEC's OELS00). The primary application of OMINTEC remote annunciators is as a cautionary audio-visual alarm to signal a filling operator that a tank is approaching an overfill condition. :\ major benefit of all OM NTEC remote annuncia- tors is that they need no external power source. This feature ensures cost - effective and time- saving installation. RAS- Series visual annunciators are LED indicators rated MTBF 11 years. The annuncia- tors' audible alarm is a low - voltage. I.L - deethel piezoelectric alarm. The R-AS- Series allows ,i tilling operator to ackno« ledge the alarm con- dition with a switch on the remote annunciator. It is user-programmable for high -level. caution and time -out parameters. The I . \S -\1'S offers a remote-annunciator option for conditions w hen distance or background noise requires a high - intensity. high - decibel remote annunciator The visual indicator of the RAS-NYS is a flashing strobe beacon. The audible alarm is a 110- decibel piezoelectric him. OMINTEC rename annunciators have a NENLA 4X rating, which indicates a weather- proof. corrosion - resistant product. Rug;;eclly constricted. these remote annunciators provide reliable and cost- effective per'formanc'e. Features • Easily installed • \o external power required ■ Tcsts renrort !■ • NE :yLA 4X % corrosion- resistant • LED indicators rated \CI'I•F 11 years • High-decibel audible alarm • I.'.L.list «•d ■ t'trst- efbet•tI'. ■ \l oditied remote :urruu for special applications RECEIVE!) CITY OF TUKWNTLA XERXES CORPORATION Z w _i U 0 UO co J = � WO u _ U I I d I- U- Z I F- f- O Z ui U � O D- O F- W W I ~ u'O Z w U= o � Z RAS -1 FRONT VIEW BACK VIEW �.-- -- 6.7r RAS -4 FRONT VIEW JACK VIEW SIDE VIEW ' OMNTEC ,l® ® moron manUlYa ■Wal ITN, "t1 I TAM •I Irmati 0 0 0 0 l 6.75' Specifications Enclosure: Power Input Audio - visual Controls: Audible alarm (RAS- Seriesl: Audible alarm IRAS -NYSI: Red lights: Horn-off button: Response lime: Operating Temperature: Compatible System: Wire: Weight Approvals: RAS -NYS FRONT VIEW Fit ticdial Ifirvtllc OMNTEC"•vo- OMNTEC Mfg., Inc. 1993 Pond Road Ronkonkoma, New York 11779 Phone: 516-981-2001 Fax: 516-981-2007 Email: tomntec@cs.cam NEMA 4X 12 VDC @ 200 mA maximum 95 dB pulsing horn 110 dB pulsing horn Liquid-high-level alarm Flashing light for caution condition Steady light for high -level alarm Silences horn (auto time -out also included) Immediate 0 to 140° F OELS000 22 AWG minimum RAS-1 RAS-2 RAS-3 RAS-1 RAS -1 -NYS 1 lb. U.L.- listed 5L04 Note: Current published specifications are subject to change without notification. Verify specifications with manufacturer. �--_ 6.75' ---- -� 5 wire 6 wire 7 wire 8 wire 5 wire SIDE VIEW WIRING SAME AS RAS-1 (W) 6.75 "x(H)5.50 "x(D)3.75" 1 ' — — 3.75 --� Fir Wes ishnutbc XERXES' XERXES Corporation 7901 Xerxes Avenue South Minneapolis, Minnesota 55431 Phone: 612 -887 -1890 Fax: 612 - 887.1882 http://www.xerxescorp.ccrm RECEIVED OITV OF TUKWILA MAY - 1 2000 PERMIT CENTER 053311111.1 s Z QQ ~ W 6 00 N O' N W Z: In F- U. WO 2 LL Q . rn � = W t" _ . z � � z ul U n , CI t—. W LL ~O , Z to 0 z IS" YOUR EIVILAGENCY POWER. AT RISK? Yes: THE PROBLEM "Changes in middle distillate fuel quality over the past two decades have created a situation that requires fuel users to be more diligent in checking both the quality of received fuel and the storage facilities into which the fuel is placed ". Build up of moisture and contaminates in fuel storage tanks can quickly clog inline engine filters resulting in engine shutdown and /or engine damage. References: • 056W Soo "est. ASTM. 0.2700 • Elettnera,a. J G. and Webb. R 9nd, steal Fitrat on Test Methods'. Fbraton News. Sed@Oct. 1995 • SAE J905 Fuel Fate, Test Methods • SAE .11839 Pier Test Methods • ISO 4572 THE SOLUTION:. Since no one can predict an emergency, the only safe method of preparation is to prevent problems before they start. With the FM Approved FT! Automated Diesel Fuel Maintenance System, stored diesel fuel is continuously maintained at an optimum schedule removing 99.5% of entrained water, free water and particulate. ASTM Publication STP 1005 , CONTAMINATED SAMPLE • Dicsol oil 02 • T: water • I. lost dust l'\I'I' f)l'1'I'1lT • 3 gpm unit • Tima a / minute after atart•up i Diesel fuel samples before and after. RECEIVED CITY OF TUKWI A MAY - 1 200(1 PERMIT CENTER �`v�"'"�f' .^.IY*..?�/L�'�W'".'",. cr. �!- �., ztr? �A, rqx�; e* r!, b-, rp?ervr: er„ rsct+ l". r.-. wu. x: al+' S'^;:, RSr*. i,+ s* ax4i'+ �^+ �+' 1hv, F�.. vma> t++,. nnerro,+ w'.•, �..,-. c..: ���,+ r. n.-. y., xn +rt:»nn+r^..•���.�v+,u!�n�».a z ~ 2a/ lY U 0 0 N i W W J . u W 0 g a d W, z � I- 0 z ►- w 2 o U O N 0 1- W W U o W U= O f. . z If CLEAN FUEL %.AVES &IOW TILE AND Lives. FT-I-3A APPROVED FT I.8A _.; c•; •st•f�s "�`5':YX Syr rrgn:t; we« >trr• .. a., ., 3 gpm, tanks up to 8,000 gallons FM Approved UL Listed controller Automated Self Diagnosing Audio Alarm RS232 communication capability FT -I.8A APPROVED Enclosure Manufactured to NEMA 3R standards. Rack or wall mounting. FT -1 -3A 33.5 "Wx38.6 "Hx14.0 "D It is the mission of FTI to continue to provide quality approved equipment to assure uptime users good clean quality diesel fuel for when they need it the most, "when the lights ao out ". Visit our web site at: www.fueltechinc.com 8 gp tan - up to 30,000 gallons FM Ap• .. ed UL L ed .•ntroller A •mated elf Diagnosing Audio Alarm RS232 communication capability T FE FkC∎LiTIES ENGINEERING NFPA` RECEIVED CRY OF TUKWiLA MAY - 1 2QO irinippg#: f— EGSA z � • w O 0 N O • ul J F- N 0 II o - 0 1- Ill El i u_ O ..z o W z Part 1.1 I - General Description FUEL TECHNOLOGIES, INC. 805.462.0204 • FAX 805.462.1835 • www.fueftechinc.com FT- I -3A -FM and - - - Engineering Specifications Automated Diesel Fuel Filtration Systems 1 �w 6 UO cn N u tu A. The diesel fuel storage tank(s) shall be equipped with an FM APPROVED, automated fuel W 0 . maintenance system to remove particulate through 3 microns (1.5 microns if required) and 99.5% water from stored diesel fuel. u- B. A fuel treatment, biocide, dispersant, and preservative shall be added to the diesel fuel storage. = C! t - i. Part II - Products ? o 2.1 Products Included w ~ A. The automated fuel maintenance system shall be an FM APPROVED, Fuel Technologies, Inc. o FT- I -3A -FM or PMeef rlvr p N 0 t-- B. The fuel treatment shall be Fuel Technologies, Inc. FT -1001. = w. U u O 2.2 Automated Fuel Maintenance System . Z A. Pump / Motor Ratings w N 1. The system shall be designed with a (3 gpm) or (8 gpm) pump. v F-� 2. The pump motor shall be 115/230 VAC, 1 phase, 60 /50HZ, ODP, thermally protected motor. Z FT- I -3A -FM 1/3 hp Motor 15.0 ft. suction lift FT- I -8A -FM 1/2 hp Motor 15.0 ft. suction lift 2.3 A. The filter package shall consist of seven (7) stages particulate and water removal. Stage 1 100 Wire Mesh Strainer Stage 2 Coalescence Water Separator Stage 3 Water Separator and Removal Stage 4 30 Micron Water Block Media Stage 5 10 Micron Particulate Removal Stage 6 Emulsion Water Removal Stage 7 3 Micron Particulate Removal (1.5 micron if required) B. All filters shall be spin -on removable and /or replaceable element type. C. Filter replacement package shall consist of: FT- 1 -3A -FM — (3) FL- 30 -100M, (12) FL- 30 -10W, (12) FL- 30 -03N, (12) FL- 2020 -PM -OR FT- I -8A -FM — (3) FL- 30 -100M, (6) FL- 70 -10W, (6) FL- 70 -03N, (12) FL- 2020 -PM -OR F7�r w ff tt4 ,'fi '.rIV , M Y r sR a rV ny.% 115 VAC 115 VAC APPROVED • RECEIVE!) r,rtV OF TUKW A • K, Y - 200Q r'i.:hMr cENTEV 11/04/99 2.4 Controller A. The controller shall be a UL LISTED 16 bit high speed programmable controller using no volatile technology with built in six (6) day programmable clock and replaceable back -up battery. B. The controller must be capable of being programmed to operate up to four (4) separate diesel fuel storage tanks. C. The controller shall be capable of being programmed to provide timed operation of the fuel circulation pump and solenoid valves which control the fuel flow to and from each tank. D. The controller shall monitor each of the seven (7) stages of filtration and provide an audible and visual alarm for required filter maintenance. E. The controller shall be capable of a modem communication (long - distance communication between the controller and a phone or pager, such as initiate a call to a phone or pager via modems for alarm purposes). F. Optional controller box heater shall be a 50 watt, thermostat controlled, with UL component recognition (UR). 2.5 Touch Pad A. The controller membrane key pad shall be an 8 key with tactile feedback type rated at 1,000,000 actuation's per key (Rated NEMA 4X). 2.6 Display A. The display shall be an LCD backlit crystal with a 40 character output (2 lines of 20). 2.7 Enclosure A. The complete FTI assembly shall be housed in an enclosed cabinet manufactured to NEMA 3R standards designed for wall or rack mounting. FT- I -3A -FM Cabinet 33.5 "Wx38.6 "Hx14.0 "D 120 lbs. FT- I -8A -FM Cabinet 48.0 "Wx48.0 "Hx16.5 "D 195 lbs. B. Leak detection to.be provided in enclosure. Part III - Execution 3.1 Installation RECEIVED A. The complete automated diesel fuel maintenance system with or without cabinet shall tMITYOFTUKWILA designed for wall or angle iron rack mounting. B. A suction line to be installed at the sump end of the storage tank 1" from the bottom an8MY — 1 2000 plumbed to the FTI automated fuel maintenance system. The return line to be installed to returned fuel to the opposite end of the storage tank. PERMIT CENT EP C. Caution should be taken not to exceed the 15 ft. lift capability of the fuel circulation pump. D. Should vertical suction lift exceed 15 ft., the circulation pump in FTI cabinet should be removed and replaced with a submersible pump in the storage tank. Submersible pump shall be wired to FTI control panel. A flow control and a flow meter are required to set flow at 3 gpm or 8 gpm. E. FT -1001 fuel treatment to be added to the fuel tank at the time of fill at a ratio of 1 gallon of treatment to 10,000 gallons of fuel. F. Additional fuel treatment to be added in proportion to new fuel added to the storage tanks G. FT -1001 fuel treatment to be added to stored diesel fuel annually. HOW IT WORKS FUEL TECHNOLOGIES Fuel Maintenance System z z re 2 6 0 N 0. ul w o g Q = • d ▪ w z = t- z � o o - 0 I- w W I— F . .z w - I O z Installation Manual Automated Fuel Maintenance System FUEL TECHNOLOGIES, INC. P.O. Box 1170, Atascadero, CA 93423 -1170 (805 462 -0204 • Fax (805) 462 -1835 © 1998 - Fuel Technologies, Inc. (FM) Rev. B JI- IBIA9.AF -., z W. 6 U U O N 0. W = J 1--, CO.. W O u-Q N c I— W z j I— O W I U O ( P- a I- L I O : ..z W U O z OVERVIEW 1. The complete automated diesel fuel maintenance system with cabinet shall be designed for wall or pedestal mounting A supply line to be installed at the sump end of the storage tank 1" from the bottom and Plumbed to the automated fuel maintenance system. A FOOT VALVE must be installed on supply line to keep system primed. 