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Permit D2000-272 - NETSTREAM - GENERATOR ROOM
NETSTREAM GENERATOR ROOM 12101 T.I.B. EXPIRED SEP 1 0 2001 D2000-272 City of Tukwila °"' Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parce 1 No: 092304 -9309 Address: 12101 TUKWILA INTERNATIONAL BL Un: 400 Suite No: Location: ED Category: AOFF Type: DEVPERM Zoning: Const Type: Gas /E1ec.. Units: 001 Setbacks: North: Water: 125 Wetlands: Contractor License No: 'SABEYCI033KM Permit Center Authorized Signature :_ Signature:_ DEVELOPMENT PERMIT SEP 1 0 2001 (206) 431 -3670 Permit No: D2000 -272 Status: ISSUED Issued: 10/05/2000 Expires: 04/03/2001 Occupancy: OFFICE UBC: 1997 Fire Protection: SPRINKLERED /AFA .0 South: .0 East: .0 West: .0 Sewer: RAINIER VI Slopes: Y Streams: OCCUPANT NETSTREAM GENERATOR ROOM 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 BOB SORENSEN Phone: 206- 277 -5220 12201 TUKWILA INT'L. BL, TUKWILA, WA 98168 CONTRACTOR SABEY CONSTRUCTION INC. Phone: 206 -281 -4200 101 ELLIOTT AV W SLIITE 330, SEATTLE WA 98119 * kkk• kk**• k*****• k• k** k*:*• k* k•***** k k*** kk k*** kk**:**•*** k• k•** k** k* k *k* *:k* *•k * *•k * *•k•k * *k **•k ** Permit Description:' CONSTRUCT ROOM FOR EMERGENCY POWER GENERATOR INCLUDING ENCLOSURE FOR FUEL TANK. PAD/ROOM ONLY. FUEL TANK UNDER PERMIT #MI2000 -194. **• kkk***• k• k' k**• k**•. k' k: k** k• k: k* A*• k***• k*** **• k• k• k**k**• k*: kk• kk kk kk*k•k• k• k•k*• k •k•k•k*kkkk **•k•k•k•kk•k *•kk•kk Construction Valuation: $ 590,000.00 PUBLIC WORKS PERMITS: ktWater Meter Permits Listed Separate) Eng. Appr: MPC Curb Cut/ Access /Sidewalk. /CSS : N Fire Loop Hydrant: N No Sizetin) .00 Flood Control Zone: N Hauling: Y Start Time: End Time Land Altering: Y Cut: 268 Fill: 75 Landscape Irrigation: N Moving Oversized Load: N Start Time End Time Sanitary Side Sewer: N No Sewer Main Extension: N Private: N Public: N Storm Drainage: N Street Use N Water Main Extension: N Private: N Public: N kk kk* k k• k*k k:*******• kk• k*• k** k kk***** kkkkk: k* k*: k•• k k: k* k** A** kek kkAc * ***•k•k* *•k * **k *•k* TOTAL DEVELOPMENT PERMIT FEES: $ 6,197.56 * k k k* kk**** k• k**** k**• k k*****• kk' kk*** k• k.** A* k** k**• kkk• k*• k*• k*• k• k****Akk ** *•k *•A* *•k *A - .. L � 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 permit. Date: /(9� : *U Print Nagle :___422 f f' ' 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. ' L)10: 1 t i ' 2 j` 0 — p W W, . Z' w Z .15. CITY OF TUKWILA 12101 TUKWILA INTERNATIONAL BL Un: 40Permit No: D2000• -272 Status: ISSUED Applied: 08/16/2000 Issued: 10 /05/2000 Address Sti to renant� �`.1ype: DEVPERM Par cel #: 092304 -9309 A• A• A' kAA• A• kA• k• kkA A• AAzt• kkA• fi• ktt' kAAAA* *• A• kA• AAAAk•AA•A•k•A•k•k•k•k•k•AAAk•A A•AA'A•A•kk'AAA•k•kk•kAA *Ak Permit Conditions: 1. No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. When special inspection ,is required- . either:. the owner, arch i tect or eng i neer,,, sha1 i notify,.., the Tukwila Bu i 1 d i rig Division of. appotn'tMent , the inspection agencies prior to the first building inspection. Copies of:' all special inspection •reports shall; be subiiiitt.ed to the'Bui1d:ing. Division in a timely, manner. Reports shall contain address, project ,name , p'erniit number and type of .:inspection bei,rg, performed: Al 1 construct ion to b done `in .'conformance with approved pl ansarid requirements o f \ tl e Uniform Bu i 1 ding' ,Code (1.997 Edit.iori) as amended, Uniform. Mechanical Code (1997 Edition: and ',Washington , Energy ;Code._ (1997 Edition) P1'u111bing permits shall be obtained through the Seattle' =Y,in County` Department of Publ 1 c `,flea 1th , ,P 1 umb i ng wi 1 1 inspected by that ,agency,., including' "all ga piping (296a -4722) -, Nostifys the' Ci of :Tukwila Bui lding D'ivi. ion prior to placing any concrete :This' ,`procedure ,is in addition to an requirements for ,spec,ial - inspection., Al VSpraY applied f_i •r epr>qof i.ny °as r~equ i red by UBC Standar.d No: 43-8, shall be special inspected All , ;wood to re-ma i n in placed concrete;- sha l 1 be treated :,woo Val i of Permit, The issuance of `' P approval 9 p1ans,,\spa.cifi. cat ions , and computations shall_` not be core str ued -'to be a permit for, or an approval Of any violation of anyy. o:f the ovisions of the . building . .,Code:or of any other ordinance;: ; of the jurisdiction. No pe,r mitt presuming to 'give authority ; ;to:_ violate or cancel the "ns;,of this code shall be va1`id Electrical permits s.hal l be obta i ned through the Washington State Division::of Labor and: Iiidu tr,ieelectrical s and alelectrical work will be inspected by that'. agency : 10. • Al1. permits inspection•, records, and approved" plans shall be available at the job site pr -i or _tto .the ' "start of any con struct ion . These _documents';_are to ,be., ma thta i ned and ava i I - able until final inspection approval is granted. 11. All structural concrete shall be special inspected (UBC - Sec. 306(a)1). 12. A $2,000 bond made out to the City ofr possible property damages caused by activities. 13. A map which shows the haul route. Copy of Certificate of Insurance coverage (minimum $1,000,000). 24 hours in advance. Temporary 'erosion ' control measures shall be implemented as the first order of business to prevent sedimentation off- site or into existing storm drainage facilities . Contractor:,shal l ratify Public Works Utility Inspector at 206-- 433 -.0179 of` commenceme and completion of work at fr9ject NamefTenant: C Value of Construction: . .9 0) 000 NE - r-y - r tA0 ier-ov w rz'ciot,-el Site Address: City State /Zip: 1 2101 T o IGw ti-A- l A Y T U t a l l 4 - r O M A e . . 1 5 t a w - 5 1 4 4 m r . WJ4R8168 Tax Parcel Number: 0 9 2. 3 0 4- 9 3 0 9— 0 4 Property Owner: IaTttukaartoPaa•- Gzevrel Ww5-r If yes, extent of change: (Attach additional sheet if necessary) Phone: 'LOCo - Z.. is 1 - 2,—Too Street Address: 12201 'Tot<wru. V.rn oujApt,mN 3t.vp City, State /Zip: rt WA Fax #: -z.of, - ZED 1 -- O°I ZO Contractor: S/..p r C+oNSTp-ocyrlonl ING. Area of Construction: (sq. ft.) 1 0 glc Phone: 2°4 - 1..I - 42.00 Street Address: 11.2.0 I TAWlt.A IN wo r-teOARA- IN. 1D Cit Sttate /Zip: `Ara W rT 9b((ce) Fax #: 'LAt'. - 'Lb ( - 0i ZO Architect: S' e y , .C.c,t t TE C• r012 -E Phone: Zolo - Z. - 8Z oo Street Address: 12201 T.srcwt.w la-retu-'++.'new,44.3Nwp City State /Zip: c 4irn.S / WA91b((ogj Fax #: Z4(. - 'Lib I - 00%20 Engineer: OGee.�erM.e-resit PGSIC C - pc.or,P Phone: 4ZS- 82'1 - 5995 Street Address: 512 'sc 1-t Srleaer Sov-rt4 City State /Zip: VI tc lu.,e D WA 98033 Fax #: 4 11-5- 82 /5- 4 e7 ✓0 Contact Person: 1 550th 'S0 t..) Phone: Zo(o - Z.1 1 - rjZ 2 Street Address: 12Zot Tul -wet.+4 I,.rnetabrMrtoAhm. Slap City State /Zip: SaAc1-Tte.WA 9fl468 Fax #: Z 0(0 - 281 -0 Description of work to be done: G ON raerrsuc.-r R.beM F.oR- eMC0.G@P4CJ( t'oWeft. CC•81JE *. rD twrc.t..L!0/AJC. 6304C.4.4) 9ucus MR.. 'F -0ro MN.1IL • Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School / College /University Pt Other 7p0z.f -11.J C* Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University f5Other ' K-0' Will there be a change of use? ❑ yes pt no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? ❑ yes Ono Existing fire protection features: Xsprinklers gautomatic fire alarm ❑ none ❑ other (specify) Building Square Feet: 100 J P,Cc•O SF existing Area of Construction: (sq. ft.) 1 0 glc Will there be storage of flammable /combustible hazardous material in the building? ❑ yes El no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets ' _ Commercial / Multi- Family Tenant Improvement / Alteration Permit Application CITY OF TUK" - 'ILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Project Number:' Permit Number. Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension ❑ Water Meter /Exempt #: Size(s): 0 Deduct ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp it Size(s): Est. quantity: ❑ Miscellaneous CTPERMIT.DOC 1/29/97 APPLICANT FIEQUEST:FOR PUBLIC WORKS . SITE/CIVIL PLAN REVIEW. OF; THE FOLLOWI (Additional reviews may be determined. by the Public Works Department) ❑ Flood Control Zone ❑ Hauling ❑ Landscape Irrigation O Private 0 Public O Private 0 Public 0 Water Only gal Schedule: 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 applicat acre ted: Date application expires: 2 - 1(0 ) Applica taken by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM Z ~ y W re C O 0 rp W J = F- U w 0 _ t _ ° w Z F- t- 1- 0 W ~ O • 52 ▪ 1- w O •• Z W = O • ~ Z !War 1111Mi :PM UM aa C 3 BUILDING OW OR AUTHORIZE AGEN : Signature: Date: I Cc Act) Car OC Print name: Phone: 164 , ". is l Fax MIAs_ Z81 O q ZO N,..) Address 1 Z,L01 TuwukJ►- iN'Ib'RN.atttad�.. $1-Vp I F L t, City /State /Zip 5u�t, t rk. (1E46 ALL COMMERCIAUMULTI -' ILY TENANT IMPROVEMENT /AL . ERATION PERMIT APPLICATIONS MUST BE SUBMITTED WITH THE FOLLOWING: ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER ➢ ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN > BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ Complete Legal Description ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Four (4) sets of working drawings (five(5) sets for structural work), which include : El Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 0 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing /grading with existing•and proposed topography at 2' intervals extending 5' beyond property's boundaries '8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and'their buffers (change of use only) Q 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of • z those, identify by size and species which are to be removed and saved 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H- 9). ❑ 0 Floor plan: show location of tenant space with proposed use of each room labeled ❑ Overall building floor plan•with adjacent tenant use; identify tenant space use and location of storage of any hazardous materials; dimensions of proposed tenant space. ❑ Vicinity Map showing location of site ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. ❑ Indicate proposed construction of tenant space or addition and walls being demolished ❑ j Construction details El ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. ❑ Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds). ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) El Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building. Owner /Authorized Agent if the applicant is other than the owner, registered architect/engineer, or contractor licensed. by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. CTPERM1T.DOC 1/29/97 C w J U 0 U J = I- • w w � � D = • w Z = Z w • w U O N o ff w w I I- H IL Z U (I) O ~ Z 4WIR 111116 Account ': Cade 00013458830 4 1,�, '. .��lrP .ti ?,Ij FSY..`.Y +'.'t4 /� •'t (1'A • it 1 '4 .1t•A•k•A — kA*Alr•k•k•A::4**' 1.1 * irk•'. *:I h*, kA/ e! ekk4•k'AhA:4:1k:47tstv►•kA:4:1 t. CI i.Y OF 1 UKWILA. !+1 o 2:1'2, ..•._ .. TRANSMIT gjh t4* * 7 *..'t 4c .:4 *A:k:kAA kfi:l t 4A 4:ha t*sl4. %-s h k:t•AA•kk l k•Ak•h h. 4k , ikANSNI1';Nunn,era R9800342 Amount: 2Y319.8J 08 /l6,00 15:48 Na Me tllnda . CHECK teat :`ia�tw 5(�r�r`.' Cf1R[? Ittal'T[t, Inita 'C 1. i3 d'et ^ari .- I)2000 --2; r'.lp3 • 1?CVPrl;�i 'I>EVE,1.OP11r't4•l PIil HI`r .Pcr.re,1 ` 092304.9309 Si Ee: n Add .Gr: 1210.1 T It1'1 1 )lt4 f.IC.ildnL. UL Si; a ;F1 t 1}ri .. -400 "natal F.ee :f:,...0..4 This, Pavmerr#: 2.37 1 'at:iti`I ALL .,Pmts: 7 ..379.81:. Il I anCI . 3. 66.5. iIikdh•UA *A 4'% t+tfi+1•s1*• •st:`•#Y•f.t*akAkk *bkstk. Al: 1 sta *stk *k+A:4•.•?e1, 'I)ear:� p,t� i ari.. Alraun ; PLAN CIiECK MONRFS 2,. +7'_x..8.1. rs5 7(90 031113 '9717 TOTAL 2379.81 tz BY iti'' ^ Xtf.S" r ri . v.., t r ,.v:AiY..,� 1 t.. ee'�'JG/•i. -*A,4.4•k,4 **:AkAAk•I hkk•A•kA1k:kt4kAAkAA k:4 **:A,4k kAkkA. :4 :4�c•k�{ 4•�'d•4•k:lkhh.,,4A•h-�A•�': / r TRANSMIT CIT.!� Or - 1UKY! A�: !A �1� .•AkA A- * *:E:�A:t�A':ch **AA• *A �� ,4 •b. 1: •!• 1 ,� 4; h k. �e �k •x k ,A •h .� ,4: k a � 1 k * '� � g#71k?"R.A. 3 , 81 7 w �` ; 10/05/00 09:47: TRONSM11 . ?!umber^ ft93C'0369 Amount: F:ayMen Method: CHECK Nc,tatinn: 51113E_`r CON8TRUCTI In rL1.1 I'er�tn`Jt Not .1)2000. :Type . t)EVPEKi t)EV11.QFMtiNT PERt I ' Ptirc.el Ncr. 092304 -9.309 . • Site Adds ^nd3: 12101 TUKWILA I1171-:It11(IT.IPNAL 131 - t. F1: Um: 400 Total Fees: (;.197,:54 -1 hit 'Fdym.ent 3 „75 Total ALL Fmi:t: 6 1 '1 a .56 Balance: 4 .00 s * ;1 ,i k ,i * o * o * k do * ..A a o * i * * 4 ,A* 4 ,4• a: , #.: 4 :L * • . k ,\ * .• ,4.,1 * A is A * A d ,►• ,4 4, ,t •.A •k * . ,� {i * • :. Accoun t Code 1)esCr pt i t)n CM. .,. t,j,1: nt : ..006/322';i00 BUILDING. NOIIRE9 '1 , ?OLD i t- . t33U, 'C FLAN HEC1; - UTILITY 10.07) • 34.7 - 000/3U6..9447,.. STA1 `. i 11il 1 ?ING supe A OE, 4.50 15.00. Ii�sr FEE UTILIT`r .00r� /.3�t:�?.�4OC� .• , 000 /3 }''. 1:00 LAND AL.1 ER ING PERMIT FEE £ =1.50 ,; LAN» AI.TERII�G FLAN' CHt:CK :�.7.5�1 . 8609 10 /06 9710 TOTAL 3017.75 t4�:CyM:I�{ Jaebb4n%�itL:.t4iJ:w;ir e'.if!/.Lct ij A. Project: I\ e - rea Typg of Inspgction: cal( 1(ki q A dress: �2! U1 �T cLcvi'la m 1. Date called: 12 Date wanted: /2 — ZZ — OCR Cm.) p.m. Special instructions: Requester: ti te Mi Phone: (0) 5U .. q za Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT N0 (206)431-3670 Corrections required prior to approval: COMMENTS: Inspector: Raifil Date: 1 -- - 0 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: Pro'� I Type o nspection: / I Js ;a /a 2 _ / B 7711�j� Y / Date called � �' � n? 1/ l Specia instructions: Date wanted: DO PTTi. Requester: 1l l-4 Phone: p -5/6-42-2.4 ,,M110-44' AtstatitP7et Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. 4 670 Corrections required prior to approval. COMMENTS: Inspectors ►�""'^ Date: 0 .....1.91: _ 00 $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: la iJ D AUG 21 O I 2 REID MIDDLETON STRUCTURAL CALCULATIONS FOR NETSTREAM GENERATOR ROOM AND FUEL ENCLOSURE FILE G0PY POGGEMEYER DESIGN GROUP, INC NW DIVISION August 16, 2000 PDG JOB #00056 EXPIRED SEP 10 2001 DESCRIPTION PAGES Calculations 1 - 16 Soil Report SR1 —SR10 Z000- PERMIT CENTER • POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS RECEIVED CITY•OF TUKWILA AUG 1 6 2000 4r e o f WAS11 Cr ;: ar o ' y L • • • � 67 0NAL I fxPREaocyo R $s Poggenmyel Di-og 1 (ii R IR. in( 512 Sixth Street South, Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax (425) 828.4850 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Streit South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828-4850 Made by Date 9fiyiw Job No. tfibia SZ Checked by Date Sheet No. Description Job Name A i r - • C- t (e sut r),,. 3 c . DtatS nl Armen 6 sterns — JM 980 (3 M'ek / 6 pp?-- t ot saietixtdr atyo r r) - BoArp yopep 309 Po ,No PO cc POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425 ) 827 -5995 • Fax (4251 828 -4850 Made by vn ' !1 Date �l - /I7V Job No. OOOS ■ Checked by Date Sheet No. Z Description Job Name J 1 Settr (of' % ,,, i6 ;of (LAN Vat) Nal' 10 Sc yte /ruvr;c SL.itc►M26 e ;Y1 cal.,. .r- 4— 4-- 12." [wuc w►ll WS HO lead 04 FA g'Svm rt " a wnoor Fo )VLF a INribe r Gt DC. G POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by $.4 Date 5 Job No. 0 0037 Checked by • Date Sheet No, Description Job Name N ers Town 17 • 2 EN Lms,it( • Ma) rl em - = to ST w yJg . Ct)• yo pcF Ze r: 4-,04, 4- .026" @ es = -,osa ( = -3s9 ft 45 6 31 - Md' CA1.-trn..• + , ozs ( 3 = 1728 IEI!) 1. ft - Mx 0 1 0. net/ -,o7'I (/c)(10 = - 61/ / I - 51 ' f-k Mx Q cwt.. ' f` tit (iv) ( It) 3 • -- , OSZ - f - 7i)'Si A s„1 700$1 611 FAcrr rear b /4: vt`7 (�nl FIN-rr 1%0 N0 Moment = Coef. x was x/a y =0 M My y•b /4 M„ • M •0.50 • 0 0 +0.025 0 +0.014 / +0.010 +0.019 +0.007 +0.013 4S +0.005 +0.010 +0.008 +0.010 16 • -0.033 -0.004 -0,018 -0.000 1 -0.126 -0.025 -0.092 -0.018 O 0 +0.027 0 +0.013 4 +0.012 +0.022 +0,007 +0.013 1/2 +0,011 +0.014 +0.008 . +0.010 1/. -0.021 =0.001 -0,010 +0.001 1 -0.108 -0.022 -0.077 -0.015 O 0 +0.027 0 +0.009 V. +0.013 +0.023 +0.006 +0.010 K +0.015 +0.018 +0.010 +0.010 % -0.008 +0.003 -0.002 +0.003 1 -0.086 -0.017 -0.059 -0.012 O 0 +0.025. 0 +0.007 16 +0.012 *0.022 +0005 +0.008 . +0.016: +0.010 +0.009 16 -0.002 +0.005 +0.001 +0.004 1 -0.074 -0.015 -0.050 -0.010 O 0 +0.021 0 ' +0.005 V. +0.008 +0.020 +0.004 +0.007 K +0.018 +0.016 +0.010 +0.008 % +0.003 +0.006 +0.003 +0,004 1 -0.080 -0.012 -0.041 -0.008 O 0 +0.015 0 +0.003 1/4 +0.005 +0.015 +0.002 +0.005 ¶4 +0.014 +0.015 +0.008 +0.007 16 +0.006 +0.007 +0.005 +0.005 1 t DA4 • -0.009 -0.031 -0.008 O 0 +0.009 0 +0.002 V. +0.002 +0.011 0 +0.003 V. +0.009 +0.013 +0.005 +0.005 16 +0.008 +0.008 +0.005 +0.004 1. -0.035 -0.007 -0.022 -0.005 O 0 +0.004 0 +0.001 1/4 +0.001 +0008 0 +0.002 1/4 +0.005 +0.010 +0.002 +0.003 16 +0.007 +0.007 +0.003 +0.003 1 -0.024 -0.005 -0.015 -0.003 O 0 +0.001 0 0 54 0 +0.005 0 +0.001 % +0.002 +0.006 , +0.001 +0.001 li +0.004 +0.006 +0.001 +0.001 1 -0.015 -0.003 -0.008 -0.002 y b/2 M My O -0.082 -0.014 -0.071 -0.011 - 0.055, -0.006 - 0.028, O 0 O -0.074 -0.013 -0.066 -0.011 -0.053 -0.005 -0.027 O 0 O -0.060 -0.012 -0.059 . -0.010 -0.049 -0.005 - 0.027, O 0 O -0.050 -0.010 -0.052 -0.009 -0.046 -0.005 -0.027 ' 1 O 0 O -0.040 r -0.009 -0.044 -0.008 -0.042 -0.005 • -0.026 / O 0 J O -0.029 -0.007 -0.034 -0.007 -0.037 -0.005 -0.024 O 0 O -0.018 -0.005 -0.023 -0.006 -0.029 -0.004 -0.020 O 0. O -0.007 -0.002 -0.011 -0.003 -0.017 -0.003 -0.013 O 0 • O -0.002 -0.001 -0.004 -0.002 -0.009 -0.001 -0.007 O 0 Table 4 Moment = Coef. x we' x/a y =0 M M b/a 3.00 2.50 2.00 1.75 1.50 1.25 1.00 0.75 0.50 '/. ,h 'h y. '/4 V. 'h '/. Vs '/. K +0.089 b/ Hinged +0.022 +0.118 +0.029 +0.085 +0.024 +0.112 +0.032 +0.076 +0.027 +0.100 +0.037 +0.070 +0.029 +0.091 +0.040 +0.061 +0.031 +0.078 +0.043 +0.049 +0.033 +0.063 +0.044 +0.036 +0.033 +0.044 +0.044 +0.022 +0.029 +0.025 +0.038 +0.010 +0.020 +0.009 +0.025 r x y b/4 M, M +0.077 V +0.025 +0.101 +0.034 +0.070 +0.027 +0.092 +0.037 +0.081 +0.028 +0078. +0.038 +0.054 +0.029 +0.070 +0.039 +0.047 +0.029 +0.059 +0.040 +0.038 +0.029 +0.047 +0.039 +0.027 +0.027 +0.033 +0.036 +0.016 +0.023 +0.018 +0.030 +0.007 +0.015 +0.007 +0.019 3 2 a U QQ U O N 9 2 g co D, W Z � 0. Di-, W W " 0 • Z 0 Z . , POGGEMEYER DLSIGN GROUP CONSULTING ENGINEERS 512 Sixth Stret t South, Suite 202 • Kirkland, WA 98033 • (425) 827 -5995 • Fax (425( 828-4850 Made by Si) D ate srl ,.i - CD Job No. 0 Checked by Date Sheet No. , Description Job Name Nosrasora 71, rya_ ENGLaJv/L • Witty , 1 Ply & ce,,�► `$ (111 = 00;7) 1'7(36 G, iz 3i -k F '2 , 2 r 6 68 1 - = 368,- [75 S c W ()Sr S @ S" 0 14- z = 6811w 2, ft -k �MN z 761 St-i< WieftOr0 MIMf14Yvr _ 1.7 ,/ ) ' S, 76 4 Z .�S of= — 4 = 5 j 0 v 1 t /, 1 7 ) k e ,u4" ce , f yr = Rera OtsD tlotnlakr _ .70. 