3. A return line to be installed to the opposite end of the storage tank. 4. Caution should be taken not to exceed the 15 -ft. suction lift capability of the fuel circulation pump. 5. Should vertical suction lift exceed 15 ft. the circulation pump in FTI cabinet should be removed and replaced with submersible pump in storage tank. Submersible pump shall be wired to FTI control panel. A flow control valve and a flow meter are required to set fuel flow at 3 gpm or 8 gpm. 6. FT -1001 fuel treatment to be added to the existing fuel, and when additional fuel is added at a ratio of 1 gallon of treatment to 10,000 gallons of fuel. 7. FT -1001 fuel treatment to be added to stored diesel fuel annually. HOW IT WORKS RECEIVED CITY of TUKWILA MAY - 20ti0 PERMIT c, °.MY . I INSTALLATION NOTES 1. FTI systems operate on either above ground or underground tanks. Any installation should be completed by a qualified plumbing contractor and qualified electrician. QQ J U0 2. Wall mount or pedestal mount should be bolted into place. w J 3. 110 volt, 20 amp. Power supply must be available at system location. co u. ui 0 4. A 20 amp. switch, is recommended to be installed in the junction box for power disconnect. ga u. N a 5. Pipe plugs were installed in the supply and return line for shipping purposes only, and must w be removed prior to installation. z E- O 6. Holes may need to be added in cabinet for electrical, supply line, and return line. w w 0 0 7. All FTI models are factory tested using a lightweight oil. Some of this fluid may remain in 0 N. the unit. It will not interfere with the performance of the system. ° ~ Ill la 2 8. On initial start up, if the system does not fill with fluid the pump may require priming. L I , 0 u 9. On ABOVE GROUND TANKS a full port ball valve must be installed in front of the 100 2 mesh strainer ( fuel supply line ) to prevent siphoning of fuel during filter maintenance. 0 _+ supply return FTI -3 1) Junction Box for electrical hook up / (120 VAC) 2) Fuel Supply line hook up from main tank / ( 3/4" NPS minimum) 3) Fuel Return line hook up to main tank / ( 3 /4" NPS minimum) 4) Petcock Drain for water removal 5) 100 mesh strainer 6) 3 micron filter 7) 10 micron filter 8) 30 micron filter RECEIVED CITY OF TUKWILA MAY •- 1 2000 PERMIT CENTER z Z W -J C.) U U 0: W W J W O = W = . Z �. I- O Z uj p U O a 0 I•-; W W H H w U w Z CONTRACTOR HOOK-UP POINTS 1. Junction box for electrical connection 2. Plumbing connection for fuel intake line (from main fuel tank(s) to FTI system 3. Plumbing connection for fuel return line (from FTI system back to storage tank(s) supply Model Shown FTI-8 &IPPN return RECEIVED CITY OF TUKWILA MAY - 1 au PERMIT OErJTEP .. z ~ w cc 2 O 0 . co LU CO 'L. W0 2 L d � Z �. I— 0 Z I w w U � 0 D 0E- W H � IL O .. Z W = ~ z BALL VALVES TO ISOLATE FILTERS AND SOLENOIDS FOR MAINTENANCE (8 VALVES) GENERAL LAYOUT FOR MULTI -TANK INSTALLATIONS 1i1 TANK 1 TANK 2 TANK 3 RETURN LINE SEE MULTI -TANK PLUMBING SPEC SHEET FOR SIZES (3 - TANK SHOWN ) FTI FILTRATION EQUIPMENT MANIFOLDS SOLENOID VALVES SEE MULTI TANK WIRING DIAGRAM FILTER HEADS / STRAINERS .4 -- NOTE: BALL VALVES AND PLUMBING PIPE ( NOT INCLUDED ) • 0 r SUPPLY LINE 0 5 E2, 3 } U TANK 1 TANK 2 TANK 3 Z z ~ W 6 JU 00 NO W = J h- LL W O J LL Q: = I- w _ Z F- O Z I- N . 0 It U al LI Z co O ~ z FTI -8 Number Of Tanks Manifold Leah 13.0" Manifold Nipple Size 1 '/4" (3 ea) Vacuum Nipple Size i '/4" Filter Head Thread Size 1 '/4" (2 ea) Solenoid Thread Size - 1 V4" (4 ea) 2 -TANK 3 -TANK 20.0" 1 1/4"(4 ea) 1/4" 1 '/4" (3 ea) 1 'f4" (6 ea) 4-TANK 27.0" 1 '/4 "(5 ea) '/a" 1 V4" (4 ea) 1 '/4" (8 ea) '/4" 1 '/4" (3 ea) 1.0" (6 ea) 4-TANK Construction: Endcaps, Manifold nipples, and Vacuum nipples are welded to 3.0" pipe, pressure tested, then powder coated ray. Manifold Material : 3.0" Dia., Schedule 80, Black Iron FT! -3 • Number Of Tanks Manifold Length Manifold Nipple Size Vacuum Nipple Size Filter Head Thread Size Solenoid Thread Size 2 -TANK 13.0" 1.0" (3 ea) 1/4" 1 1/4" (2 ea) 1.0" (4 ea) 3 -TANK 20.0" 1.0" (4 ea) '/4" 1 '/4" (3 ea) 1.0" (6 ea) 4-TANK 27.0" 1.0" (5 ea) 'h" 1 '/4" (4 ea) 1.0" (8 ea) Construction: Endcaps, Manifold nipples, and Vacuum nipples are welded to 3.0" pipe, pressure tested, then powder coated gray. Manifold Material : 3.0" Dia., Schedule 80, Black Iron NOTE: ALL THREADS ARE NPT z z n:2 00 ND wr J w0 Q 9 c � z � H 0 w ~ w U 0 0 I- w w U. o . .z w U =. Z Generator NOTES: ALTERNATE IN LINE INSTALLATION ( WHEN STAND ALONE INSTALLATION NOT AVAILABLE ) FTI Filtration System SUPPLY RETURN Diesel Fuel Storage Tank 4] 1. 1" Solenoid valves ( included, wired to FTI controller by installer ) is 2. Check valves and Plumbing pipe ( not included ) 3. Relays must be installed, to shut off FTI system when generator is running ( not included ) 4. All systems are shipped stand alone installation unless otherwise specified Generator STAND ALONE INSTALLATION RETURN 4 SUPPLY SUPPLY Diesel Fuel Storage Tank 4 RETURN NOTES: 1. All systems are shipped stand alone installation unless otherwise specified 2. FTI supply line to be installed I" from bottom of storage tank at sump end, a foot valve must be installed on supplyline to keep pump primed FTl Filtration System : .�...•... z re 2 0 co LL W O' g J Q : N a ` D. z � mo Z D o O N '. o1 WW H U ` w z : 0 z t *i C flPi1T .,,T ��� Li—El—LYI [ + l r iTOP Nil (` + +, �� [ `� l [ IMP r im Ul +� +1 + �1 -J IO) IO) •07 102 •0) Im l0) IC) •o O- a a ] . - 0 0 0 ma [Z Cc1F VA LITjj FIN 1421 to —,- . . _ 0 0 0 —_ - .i +Kt.. O '''' 1:P3 ei 1 d. t= f e 3 S Q' I 1 PLC SiaLowll CA if jje NOTES: 1 CONNECT EACH ADDITIONAL TANK'S SUPPLY AND RETURN SOLENOID WHITE, GREEN & BLACK WIRES TOGETHER AS SHOWN. 2 CONNECT WHITE AND GREEN WIRES TO SOURCE AS SHOWN. 3 CONNECT BLACK WIRE TO OUTPUT TERMINAL AS SHOWN. 4 INSTALL JUMPER TO OUTPUT COMMONS AS SHOWN. 5 WIRE TANK 2, TANK 3, AND TANK 4 SAME AS TANK 1. WIRE TO OUTPUT 3, OUTPUT 4, AND OUTPUT 5. CO N 0 N v CO O 95 h; G N SG Q '0 c m_ c z og r73 wZ Q o G) coo P t0 t0 1 R N m c m r co � 0 v a z 00 N A � m z p JUMPER BAR TANK 4 - OUTPUT 5 TANK 3 - OUTPUT 4 TANK 2 - OUTPUT 3 TANK 1 - OUTPUT 2 — WHITE 120V SOURCE W G B MAIN POWER BLACK GREEN BLAC WHITE REEN REEN WHITE RETURN SOLENOID NO POLARITY CONTACT 24 VDC USE RUN RELAY FROM GENERATOR TO CONNECTIONS ABOVE TO SHUT OFF FILTRATION SYSTEM WHEN GENERATOR IS RUNNING. SUPPLY SOLENOID — BLAC ADDITIONAL TANK SOLENOIDS (TWO PER TANK) �a Fi EIVED F TUKWII MAY - 1 2011 PERMIT A 1 �*� .. - ... z F ▪ w U 0 C o w J F w W g a = �. z � z o . w U 0. 0 1- W W. U o .. z O z I* OUTPUT INPUT � *I EFTA �� 00 ! t+ � rn ` C [ + � 211111 a I I 3 3 r t np =7 N Cv) no I not Ig eo e 0 0 0 0 0 o : o - +� t�� ®� [Cl — vim ® _ _ C ma [C] [[) MR — 0 � ® � 110101 2— if? iff — © �. 0 ^^ rJ am _ v [Eli. ,.. 0 Induct 0 u+an g •p r I Lemo r +� O ' o OOOO ®U rn��` la Il ® 9-81 1 1 }1 tc� i-- R8 PLC AV313Yi O ` 7::: ) © 1 1 I , \, CONNECT HERE FOR ALL ALARMS NORMALLY OPEN CLOSES IN ALARM MODE OUTPUT Y7 DRY CONTACT 7 COM I COM 6 DRY CONTACT m CO 0 V a� • Ry 0 g as USE RUN RELAY FROM GENERATOR TO CONNECTIONS ABOVE TO SHUTOFF FILTRATION SYSTEM WHEN GENERATOR IS RUNNING. .0 OUTPUT Y6 CONNECT HERE FOR ALL ALARMS NORMALLY CLOSED OPENS IN ALARM MODE CONTACT 24 VDC 0 ( +) t - ) HEOEIVED Cf1Y OF TUKW1LA MAY --17000 Z Q • ~ W 00 W = CO u WO Q . N �. = v I- al z � Z0 W uj 2 ' p U O ( 0 F- r - IL. 3 H -� O Z 28 AST SPILL PREVENTION AND ANTI SYPHON EQUIPMENT CON - UCTION DETAILS Alu urn (hard -coat anodized) adapter, anodized Aluminum body, Brass plunger and dashpot. Stainless Steel shaft, linkages, and hardware, and epoxy coated steel piping. FIG 710 9095 A 1 AST OVER L PREVENTI• . VALVE Patent :32953 Installed at the port of an aboveground rage tan sed in a tight fill application. Ive t mates flow of product when the reaches a preset warning level full), The valve is installed on a and .T. male connection when used th the qui .isconnect or female adaptor. The 2" valve c. be used in conjunction with the Morrison Fig. 18 line of AST Spill Con- tainers for added s• protection. When in- stalled to manufactur- requirements, the OPV valve can eliminat- nvironmentally hazardous spills. All mode . re supplied with an adaptor to mount to Mor • n Fig 419 aluminim drop tubes. ULC Listed. 710 SOLENOID VALVE Installed on pipeline leading from an aboveground tank. This valve is used to prevent accidental siphoning of product from the tank in the event of ' a fracture in the pipe or other cause for leak downstream and below the liquid level. The FIG 710 Solenoid Valve is a two -way, one directional flow, hung piston type valve with normally 'closed at rest positioning ". The valve opens upon receipt of an electronic signal such as when a dispenser or pump is switched on. CSA Approved. CODE COMPLIANCE NFPA 30. 30A, UFC, BOCA. SBCCI /SFC, and PEI RP200.. CONSTRUCTION DETAILS Forged Bronze body. Solenoid housed in an integral, watertight, explosion -proof shell. Viton or Buna -N seals. FIG NO Size Seal Orifice CV Operating Fluid (NPT) Material Size Pressure Temp (inch) Differential Max (PSI) (DEG F) MIN MAX 710-0075 1 V 3/4" VITON 3/4" 6.85 0 105 220 30 710.01001V 1" VITON 1" 11.40 0 105 220 30 7 10.1075 1 V 3/4" BUNA -N 3/4" 6.85 0 105 180 30 710-1100 IV 1" BUNA -N 1" 11.40 0 105 180 30 710.01501V 11/2" VITON 1 1;4" 17 0 105 220 30 710-0200 IV 2" VITON 1 1/2" 26 0 105 220 30 710.03001V 3" VITON 3" 93.6 0 45 220 48 710.1150 1V 1 1/2" BUNA -N 1 1/4" 17 0 105 180 30 710.1200 1V 2" BUNA•N 1 1/2" 26 0 105 180 30 FEATURES 1. Adjustable float (1 1/2 ") for setting the precise level of shut -off in the field and allowing it to be done using standard length pipe nipples. 2. Immediate and cushioned shut -off. Full flow up to within 1-2 seconds of closing and no abrupt kick -back, jolt, or startling noise in the line when valve closes. 3. One piece adaptor /coupler casting. No extra seams and joints to leak when top portion is under pressure from closing. 4. Dry disconnect. After shut -off, product is allowed to automatically drain from the highest point so fill nozzle can be removed without spilling. 5. Simple Mechanics. Minimum moving parts. Shut -off is activated by basic hydraulic principle with no springs, levers, or complicated sequence leading to closure. CODE COMPLIANC NFPA 30. 30A, UFC, BOCA, SBCCI /SFC, and PEI RP200. Size Weight 2" x 4" Standard 2" Male Disconnect x 4" Female 12.5 lbs 2" Quick Disconnect Adaptor 12.5 Ibs 2" Dry Disconnect (Buna -N) 12.5 Ibs 2" Dry Disconnect (Viton) 12.5 lbs 2" x 2" x 4" Female Ductile Iron Adaptor 12.5 Ibs 3" x 6" Standard 3" Male Disconnect x 6" Female 29 Ibs 3" Quick Disconnect Adaptor 29 Ibs 3" x 3" x 6" Female Ductile iron Adaptor 29 Ibs CHARACTERISTICS 1. Operates at 120 volts (240 volt available). 2. Includes a continuous duty Class H standard coil. 3. Must be mounted with solenoid vertical and upright. 4. No differential pressure is required to open the valve. 5. Connects to 1/2" conduit. 6. Enclosure is watertight and rated for hazardous locations - NEMA 3, 4, and 7: groups C and D. 7. Available in Viton or Buna -N seals. 8. A strainer with 100 mesh screen is recommended at the inlet. Pbwer Usage (Watt) Ship WT (LBS) A RECEIVED D CITY OF TUKWII A 11.0 4.0 5.9 1.5 4.38 13.0 4.8 MO -- 1:1 .72001f.38 11.0 4.0 5.9 1.5 4.38 13.0 4.8 6.25 1.75 4.38 19.0 5.4 rPl;'aAI'i' t ;''. ^ 4.38 21.0 5.9 7.0 2.25 4.38 45.5 8.8 9.5 4.5 4.38 19.0 5.4 6.9 2.0 4.38 21.0 5.9 7.0 2.25 4.38 General Dimensions (Inch) 4 4 1 Z • W re 2 00 W = J W u. F Z I- O Z H W W U � 0 D- H W W HF O W Z = O~ Z POMECO 21 1 -RMOT REMOTE FILL SPILL CONTAINERS The PONIECO 21 I -RNIOT Spill Containers are designed to provide spill containment protection for remote horizontal fill pipe installations. Features • Choice of Sizes - The standard 211 has a IS gallon (57 liter) capacity and can accommodate most single fill pipe appli- cations. The 211 XL has a 20 gallon (76 liter) capacity and can readily accommodate a single 3" Civacon 1711 Dry Break Coupler. in addition to many dual fill pipe applications. • Models to Accommodate Various Fill Pipe Configurations - The 211 -RN1OT comes standard with a 4" fill pipe opening and boot on the back panel. Optional reducer inserts are available to accommodate 2" or 3" fill pipes. Also, the 21 I -R1` IOT can be ordered without the back riser opening., which allows the user to customize the back panel openings for specific applications. • Easy Product Drainage - The lockable ball valve drain makes liquid removal Ordering Specifications fast and easy. Also. a 2" F NPT fitting NAModel Description lbs. kg. is welded to the top of the unit to 6211 B -RMOT 15 Gal., w /Boot 103 46.7 accommodate a hand pump. 6211 N -RMOT 15 Gal., No Opening 103 46.7 6211XLB-RMOT 20 Gal., w /Boot 130 59 6211 XLN -RMOT 20 Gal., No Opening 130 59 • Locking Cover - The locking steel cover provides added security. • Height Adjustable - Adjustable legs enable the spill container to be set at a variety of heights. from 161/2" to 30" (42 -76 cm). Each leg is also indepen- dently adjustable to accommodate uneven ground conditions. • Rugged Construction - The 12 gauge steel construction and epoxy- powder coating provide strength and resistance to hydrocarbons and corrosion ensuring a long service life. • UL Listed. Materials: Container: 12 Gauge Steel (2.6 mm) Boot: Buna -N Clamp: Stainless Steel Replacement Parts Part No. Description P111 -2 4 x 2 Reducer Insert P111 -3 PBOOT P111 -K1 PRMT -VALVE Dimensions A B C D E F G 4 x 3 Reducer Insert Buna -N Boot Aluminum Flange Locking Ball Valve Model 211 in. cm. 18 4" 14" 161/2" to 30" 18 9 47" to 601/2" 46 10 36 42 to 76 46 23 11910 154 4 0 0 0 a €" 0 0 0 E F Model 211 XL in. cm. 20" RECEIVES) 71/2" CITYOF ittifittA 16 MAY — I gm 16 to 30" 42 to 76 23 PERMIT CEtgf EIR 11 /2" 29 56 to 80" 144 to 203 G POM ECO Telephone: (513) 810. 3219 • (800) 422 2525 • fax. (513) 810.9186 • (800) 421.3297 11.0 o pw. ©1998 0 �Jtugljn9. Components . P,0, 8qx, {Q 003,,E Gncinnat4 Uhio „�,5240�5003, �,P /inled.I�,US�1 tTP21IRM0i •, 4 /,,q.8,,�,,.. �,q�.., stet:^ Y'. e! rWl x�M? YHKYF. Sfl" �`..+« r*.. T* 2` hr�aW'! R9T�t", r��tse,+: �rrm.+ vs=: rm; � *.wm..,v ». - .. .. . .. , z ~ • w re L J0 O 0 0 w= -. � LL w 0 2 u. -J = d ▪ w z = I— 0 z ,- w 2 • p U 0 01- w L I O tit z = P 1— z OPW ANTI-SYPHON VALVES W 99ASV The OPW 99ASV anti- syphon valve is designed to automatically shut off flow of product in the event the line is broken. This feature helps prevent fuel spillage and tire hazards. All 99ASV anti - syphon valves are equipped with a pressure relief valve, to relieve thermal expansion. They are available in 3/4 ". I". 1 -1/2" and 2" sizes. Four different hydrostatic head pressure settings are available: 0-5'. 5' -10', 10'- I5' and I 5' -20'. • The OPW 99ASV's 3/4" and 1" are designed to operate in gasoline, diesel fuel, ethanol, methanol and jet fuels. • The OPW 99ASV 1.5" and 2" antisyphon valves are designed to operate in gasoline, diesel, methanol and ethanol type fuels. Materials: 3 / +' & 1" 1 %a" & 2" Aluminum Cast Iron ..sat: Aluminum Cast Iron Cap: Aluminum Cast Iron Spring: Stainless Stainless Steel Steel Poppet Hard Coated Brass and Seat: Aluminum Adjustment Stainless Steel Bross Screw: Poppet Seal Highly Highly 0 -Ring: Saturated Saturated Nitrile Nitrile All Other Buna -ti Buna -N 0- Rings: Ordering Specifications Product No. in. mm. Hydrostatic Head Pressure (Dimension A) 99ASV -1075 1/4' 19 0' -5' 99ASV -2075 3/4' 19 5' -l0' 99ASV -3075 3 /4" 19 10'15' 99ASV -4075 3 /4' 19 15' -20' 99ASV -1100 1" 25 0' -5' 99ASV -2100 1" 25 5' -10' 99ASV -3100 1" 25 10' -15' 99ASV -4100 1" 25 15' -20' 99ASV -1150 1 38 0' -5' 99ASV -2150 PA" 38 5' -10' 99ASV -3150 1 /3" 38 10' -15' 99A5V -4150 1 38 15' -20' 99ASV -1200 2" 51 0' -5' 99ASV -2200 2" 51 5' -l0' 99ASV -3200 2" 51 10' -15' 99ASV -4200 2" 51 15' -20' 99ASV 99ASV Anti - Syphon Valve Top of Tank lowest Point of Fuel Supply Line RECEIVED • CITY OF TUKWILA IMPORTANT: OPW products should be 6'4.IP - I 200 compliance with applicable federal. state and local laws and regulations. Product selection should 0,p4, r, amypr't physical specifications and limitations and o I t with the environment and materials to be handled. OPW MAKES NO WARRANTY OF FITNESS FOR A PARTICULAR USE. All illustrations and specifications in this literature arc based on the latest product information available at the time of publication. OPW reserves the naht to make changes at any time in prices. materials. specs ications and models and to discontinue models without notice or obligation. • z ~w ce 6 JU U0 co J = H co w U a i.¢ = • d I — U z � F- O w ~ w 0 O N 0 E- w W uO w = O ~ z ��� .. c• w: t x.. ri^. g7:. rn' fcsW...^"': .rrr " .. .. ...j M�! tilt +,.`ir:.*.a+*�rgnu....,....a..� 4" �'+ .,xnrL�m3.u•TMa.:m:.+. ^.,.�:^R:: `4'8".'S'�f%4wk .., n. r ... . ; ^r:i-r"�: ^ln =Li: 7s-.c Flanged 40.2 Threaded 40.2 • • Abo v - ground Em gency Vents The 4 -inch and 6- h emergency pressur= ents work in conjunction with pressure vacuum vents. The urdy cast -iron bo• and lid, along with the fluorocarbon o -ring, provide a tight seal wh- closed. Ta vent opens at 8 oz. pressure. The 4 -inch venting rate at 2.5 PSI equals 8',100 SCF The 6 -inch venting rate at 2.5 PSI equals 225,000 SCFH. Features Cast Iron Body and lid Viton 0-Ring seal The ne est addition to EBW's line of emergen pressure vents, is the 8 -inch abov ground emergency vent. As with the othe mergency vents, the 8 -inch vent works in •njunction with the pressure vacuum vents. T body and lid are constructed of cast n, and with the fluorocarbon "O" -Ring, provides a '•ht seal when closed. The tank opens at 8 oz. pressure. The 8 -inch venting rate at 2. PSI equals 460,000 CFH. Features Part No. S (in.) Type Lbs Cast Iron Body Viton 0-Ring ^ "� Pressure - 6uum Vent This vent provides safe, . •id disb . -ment of upward vapor discharge and protects against harsh weather. The ch and 3 -inch - ve vent rates of 96 cubic feet per minute(5,700 per hour). This vent i - - et to activate under 8 . of pressure and .5 oz. vacuum, or to customer specifications is easily installed to new or - 'sting vent lines with a choice of either NPT threads o 0-ring and locking screw for unth •ed applications. Dome shaped top provi•. - - reliable run -off and eliminates trapped sn • ain, and ice. The 2 -inch pressure v • urn vent is U.L. listed and meets NFPA 30 require - ts. Features Part No. SI - in.) installation Lbs. Cast Aluminum Body Flame arresting, 30 mesh, bronze screen Tank Vent This cast aluminum updraft vent immediately discharges all combustible vapors upward to minimize hazards. The top casting is dome shaped in the center t ain off all moisture including rain, snow, and ice. Attaches securely to v • _' —) ` � - tcfd screw. Body and cover are cast aluminum with a 30 mesh, flame -arr , . ro e ben. Meets NFPA Code 30 requirements. Features Part No. Cast Aluminum Body Flame arresting, 30 mesh, bronze screen Part No. Size (in.) Application Lb 803 - 200 -01 4.00 pressure relief only 14.0 803 - 205 -01 6.00 pressure relief only 30.0 803 -208 8.00 803 -308 8.00 802 - 303 -01 2.00 Threaded 1.88 802 - 303 -02 2.00 0-ring seal 1.84 802- 304 -01 3.00 Threaded 2.44 802 - 304 -02 3.00 0-ring seal 2.44 1.50 1.00 800 - 207 -02 2.00 1.00 !!10W 3.00 1.19 MAY -- 1 2000 Size (in.) Lbs. New! VARIABLE FLOW Hydraulically Damped Overfill Protection Valve for Above Ground Storage Tanks P 3/1 The Model OFP -3 has been enhanced! Now, the OFP -3 series of valves not only have the highest flow rating in their class, the low flow - low pressure characteristics have been modified to accommodate virtually any delivery truck pump! All valves shipped after 09/01/96 have the following flow ratings: 7 -50 PSI operating (flow) pressure; 10 - 400 GPM. RECEIVED CITY OF TU '^" Product flow into the tank is shut down completely at any tank levelvi sire i. 2 The level is set by suspending the Float Actuated Pilot Valve to the desired level in the tank from a Doubletap Bushing. PERMIT ()EN Because this system is hydraulically actuated, hydraulic shock is minimized. �. .. . »� . rrlr� EP V ,afndrn .