1) = (r S7 Fl -k use 66 ti`' 4Mr = if S -k t/'k er POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (4251 827-5995 • Fax (425( 828.4850 . Made by 5A Date .51/.51/1/01„ �ly� Job No. 00056 . Checked by Date Sheet No. Descriptioh Job Name Nosiyz •7.7 L ENCL01 142e 4 #'S• 17" ` \ � a v ; a' q 6 sew cn'wq. —r to.ritiL g "(Ail ?' ELM( $ e b' 3 EtkveneN o a "ecR POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827-5995 • Fax (425) 828 -4850 Made by 01 Dab_ r�l�f GD Job No. D Checked by Date Sheet No. Descriptloh Job Name N ers ryuirrn 7:7 , Rita. [NC Los titE New I wA LI,.; 3- 0 � Gor Bun NYl30 EN4tTJ r Pogemeyer Design Group Consulting Engineers Made By: SA Date: 8/14100 Job No.: t0053 Checked by: Date: Sheet No.: 7 512 6th Street South, Suite 202 Kirkland, WA 98034 S (425) 827-5995 Fax: (425) 828 Description: Job Name: NETSTREAM TI . FUEL BUNKER RETAINING 8/14/00 Calculate Phi Mn for a 1 foot lenuth Bar # 5 Area of 1 bar 0.31 in"2 Spacing 12 inches As 0.31 inA2/foot d , 5.68 in a 0.46 in 101.4 k-in 8.5 k-ft 7.61 k-ft • \ •11 Phi Mn-SA.xls Wall Pogemeyer Design Group Consulting Engineers Made By: SA Date: 8/14/00 Job No.: Checked by: . _ Date: Sheet No.: ' r 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827-5995 Fax: (425) 828-4850 Description: Job Name: NETSTREAM TI FUEL BUNKER RETAINING 8/14/00 Calculate Phi Mn for a 1 foot !moth Bar # 5 Area of 1 bar 0.31 inA2 Spacing 12 inches As 0.31 inA2/foot d 3.68 in 0.46 in 64.2 k-in 5.4 k-ft *KW" "R■01% ..4•4111f111111111171Mtmorma......... Phi Mn-SA.xls Wall Pogemeyer Design Group Consulting Engineers Made By: SA Date: 8/14/00 Job No.: met/ Checked by: Date: Sheet No.: to 512 6th Street South; Suite 202 Kirkland, WA 98034 (425) 827-5995 Fax. (425) 828-4850 Description: Job Name: NETSTREAM TI FUEL BUNKER RETAINING Calculate Phi Mn for a 1 foot length 8/14/00 fc 4 ksi fy 60 ksi Bar # 5 Area of 1 bar 0.31 inA2 Spacing 8 inches As 0.47 inA2/foot 5.68 in a 0.68 in 148.9 k-in 12.4 k-ft Phi Mn 11.17 k-ft. .0•1•1•N Phi Mn-SA.xls Wall POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 • ' (425) 827-5995 • Fax (4251 828 -4850 Made by Date Otilcv Job No. tcS Checked by Date Sheet No. I Description , rat &VA., Job Name Nos Tn1 T. J , Srnat i ervi SLID'? FS =_I az X997 u3L gII,G • szfir Sin3 Dt, • ,IS( 1 1 1.)6s)(ZI) = y7x ;ps call DL Is (!)( i)( kluti or-tz) = l al K•rs /ye ieri SLIOry Fult[ i( . , IS 14 53,Z k > IBS60 r3 G. K ( 4 2'0 Vao) (g) . 1600 Z. / 9 Oat) (. (30 I1ronl(6WAtl . !I 10 Loll ,- 6(C4 C p�6 a y;g I /0K r / vAit:Atttr Fltie7trAt = /t 8I # ( 0. ( 2) '63,2 k,rS POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS • 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828-4850 Made by S A Date c / l y l O � Job No, ObdS6 Checked by Date Sheet No. / Z Description Job Name NkurKk�n, ; ► �L SVCL, — Q&UP Steen is Cc-sent;', F — ,66(46) = K .si D14 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827- 5995 • Fax (425) 828-4850 Made by Datc of y /cte, Job No. GVdS7 Checked by Date Sheet No. 1 3 Description Job Name NNOS �Im i 771 r IVl1. ENete.t.4 E - Pour XW f 2 I, I tc,?s Size 3 /4" x 3/4e" 1" x'A" 1" x'As" 1'/0 x U 0 C 0 U D C D U 0 C' 0 U' D C D U D C 0 U D C D U 0 C D U D 2" x'%u" 23/4" k' /u" C. D U D C 0 2' -0" 578 .095 459 .159 686 .129 476 .129 578 .076 686 .072 686 .057 1029 .072 1029 .057 1072 .057 1072 .046 1608 • .057 1608 .046 2321 .047 2321 .038 3151 .042 3151 .033 4116 .036 2'•6" 370 .151 462 .119 439 .111 549 .090 659 .11 824 .090 686 • .090 858 .072 1028 .090 1285 .072 1485 .075 1856 .059 2016 .064 2521 .052 2633 .056 4116 .029 5209 • .032 5209 .026 3292 .045 3332 .050 4167 .039 3' -0" 258 .216 386 .173 3' -6" 188 ,295 331 .234 304 .159 457 .129 716 .104 716 .129 1073 .104 338 .219 587 .176 350 .176 613 .141 526 .176 918 .141 1031 .106 1547 .087 1401 .092 2100 .074 1829 .081 758 .147 • 1325 .117' 1029 .126 1800 .101 1344 .111 2351 .088 1670 .098 2916 .079 4' -0" 144 .374 289 .308 171 .288 343 .231 i 224 .219 392 .176 257 .288 514 .231 268 .231 536 .183 403 .231 803 .183 • 581 .192 1159 .154 788 .165 1575 .132 1029 .144 2745 .064 . 2314 .072 3473 .057 2058 .115 1302 .127 2604 ..102 4' -6" 115 .486 257 .389 135 .366 305 .293 203 .366 458 .293 212 .291 477 .233 318 .291 716 .233 458 .243 1031 .195 622 .208 1400 .167 813 .183 1828 .145 1028 .162 2314 .129 Spans to right of heavy line NOT RECOM• MENDED.•This table based on types 19• -4 end 19 -W2. To determine sale loads for types 15•W4 and 15•W-2, multiply by 1.25. Loads and dellecllons given are based on • maxi- mum allowable fiber stress of 18,000 P.S.I. U Safe uniform load In pounds per square foot C Safe Concentrated load In pounds per foot of width D Deflection In Inches SPAN 5' -0" 164 .451 412 .360 .358 430 .288 258 .358 644 .258 1260 .206 659 .226 SPAN 6' -0" 119 .520 358 .416 179 .520 536 .371 1049 .297 460 .325 SPAN 7' -0" 191 .587 663 .470 259 .506 899 .403 339 .447 1646 .180 835 .199 1370 .259 583 .287 2082 1733 .160 .230 1175 .353 428 .393 1487 .314 SPAN 8'•0• 197 .664 786 .527 258 .580 1027 .460 327 .512 •1301 .410 BAR GRATING FASTENERS To obtain full load-carrying capacity, Ryerson bar grating should be secured with positive fasteners or welded to supporting members. Before welding or installing fasteners, it is important to align bearing bars and cross bars with adjacent panels of grating. BEARING BAR' ° SPANS • HOW BAR GRATING IS DESIGNATED • 19 -W -4 Ryerson bar grating is designated by a combination of numbers and letters. Each designation gives the key to type of construction and helps determine the most suitable grating for particular requirements. The first .numbers (19) show the number of sixteenths of an inch between the center of one bearing bar and the center of the next. The letter (W) tells the type of grating . The last number (4) designates the center -to- center distance between cross bars in inches. TACK -WELD Positive fastening method - grating Is welded to supporting structure, R -2 FASTENER J Special bent•cllp type fastener for re, ` j movable panels, RY WELD STEEL GRA " ING Load Table ' TO ORDER When you're ordering Ryerson bar grating the following steps will assure prompt handling. Just specify: 1. Type of grating (19 -W -4, 15 -AP -2, etc.) 2. Steel, aluminum, stainless or fiberglass. 3. Depth and thickness of bearing bars. 4. Span (direction of bearing bars). 5. Dimensions of areas to be covered. 6. Type of fasteners -If required. 7. Finish- painted, unpainted, or galvanized. 8. Complete shipping instructions. 9. Drawing or sketch showing grating area and supports Is desirable. 5- OPEN AREA OF BAR GRATING 3 /rs "Dearing lit" Dealing Type Oars Dos 19 -W -4 19 - W2 15 -W4 15 -W2 19-AP-4 19-AP-2 15-AP-4 . 15•AP•2 11-AP-4 11 -AP -2 75.8% 67.8 71.2 63.1 78.1 76.5 73.4 71.8 67.2 65.1 81.2% 73.5 78.7 70.5 85.4 83.8 82.3 80.7 78.1 76.5 TYPICAL OPEN STEEL FLOORING LAYOUT O Unless otherwise specified, flooring clearance ol•1/4' will ,...... apply to opening dimensions. Where cutouts are Indicated, they should be banded unless J supported. D - Dimension «. -..�. -1• �. I 5 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by S/9 Date TM /c a Job No. Oc0.St, Checked by Date Sheet No. I � Description Job Name r 14 cP ii►rt( uo RgAc.TIeo PI Leon -C Tat Hurp/et2- wr r- 0 16,tr 6,0c ptvk3 8 " i y" /ye& DLe //VP SF LL sr / Lerw'i,) dczet r theor /, 1 p 31/ y (31auvvv- ; ZIohrr 61)(IS = 7l _ K, ps A .��p hNn/trt 6u+ry3 Poggemeyer Design Group, Inc. BY: SA Date: 8/14/00 Page: / 6 Job No.: 00056 Job Name: Netstream T.I. - Pacific View Bldg C I Location: Support of PI Planks Combined Streses per ASD Chapter H - Compact Sections Column 4x4x1/4 K= 1 L = 100 inches r = 1.51 inches KL/r = 66.2 Slenderness Ratio ( <200) E = 29000 ksi Fy = 46 ksi Cc = 111.6 Fa= 20.34 ksi Fa= N/A ksi *(only applicable if the Slenderness Ratio > Cc) Combined stresses per ASD Chapter H P= 3.9 kips A= ' 3.59 in ^2 Mx= 15.6 in -kip Sx= 4.11 in ^3 My= 15.6 in -kip Sy= 4.11 in ^3 Cm= 0.85 E= 29000 ksi fa= 1.1 ksi Compact Yes , fbx= 3.80 ksi Fbx= 30.36 ksi fby= 3.80 ksi Fby= 30.36 ksi F'e= 34.0 ksi Equation H1 -1 terml+ term2+ term3= 0.05 0.11 0.11 0.27 OK Equation H1 -2 termI+ term2+ term3= 0.04 0.13 0.13 0.29 OK Equation H1 -3 termI+ term2+ term3= 0.05 0.13 0.13 0.30 OK re lu : co w 9 W0 Ji Nom' Z z z I- O I V • zf 0 Z `:: GEOTECH CONSULTANTS, INC. • 13256 NE 20th Street, Suite 16 Bellevue, WA 98005 (425) 747.5618 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: 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 the buildin over th 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. } E C,ii t ?; .799q eacoN- DOUI:OAGES, INC., Respectfully submitted, GEOTECH CONSULTANTS, INC. Marc R. McGinnis, P.E. Associate 1 March 16, 1998 JN 98063 w . U• v 0' fn 0 W w J u. w 0 . g J rn d 1-w z �' 0 0 D i 0 N 0 1—' w Lir H 0 U. Z U ( 1 ) ' 0 z Sabey Corporation March 16, 1998 SP-- Z JN 98063 Page 4 Buildings C and D: The borings conducted in, and near, the eastern portions of these buildings encountered dense silt or glacial till within 5 feet of the existing ground surface. The test pits excavated on the west sides of the buildings were not able to extend through the fill that was encountered to a depth of 10 to 13.5 feet. The final logs represent our interpretations of the field logs and laboratory tests., The stratification lines on the logs represent the. approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between 'exploration locations. The logs provide specific subsurface information only at the locations tested. If a transition in soil type occurred between samples in the borings, the depth of the transition was interpreted. The relative densities and moisture descriptions indicated on the test, pit or boring logs are interpretive descriptions based on the conditions observed during excavation and drilling. The compaction of backfill was not in the scope of our services. Loose soil will therefore be found in the area of the test pits. If this presents a problem, the backfill will need to be removed and replaced with structural fill during construction. Groundwater Groundwater seepage was observed in Boring 3, and in Test Pits 1 and 7. The depth of seepage in these explorations varied between 2.5 and 5 feet. The seepage encountered in Boring 3 appears to be groundwater that has filled the previous tank excavation, with the soils being wet over the entire depth of the exploration. Seepage in Test Pits 1 and 7 appears to be the result of groundwater that is perched above the glacially- compressed silt, which is relatively impermeable. The explorations