■wuau Inc. Z <W CC 2 J U 0 co W W • 0 co = W H � Z►— W U • O O N 0 I- WW F=- H II"O .. W = 0 F- z SPECIFICATIt S & COMPONENTS • Meets Uniform Fire Code (August, 1994), Article 79 flammable and Combustible Liquids: "shut off the flow into the tank at 90% of capacity" and "means shall be provided to empty the fill hose into the tank after the automatic shutoff device is activated." Installation instructions provide plumbing details and optional parts to complete this style of installation. • Meets NFPA code 30A requirements for complete shutdown @ 98% fuel level • CARB tested; Does not affect Stage 2 vapor recovery • FLOW RATE: Minimum PSI/GPM flow requirements at valve; 10 -400 GPM dependent upon pump Z capabilities 7 PSI minimum operating pressure • Flow rates into the tank are reflective of pump performance and piping restrictions. A tanker truck w equipped with a medium age ( "good condition "), three inch positive displacement pump, filling CC and AST through an OFP -3, through 12 foot of three inch flexible hose, will flow 236 GPM @ 10 6 PSI. (observed field results). U 0 to • CAUTION: Any fuel delivery pump, pumping fuel into a tank system equipped with an automatic N W LLI shutdown device, must have a functioning pressure relief. Vaporless Manufacturing Inc. recom- mends 30 -50 PSI relief pressure. N ti O • For use with gasoline, 100% methanol, 100% ethanol, 15% MTBE, in any combination; kerosene; #1 2 or #2 diesel. If used with any other products, call VMI engineering for compatibility. g J • COMPONENTS: Shutoff Valve - 12%" height, 9%" wide, inlet 3" male pipe thread, discharge 3" female N pipe thread; Pilot Valve and Float Assembly fit through 3" pipe: Steel Bite (compression) fittings and steel tubing (two -22" lengths) provided (cut to length in field) for mounting Pilot Valve; Dou- _ bletap bushing provided (6" or 4 ") see 3/1 and 3/2 below; UL listed compression fittings for cop- ? per tubing provided. (Copper tubing, nipples, pipe fittings, dry break/quick disconnect connectors, Z 0 not provided.] W • Model 3/1: One six inch tank opening required, Shutdown Valve and Pilot Valve mount on 6" Dou- U O bletap (6" male pipe thread Doubletap bushing provided), for use with 3" drop tube only 0 N 0 F- • Model 3/2: Requires two tank openings; one -3" and one -4 ", or two -4" openings are recommended, W W contact factory for other combinations. One 3/2 -4" male pipe thread Doubletap bushing pro- - U vided. I OPERATION u) TANK FILLING: When AST filling operation begins, (fuel in the AST is below the level of the Pilot Valve, no pressure in fuel delivery line) the OFP Valve is in the closed position. The filling operation 0 pressurizes the copper line from the OFP Valve through the Doubletap bushing to the Pilot Valve, Z from the Pilot Valve up through the Doubletap through copper tubing, entering the area under the piston of the OFP Valve. Air above the piston is forced through the vent tubing to the Doubletap, into the tank top. When the piston is raised, fuel will flow into the AST. SHUT OFF: As product in the tank rises, it engages the Float Assembly. If the Float rises to the shutoff level a poppet is closed in the Pilot Valve. The closed poppet shuts off flow and pressure through the Pilot Valve. Without pressure to keep the piston in the open position, the piston resets to the closed position. Plumbing diagram and fittings needed to clear fuel left in the delivery hose is shown in the installation diagram. RECEIVED CITY OF TUKWILA Equipment is warranted to be free from defects in materials and workmanship for a peri i p f el 0 (18) months from date of installation (see Warranty Card for details). PERMIT CENTFP • Questions concerning the OFP -3 installation procedures should be directed to: VAPORLESS MANUFACTURING, INC. 9234 -C East Valley Road - Prescott Valley, AZ 86314 1- 800 - 367 -0185 - (520) 775 -5191 - FAX (520) 775 -5309 WARRANTY INFORMATION Pr on Recycled Paper September /1996 Made in the United States of America x',, .Y,KI1P'ItY,.lrrrKrt -r ..........__ ?_�`:"!':±.'� -:2� .. w{f':t4Y VAPORLESS MODEL OFP -3/2 OVERFILL PROTECTION VALVE INSTALLATION INSTRUCTIONS- Revised July, 1996 COMPONENTS (1) Shutdown Valve (Inlet is 3" male pipe thread and Discharge is 3" female pipe thread) (1) 4" male pipe thread x 1/4" x 1/4" x 1/4" Doubletap Bushing (1) Pilot Valve (1) Float & Float Arm (2) 1/4" Compression x 1/8" Male Adaptor (4) 1/4" Compression x 1/4" Male Adaptor (2) 22" x 3/8" Gauge Tubing (High Pressure Steel Tubing - .049 wall thickness) (4) 3/8" Bite Fitting (Compression) x 1/4" Male Adaptor SUPPLY PUMP MUST BE CAPABLE OF MAINTAINING 7 psi FLOWING PRESSURE AT AND HAVE A FUNCTIONING BYPASS RELIEF VALVE SET AT 50 PSI MAXIMUM. INSTALLATION 1. Screw the Float & Float Arm into the Pilot Valve. 2. Cut the Gauge Tubing to the appropriate length. The two lengths of tubing must be within 1/64 of an inch of each other for proper installation. (Due to the many tank configurations, it is the installers responsibility to calculate the actual tubing length for the specific installation. The actual shut -off level of this valve is at the poppet of the Pilot Valve.) 3. Matching Blue to Blue and Red to Red, install the Gauge Tubing from the bottom of the Doubletap Bushing to the Pilot Valve. 4. Test Doubletap/ Pilot Valve Assembly. A. Apply air pressure (30 -50 psi) to RED port on top of the Doubletap Bushing while the Float is in the down position. Air should flow through the tubing, Pilot Valve, and back out the BLUE port on top of the Doubletap Bushing. B. While air pressure is being applied, squeeze the Float Arm Clevis upward to compress the poppet. Air should stop flowing out the BLUE port. C. Apply air to BLUE port while the Float is in the down position. It should flow through the RED port. Squeeze the Float Arm Clevis upward. The air should stop flowing. through the RED port and flow through the clearance around the poppet. 5. Slip the Doubletap Bushing/ Pilot Valve/ Float Assembly into a 4" bung of the tank and tighten the Doubletap Bushing. 6. Screw a 3" nipple into a 3" bung on top of the tank. (If a drop tube is required, it may now be installed through the 3" nipple.) 7. Screw the discharge side of the Shutdown Valve on to the 3" nipple. 8. Install refrigeration grade 1/4" OD tubing, following color coding for the Vent and Fuel Tubing connections between the Shutdown Valve and the top of the Bushing. 9. Install pipe from the inlet side of the Shutdown Valve to the appropriate connections terminating with a Dry Disconnect. * Threads on the Doubletap Bushing should be doped using a suitable UL approved pipe sealant. * Care should be taken to properly align Float in tank to stay clear of all obstructions. The Float runs parallel with the RED and BLUE marks on the top of the Bu faces in the direction of the RED marking. ... z w re 6 0 00 0 w J H' SQw w 2 L a _ 1- w z � E- O z 1- w La 0 P- 0 ❑ 1- w O U= 0 I ' z OFP-3/2 DOUBLE TAP 4' NPT A = 0 33 me( 31 3> 0 MI :ri i ... 0225 •-t M ...__ FLUID gVEL SHU I - T....1 -..; = m I= 44 I L I) 22' TUBE CUT NJ LENGTH BLACK BLUE TANK 2.50 UPI -3 DROP TUBE - 1= [ o rum, I NO! SUIPL IL II OPTIONAL last at OW-OFT 1 1 1 D (ADMNI ClIti I RLIL VAI VE NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 18 Body Discs Cap Handle e FIG 237 CONSTRUCTION DETAILS Brass Brass Brass Malleable Iron Shaft seal on 1 1/4" sizes is Buna -N. On all other sizes. shalt seal is a teflon impregnated fiber packing. CONSTRUCTION DETAILS Body Aluminum Bonnet Aluminum Stem Brass Discs Brass. Body Ball Seal FIG 691 CONSTRUCTION DETAILS Brass Hard Chrome Plated Teflon SIZE t» 3 8 1 2" 3 4" 1 1,4". WEIGHT 0.25 lbs SIZE 0.28 lbs 1 1/2" 0.5 lbs 2" 0.75 It 2 112" 1.0lbs 3" 1.35 lbs 4" GATE VALVES & BALL VALVES 237 238 & 438 QUICK OPENING GATE VALVE Manually operated Gate Valve with throttle type lever action. For use in petroleum liquid handling. 200 PSI WOG, cold, non - shock, pressure rating. FIG 237 - Without spring. Teflon packing available. FIG 238 - With external spring. Teflon packing available. FIG 438 - With internal spring. Made for use on hydraulic lift systems. 235 R F FLANGED ALUMINUM GATE VALVE Military Specification MIL -V- 58039. Aluminum Gate Valve with TTMA flanges and quick- rising stem handwheel operation. Used in wa- ter or fuel systems. Available in anodized finish. Often assembled in various manifold configurations. 125 PSI WOG pressure limit. SIZE 3" 4 ., 6" NOTE: Companion flanges available. (See FIG 603 WEIGHT 10 lbs 17 lbs 35 lbs BALL VALVE FULL PORT Full Port Ball Valve used for liquid handling with manual open -close in quick quarter -turn handle operation. Threaded (NPT) connections. Valve can be operated in partial open po- sition. Lockable with padlock (op- tional). The 691B has a patented locking device. Available in 1/4" - 4" sizes. Pressure Limits (Cold non - shock) 600 PSI WOG 150 PSI WSP WEIGHT 0.75 lbs 2.5 lbs 7.4 lbs 9.75 lb 15 lbs FIG 238 FIG 239 FIG 215 A FIG 438 SIZE (FIG 237/238) WEIGHT 1 1 4 4.5 lbs 1 1 2" 6.75 lbs 2" 9.75 lbs 3" 22 lbs SIZE (FIG 438) WEIGHT 1 1,4" 5 lbs 239 & 239A GATE VALVE All Brass Gate Valve up to 11/4" size for petroleum - chemical liquid handling. FIG 239 - Rising stem style with double disc gate. 200 PSI WOG. 125 PSI WSP Fig 239A - Non- rising stem style with a solid wedge disc. 200 PSI WOG. SIZE WEIGHT 1;2" 1 lb 3'4" 1.25 lbs 1 " 2.25 lbs 1 1'4" 3.25 lbs 215 A & 215 AS OIL & MOLASSES GATE VALVE Manually operated shutoff valve de- signed to be used with heavy oils. Iron• body and brass gate construction. Lock- able with padlock. RECEIVED FIG 215 ASO¢)"1KA' ELOV LA) MAY -- 2000 SIZE WEIGHT SIZE �J�(�i' (��J`( yy$IGHT 3.4' ........ 1.5 lbs 2' 4 lbs 2.0 lbs 3" 6 lbs �.S'.. 2 375 lbs 4' 17.5 lbs 1 1 2" 3.0 lbs 4 I .v.r .. ,. rrb. ea<:. r,. ,•ura:+r,.•ss�+.'rhRV:w.� -;.... ..: ^M ^:nr.t "r`„ w?s`..��`= '_::ISeeC•*irs��, z W re 2 JU 00 U) tD J I = — W LL, w 2 I w z � � z r w w 0 0- 0 1- u j 1L -: 0 uJ Z O~ z 20 CHECK VALVES Y� SIZE FIG 246 A FIG 246 DRF FIG 330 FIG 137r137B Available with Expansion Relief. NOTE. Specify 25 PSI OR 50 PSI 1246 SERIES SWING CHECK VALVE Used for single- direction flow in a hori- zontal pipeline and /or to isolate product in a multi - product handling system. Poppet and seats are metal and may allow some seepage over long periods of time. Expansion relief is available. 330 SINGLE POPPET VERTICAL CHECK VALVE For standard check valve applications such as "holding prime" on a pump. Metal poppet/seat. Valve mounted in vertical position with product flow up- wards. CONSTRUCTION DETAILS Cast iron body - epoxy coated, brass poppet, seat, and tailpiece. SIZE WEIGHT 1 1 2" 3 1/2 lbs 137 &137 B ANGLE CHECK & BACK PRESSURE VALVE SINGLE POPPET / SPRING LOADED FIG 137 - Fitted with a light spring & soft seat and made for standard check valve applications. All brass. Buna -N disc (standard). Teflon and Viton available. FIG 137 B - Fitted with heavy spring & metal seat. Used for "back- pressure" applications. All brass construction. NOTE: Special pressure settings are available in the 137 & 137 B series for an extra charge. WEIGHT OPENING PRESSURE (Fig 137 B) 1 1 2" 4.25 lbs 6 PSI 2" . 6.25 lbs 5 PSI 3" 13.5 lbs 7 PSI : rr•a.•'myv�r�k. -1 ...,- f. -:'rs n:��.:::.+lG•. OPTIONS & DESCRIPTION Expansion Relief available (except 246 AL): specify 25 or 50 PSI when ordering. FIG 246 A - Brass body, cap, & internals. Threaded connections. Cold non - shock pressure limit = 200 PSI WOG FIG 246 A01- Same as 246 A. but constructed of Ductile Iron. FIG 246 DRF - Same as 246 ADI, but with 150# raised -face flanged connec- tions. FIG 246 AL - Alumin m body, cap. and internals. Threaded connections. Cold non -shock pressur mit = 125 PSI WOG. SIZE 246 A 246 ADI 246AL 246 DRF WEIGHT WEIGHT WEIGHT WEIGHT 11,2" 3.5 lbs NA NA NA 2" 5 lbs 5.5 lbs 3 lbs NA 212" 8.25 lbs NA NA NA 3" 12 lbs 12.5 lbs NA 24 lbs 4" NA NA NA 84 lbs FIG 335 B Fig 335 BP - same as FIG 335 B. but equipped with a Test Plug. SIZE WEIGHT 1 1 2" 3.75 lbs 2" 6.5 lbs FIG 158 / 158 B Avadaoie with Expansion Relief. Specify 25 or 50 psi NO'E. pressure settings are approximate. Spec.ai pressure settings are avaoaae .n the 158 B series for an extra charge. SIZE WEIGHT I 335 B DOUBLE POPPET VERTICAL CHECK VALVE • For standard check valve applications such as "holding prime" on a pump. Metal poppets /seats. All brass con- struction and made to be mounted in the vertical position with product flow up- wards. 158 SERIES VERTICAL CHECK & BACK PRESSURE VALVE SINGLE POPPET / SPRING LOADED FIG 158A - Fitted with light spring & soft seat and used for standard check valve applications. All brass. Buna -N disc (standard). Teflon and Viton available. FIG 158 B series - Fitted with heavy spring & metal seat and used for "back - pressure" applications. All brass. Fig 158 BDI - Ductile iron. (2" size only) OFV}USSURE 3/4" 4.25 lbs CITY k 4314eries) Q 1" ... 1.75 lbs d` A Y PSI 1 1.2" 3.25 lbs /�$ 6 PSI 2" 5.75 lbs 6 PSI 3" 15 lbs 1 ?IrRBdl:t:C3! PAC) :i :.8 PSI 4 ".... 10 lbs 8 PSI Z I ~ LL/2 J 0 0 cp J = H flw w 0 II O 0 I— w w 0 44 0 -. Z U � ff' z FIG 419 '0 FIG 419 C I • I FIG 419 PTA FIG 439 TANK EQUIPMENT 419' SERIES DROP TUBE Directs product flow to liquid level when filling a storage tank. Standard industry practice. Prevents free fall & agitation of liquid when filling. Flange fits inside groove of Tight Fill Adaptor and tube extends down to near bot- tom of the tank. FIG 419 C - Coaxial Drop Tube ( C.A.R.B. Approved) Size Weight 3'x13ft 14 lbs 4"x13ft 3lbs FIG 419 PTA - Poppeted Coaxial Tube w/ 4" Aluminum Adaptor. (C.A.R.B. Approved) Size Weight 4 "x 13ft 13 lbs 4'x15ft 16lbs FIG 419 SOS - Oversized Drop Tube (3.906" O.D. vs. 3.875" O.D.) Size Weight 4 "x10 ft 9Ibs 4" x 12 ft 12 lbs I 439 1 TANK BOTTOM PROTECTOR Installed at the bottom of the drop tube with prongs inserted inside the tube and with plate against the bot- tom wall of the tank. Provides a "striker plate" to reduce wear and corrosion on the tank wall caused by repeated contact with gauge stick. CONSTRUCTION DETAILS Steel Fabrication with Buna N Disc. SIZE 4 WEIGHT 0.75 lbs ^:Also >x: >: fir; r SINGL . FOOT VAL Installed at the Inlet of a suction normally at the bottom of the storage tank. Contains a poppet and functions like a check valve to hold prime on a pump. Metal -to -metal seat and screened inlet. CONSTRUCTION DETAILS Brass body,seat, and poppet. Screen: 20 mesh stainless steel. 1 335 A I DOUBLE POPPET FOOT VALVE Installed at the inlet of a suction line normally at the bottom of the storage tank. Contains two poppets and func- tions like a check valve to hold prime on a pump. Metal -to -metal seat and screened inlet. CONSTRUCTION DETAILS Brass body,seat, and poppets. Screen: 20 mesh stainless steel. SIZE WEIGHT 1 1 2 4.5 lbs 2" 6.5 lbs 331 & 331 S UNION CHECK VALVE Installed in a pipeline on a standard union fitting. Spring loaded poppet with viton seal. Fig 331 S is provided with a 20 mesh Brass screen. RECEIVED CITY OF TUKWILA CONSTRUCTIOI NOD Brass body and spring. Vito disc. PERMIT t:74=NTEP SIZE WEIGHT 1 1 '2 0.5 lbs 13 Z 1 W re w J 00 c 0 J I— W u a � _ g W Z � zo W U O 0— 0 I— W I— F u' O ' Z 0 T bi z WARNING: Tank Fill Caps must not be used as a substitute for proper normal and emergency venting on tanks. It is essential that proper venting be provided in compliance with all applicable codes for every tank system. FIG 178 FILL CAP OPTIONS SIZE "NPT 2 1;2" NPT 3" NPT 4" NPT SIZE 2" NPSF IB -IC WEIGHT 2.0 Ibs 2.5 Ibs 4.5 Ibs 6.75 Ibs IB-IC WEIGHT 2.0 Ibs FIG 307 SIZE & WEIGHT Complete wlCap 2 1.75Ib 21;2" 2.5Ib 3" 3.625 Ib 4" 5.5 Ib 379 2.0 Ibs 2.75 Ibs 4.25 Ibs 7.0 Ihs FIG 178 DT FILL CAP OPTIONS �.,, TANK FILL CAPS & VENTS 178 SERIES THREADED STYLE FILL CAP Tight -seal style cap with threaded cover. For fill port of small storage tanks. Lockable with a padlock. Body is available in Iron (18), or Brass (BB). Cover is available in Iron (IC), or Brass (BC). Buna -N gasket. FIG 178 DT • Made for a drop tube with 2" straight pipe threads and Buna -N Gasket. 18-BC BB -IC BB -BC WEIGHT WEIGHT WEIGHT • 2.25 Ibs 2.25 Ibs 4.25 Ibs 7.0 Ibs BB -IC WEIGHT 2.25 Ibs 307 & 307 P 2.25 Ibs 2.251bs 4.25 Ibs 7.0 Ibs FILL CAP, ADAPTOR, & PROBE CAP Brass Fill Cap and Adaptor with Chain. Available as a complete unit, Brass Adaptor separate, or Brass Cap & Chain separate. Buna -N Gasket. FIG 307 P - Cap only - drilled & tapped with 3/8" NPT hole for probe. Adaptor Cap, Chain & Gasket 0.5 Ib 0.75 Ib 0.75 Ib .875 Ib 1.25 Ib 1.25 Ib 1.75 1b 1.5 1b 379 COMBINATION FILL CAP & VENT Fill Cap and open style Vent used on small storage tanks. All Aluminum with brass screen. WEIGHT 1.25 Ibs FIG 179 Loose -seal style cap with hinged cover. For fill port of small storage tanks. Lockable with a padlock. Alu- minum or Cast Iron. Also available with male or female threads. FIG 179 FILL CAP OPTIONS FIG MATERIAL 179 Aluminum 179 Aluminum 179 Aluminum 179 Aluminum 179 M Aluminum 179 M Aluminum 179 CI Cast Iron 179 MCI Cast Iron FIG 155 FIG 155 - Threaded (NPT) FIG 155 S - Slip -on w/ set screw FIG 215 A Size Weight 3/4" 1.5 Ibs 1" 2.0 Ibs 1 1/4" 2.375 Ibs 1 1/2" 3.0 Ibs SIZE / MOUNTING WEIGHT 2" NPT Female 0.75 Ib 2 1/2" NPT Female 1.0 Ib 3" NPT Female 1.0 Ib 4" NPT Female 2.0 Ib 2" NPT Male 0.75 Ib 2 1/2" NPT Male 1.25 Ib 1.0 Ib 2" NPT Female 2" NPT Male DOUBLE OUTLET VENT Aluminum T -style Vent used prima- rily on small fuel oil storage tanks. Outlet ports on either side of the inlet with 20 mesh Stainless Steel screen keeps debris out of the airway. SIZE WEIGHT 3/4" 6 ozs. 1" 9 ozs. 1 1/4" 10 ozs. 1 1/2" 12 ozs. 2" 1 Ib. 3" 3 Ibs. Manually • • - - - • toff valve de- signee • 9,x • heavy oils Iron • • • a . b - onstruc tion. with 9p�ck. FIG 215 AS 7 Springc��tled (3/4 ") S i ze PERMIT OEN""EP Wight 3" 6 Ibs 4" 17.5 Ibs 155 & 155 S 215 A & 215 AS OIL & MOLASSES GATE VALVE 179 SERIES HINGED STYLE FILL CAP FIG 179 M 1.0 lb 1 1 1 z W ce UO CO O CO ILI J t- NW W 2 u d W z � I O W ~ uj U � ON 0 I- W W 1- LL"O W Z U F- z 03 :03:00 FRI 14:00 FAX 206 281 0020 SABEY ARCHITECTURE Sabey Construction Inc. To: 12431 Tukwila International Blvd. Tukwila, WA 98188 attn: DOUG SCHUMACHER FAX: 206 - 241 -8223 Phone: 206-241-8240 From: Haunes Lu Re: F -• Ynur Acton Required FUEL TANK VAUILT X tnh+mrnllnn ant+ M a X As indicated cost effective solution. n Rav4wl>n 0 No action NOTE It you et not receive all information as indicated, please corded meat (208) 2818700 irnnee Sabey Corporation Dec Time: Project #: Project: Post -W Fax Note 444 I(CRINSTRY CO. 03/03 /00 1:48 PM 99-70-23 TI for ZAMA at Interl'ate.West 7671 RECEIVED CITY OFTUKWILA MAY -- 2000 3001 FAX TRANSMITTAL Following: Plan, Section and Elevation of Tank Room, dated 3/3/00 Comments The attached drawings show my suggestion for an enclosure for the fuel tank for the ZAMA generators. The room is des! • ned to fit the existin • tank modified for above • round installation. The basis of the design is to set the bottom of the footings at the same elevation as the adiacent footings for Building C. This arrangement puts the finished floor for the tank room below grade at the east side, and creates a containment well about 30' high. By pushing the tank room as low as possible, the roof of the vault can be at grade at Level P1 which would allow parking on top of the vault The oracle as currently planned however, slopes down to the north and would have to be modified to accommodate a nearly level area over the vault. McKinstry needs to verify if any additional space is required in the room for fill lines, fuel polishing system or other equipment. What is shown for the sizes of structural members is just a rough guess. Nelson- Bourdages needs to determine the sizes for footings, walls and roof framing. SCI needs to put together a cost for comparison with other solutions, so that we can determine the most PERMIT CENTEwP 'MIS FACSIMILE COMMUNICATION IS INTENDED ONLY FOR THE USE OF THE INDIVIOUAL On ENTITY TO WHICH IT IC ADORE •■ED AND MAY CONTAIN INFORMATION THAT is PRIVILEGED AND CONFIDENTIAL. IF THE REAOER OF THIS COVER PAGE IS NOT THE ADDRESSEE, OR THE EMPLOYEE OR AGENT OF THE ADDRESSEE, PLEASE SE ADVISED THAT ANY DI96EMINATION, DISTRIBUTION, OR COPYING OF THIS COMMUNICATOR IS STRICTLY PROHIBITED. IF YOU RECEIVE THIS FACSIMILE IN ERROR, PLEASE NOTFY US IM NEDIATELY BY TELEPHON AN O MAIL THIS FACSIMILE TO UB AT THE ABOVE ADDRESS. THANK YOU. FILE HowE Bum( POOLE LANG BOURDAape 9:\I NTERG�'E 16L4G_G \ZAMA \FAT(•$ DpC^ nrm: YS�. .. ..,rn r _- 0-M.' e" l* 1N7�" S1S6 T.: t7�'!; 7 t! �wi" 1!! e x!. Y, ?rd' fir, y.y-.....wv:.