were left open for only a short time period. Therefore, the lack of seepage observed in the remaining borings and test pits, does not necessarily indicate that no groundwater is present. It is common to encounter groundwater perched above the silt and glacial till, and in sandier zones within these soils, particularly following extended periods of heavy rainfall. General CONCLUSIONS AND RECOMMENDATIONS '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 uns\litable 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 manic!, TS, INC. Sabey Corporation March 16, 1998 construction, it is possible that portions of the foundation could be constructed using conventional footings. Augercast concrete piers appear to be one of the most feasible deep foundation systems for use on this building, considering the. potential that caving soil and seepage will be encountered in the drilled holes. The western portions of the four buildings will extend over the backfill placed behind the western walls of the below -grade floors. Footings should not be supported on this backfill, as a large surcharge would be exerted on the backfilled walls. For this reason, we suggest that deep foundations consisting of augergast criers be used to support th wester ex t of the buildings. The foundation design for all of the buildings should include options for both conventional footings and piers, in order to compensate for varying soil conditions without requiring a redesign of the foundations. Slab -on -grade floors are possible over the existing loose fill or native soils, but some noticeable slab settlement relative to the foundations must be expected. Cracking of the slabs due to settlement can be reduced, but not eliminated, by reinforcing them with a grid of steel bars and by placing at least 12 inches of imported structural fill beneath the slabs. Typically, a grid of No. 4 rebar on 12- to 18 -inch centers is adequate reinforcement, The structural fill should be a well - graded, gravelly fill, such as crushed rock or pit -run sand and gravel. Backfill behind the western basement wall must be well- compacted to limit settlement of the slab floor in the western extensions of the buildings. , The steep slopes west of the proposed development have cixperienced landslides in the past, and will likely be affected by soil movement again in the future. This will occur regardless whether or not the site is developed as planned. Future slope movemenLQn the southern _portion. of the site appears ., most as mudflows, as the loose, near - surface soils are observed to be relatively thin overlying the glacial till and dense silt. The western slopes are underlain by a significant thickness of, old landslide debris on the northern. portion of the site. Based on this, and 'the landslide that occurred in '1988, it appears that deeper slope movement is possible onsbis portion of the site. The height and inclination of the western slopes makes stabilization impractical. Therefore, the development should be configured in such a way as to minimize the potential for damage to at least the buildings from slope movement. The northern three buildings appear to be adequately set back (over 30 feet) from the toe of the steep slopes to protect them 'from serious damage from landslides. If proposed Building A cannot be moved at least this far from the toe of the steep slopes, it will be necessary to construct a catchment wall between the building and the slope. The purpose of this catchment wall would be to slow and divert a mudflow traveling down the steep slope. The size and design of this wall would depend on the proximity of the building to the steep slope, but possibly could be incorporated into the western building wall itself. We can provide recommendations for this wall when the final site configuration is determined. The near- surface soils on the western slope are likely standing near their angle of repose. Cutting them at a steeper inclination will likely not be successful for permanent slopes. If it is necessary to grade them steeper, the potential for slope movement and future repair, such as the buttress that was constructed in 1988, will be increased. Cuts at the toe of the steep slopes should be retained by engineered structures that are designed to resist shallow movement on the south portion of the site, and deeper movement on the northern portion. These retaining structures should be founded on the glacially- compressed soils to function properly. Design of retaining structures for these cuts will depend on the final configuration and grading in the parking areas. We understand that rockeries are proposed for these cuts. Generally, rockeries are not intended to retain loose soils, and it is likely that episodes of slope movement would carry away major portions of rockeries over time. Regardless of the type of retaining structure utilized, soil movement upslope is to be (ii :( 1'I'I'('1 I ('(S ;III 'I' I Vr C .JN 98063 Page 5 U0 co 0 mu) Ili 0 2 g a Se v I-- al z w ~ . U 0 - 0 H w W: u-0 ui Z = . 0 I. z ' 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_project 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 frQm_the existing ditches that extend down the western slope will nee directed to an appropriate stormwater outfall. This water is originating from groundwater, and from surface runoff from the tipslope 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 a[e_nQtacceptable _fnr_use_a nrall_backfilL 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 wilLnot_be suitable for reuse as structural fill or wall backfill due to their . high silt and moisture Conte -- -- -- _ _.,._. _.._..._ _...... pla � __.__.....___ _ ... .. _ ..__---- •.__..._..._.. IJ Imported granular fill shoud nned, 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 q 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. 1r Gl's0'I'I:CI t CONSULTANTS, INC. JN 98063 Page 6 CNS Sabey Corporation March 16, 1998 cg-5 JN 98063 Page 7 The silty subgrade soils will soften easily under pavements unless gravelly imported fill is placed beneath pavement sections. n raty_ A nches_aLs at.ctural fill should be planned_benealb .pavement sections in parking_ and Tight traffic areas. AU east 12 inches of_imported structural fill should be used_itl_h6.ay.Y_traffio 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. Unles's 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 Allowable Bearing Pressure Bearing directly, or on lean concrete, above competent native soil Supported on structural fill placed above competent native soil .1 i 5,000 psf 3,000 psf Where: (I) psf Is pounds per square foot. Citit7l'til'I I CONSULTANTS. I'AN'I'S. INC. 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 4l tons carybe 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. >/ q 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: , Parameter Coefficient of Friction 0.40 Passive Earth Pressure 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. Augercast Concrete Piers. rrn•rrr•i i r'nmci n •r. +NFrc Imo Design Value JN 98063 . Page'8 C4 11j to 0 u. WO 2 u . - a 1— � Of. U 0 ON o 111 uj iz Z tii o z ,Sabey Corporation March 16, 1998 We recommend reinforcing each pier its entire length. This typically consists of a rebar cage extending a portion of the pier's length with a full - length center bar. Each pier can be assumed to have a point of • fixity at 10 feet below the ground surface for the computation of lateral load resistance. The loose soil against the piers can be assumed to have a design passive earth resistance of 150 pounds per cubic foot (pcf) acting on two times the pier diameter. Passive earth 'pressures on the grade beams will also provide some lateral resistance. If structural fill is placed 'against the outside of the grade beams, the design passive earth pressure from the fill can be assumed to be equal to that pressure exerted by an equivalent fluid with a density of 200 pcf. Seismic Considerations The site is located within Seismic Zone 3, as illustrated on Figure No. 16 -2 of the 1994 Uniform Building Code (UBC). In accordance with Table 16 -J of the 1994 UBC, the site soil profile is best represented by Profile Type S2. The glacially- compressed silts and silty sands that will support the foundations are not susceptible to seismic liquefaction. • • Slabs -on -Grade All slabs -on -grade should be underlain by a capillary break or drainage layer consisting of a minimum 4 -inch thickness of coarse, free - draining, uiclufal fill_with a gradation similar to that discus later in Permanent Foundation and Retaining Walls. In areas where the passage of moistui through the slab is undesirable, a vapor barrier, such as a 6 -mil plastic membrane, should be plan d beneath the slab. Additionally, sand should be used in the fine - grading process to reduce amage to the vapor barrier, to provide uniform support under the slab, and to reduce shrinkage cracking by improving the concrete curing process. We recommend lacing concrete slabs over at leasLt. foQt_o f;.structuraLfilL.tQ..prwwide more uniform support for the slab where the subgrade is soft or settles more rapidly than the surrounding ground. Isolation joints should be provided where the slabs intersect columns and walls. As discussed above in the General, section, rebar should also be used in the slabs to reduce cracking from differential slab settlement. Control and expansion joints should also be used to control cracking from expansion and contraction. Saw cuts or preformed strip joints used to control shrinkage cracking should extend through the upper one -fourth of the slab. The spacing of control or expansion joints depends on the slab shape . and the amount of steel placed in it. Permanent Foundation and Retaining Walls Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended design parameters are for walls that restrain level backfill: 611) rCl I f (i \CI i i T A , :'I:C i ir• JN 98063 Page 9 L I ; W o, 2 �. g -J u. w z I- o . i w H -- ii z O z • Sabey Corporation March 16, 1998 Parameter Design Value Active Earth Pressure • 40 pcf 4_ Passive Earth Pressure 1 300 pcf Coefficient of Friction 0.40 Soil Unit Weight 130 pcf Where: (I) pct 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. JN 98063 • Page 10 - - -- LEVEL 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 surcharge slopes or loads, 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 logds 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 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 above !.. 