�w .�.�m- ,. :'CK'cmC'.., � .n.w.t.•r. »o- »miw�!': •. .. z re W �U 00 CO J w W 2 N � = w z � I- O z I— W w U � c o 0 I— ww 0 -O E z U= O~ z :r3 03.00 FRI 14:00 FAX 206 281 0920 ICs o p Sabel Corporation iii MCRINSTRY CO. x. nri�t1��' iYRfI: W.' 9. �! 2: �' t' w, �iiSPKi29hY?s + ,� , }; , !KAY!'�Ei9`Mryrw,r..C. art".'!';; ^`:- , +Tr.G:,nr....,t. ^L,�T s +.. .'vu ..»r.���<�+rrrr, ,� ........ ,, ,.,�.., r. «,nr:;•ps..a.r.`.,ta:, .,y � N RECEIVED MY OF TUKWILA KAY - 1 2000 PERMIT CENTC_r Z002 Z ~ W re 6 —I C.) UO CO 0 w 1— LL W 2 LL Q. = H W HO Z H W W U w 0— OH W II , H W Z - I O Z i... 03 0 0 FRI 14:01 FAX 206 281 0920 Sabey Corporation 444 MCKINSTRY CO. Z003 s o 0 0 RECEIVED CITY OF TUKWILA MAY -. 1 2000 PERMIY cr 09109%00 FRI 14:02 FAX 206 281 0920 Sabel Corporation e RECEIVED t�ry OF TUKWILA MAY - 1 2000 PERMIT cEN 444 MCKINSTRY CO. ti11004 z 1 _ ( : 1-z w UO . co 0 J W = j w F- CO w W / Q � - = v F .W Z = H F- O Z I- 0 X D in C si 0(11 W / 1 a. z . z UN O z DESCRIPTION Design Criteria 1 Vault Walls 3 Global Stability 4 Access Hatch Header 5 Wing Wall ? s OCToeEA $ 1.0 7 STRUCTURAL CALCULATIONS FOR ZAMA T.I. FUEL BUNKER POGGEMEYER DESIGN GROUP, INC. NW DIVISION April 5, 2000 PDG JOB 99084 D2OOO !2& � -. - .» -.-,�� POGGEMEYER DESIGN GROUP Made By: MS Date: 4 /4/00 Job No. 99084 Consulting Engineers Checked by Date Sheet No. I 512 6th Street South, Suite 202 Kirkland, WA 98023 (425) 827 -5995 Fax: (425) 828 -4850 Description: Design Criteria Job Name: Zama TI Fuel Bunker Live Loads: Soils: Design Criteria Code: Vault Lid = AASHTO HS20 Soil Bearing = 2,500 psf Restrained Active Pressure = 50 pcf Passive Pressure = 350 pcf Coefficient of Friction = 0.40 Uniform Building Code, 1997 edition RECEIVED CITY OF TUKWILA MAY - 9 2000 PERMIT CENTER Z H ct . oO u) 0: U) w' CO w O. rn . = a , = Z �. I— O; z1-: ut o. o 0 1—` w w :. — o. w z: U = ; O z 22 HIGHWAY BRIDGES 3.10.1 1 HS20 -44 8,000 LBS. HS15 -44 6,000 LBS. 32,000 LBS . 24,000 LBS. --{0.4 W}— --I0.4 WE I r W = COMBINED WEIGHT ON THE FIRST TWO AXLES WHICH IS THE SAME AS FOR THE CORRESPONDING H TRUCK. V = VARIABLE SPACING -- 14 FEET TO 30 FEET INCLUSIVE. SPACING TO BE USED IS THAT WHICH PRODUCES MAXIMUM STRESSES. CLEARANCE AND 1 LANE WIDTH 10' -0" k 2' -0" CUy j *III 6' -0" 2, -0„ Figure 3.7.7A. Standard HS Trucks *In the design of timber floors and orthotropic steel decks (excluding transverse beams) for }IS 20 loading, one axle load of 24,000 pounds or two axle loads of 16,000 pounds each, spaced 4 feet apart may be used, whichever produces the greater stress, instead of the 32,000-pound axle shown. **For slab design, the center line of wheels shall be assumed to be 1 foot from face of curb. (Sec Article 3.24.2.) 32,000 LBS 24,000 LBS. RECEIVED CITY OF TUKWILA MAY — 1 2000 PERMIT CENTEI^ ' '2 • CO LLI J = co u. WO g Q a I— W Z� 0 . z �—. 2 U � U 0 I— lU W I— F — 0 Iii Z UN 0 � Z POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • Fax (425) 828.4850 Made by M 5 Date y / / Date Job No. 99064 Sheet No. 3 Checked by Description M V LT ■13LL Job Name FAmAi Fu L. 3.yJKCe 3.36 ILL 0.6 4 ,5 Al IP 4 M,. M oITii u,1H .7a((.0) do MN = .9 ( ?71.)(60)61 .85(4)(14( /►z = 6,14 k' . 44 15 .(4 . ( , , g 1.1112,12 ) A 7_ //, °vY RECEIVED MAY - 9 MO PERMIT CENTER .. POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828-4850 Made by M Date /9/00 Job No. 910 y [� Checked by Date Sheet No. ¢ Description (yt.pt3r4l_ JTAi lt_ITY Job Name 'EAmri- Fu e.. 13vN 1Cc lZ - V — 7 L) = 15 x 3o' x l' .10) Io x $I x$ ,15cD) t 14' >r 1.1 x � ( . Sc) = 351. F = 0.40(351.5") I ?(j I m boort.t.- NOT N, 2,1) z 1Z5.05K WY o WED T'UILA MAY - 9 2006 PERMIT 015NTE POGGEMEYER DESIGN GROUP M Made by D Date J Job No. Checked by D Date S Sheet No. Description Acce6 HATC )-1 HO fA1bC>Z Job Name b �L A m,� F Fat— t_ I bOrQ IL G IZ t 1..) t. • • .1 3 _ 4I } [-b .85(3.I.N) 2c�.51 (3.33 r M„ I, l .Z 1.7 8 = /1, 59 k vv ), LI E 3.85(3.33 1. , 2.12,51 4 VG. z = I (S)(I3) = 6, 5'614 5Tg.R., ?5 &eel ,ZZ«DOvp. — 5Q(8) 02 z = 6, 5I, fi cc: ,•c•XT ?L Fct I't- c x0 7 2 � 1,0 R6,5), 33 a, HbZO LoASJIN(, Ube • = 3, 85 I4.14= 3cI7 Gs.L. ,z2.(60)63") k r, 35, 5 ✓ RECEIVED OILY OF TUKWILA MAY - 1 2000 PERMIT CENTER z i s � v UO N W W =. CO U. WO g J' u- -d = W H =. Z o z I U W = W U -o . t U O z POGGEMEYER DESIGN GROUP Consulting Engineers Made By: MS Date: 4/5/2000 Job No.: 99084 Checked by: Date: Sheet No.: - 512 6th Street South, Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax: (425) 828 -4850 Description: Access Hatch Header Job Name: Zama Fuel Bunker Reinf • b= h= Bar Clearance = Mu = fc = Ig = Icr = Mcr = b 8.00 in 15.00 in 1.50 in 19.54 K -ft 4000 psi 2250.0 in 760.1 in 2.96 K -ft Leff = 765.3 in h ASreq•d = 0.34 in Asmin = 0.35 in = 0.0033bd USE: 2 #6 OK! RECEIVED CRY OF 7UKWILA MAY - 1 2000 PERMir CIrNTER z Z. re J U 0 O N O WW J 1.11 O : La • i t- _.. z �. l-0 z t- 2 D. U 0 • 0 -. 0 H' w W z — • O lll 0 ~. z POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • Fax (425) 828 -4850 Made by N4 date W5/00 Job No. 95 O e 9 Checked by Date Sheet No. 7 Description Job Name - a frn Feat_ i �: �� 51C�+J W ►wb WALL io 3? 1�� Tw�eti F3QaiGt:kt 4 bXt aLOC.0 h1...4 Lq V ) w pc416• 1 =02 Ly . ?t- M w /t i p, ?.i 4 MN -72 (- 3o )( G , 8y1 I W L ) ��2. 8, O5 K ' ✓ C1TY OF TUKKWIIA MAY - 1 2000 PERMIT CENTER z oo; (0 0. J H N LL. W o: 2 J : u_ . 02 d H W. o. z� • W 2 C) ,o N W W: � = . V' U. O. .. z w co O� z city of Tukwila Fire Department Review Control #D2000 -126 (510) Blvd., Suite #100 Dear Sir: 1. Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 45,000 lbs. Steven 'M. Mullet, Mayor Fire Department Thomas P. Keefe, Fire Chief 4. Material safety data sheets for all hazardous materials on the premise shall be readily available on site for.emergency personnel. (UFC 8001.6) 5. Visible hazard identification signs shall be placed at entrances to locations where hazardous materials are stored, dispensed, used or handled in quantities requiring a permit. Individual containers, cartons or packages shall be conspicuously marked or labeled in accordance with nationally recognized standards. (UFC 8001.7) 6. "No Smoking" signs shall be conspicuously posted within and at all entrances to hazardous materials storage areas. z ~ w' May 4, 2000 U 00 N 0 W = J ,` N W O gj so. I- Ili Z � Re: Zama Networks Fuel Tank & Vault - 12100 Tukwila Intl. �. z i-- w DO The attached set of building plans have been reviewed by o H The Fire Prevention Bureau and are acceptable with the w w following concerns: x u i z . 0— F. 2. Hazardous materials shall not be released into a z sewer, storm drain, ditch, drainage canal, lake, river or tidal waterway, or upon the ground, sidewalk, street, highway or into the atmosphere. (UFC 8001.5.1) 3. Satisfactory provisions shall be made for containing or neutralizing spills or leakage of hazardous materials. (UFC 8001.5.2.3) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206 -575 -4439 ... _ � City of Tukwila Fire Department Thomas P. Keefe, Fire Chief Page number 2 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, The Tukwila Fire Prevention Bureau cc: TFD file ncd Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax: 206 -575 -4439 Steven M. Mullet, Mayor • F62$.0S2 -000 (8F)7) AMPWKOWNEW F(25- DS2.0(1 (8197) . , • DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST'CONT GENERAL Detach And Display Certificate •EXP74 Ei! x2.�� J)` /�2,O DAT 0, :o o/i4AIi 911 SABEY ?:CONSTRUCTION. .. 101 :ELL AVEW‘ :SEATTLE ;iWA;•'' :98119;`' :' . • REGISTERED AS PROVIDED BY LAW AS I CONST CONT GENERAL REGIST. # EXP. DATE CCO1 • SABEYCI033KM 12/31/2000 EFFECTIVEDATE . . ' 05/14/1997 SABEY,CONSTRUCTION INC 101 ELLIOTT AVE W 330 SEATTLE W A 98119 . • - Signature Issued by DEPARTMENT OF LABOR AND INDUSTRIES • Please Remove And Sign Identification Card Before Placing In Billfold April 17, 2002 Mr. Haynes Lund, AIA Sabey Corporation 12201 Tukwila International Blvd., 4th Floor Seattle, Washington 98168 -5121 RE: Request for Extension — Permit No. D2000 -126 12101 Tukwila International Boulevard — Zama Fuel Tank Vault Dear Mr. Lund: Department of Community Development Steve Lancaster, Director This letter is in response to your written request for an extension to Permit No. D2000 -126. The City of Tukwila Building Division will be extending your permit to October 14, 2002. Please be advised that this will be the only extension granted for this project. If you should have any questions, please contact our office at (206) 433 -3670. Sincere Robert Benedicto Acting Building Official RB /sks File: Permit No. D2000 - 126 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 z � U 0 O: w o- U) W : W z J H` w Q L -I = I- at Z � !- a Z uj U � O N' W: I a . LI O .- Z: O z SABEY CORPORATION April 2, 2002 Stefania Spencer Permit Technician City of Tukwila 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Re: Zama Fuel Tank Vault Permit Application Number D2000 -126 Dear Stefania: In our phone conversation yesterday, you informed me that this permit to construct a semi - underground fuel tank vault was recorded as expired on 3/3/02. Because we have had discussions with the Fire Marshall and Building Inspector since the last letter from your office (10/4/01), we were not aware that this permit was about to expire. We would like to request that this permit be extended for 6 months. We understand that this extension is for one -time only and will move the required action date to 9/3/02. The only work that remains to be completed on this permit is the resolution of the Uniform Fire Code issues relating to sensors. We will resolve this issue within that time period. We trust that the City will notify us when this extension has been granted. If you have any questions or require any further information, please contact us. We look forward to a prompt resolution of this matter. Sincerely, Haynes Lund, AIA Project Architect Sabey Corporation cc: Ralph Hagler, John Lang, Doug Gardner REAL ESTATE DEVELOPMENT CONSTRUCTION SERVICES VENTURE FUNDING Sabey Corporation 206/281 -8700 main line 12201 Tukwila International Blvd.,4th Floor 206/282 -9951 Fax line Seattle, Washington 98168 -5121 www.sabey.com August 23, 2001 City of Tukwila Department of Community Development Mr. Haynes Lund 12201 Tukwila International Blvd Tukwila, WA 98168 RE: Permit Status D2000 -126 12101 Tukwila International Blvd Dear Mr. Lund: In reviewing our current permit files, it appears that your permit for construction of a new semi - underground fuel tank vault to house fuel tank for emergency generators. issued on June 12, 2000, has not received a final inspection by the City of Tukwila Building Division as of the date of this letter. Per the Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the building official under the provision of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time for a period of 180 days, after the work is commenced. Based on the above, if the final inspection is not called for within ten (10) business days from the date of this letter, the Permit Center will close your file and the work completed to date will be considered non- complying and not in conformance with the Uniform Building Code and /or Mechanical Code. Please contact the Permit Center at (206) 431 -3670 if you wish to schedule a final inspection. Thank you for your cooperation in this matter. Sincerely, Stefania Spencer Permit Technician Xc: Permit File No. 1)2000 -I26 Duane Griffin, Building Official Steven . M. Mullet, May Steve Lancaster Director 6300 Southcenter Boulevard, Suite 11100 • Tukwila, Washington 98/88 • Phone: 206-431-3670 • Fax: 206 -431 -3665 z z re W 6 — I U. U CO U. W J W 0. g J � N a = d : W I— 0 ' Z F--. 2 p O co 0 H W W; I- U ` O Z . tit U = 0 I Z 7 Reid iddleton June 9, 2000 File No. 26 -00- 005- 015 -02 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal Zama Networks Fuel Tank Vault (D2000 -126) Dear Mr. Griffin: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments. Enclosed are the drawings, structural calculations, geotechnical report, and correspondence from the engineer for your records. If you have any questions or require any additional clarification, please call. Sincerely, Middleton, Inc. Davi B. wanson, Director, Structural .E. eering Group bjr\ 26se\ planrevwVukwila \D0\10015r2.doc\fps Enclosures cc: Haynes Lund, Sabey Architecture Ferron P. Smith, E.I.T. Plan Review Engineer REcov wiLA c m( oF J U N _ 9 2000 pE RM1T CE NTER Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 z w U U O, W =; -J �- w° 103, 1— O: z I- W 0 ':0 w w U; w U z Reid iddleton May 16, 2000 File No. 26 -00- 005- 015 -01 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal Zama Networks Fuel Tank Vault (D2000 -126) Dear Mr. Griffin: General RECEIVE MAY 1 8 2000 ooMMUN DEVELOPti . V r We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The permit applicant should address the following comments. A copy of this letter was forwarded to the project contact for your convenience. 1. The following list of comments should be responded to in itemized letter form. The permit applicant should have the Engineer of Record respond and resubmit two copies of revised structural drawings and one copy of supplemental calculations. All information should be submitted directly to Reid Middleton, Inc. 2. The vault should be designed to resist fire truck loading as required by the City of Tukwila fire marshall. The fire truck weighs 74,600 pounds with four 2 -foot by 2 -foot outriggers. The design criteria on Sheet FB 1 should also be updated with this information. 3. The 129 kip driving force and 141 kip friction resistance calculated on page 4 corresponds to a factor of safety of 1.09 against sliding; however, UBC Section 1611.6 requires a factor of safety of 1.5. If passive pressure is to be used, the required elevation should be specified in Section 1/FB2. 4. The general Notes referenced a soils report number 98063 by Geotech Consultants dated March 16, 1998 that should be submitted for our review. Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, •■ Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fox: 425 741 -3900 z 00 to w= J 1— U) 11.. w O u-Q CO D d I , III z � r-- z � LLJ U co 0 I- - w` u' O .z F. w U z • Mr. Duane Griffin City of Tukwila May 16, 2000 File No. 26 -00- 005- 015 -01 Page 2 ■ and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. eilt D B. Dtor, ' tructural Engineering Group wanson, P.E., S.E. Ferron P. Smith, E.I.T. Plan Review Engineer bjr \26se\planrevw\tukwila\00V.015r 1.doc\fps cc: Haynes Lund, Sabey Architecture Reid iddleton Dv w J U 0 0. W = J H wO 2 d tu z z. E-• . w'w 0 :0 H. w w f u. ~O: ii i Z • 0 MI 0 Z May 3, 2000 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Zama Networks Fuel Tank Vault (D2000 -126) Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Sincerely, chm.461-- Brenda Holt, Permit Coordinator encl xc: Permit File No. D2000 -126 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 .s++. 0 .. . ..... .., o ! ORIV,fYi K: 4tFAV.'?.0,rx.>9.RUrm.vve ro,rnn.n ,,,,, ,,ntr eetn.K- .termr...4 ovApre s,vmrrww vex.ex. Knew+4?!oetisr.ovw “Pttin11l5Sti4OrW!tti"Naan. fitrormw!mr:..n..- .-._.. z ce w 6 v : 00 CO 0 . J H. • LL w 0, 2 g Q. H w _• z1— • i-0. Z I— w w U� O N :0 F- w W . � � 0 ..Z. U =' . 0 � Z ACTIVITY NUMBER: D2000 -126 DATE: 5 -1 -2000 PROJECT NAME: ZAMA NETWORKS FUEL. TANK & VAULT SITE ADDRESS: 12101 TUKWILA INTERNATIONAL BLVD XX Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # _ After Permit Is Issued DEPARTMENTS: Buil Division e , S Public Works ® Structural AAPG 4 14.6 -(tom DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES /THURS ROUTI G: Please Route Structural Review Required REVIEWER'S INITIALS: Approved Approved \PRROUTE.DOC 5/79 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Incomplete n APPROVALS OR CORRECTIONS: (ten days) Approved with Conditions REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: Approved with Conditions REVIEWER'S INITIALS: Planni Di vision IP 6t, 5 Permit Coordinator II DUE DATE:5-2 -2000 Not Applicable No further Review Required DATE: DUE DATE 5-28-2000 Not Approved (attach comments) n DUE DATE Not Approved (attach comments) n DATE: z w re JU 00 N W = w O . g? c a = w I- Z �. Zo 0 0E- w w LLO w U= O ~ z BLDG C 12101 117-17' 27-6' 7 T ®11' L8000 -0 = 8' -5 FUEL TANK I l FUEL TANK ENCLOSURE NEW . ....JAW .r....w.!l.rrwr y1.11�11'' ........................... l !!!!lam- irl�a!!!!!c!!a� - ��sl "ls!>e��!!!!!MAZZOI �!!!!!! !!- !!!is!>• =ls!!l111�1��llMIll uu m._ w... ._....... - ..:.._ - . !!!!!!!!1�!!!!!!!!!!!!!il!! 3�!!- !!- ! =!!!�I! ■l11�11111!! 1111111111111111•■■■••11.1•11.111MIMMINIIIMIIMMIMMUIE MEM ;MI =UM == =MI 1•11.1111111101111111111111■111MMIMIIINIMIll 11•7111111111•111.111111MINIMIMMIIMUNIIIIM MI. MN 110111•111•11.11•11.111•11111•111110•11111111 1111•111111•111=1 M111111111.11111111111111.11111111•11111MIN MINIIMIIIMMISINIMMI■lIMINNII NM 11•11111M1111111111 ■■ ====1011•7111•11111”11.111111.1MMIIIIMMIMINIMMII NM MINIM* .!!!!!!!!!!!!!!!!!!!!!!!!!!!! !-- !!!�>- 1- 1��llfl�l�t! M11MIli !!- 1!�!!!aI>s!- !!!!!!!!!!!!!!ate !!!! =!llur =!!llrlllrarr!! MIAMI M111111111111•M !1■1!!! ll,r.!! NMI" NINIII INN INN 111•1111111111.■••• MN 111111M110111.1011111111111112 - irrl - �! 1/1Off•rllrrrs !!!!! - .al - r! ' �. - l�� - rari L 111111111 - 111111111111111.111•1111111111111.■ mom 1•11111111111111111111111•11111•1111•111111111111111111•1111 11.1ft 11111111111•M 1111111111111•11.11.1■11111.111111111111111111111.1111.1111111a 1/111111111111111100 EI■1111111•111111MININI MIN 1011111111111111 nrIlnI rTrrn LriWiMIFLIL4I1t�U PROGRESS DATE: 12/15/99 PLOT: PROJECT NUMBER: 99 - 70 - 23 DRAWN BY: bob CHECKED BY: hwl APPROVED BY: DRAWING NUMBER: PRECAST PLANK CIP CONC WALLS METAL STAIR CONC SLAB ON GRADE SECTION THROUGH VAULT /8" = ZAMA NE T W O R K S FUEL VAULT DESCRIPTION OF WORK This building is part of the Work for the Tenant Improvements for ZAMA Networks, Inc. at 12101 Tukwila International Blvd. See Sheet GO for that project for General Notes, Building Data, Abbreviations, etc. pertaining to this Work. This Work consists of building a new semi — underground vault to contain the fuel tank for emergency generators. The room not occupied; the space is only accessed to service the tank. CODE ANALYSIS Use Classification: Type H -3 Construction Type: Type 1 Allowable Area: Unlimited Actual Area: 425 SF Occupancy: Not Applicable ALUM RAILING A ' u 4" CONC TOPPING INN FUEL TANK, I1 € 8. % UARDRAIL, GAL CAP Imo€ G✓ I t �� SIM. TO 12/A8.0 PARTIAL EAST BUILDNG ELEVATION 1 /8" = 1' -0" HM DOOR W/ FULL HEIGHT LOUVER I_ -1-® 2x2' EKTMETAL LOUVER, PAINT TO MATCH WALL FUEL TANK BEYOND PAINT NEW WALL TO MATCH ADJACENT WAIL EXPIRED art P Dtt11t�LM ,lUN ° 9 200 Moo canfi' D2000 -126 4 irk A% /7► I A / CONSULTANTS REVISIONS ISSUE DATE All drawings and written material appearing her. cars.. the original and unpubrsh work of the Sabey Comm.. and the same may not be dupricated, used or drscrosed without the written content of the Sabey Carpar.on_ FUEL TAN VAULT r Z A IA A N E T W O R K S at Intergate.West 12101 Tukwila International Blvd_ Tukwila, WA DRAWING STILE: SECTIONS AND ELEVATIONS Al ,TUKWILA MAY - 1 20911 27'-8" a a! •,sla .leas ..,mss. ziE 049 bNW:o tr : 'Ina 102.71 02.6± R&M EXIST YSi0NJE WALL FUEL TANK BUNKER FND PLAN N` SCALE. 0' = 1' -0' 1• 4' -O" TYP 12'x4 -0' PRECAST PRESTRESSED HOLLOW CORE PLANKS AT 4' -0' {LG W/ 4' DP CONC COVER 899999 •f 95.40 TANK BUNKER LID PLAN SCALE 1/4.= 1' 0 T. FIELD Mill; EXIST FINISH GRADE ELEVATIONS. 