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 i•rNr•r•nr I r•r.■ n.;. C6 v 0 0 rn N N LL W0 LL HW g. o U0 o w w . t z . z :t - GEOTECH CONSULTANTS, INC. emo To: Haynes Lund Company: Sabey Corporation Address: 101 Elliott Avenue West, Suite 330 Seattle, Washington 98119-4220 JN: Rani Additional Considerations for Wall and Foundation Dasign Pacific) View Office Park Tukwila, Washington 13256 NE 20 Street, Suite 16 Bellevue, WA 98005 (425) 747 -5618 FAX 747 -8561 98063 Marc R. McGinnis Date: June 9, 1998 FAX: (206) 281 - 0920 , _;,,.:.:?,, Phone: (206)281 -4200 This memo is an addendum to our March 16, 1998 geotechnical engineering study. The following items are addressed by this addendum: ' • Reuse of on -site soils as structural fill, Recommended foundation types for the three buildings following the rocontly- conducted supplemental test pits. • • Design parameters and backfill considerations for the permanent building walls. As we have discussed in our meetings, the on -site soils could be reused as structural fill on a very limited basis. The fine- grained silt soils, which will constitute most of the excavated material, must be moisture - conditioned, then be compacted in thin layers using a sheepsfoot roller to achieve 85 to 90 percent compaction. If these soils are treated with kiln dust or cement to aid with moisture conditioning and to • add compressive strength, they can be used as structural fill beneath pavements. These soils should not be used beneath foundations, as compaction results can be variable. Where the treated soils are used for backfill of foundation walls, at least 3 feet of free - draining gravel should be placed against the walls, The on -site soils cannot be used for geogrid- reinforced fill walls, regardless of whether or not they are treated with kiln dust or cement. Attached are copies of the footprints of the three buildings (labeled A to C from south to north) On these plans are approximate locations of the test pits and borings that have been conducted, and the estimated elevations of dense or hard bearing soils at each location. Where the bearing Is noted to be below an elevation, this is the lowest elevation explored at that location, and suitable 'A, bearing soils were not encountered. Augerr'ast concrete piers will likely ha needed for the 'northeastern portion of Building A and the southeastern portion of Building B. The explorations in these areas found deep fill extending at least 40.feet below the planned footing grades. This depth is excessive for overexcavation and structural fill. The extent of the actual extent of the piered sections can only be determined accurately at the time of building excavation. At least a portion of each of the woctom o.vtoncionc of tho buildings, woct of tho bocomont floor°, will Hood to be oupportod on pioro, or on dcop ovoroxcovotod (ranchos bockfillad with loon concroto. Supporting all of these portions of the buildings (slabs and walls) on deeper foundations allows less stringent compaction of backfill below the western extensions. As summarized below, the basement walls will need to be designed for much higher soil pressures if the western extensions are not supported on piers or lean concrete-filled trenches. The piers or lean concrete - filled trenches must extend 3ebey Corp. Page 2 below a 1.5 :1 (H:V) zone that stores up teen true nose or the lower garage wall to avulu augury a lateral surcharge pressure in addition to the active soil pressure. Design parameters for piers and conventional foundations are presented in our previous report. The high bearing pressure (5,000 psf) can be used for footings that bear on competent soils, or on overexcavatlons Ova era beckrilled with lean concrete, A lower bearing pressure must be used where footing overexcavations are backfilled with imported granular structural fill (on -site soils, even when treated with kiln dust or cement, are not acceptable for structural fill beneath footings). Three scenarios exist for the design soil pressures behind foundation walls: Scenario 1: I ne casement wars are constructed as per n rat rer It yululetI Nutt wall* I savit lg a 2.0.1 (H:V) harkalnpa until the permanent concrete walls are constructed. This will ha necessary where adequately - sloped cuts cannot be made without encroaching into the steep, western slopes. As discussed, the benefit of using the shoring walls is that the amount of the exeavalien behind the basement wails is drastically reduced. This is a significant consideration due to the difficulty of reusing the excavated soils as on -site fill. Goonarie 2: roundation wale aro baokfillod with imported free dreinine ronular fill compacted • to 95 percenlcomoaction to support foundations above. Scenario 3. Foundations walls are backfilled with a minimum 3-foot width of free - draining gravel, then kiln dust - treated on -site soils compacted to at least 90 percent (piers would be used to support foundations on the backfill zone). Active earth pressure - 50 pet equivalent active fluid density for cantilever walls, or 60 pcf for restrained walls. Surcharge pressure from western footing of west extension (if not carried on piers or lean concrete - filled trenches) - 100 psf uniform pressure over entire height of wall. Please call with any questions. Active earth pressure - 50 pcf vat Nelson- tlourclages - Hobert Eiourtlages (420 b20.4800 r , 1 r.'vo,r ,r, . rtf!falwn moo or egniam+ow...w.,.....- array VAII wrr,.w,.a.v..,- +.w....w .m+r. eot•.sawrnee1 A::rt!NNP !wmps,,,n.d.M1,.. June A, 1 AAe JN 98003 ,sr -lives •ar4h rM „1 Ir. - an pa Ani livnlnnt nntivrit thrift dnnaity for cantilever walls. or 55 pcf for restrained walls. Surcharge pressure from western footing of west extension (if net caned on piers or lean concrete- filled trenches) - 100 psf uniform pressure over entire height of wall. sTxacTUnAz, CALCULATIONS FOR YO TSTREAM GENERATOR ROOM AND FUEL ENCLOSURE DESCRIPTION Calculations PLAN REVIEW SUPPLEMENTAL CALCULATIONS REID MIDDLETON PAGES 1 -6 1AD POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS ILE COPY I understand that the Plan rhPci � 3Ubj rt - POGGEMEYER DESIGN GROUP, INC NW DIVISION SEPTEMBER 13, 2000 PDG JOB #00056 • 0 . BOvq F W11Sy�� it Al • - ? .141 0 {< = S IONAL ExPtais OCTOBER24 Poggemeyer Design Group, Inc. 512 Sixth Street South, Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax (425) 828 -4850 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS • 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827-5995 • Fax (425) 828-4850 Job Name /JE »m T/ Made by 574 Checked by Date IN /00 Date Job No. Q Sheet No. Description ,p1Ati 2EVlat) COMer 01, q Sc It9 rneerJrn i. Crites �lS k- (90)(7.33) 3) , 1383 - To)( ) 0 733) 2. wry /1 =� Cc L(./ ks'-,'Y►E No Fix/ 7 •/'L ¢Ae go >nr4 a6 THE (.41/ or 41 At CNOs nl t Un9i /IFSve n = 1.73,'/;+ C r- �,qt 4o pcF 4-- $oLll � $r7 1730 ►&s 2.1 I . RA c � Iz,>-4 /0 'SP Ra rlI AI 4.+0 u++ 11 per rnme" Rr3 = )73o (10,66 - .1,ii) _ /330 i P,66 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (4251 827 -5995 • Fax 14251828-4850 Made by SP Date v Iv AUO Job No. OOOS6 Checked by Date Sheet No. a Description P/i,1 2v i cw 4- q Job Name NE1SMakrn n . Suppl PvneA1 + AL CALLS. e \r M — 1.7 (asoo ) = ` /a5 f I - V 1350 t " -110- 383 71-6 Y - 1 , 4 °." ? 2660 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827-5995 • Fax (425) 828.4850 Made by GI Date 9I0 lert, Job No. 000s6 Checked by Date Sheet No. 3 Descri PI/k, &ick) • 5 Job Name Nos riftwryn 71 Sup! emhJFAL CALLS 6 n AT titfl DieKSStO St_A'0 . Lcipami &Apt/L,grt4 L= to a 6eMefro t tL wes Iir V / Sc70,44 P= x,700 l6s f : 1/000 eS ; /1 /l S'-n7 css / I = yV , OO /4s u,a514 Ikr £p,xar = i F S Le r u y n X CALC uLmir Re'urRio S CA TJnrteeLe Spicov 3 e.c 1 stn 7tNcyMsf ►JC 71Yr Nn g 7 - 7 . ew C ASStmi ,.Jo Ccx,TYLI flu nr,. 6rw/ 7E1.1. f / ' JCR+3 ,rmorvo Not = c 4rco = 569 l os; /at // 7 y 1 / o ` ��7 J FAcluz c6SAfe"rw OWSL' [oumi7 /Ia q I6 IN toivratr S e r i e " = 3' OC 6 , 9 U - 1 ) r 7 ( 4SS nt ) a .ef flUZ 51.43 nII Cie & t:SS b 141/ 6/121A/s461! theta. 0 *) Acrvm. = /0" 5076 w/ evi T-e3 '�6 p!2 "a L -x► s re 230 APPENDICES 40 30 20 I5 10 • SIM MIMS MEWS \MIN 0...\■114 M.L111 SVA;%"11 _.\\71.1 \MN mails WREN 60 70 80 40 2 I0 EFFECTIVE CONTACT AREA, sq. in. 6PNt)?47VY SL4 Figure A.19 PCA chart for slab thickness selection when using post loading with subw•ade k = 200 nci, 5 14 13 12 II 10 9 8 7 \ \c. 40" MY g, -� E 1V Vo IL Y ■.. x%`: log x 60 V ,,1 Ili 11 inwermw tri Nam del Pr 60 \ 0` 40 1 \�\ SUBGRADE k= 200 pc' 230 APPENDICES 40 30 20 I5 10 • SIM MIMS MEWS \MIN 0...\■114 M.L111 SVA;%"11 _.