95.40 ' 3 !D1 7 1 01.51 44 WALL 3 ' B IG REVIEWED This plan was reviewed for general conformance with the following rgt Structural Provisions of the Uniform Building :Cade ❑ Non-structural : Provisions of the Doi form Building Code ❑ Washington State Barrier -Free Regulations (Chapter 51 -30 WAC) ❑ Washington State Energy`Code (Chapter S1 -11 WAC) The project appl eam is responsible forconformance with all applicable codes, conditions ofappravat,. an erm pit reGmretreon rerewire.. subject to the wire. and rnietptesan the ons of governing authority. This ew does not relieve the Architect end E g ear of Rxord of the responsibility fora complete deAgn in accordance with the laws of the governing jurisdiction and the state of Washington. Cif T , /tea® ion B Or1 RE a 411 DOLE TON, INC. Code Review Consultant Date `9 BLDG C EX PIR D D2000- VICINITY PLAN GENERAL NOTES 1. DESIGN CRITERIA CODE tAW1RW BU40RM0 CODE - 1097 EDITION VAULT !Ak LTTY OF IUKWTA FIRE TRUOC LOADNC mot I.......zokr 3 BUOYANCY: Vi LMS IS' NOT DES(' W D 10. WIHSTAR° BUOYANT FORCES FBI t71O9D WATER ABM : . TOP OF VALET STAB: ON GRADE. 2. FOUNDATION STRUCTiRAL DESKH CRITERIA COMTES WTH SOILS REPORT PROECT Na 98084 BY ROTECH: CONSULTANTS NC DATED: MARCH 18, 1998 FOOiNG MARIO PR E.__........,J000 PSF LATERAL EAR1H P JRE ON RETANNG WALLS ACTIVE RESjRAIEDt 40 Pcr PASSIVE 300 PCT COEFFICIENT OF $ASE FRECiTINk 040 SUB^RAR PREPARATiOO DRAYAGE PROVISIONS AND OVER RELEVANT SON. CONSWERA1ILW5 ARE TO BE N ACOORDAT CE WTH SAO SOLS REPORT AND ADDENDA LETTERS 3. CONCRETE REFERENCE STANDARD* AO -301. AC1 - 318, ANC weW 8l CNCRETE„SR€NG1H (29 DAYSk WALLS-___4,000 , 4000 PSI 8110110 LXIIELY INIH - AO -301.: D0 MOT EXCEED' THE A1O1NT OF WATER SPECFWJ TI :A 9999EU IRE PROPORTIONS OF AGGREGATE TO CEMENT SHAM. BE + SLOT AS TO PRODUCE A DENSE N TICAWE 988 INCH CAN BE PLACED WIHOUT SEGREGATION OR EXCESS FIEF SOFACE WATER PLAIN& cowry TOW A0 -301 9.198: 4' PLUS OR MNUS ONE NDL NOT 400 WATER TO 810 10 9MAWARE'SWNI CRFA)ER SLOW Aa 1ERA1TD GET. OR NOR EARLT STRENGT MAYBE A0W%WD BY t9NG APPR0VE0 ADIARDIR0S GLOOM COWLY WIH40 -30T. REEF CONCRETE MIST FOR SEVEN DAVfr.M 1980 ' JOINING' PWABW E ADE' CNATE JOM)NG 10 *ADZE EFFECTS OF VOLUTE; CHARGE ,:i01DSSIETAN' MAY-BE AMUSED AT CONTRACTOR'S 1P1)w WTIf PIt APPROVAL' FROM IaMGREETT. Jt>•IT 941(00 T*D PART PORISULFOE SEALANT 91 - 2282 , AS MANUFACTURED BY.. NORTON 'NTERNATINALOR EQUAL PRIE: SUSACE.WTH NPR -415, BY MORTON AITERNAi191AL, 02 EQUAL PRIOR '10 5EAl9NG 7. INSPECTIONS 4. HOLLOW CORE CONCRETE PLANKS CONCRETE PLAMIS 94811 BE DES99810 AND MANUFACTURED BY COMPLETE 1EC8lO.QGY CORPORATION OR DICKER APPROVED E09VALE81 CALCULATIONS 95411. BE 540FD':BY A WASHINGTON LICENFED'OWL OR STRUCTURAL, 0899808 PLANS SHALL BE OE99bED TO Sworn DEEM 'R9TERAV 1049981 Ptmc CONCRETE SHALL BE LOW Mar 8000 P9 28. DAY MIX AND STRANDS 98ALL O 270 K9 1/2" t9AlE1ERLOW RELAXATION $1000 5. REINFORCING STEEL REFERENCE STANAARRW All "BFTAMIW: imam. rte -RB1. NMI W8UA0 OF STANDARD PRACi1 0 W19ALS BEW 99998c $1EEL AS1M 4815, GRADE 60 SPLICE& .. LAP. GOt1N000S TEDIFORCNC BARS 48 BAR 18AiETERS. 7-0' NIN•R1M UNLESS OTHERWISE - NOIER PRtWDE CORNER BARS (7 - BEND) FOR ALL HORIZONTAL REINFORCEMENT 998190 - - FUOINOS -3. NOES RABS 2 INCIES 008ED SWAMI WADER FACE ..T-I/2 NOES .5 BARS AND SMALLER 2 NOES / 8 BARS AND URGER *TIMOR FACE..3 /4 NCH FOR SLABS AND 19319 I -1/2 NOES FOR BEAMS AND 009994$ 6_ SHOP DRAWINGS AND SUBMITTALS SUBMIT 1 SET OF PR 81S AND 1 9:7 OF srPsopuosta FOR RENEW PRO T 7O FALO/CADEM FOR women STEEL HOLLOW 0970 CNOREJE PLANKS SUMIT 3 COPES FOR REVEW PRIOR TO FABRICATOR FOk CONCRETE DEM 110 CONCRETE FIBER RETWORCNG CONCRETE PURLS REFERENCE STANDARDS IBC TO& NSFECT806 ARE TO BE PERFOBED BY AN INDEPENDENT TESTING UB APPROVED BY DE BMOC OFFICIAL SOIL: VV3•Y SUBCRA IS DRY: AND 876E 003? TO POM O 00098 S 9010975: TAKE 07CRETE. CISAd1ER5 AS MARRED. VEI8Y 9.m AND STRENCTH RE9FOROUO TERef ALL 85899C980 S RACE, N ACCORDANCE WIN 4PFNCNED PLNI DECK FOR REQUIRED COVER. SIZE AND GRADE 8. SPECIAL CONDITIONS OFT ALL *TENSORS N FIELD . AND PRANCE ADEQUATE SNOR98 AND BRAWIC OF ALL STRUCTURAL 88884095 DORM 006R8/C r Hf y NOTIFY 8789 EER OF AIL FEND CHANGES PRIOR TO NSTALLATON. OSfREPANCIE$ F09p BEIYEEN STRUCTURAL DRA84805 AiD ODER DOCUMENTS ARE TO BE NOTED N 8481980 TO DE EN G/0112 PRIM To COP6TROCIOL DO 4800 8407081. BEHIND IETA985 WALL UNIT. PRECAST CONCRETE 00418)0 HAW BEEN FULLY INSTALLED' AND CONCRETE HAS REACHED 115 VENN MONGOL ARRFWA0DN0 9. JBSiTE SAFETY: D€ DMREEN HAS NOT BEEN RELINED OR COMPENSATED TO PROVIDE OES94 AND/9R COSTRjcnom RENEW SERVICES RELATED DT THE CONTRACTOR S SAFETY PRECAU19TNS OR TO LEANS, ttEltICO 1008FCUE4 904104�s OR 0 8 0 99 1 090$ FLIR THE CONTRACTOR TO PFRFOB1 HIS WORK DE. UMIERTAKING ,O PERDOO 4915 BY DE ENoNeR SHAL0 NOT BE 0 804RIE) AS SLPERVISION OF. ACTUAL CNSTTI1CTTOH. NOR MA8E TIM RESPONSIVE FOR PROVIO80 SAFE I .ACE FOR TIE PERFrfestma tE' sou 81 DE CONTRACTOR, SU OHRAC10RS 9898889'108 nR 7189 Fuca nvrpe no rno emcee tutu TS TYP LINO VERT W RIMS WT co Of TIONIKA :APPROVED BY Date Permit No. AB ANCHOR 991 ALT AL APPROX APPROXIMATE BiM BOTTOM B0T BOTTOM BRG BEARING 911 BETWEEN CJ CONTROL JOINT CLR DEAR DIU CONCRETE MASONRY UNIT COL mum CONC CONCRE CONN CONNECTION MST CONSTRUCTION CONE 0040980000 CORER CONTRACTOR CTR CENTER DET DETAIL DtA DIAMETER DIAL 014CCNAL DIM DWENS.,14 DL DEAD" LOAD 1 EACH OF EACH FACE ELEV ELEVATION EQ EQUAL EQUP EDUIPMENi ES EACH 9DE EW EACH WAY EXIST EXISTING FDN " FOUNDATION FG FINISH GRADE FLFR FLUSH FRAME FOG FLANGE FIR FLOOR FP FULL PENETRATION FT FOOT FTC FOOTING FS FAR 9DE GA GAUGE GAIN GALVANIZED CR GRADE HOR HORIZONTAL HT HEIGHT N NCH JT ANT IL LIVE LOAD LOC LOCATION MAX :,, 1MXRRNM MB MACHINE BOLT L ECH 81000498040 MFR MANUFACTURER MN WORN MISC MJSO ML iODRO -LAM (LAMINATED NO NUMBER VENEER LUMBER) NO NEAR 9DE HIS NOT TO SCALE 0C ON CENTER O 088091E HAND OPNG OPENING 058 ORIENTED STRAND BOARD (R BOARD) OSF OUTSIDE FACE PSF POUNDS PER SQUARE FOOT P9 POUNDS PER SQUARE INCH R RADIUS REF : REFERENCE RENF RENFORCNG RECO REQUIRED S SLOPE SDHD SCHEDULE SEC SECTION SQUARE FOOT Stir SHEET SAT SNBLAR SPcs 9'4995 SPEC SPEDFICATIMI5 STD STANDARD 517. STEEL STRUCT STRUCTURAL T TOP i180 THICK TOC TIP OF CONCRETE T05 TOP OF STEEL mo W TUBE SiEEL TYPICAL UNLESS NOTIFIED OTHERVASE VERTICAL WTH MELDED HEADED STUD *EIGHT MELDED ME FABRIC RECEIVED CITY OF Thl.VILA JUN - 9 2000 PERMIT CENTER u a P.an Chdck app c i+ d �` a o o. ordinance. Recel : of c i o traCtors copy of approved plans acknowledged. EXPIRES 0910800 24. 19981 REVL40NS Aj PLAN REVIEW 06/02 /DO ISSUE DATE NI drawings and written =tend! appearing. herein whs.. the original and uopubashed work al the Saoey Carparalian and the same may not he duplicated. used cr ffmcIosert without the Mitten cwscent of the Soh, infanta. 0809880 1111E: PROGRESS DATE: 4 -05 -00 FILE: PLOT: PROJECT NUMBE1 99084 DRAWN BY: R.LAMB CHECKED BY: RB APPROVED BY: B FUEL BUNKER BUILDING C PLAN JUN 2 220 REiD 0000! 0105 EXIST BLDG AND LTG EDESTRIAN RAILING PER ARCH DAM, TYP AT CLOSER POUR FREE DRAINING A BACK -FILL MIN BALANCE OF REINF PER 1 /F81 -D" 14 AT 24" D.C. LADDER /RAIL AND PLATFORM PER ARCH GRADE BALANCE OF REWF PER 1 /FB1 - WHEEL STOP EXIST WATER MAIN. 0 VERIFY LOCATION FU FL BLINKER SEC ;ION SCALE 3 /e = I' -D" • o -- PLAN 4" COVER MIN \ MATCH EXIST GRADE REINF PER 1/FBI GRADE VARIES- DO NOT BACK FILL VAULT WALLS UNTIL PRE -CAST PLANK INSTALLATION IS COMPLETE AND CONCRETE HAS REACHED DESIGN STRENGTH 4" DIA PERFORTATED DRAIN CONNECT TO POSITIVE DISCHARGE SYSTEM DO NOT BACK FILL VAULT WALLS UNTIL PRE -CAST PLANK INSTALLATION IS COMPLETE AND CONCRETE HAS REACHED DESIGN STRENGTH ( \ FUEL BUNKER ELEVATION PER 1/FB2 - ( 2 )1 61-1 T/B W 13 TIES AT 6' O.G. ci) HEADER DETAIL SCALE 3/4" - 1' 0" PLAN VIEW 2' CLR TYP - BALANCE PER 1 /F81 - f4H 4' - -0" A T 12' O.C. @ CORNER REINF. DETAIL SCALE 3/4' = • i BALNACE DF REINF -- 15x3' -0" DOWEL PER 3/FB AT EPDXY EMBED 6' PLAN AT ENDS PEDESTRIAN RAILING -- --. -' PER ARCH \ S 95.4D 4 1 Lr CLR 90.70 Lam% - -4" MW COVER 1' -0" PRE -CAST 14 CONT HOLLOW CORE PANEL `3NI 'NO13101141 0i33 a3M3IA38 14 AT 16' O.C. EA WAY FUEL BUNLER WALL - -- PER 5 /FB2 ( f WHEEL STOP - - 12' LAYER OF FREE DRAINING GRANULAR BACKFILL 2'0 PVC ' AT MID -SPAN RE TA NING WALL SECTION SCALE 3 / = 1' -0" 3' BRG T. 4 AT12 O.0 #5J- 2 -6 AT 12" O.0 - 15H AT 12' O.C. OUTSIDE FACE 14V AT12' O.C. D2000 -126 EXPIRED 1 AT 12' S.C. 101.5 FIELD VERIFY_ \ --CLOSER POUR 14 CANT 1 15V AT 10" O.C. ATI - 14H AT 12' O.C. ATI PROGRESS DATE: 4 -05 -00 4' -0" CITY OF TUKWILA FILE: 1 1 APP AT B' S.C. PLOT: ION 0 9 2H01 I PROJECT NUMBER: 99084 DRAWN BY: R.LAMB CHECKED BY: RB � T.LR : APPROVED BY: 96.70 FIELp VERI .6 ". L ARCHITECTURE DRAWING NUMBER: - - BE REVISIONS Q PLAN RENEW O6 /02 /DD ISSUE DATE drawings and witten mate: u' x c :even CrsS:u'e ne oni,na and wp`Oisnec +a !the Sobe; Corp. and the same may not to dupi:cd, used or disclosed content of the Sato, Conpwation. Z A M A N E T W O R K S DRAWING TITLE: FUEL BUNKER BUILDING C SECTIONS AND DETAILS Y J J N - 9 2600 FB2 PERMIT CENTER T CWS L-- - _L -CWR --OLCWS — -CWR- - SECOND FLOOR DATA CONTROL LOOP FIRST FLOOR DATA CONTROL LOOP EXPANSION /SEISMIC FLEX CONNECTION BUTTERFLY %%LYE ( AR SEPARATOR TANK NPCW CWR `FUEL TANK BURMA SEE STRUCTURAL DRAMS FOR BUNKER COMMOTION, HOLD DOWNS MID BACKFRL REQUIRDE S. FUEL OIL PIPING DIAGRAM CONDENSER WATER SYSTEM DIAGRAM NOT TO SCALE • 2 � \\ HEM T' VALVE 3 VP - ` - I " VALVE a CAP - r - - - - FUTURE FUTURE 1 1 8� SEE THE FOLLOWING HOOKUP DETAILS: CWR FLUID COOLER CONNECTIONS. AIR SEPARATOR, EXPANSION TANK, MAKE -UP WATER. END SUCTION PUMP. POT FEEDER DETAIL MATER WELL !t PUMP D2000 -126 EXPIRED CONSULTANTS DRAWING TITLE: FILE: PLOT: SLBEY CORFO A l Jlr ARCH e instry DRAWING NUMBER: 66dd and MOMS 1005 34 At Sae* P.O:aar 24567 Scala, Wm SS12f ) Pax asj 762-2624 for ?/OID AE CaBmtb. SAt Ph:0 4 Ox 97218 Moro .f-T fax 331-6953 / i \ FUEL TANG REIOERIION 4IB(p 1w FOR CONS O2ThGN _bm PEWIT /SBIE 24 REVISIONS ISSUE DATE M is** and Mho rathidd appaaarloolt NM* V. mot ed taulah d ink al Oa QQ���y� and Mr aama flly nat M dMlaM, and y 3dawd .Ithout the Annan coma of the Sa6y Onand on. Tenant Improvement for ZAMA N E` t 1N oft It' at krtergatat West 12201 TIIIWIIs International Blvd. Tuiuulla, WA4 PROGRESS DATE: 1007 -9D PROJECT NUMBER:. 35340 DRAWN BY JF. CHECKED BY: art APPROVED BY: 1 .1 TTEL'�^t+n m=Yc DIAGRAMS (ME : Se.,01 \ Data Engr \JOPS ,3S340 ZAMA Networks \ Dog \1402.theg PLOIDATE: 04/25/00 DIAE: 07:35om OPERATOR: JOHNJ 1%■..., ' II 1 , I ! I LI ill" MIN .:111111111E— 1 I ! (' 1 i ( / >'', / „1 I - 11/11•1111 1 I' ! 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