\\71.1 \MN mails WREN 60 70 80 40 2 I0 EFFECTIVE CONTACT AREA, sq. in. 6PNt)?47VY SL4 Figure A.19 PCA chart for slab thickness selection when using post loading with subw•ade k = 200 nci, 5 14 13 12 II 10 9 8 7 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (42.5) 827.5995 • Fax (425) 828 -4850 Made by SA D ate I( WOO ' Job No. OMS74 Checked by Date Sheet No. S Description P SAN /Ztu cw 40s Job Name Narsrawyr 73 g .z ►nix S L TANk (mmt9; "te, -r lu n crn/S 6t'cro C'4- A- 31 Caa N'-O aerrywei .it2 -rwAn . • A Hew J77 ' 40ery dill Tikffc tot = 60, 0 o Ibs Supp . nr C') B pen C�us rn ,lc� Ass-me Slow o-- 9 >" _> l6 !A P er y y, 6 F Cp4C pp 3 H o" ON cosocrit eitrf Stet6 h = % 7,S k/t xrtr 7 n cu/ sHauvies .- Trey /?e rre.l Atrott S Lk -=) l y n w� *,5". e I ?' cc_ E'i<t w, rve 1 Bo rrwY d l< 230 APPENDICES 40 30 0. O J 20 0 a ai J o 15 ac w a N U) w ac U 10 50 60 70 MI" EV, -EN 4 6,111, mos 1 =MI WAN m.,\MS.1 MINANI MILMEN IMMNIIMW IMMINNI" MEW MEW 1151/A1 111111E11 mom 1111111111111111031111111111 SUBGRADE k= 200 pci 80 40 20 10 EFFECTIVE CONTACT AREA, sq. in. Figure A.19 PCA chart for slab thickness selection when using post loading with subgrade k = 200 pci. 1 a. T*uK SLi . 14 13 12 11 10 7 August 27, 2001 City of Tukwila Department of Community Development Steve Lancaster Director Mr. Bob Sorensen 12201 Tukwila International Boulevard Tukwila, WA 98168 RE: Permit Status D2000 -272 12101 Tukwila International Boulevard Dear Mr. Sorensen: In reviewing our current permit files, it appears that your permit for constructing a room for emergency power generator including enclosure for tuel tank, issued on October 5, 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 ac: Permit File No. D2000 -272 Dunne Griffin. 13uilding Official Steven M. Mullet, Mayor 6300 S'oul/tcenter Boulevard, Suite 11/00 • 'Tukwila, Washington 98188 • Phone: 206. 431.3670 • Fax: 206 - 431.3665 September 12, 2000 Bob Sorensen 12201 Tukwila International BI Seattle, WA 98168 RE: CORRECTION LETTER #1 Development Permit Application Number D2000 -272 Netstream Generator Room 12101 Tukwila International BI Dear Mr. Sorensen: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Public Works Department. At this time, the Building Division, Fire Department and Planning Division have no comments. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206)431 -3672. Sincerely, Brenda Holt Permit Coordinator encl Department of Community Development Steve Lancaster, Director xc: File No. D2000 -272 Cizy of Tukwila Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 -3670 • Fax: 206 - 431 -3665 Reid iddleton September 7, 2000 File No. 26 -00- 005- 023 -01 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Dear Mr. Griffin: generator pit slabs on grade per UBC Section 1913.3. Subject: Building Permit Plan Review - First Submittal Netstream Generator Room and Fuel Enclosure (D2000 -272) 1 3 2000 I lgt,i1 _ €N `i DEVELOPMLNT EXPIRED SEP 10 2001 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. A 5 -inch concrete slab with #5 bars each way is called out for the fuel tank room in the Partial Foundation Plan (Level P -2), Sheet SG -2; however, Section 14/SG3 shows a 14 -inch thick slab at this location. 3. Structural Steel notes should be provided on the General Notes, Sheet SG -1. In addition, a note should specify that all welding shall be performed by WABO - certified welders. 4. Tube steel and bearing bars are at the top of walls shown in the Fuel Tank Enclosure Framing Plan, Sheet SG -2. This provides restraint for the concrete retaining walls and an additional uniform lateral pressure equal to 10 psf times the height of the wall should be added to the active equivalent fluid pressure. Please verify. Washington Oregon Alaska Engineers Planners Surveyors 5. Calculations should be provided verifying the design for the fuel tank and Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425141 -3900 Mr. Duane Griffin City of Tukwila September 6, 2000 File No. 26 -00- 005- 023 -01 Page 2 Project Manager bjr\ 26se\ planrevw \tukwila \00 \t023r1.doc \bf cc: Bob Sorensen, Sabey Architecture Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, 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. K. Yamatsuka, P.E. Bryce Falkin, E.I.T. Plan Review Engineer 'mom. _..,�..,, .,... ..., wL...:. �1. .,y.:::..,G.m�w.L..:�:u_,�W.::- .�i:::di:.:0..;...::u - -•�• - Reid iddleton SIBEY CORPORATION Brenda Holt, Permit Coordinator City of Tukwila Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Re: Development Permit Application Number D2000 - 272 Netstream Generator Room 12101 Tukwila International Blvd. In response to the Correction Letter #1 for the above project, we are hereby providing you with the cut and fill volumes for the earthwork for the generator room and fuel tank area installation. Robert H. Sorensen AIA Project Architect Sabey Architecture (206) 277 -5220 direct line (206) 281-0920 fax Cut volume = 268 cu. yd. Fill volume = 75 cu. Yd. REAL ESTATE DEVELOPMENT CONSTRUCTION SERVICES VENTURE FUNDING CORRECTION LTR # 12201 Tukwila International Blvd. Fourth Floor Seattle, Washington 98168 -5121 RECEIN� cn OF SEP it 9 2000 pERma CENTER ()200D -212 206/ 281 -8700 main line 206/ 282-9951 fax line www.sabey.com RECEIVED CITY OF TUKWILA SEP 19 2000 PERMIT CENTER 09/19/00 Dear Mr. Yamatsuka: Wednesday, September 13, 2000 Kylie K. Yamatsuka P.E. Project Manager Reid Middleton, Inc. 728 134 Street SW; Suite 200 Everett, WA 98204 RE: NETSTREAM GENERATOR ROOM AND FUEL ENCLOSURE - BUILDING PERMIT PLAN REVIEW — FIRST SUBMITTAL In response to your plan review comments submitted to Mr. Griffin at the city of Tukwila in a letter dated September 7, 2000; Poggemeyer Design Group respectfully submits the following itemized response. 2. Sheet SG -2 revised to match detail 14 /SG -3 3. Note added to sheet SG -1 4. Reference supplemental calculations package pages 1 and 2 for strength calculations. 5. 1997 UBC section 1913 is not applicable to slab -on -grade foundations. However, I have included supplemental calculations for the slab strength to resist the point loads applied at the generator and the fuel tank. Reference supplemental calculations package. Please call if you have any questions regarding the updated plans or calculations. Sincerely, POGGEMEYER DESIGN GROUP, INC. Prepared By: L.Srevb- Aeivar Steve Arnold, P.E. Project Engineer Enclosures: Supplemental Calculations package SEP 1 3 2000 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS REID MIDDLETON Poggemeyer Design Group, Inc. 512 Sixth Street South, Suite 202 Kirkland, WA 98033 (4251 827 -5995 Fax (425) 828 -4850 Dear Mr. Griffin: September 15, 2000 File No. 26 -00- 005- 023 -02 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal Netstream Generator Room and Fuel Enclosure (D2000 -272) 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, Reid Middleton, Inc. Kyli� K. Yam ' tsuka, P.E. Proj ct Mana: - r bjr\ 26se\ planrevw \tukwila \00 \t023r2.doc \bf Enclosures cc: Bob Sorensen, Sabey Architecture Bryce Falkin, E.I.T. Plan Review Engineer RECEIVED CITY OF TUKWILA SEP 1 2000 PERMIT CENTER Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 August 21, 2000 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Structural Review Netstream - (D2000 -272) 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, Brenda Holt, Permit Coordinator encl xc: Permit File No. D2000 -272 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431.3665 ACTIVITY NUMBER: D2000 -272 PROJECT NAME: NETSTREAM GENERATOR ROOM DATE: 8 -16 -2000 SITE ADDRESS: 12101 .TUKWILA INTERNATIONAL BL XX Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is.Issued DEPARTMENTS: Bui Division El Fire e 2.. venti n P q_ 7442 AVG 13 -z+00 P nAse- o r Wi,Ucl , 4 � ZR St A' v u vl l -LSD APPROVALS OR CORRECTIONS: (ten days) u•ROUI(DUC vmi PERMIT C00 RD COPY PLAN REVIEW /ROUTING SLIP AJ Planning 'vision f� 711-0 Permit Coordinator I►. DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 8-17 -2000 Complete Incomplete n Not Applicable n Comments: TUES /THURS ROUTI Please Route d Structural Review Required No further Review Required n REVIEWER'S INITIALS: DATE: DUE DATE 9 -14 -2000 Approved n Approved with Conditions n Not Approved (attach comments) I I REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved n Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: PERMIT COORD COPY PLAN REVIEW /ROU SLIP ACTIVITY NUMBER: D2000 -272 DATE: 9 -19 -2000 PROJECT NAME: NETSTREAM GENERATOR ROOM SITE ADDRESS: 12101 T.I.B. SUITE NO: Original Plan Submittal Response to Incomplete Letter # XX Response to Correction Letter # 1 Revision # After Permit Is Issued DEPARTMENTS: Building Division Pt. blic Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 9 -21 -2000 Complete Comments: TUES /THURS ROUT! G: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved Approved with Conditions Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: DUE DATE Approved n Approved with Conditions Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: VMRKUU1t.UCK snrl Fire Prevention Structural Incomplete n Planning Division ❑ Permit Coordinator No further Review Required L.A Not Applicable n n DATE: DUE DATE 10- 19-2000 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1 /0/o Plan Check/Permit Number: D2000-272 O Response to Incomplete Letter # • Response to Correction Letter # 1 O Revision # after Permit is Issued Project Name: NETSTREAM GENERATOR ROOM Project Address: 12101 Tukwila International B1 Contact Person: Bob Sorensen Summary of Revision: fen ?re _ Sheet Number(s): A/ "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: "! ig___Entered in Sierra on g-t51 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Phone Number: CIN OIF TUKWILA S EP 1 9 2000 PERMIT CENTER 09/12/00 Cii of Tukwila Fire Department Thomas R Keefe, Fire Chief Fire Department Review Control #D2000 -272 (512) August 24, 2000 Re: Netstream Generator Room - 12101 Tukwila Intl. Blvd., Suite #400 Steven M. Mullet, Mayor Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Maintain fire extinguisher coverage throughout. Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 2. Exit doors shall be openable from the inside without ' the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (UFC 1207.3) Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207 -1212) Combustible material shall not be stored in exits or exit enclosures. (UFC 1103.3.2.3) 3. Maintain sprinkler coverage per N.F.P.A. 13. Addition /relocation of walls, closets or partitions may require relocating and /or adding sprinkler heads. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575-4404 • Fax: 206 -575 -4439 City of Tukvvila Steven M. Mullet, Mayor Fire Department Thomas P. Keefe, Fire Chief All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 4. Maintain automatic fire detector coverage per N.F.P.A. 72. Addition /relocation of walls, closets or partitions may require relocating and /or adding automatic fire detectors. All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #1900) (UFC 1001.3) Call the Tukwila Fire Department at 575 -4407 for approval of any system shut down. Have job site address, name and the Tukwila Fire Department Job Number available to confirm shut down approval. (City Ordinance #1900) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 5. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 6. Required fire resistive construction, including occupancy separations, area separation walls, exterior walls due to location on property, fire resistive requirements based on type of construction, draft stop partitions and roof coverings shall be maintained as specified in the Building Code and Fire Code and shall be properly repaired, restored or replaced when damaged, Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206 -575 -4439 .as t.a..a_,.crr:a• -4 1,14.4 ..: ...iu:. .anrr . ..w.! r1.,.:: xu,: r. sai;abJa.t,c.,.,:,reL�d zi:.at.h:o-.• w.,.iv: m: Yours truly, cc: TFD file ncd City of Tukwila The Tukwila Fire Preve ion Bureau Steven M. Mullet, Mayor Fire Department Thomas P. Keefe, Fire Chief altered, breached, penetrated, removed or improperly installed. (UFC 1111.1) This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 - 575 - 4404 • Fax: 206 - 575 - 4439 F625. 052.000 (8/97) F623.052.000 (8197) Detach And Display Certificate DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL CC01 � SABEYCIO3 12/31/:2000' iEFFECTIVE ��DATE r .J.. i:r. +.Ji:.1Y :JS�c.�.- .L.:.rSA1 .....! -lv • -L.t..nJ r..;.- cl:,.� SABEY •CONSTRUCTION INC. . 101 ELLIOTT AVE W STE.330 SEATTLE WA 98119 SABEY , CONSTRUCTION INC .•• 101'ELLIOTT AVE W STE 330 SEATTLE WA -98119 • . . r REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST. # EXP. DATE CCO1 SABEYCI033KM 12/31/2000 EFFECTIVE,DATE 05/14/1997 Please Remove And Sign Identification Card Before Placing In Billfold Signature Issued by DEPARTMENT OF LABOR AND INDUSTRIES AC ACT ADJ ALT ALUM ANOD APPROX ARCH BLDG BLK'G BM 5/5 BSMT CAB CIRC CLR CLG CLOS CCP COL CONC COW' CONT CONTR COORD CPT CT OPT DIA DIM DN DR DWG EA EL ELEG ELEV EQ EXIST FIN FLR FLUOR FOIC FT PTIC TURN GA GALV AL GWB HCW HD NOW HOR HM HT HVAC IN INCAN INCL INSTL INSTL JB JT • ® 0 • Detail Diameter Dimension On Door Drawing • Abbreviations Air Conditioning Acoustical Ceiling Tile Adjustable/Adjacent Alternate Aluminum Anodized Approximately Architectural At Building Blocking Beam Building Standard Basement Cab inet Circulation Clear or Clearance Ceiling Center Line Closet Contract Change Proposal Column Concrete ConstructIon Continuous Contractor Coordinate Carpet Ceramic Tile East Each Elevation (Height) Electric Elevation (View) Elevator Equal Existing Finish Floor Fluorescent Furnished by Owner, Installed by Contractor Foot/Feet Furnished by Tenant, Installed by Contractor Furnish Furnishings Gauge Ga Ivanlzed Glass /Glazing Gypsum Wall Board Hollow Core Wood Hard Hardware Horizontal Hollow Metal Height Heating Ventilation and Air Conditioning Inch Incandescent Include Insulation Installation Junction. Box Joint I Ve tSt rearri KIT Kitchen LAM Laminate LF Lineal Feet LTG Lighting MAT Material MAX Maximum MEGH Mechanical MED Medium MEZZ Mezzanine PER Manufacturer MISC Miscellaneous MTD Mounted MTL Material/Metal N North N/A Not Applicable NIG Not in Contract NL NIGHT LIGHT NO Number NOM Nominal NON COMB Non Combustible NTS Not to Scale OC On Center OPNG Opening OPP Opposite ORIG Original PERM Permanent PERT Perpendicular I£ Plate or Property Line P -LAM Plastic Laminate PLWD Plywood POL Polished PR Pair PT Paint R Radius RB Rubber Base REFR Refrigerator REINF Reinforcing REQ'D Required REV Revision 0 Room RO Rough Opening 5 South SCHED Schedule Sot Solid Core Wood SEAL Sealant SECT Section 51-IT Sheet SIM Similar 511 Sheet Metal 50 Square STD Standard STL Steel ETA Storage SUSP Suspended TEL Telephone TEMP Tempered TI -IERMO Thermostat TYP Typical UNO Unless noted otherwise VAR Varies VCT Vinyl Composition Tile VEN Veneer VERT Vertical W West/Watt/Width W/ With W/O Without WC Wallcovering 110 Wood Vicinity Map Symbols ( 'I GRID LINE I DETAIL INDICATOR 4 96 2 ELEVATION INDICATOR rMERGATE BEST NEW LOT C Legal Description HALL . ROOM NAME 130001 ROOM NUMBER SECTION INDICATOR C FULL HEIGHT RELITE PARTIAL HEIGHT RELITE COMMENCING AT A POINT ON THE NORTH LINE OF THE SOUTHEAST QUARTER OF SECTION 9, TOWNSHIP 23 NORTH, RANGE 4 EAST, WILLAMETTE MERIDIAN, KING COUNTY, WASHINGTON THAT IS S 13916'35' E 100.00 FEET FROM THE NORTHWEST CORNER OF THE NORTHEAST QUARTER OF SAID SOUTHEAST QUARTER, THENCE S 24'13'53' E 567,42 FEET TO THE TRUE POINT OF BEGINNING, THENCE N 66'35'01' E 120.47 FEET, THENCE N 20'23'23' V 27.58 FEET, THENCE N 65'32'34' E 165.00 FEET TO A POINT ON THE WESTERLY RIGHT -OF VAY LINE OF PRIMARY STATE HIGHWAY NO. 1 CSR 99) SOUTH 118TH ST. TO JCT. S.S.H. NO. 1 -K APPROVED JULY 23, 1957, THENCE FOLLOWBNG SAID WESTERLY RIGHT- II,WAY LINES 24'27'26' E 110.84 FEET, THENCE FOLLOWING SAID WESTERLY RIGHT-OF-VAT LINE 65'32'34' E 10.00 FEET, THENCE FOLLOWING SAID WESTERLY RIGHT -OF -WAY LINE 24'27'26' E 200.00 FEET; THENCE FOLLOWING SAID WESTERLY RIGHT-OF-VAT LINE 65'32'34' E 20.00 FEET, THENCE FOLLOWING SAID WESTERLY RIGHT -OF -WAY LINES 24'2726' E 126.00 FEET, THENCE FOLLOWING SAID WESTERLY RIGHT- 0.4 /AT LINE ALONG THE ARC OF A 2805.00 -F08T RADIUS NON - TANGENT CURVE TO THE RIGHT (THE CENTER OF WHICH 'BEARS S 65'32'34' W), THROUGH A CENTRAL ANGLE OF 012'18' A DISTANCE OF 10.03 FEET, THENCE S 65 °30'25' V 199.33 FEET, THENCE S 22'47'OP V 21.44 FEET, THENCE S 63'32'48' V 6213 FEET; THENCE S 65'46'07' V 58.17 FEET, THENCE N 24'13'53' V 40219 FEET THE TRUE POINT OF BEGINNING. SITUATE IN THE CITY OF TUKWILA, KING COUNTY, WASHINGTON AND CONTAINING 129,298 SQUARE FEET OF LAND MORE OR LESS. General Notes L CODES A ALL WORK SHALL CONFORM TO TI-E APPLICABLE BUILD G- CODES AND ORDINANCES. IN CASE OF ANY CONFLICT WHERE THE METHODS OR STANDARDS OF INSTALLATION OR TI$ MATERIALS SPECIFIED DO NOT EQUAL OR EXCEED T1B REOJIR 'BNTS OF THE LAPIS OR ORDINANCES, THE LAWS OR ORDINANCES SHALL WVF .1_ NOTE: TJE ARCHITECT OF ALL CONFLICTS. 2. THE DRAWINGS AND SPECIFICATIONS A, PLUMBING, MECHANICAL, ELECTRICAL AND Flier PROTECTION DRAWINGS ARE SUPPLEMENTARY TO THESE DRAWINGS_ THE CONTRACTOR SHALL COORDINATE THE WORK OF EACH CONSULTING ENGINEER WITH THESE DRAWINGS AND THE TENANT SPECIFICATIONS AND SHALL NOTIFY THE ARCHITECT OF ALL DISCRIEPANCIES UM A 5R:TTB4 REQEST FOR CLARIFICATION ANY wow INSTALLED IN CONFLICT LEITH THESE DRAUAYSS OR THE TENANT IMPROVEMENT SPECIFICATIONS SHALL BE CORRECTED BY THE CONTRACTOR AT NO EXFBESE TO "ME OUTER TENANT OR TIE ARCHITECT. 3- DIMENSIONS A ALL INFO aMATION 5140111 ON THE DRA'IMBS RELATIVE TO EX15Tf CC BAPIOTP IS GIVEN AS THE BEST PRESENT KNOWLEDGE OUT WITHOUT CAJAR.4NTEE OF ACCURACY. THE CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS AND DINE NGIONS AND SHALL NOTFY 71-E ARCHITECT OF ANY DISCREPANCIES OR CONDITIONS AD BRSELY AFFECTING THE DESIGN PRIOR TO PROCEEDING WITH THE ITEM OF IIORK AFFECTED. ARCHITECT TO v RFY LAYOUT PRIOR TO CONSTPJCTIOM S. DINE N61-45 ON THE PLANS ARE TYPICALLY TO THE PBISH FACE OF PARTITIONS OR TO TI-E CENTER LINE OF COLUMNS. C. DOOR AND CASED OPENINGS WITHOUT LOCATION DIMENSIONS AR= TO BE POOR AND OE -HALF (4 1/2 INCHES PROI THE FACES OF ADJACENT PARTITION OR CENTMED BETWEEN PARTITIONS. D. LOCATE PARTITIONS THAT ARE NOT DIMENSIONED, FLUSH ANE7 5014FE JUTH THE 015T155 STRUCTURE OR ON THE CENTERLINE OF A WINDOW MILLION AS SFTCAPL ,. 4. DO NOT SCAT F DRAWiN GS A, THE CONTRACTOR SHALL USE DIMENSIONS SHOUN ON SHE DRA WINEa AND ACTUAL FIELD MEASUREMENTS. NOTIFY TH?` ARCHITECT OF ANY DISCREPANCIES FOND_ 5. ABBREVIATIONS A THROUGHOUT THE DRAWINGS ARE ABBREVIATIONS 11.114ICH ARE N COEPEON USE THE LIST CF ABBREVIATIONS PROVIDED 15 NOT INTENDED TO BE COMPLETE OR RIB.FESIENTATIVE CF CONDITIONS OR MATERALS ACTUALLY USED ON THE PROECE THE ARCHITECT WILL DEFINE THE INTENT OF ANT IN QUESTION 6. COORDINATION A THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION AND VERIFICATION OF THE UDRl< CF ALL TRADES TO 45a1.1RE COMPLIANCE 5104 THE DRAWINGS AND SPECIFICATIONS. 1. FIRE PROTECTION A F NECESSARY, PROVIDE FIRE PROTECTION AT ALL PENETRATION Or FIRE RATED ELEMENTS AS REQUIRED BY THE GOVERNS AtTHORt1Y- 8- GENERAL CONSTRUCTION A. THE CONTRACTOR SHALL INVESTIGATE AND VERFY LOCATIONS OF STRUCTURAL, MECHANICAL AND ELECTRICAL ELEMENTS AND OTHER TEASING CONDITIONS TO DRILLING OR CUTTING OF SLABS OR STRUCTURAL MEMBERS. NOTFY' THE ARCHITECT CF ANY CONFLICTS FRIOR TO BEGINNING WORK. B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FROVlING WALL BLOCKING AS REQUIRED FOR ALL WALL AND CEILING MOUNTED ITEMS. C. ALL CONSTRUCTION SHALL BE. STABILIZED AGAINST LATERAL MOAEMENT IN ACCORDANCE WITH THE REQUIREMENTS OF THE LATEST ADOPTED EDITION OF 11-E LEG N THE LOCAL JURISDICTION. D. MECHANICAL, ELECTRICAL, VERTICAL TRANSPORTATION AND.SPRIMQPR ULDR K SHALL BE CONDUCTED LI DER SEPARATE PERMIT. 9 MECHANICAL NOTES A THE 14VAC 515101 SHALL COMPLY WITH ALL APPLICABLE CODES B. THE CONTRACTOR SHALL VERFY SIZES AND LOCATIONS OF ALL OFBNI'YGS FOR MECHANICAL EQUIPMENT WITH MECHANICAL DRAWINGS AS WELL AS SHOP DRAWINGS BEFORE PROCEEDING WITH ... FEE UAORC C. THE CONTRACTOR SHALL PROVIDE BALANCING AND REPORTS SY INDEPENDENT BALANCING CONTRACTOR Code Notes 1. OCCUPANCY TYPE: The Generator Room is a storage room for mechanical equipment Because the fuel tank is located in close proximity to the generator, a day tank will not be required There wll be no fuel storage within the Generator Room. The amount of flammable liquid in use in the generator at any time will be within the exempt amount per Table 3 -0- The Occupancy Type for the Generator Room is S -2. 2, EXITING: The Generator Room is a building equipment room that is not normally occupied. Occupant Load Factor = 1 person per 300 SF. [Table 10-A] Based on the occupant load, the Generator Room will require 1 exit [Table 10 -5]. Based on the amount of free area in front of the electrical equipment, the Nutional Electrical Code requires 2 means of escape from any point in the room. 3. EXIT ACCESS: All exit doors comply with Section 1003.3.1. Since the stairs within the Generator Room serve only to provide access to equipment, they are exempt from the requirements of Section 1003.3.3, per the Exception under Section 1003.3.3.1. 4. ACCESSIBILITY: The Generator Room is exempt from the requirements of WAC 51 -40, since it is not normally occupied, and the only activity in the room is the repair and replacement of equipment which cannot be performed by persons in wheelchairs. 5. DISTANCE TO EXITS: Per Section 1002.2.5, the maximum travel distance to the nearest exit is 250 feet in a sprinkiered building. The maximum distance to an exit in this project is less than 100 feet_ 6. HAZARDOUS MATERIALS: As described. in Paragraph 1- above, there will be no hazardous material stored in the Generator Room. The Fuel Tank Enclosure is an open area way adjacent to the building. The fuel tank will be a double - walled above ground structure. There will be leak detectors between the walls of the tank All fuel lines from the tank to the generator will be double walled piping with leak detection between the walls. The Fuel Tank Enclosure will provide containment in the event of a fuel leak Project Data PROJECT NAME EMERGENCY GENERATOR FOR NETSTREAM at 1NTER GATE WEST 12101 TUKWILA INTERNATIONAL BOULEVARD TUKWILA WASHINGTON, 98168 SQUARE FOOTAGE OF WORK AREA FLOOR P2 = 1440 SF DESIGN CODES 1991 UBC, Ise) UPC, 1991 iAtC, 1991 UFC, 1993 NEC 1994 WASHINGTON STATE ENERGY CODE (WAC 51 -I1) 1998 WASHINGTON STATE REGULATIONS FOR BARRIER FREE FACILITIES OR DESIGN (WAC 51-30) (As odopted by the city of Tukwila, WA) Description of Work Provide a room For an emergency power diesel generator within an existing parking structure for a public utility company. Scope of work includes the generator room with sound attenuation and an adjacent fuel tank enclosure. There will also be electrical cabling connecting to the tenant's equipment on Floor F4. Project Team ARCI-ITECT: MECHANICAL ENGINEER: SABEY ARCHITECTURE 12201 TUKWILA INTERNATIONAL BLVD_ FOURTH FLOOR SEATTLE, WA 98158 -5121 TEL: (206) 211 -5219 FAX: (206) 281 -0920 CONTACT: BOB SORENSON TENANT: CONTRACTOR: NETSTREAJI 11211 SLATER AVE. SUITE 150 KIRCLAND, WA 98033 TEL (425) 516 -9126 FAX: (425) 515-0428 CONTACT: TERI FRANCIS STRUCTURAL ENGINEER: POSGEMEYER DESIGN GROUP 512 SIXTH STREET, SUITE 202 KIRCLAND, WA TEL: (425) 821 -5995 FAX: (425) 828 -4850 CONTACT: ROBERT BOURDAGES ELECTRICAL ENGINEER: SPARING, INC. a 120 OLIVE WAY, SUITE 1100 SEATTLE, WA 98101 -1853 TEL (20e) 6S1 -0555. FAX: (206) 661 -0554 CONTACT: TIMOTHY JANOF Building Data 1210�S International Blvd. Tukwila, Washington 98168 OWNER ONAL GATEWAY WEST LLC. 12201 TUKWILA INTERNATIONAL BLVD. FOURTH FLOOR SEATTLE, WA 98168-5121 TEL: (2 061 281 -8100 CONTACT: LAURENT POOLE Index of Drawings ARCHITECTURAL G0 All A20 A50 480 490 GENERAL INFORMATION, PROJECT DATA NOTES SITE PLAN PARKING LEVEL 2 PLAN, SECTIONS, ELEVATION INTERIOR ELEvATIONS, FINISH SCHEDULE PARTITION SCHEDULE, WALL DETAILS DOOR a HARDWARE SCHEDULES, DOOR DETAILS STRUCTURAL SG GENERAL NOTES 5G2 PARTIAL PLAN'4 DETAILS SG3 DETAILS D2D00 27), "'" McKINSTRY CO. 5005 3RD AVENUE SO. POST OFFICE BOX 24561 SEATTLE, WA 98101 -1853 TEL (2051 651 -0555 FAX: (206)661 -0554 CONTACT: CHUCK LEE SABEY CONSTRICTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. FOURTH FLOOR SEATTLE, WA 98168 -5121 TEL (206) 281 -4200 FAX: (2061 281 -0920 CONTACT: DOUG MILLER ELECTRICAL CONTRACTOR: VEGA ELECTRIC 5614 1T1-I S- SEATTLE, WA 98108 -2544 TEL (206) 435 -5200 CONTACT: BOB WITTY MECHANICAL CONTRACTOR: McKINSTRY CO. 5005 3RD AVENUE SO. POST OFFICE BOX. 24551 SEATTLE, WA 98101 -1853 TEL: (2061651-0555 FAX: (206)661 -0554 CONTACT: DAVE HOWE OCCUPANCY TYPE B, OFFICE, OVER TYPE 5 -I, PARKING STRUCTURE CONSTRUCTION TYPE OFFICE BUILDING: Trt 2, I HOUR, HILLY SPRINKLERED, WITH SPRINKLERS SUBSTITUTING FOR I -HOUR PROTECTION ON STRUCTURE. PARKING STRUCTURE: TYPE I CONSTRUCTION, FULLY SPRINKLERE7 MECHANICAL 11301 GARAGE LEVEL P2 14VAC PLAN M8.1 SCHEDULES ELECTRICAL E8.1 STAND -BY POIIER RISER DIAGRAM E10.0 PLAN P -2 GENERATOR ROOM CQNBULTANTS REVISIONS PROGMSS DATE: FILE: PLOT: PROJECT NUMBER: DRAW BY: hI CHECKED BY: JWI APPROVED BY DRAWING N meer4 R E 'ED i' ' E CT •H N STATE OF WAS4 ON CITY CF ID' .r'n ,, :1 2 ]6g. SEPARATE PERMIT i RE UIRED FOR: I ('MECHANICAL [KLECTRICAL [''LUIVIBI NG []'GAS PIPING CITY OF TUKWILA I BUILDING DIVISION FILE COPY under stand That tba 1 Checl'. 3 : :CrIVUIE are subject to errors and c' -. - a':) approval of adopted code - t of con- tractor's coo; "^.15 acknowledged. °Y 7 Uat. Permit N o. ISSUED FOR PERMIT a ISSUE DATE CONSTRUCTION OM 08/16/00 4U dams, aA aina seeaml leia urge the origiel cod wpbleled worker Ue Cepareuet and the .ace my rot be dlplicated, aced or dl.eb.ed without the amen eoncent of the 6abey Corporation Emergency Generator For Nett/t d M-JrnNEST at Intergate West 12101 Tukwila International Blvd. Tukwila, WA DRAWNG TITLE: COVER 51 cn-rg MNTER 00 -10-25 G0.0 O2OoO-2-1?-- 0 0 0 0 Q co 0 0 0 12301 12201 del 1 I I iel 12101 iii N ` FUEL FILL STATION FUEL TANK ENCLOSURE OYE 'ALL SITE FLAN 6' OD EXTRA NEAYY PIPE BOLLARD, 3' -6' HIGH, FILL W/ GONG, PAINT YELLOW, TYPICAL SCALE 1"=6C- o 25 50 75 100 150 200 ARCHITECTURE • S OHN W. STATE OF WASH EY 0 / STEEL RATING COVLR, E STRUCTU n SITE ='LAN FUEL TANK SCALE / FUEL FILL STATION 12101 n [ LOCATE NEW Sly- STATION BY SEATTLE CITY LIGzNT IN EXISTING SUB- STATION ENCLOSURE CONSULTANTS CITY OF Ti: #i!;lr, APPROVED GEN RIM PERMIT 8 /16 /00 PERMIT CORRECT. 8/2/00 (NEW DRAWING) REVISIONS ISSUE DATE PERMIT SUBMITTAL 01/26/00 All drawn, and eat. w s d 6h d original awk oTw Geary corpora. and the the ea written rot cbe omma used C p clectosed or atI rata. 11 written comma ,,,,. aP w 9ebw.J corporation. Tenant Improvement Par NetStreaTa at Intergate West 12101 Tukwila International Blvd. Tukwila, WA DRAWING TITLE INTERGATE.WEST OVERALL SITE PLAN PLOT: fICCEI CITV OF TUKWILA PROGRESS DAZE: 08 /01 /00`CTn,r �FNTER PILE: FwcuEcr NUMBER: 00 - - DRAM BY: bob CIEOKED BY: JL APPROVED BY: i d i AR7114L PLAN FLOOR PI 20fyy2 Exp DRAWING KEYNOTES O RE -WORK EXISTING SECURITY SCREEN TO ACCOMMODATE NEW EXHAUST PIPE. (SEE MECHANICAL DRAWINGS). CENTER PIPE IN OPENING. O REMOVE EXISTING KEYSTONE WALL AS REQUIRED TO ACCOMMODATE FUEL TANK WELL. REBUILD WALL FOR TIGHT FIT TO CONCRETE. O NEW CONCRETE SCREEN WALL AND PIT FOR DIESEL FUEL STORAGE TANK PAINT TO MATCH BUILDING. (SEE STRUCTURAL DRAWINGS). G 4 3' -0' x l' - 0 • HOLLOW METAL DOOR IN HOLLOW METAL FRAME. O NEW 5,000 GALLON DOUBLE WALL STEEL VAULT TANK, SEE MECHANICAL FOR PIPING. O SOUND ATTENUATOR, IS WIDE x 8' HIGH* IAC MODEL 5LFS, SET ON 4' HIGH CONCRETE CURB O7 SOUND ATTENUATOR 14' WIDE x S' HIGH, IAC MODEL 1LFS, SUPPORT FROM PIT FLOOR O 2'x2'x2' DEEP DRY SUMP, WITH STEEL GRATING COVER, PUMP BY MECHANICAL. O 9 PROTECT EXISTING POWER CONDUITS 10 PROTECT EXISTING COMMUNICATION CONDUITS li GENERATOR EXHAUST PIPING BY MECHANICAL ® STEEL PIPE BOLLARD, 4' OD SCHEDULE 80 EXTRA HEAVY PIPE x 3' -6° HIGH, FILL WITH CONCRETE* PAINT YELLOW. ® GALVANIZED STEEL GRATING ON TUBE STEEL BEAMS, SEE STRUCTURAL DRAWINGS ►5 3' -0 WIDE SHIPS LADDER SEE DETAIL I1/A80, PAINT P -4. Ib STEEL PIPE GUARDRAIL, SEE DETAIL 12/A80 Il 4' HIGH CONCRETE CURB, CONTINUOUS ® SLOPE PIT FLOOR TO SUMP AT 1 /5' PER FOOT SABEY PARTIAL EAST 5UILDINO ELEVAVON Scaler b . P -O• : PSit ni e�-I If#JrYN35�8d77� 7x6 £33 .@sGkra ySrt �Tte ADD WHEEL STOPS MECHANICALLY FASTENED TO CONG SLAB EXHAUST PIPING BY MECHANICAL Oka G D CONSULTANTS REVISIONS ISSN DATE Al &a..ry. ate maim maul vpwag. Feria manacle and the awe my not Ise l used or deemed without the vet. ooneelt or the Sebes Corporation. Emergeney Generator For NetStr N�jE /en DRAWING TITLE: FLOOR PLAN PARKING LEVEL P -2 BUILDING ELEVATIONS PROGRESS DATE: 0b/22/00 FILE: PLOT: PRV,1ECT F4t ER: 00 - 10 - 25 DRAW BY: bob CHECKED BY: JL APPROVED BY ARCHITECTURE I uF I UVIllI) OCT cli ISSUED FOR PERMIT t CONSTRICTION ON OS/I6 /00 at Intergate West 12101 Tukwila International Blvd. Tukwila, WA R ECEIVED CITY (1F TUK`r'Fl PERMIT CENTER N O P -b OPEN R BASE RB 3 1 EAST WALL - OPEN OFFICE AREA SCALE 1/4 = 1 e - - 0 " 0 1 2 A B SCALE 1/4 "= 1e - -0" o 1 2 5 6 ,_ 3 . 10 ROOM FINISH SCHEDULE 10 P -b 16 P -b 3 LUNCHROOM ELEVATIONS 16 BER BASE RB -3 P -b P -6 P -6 sans VT 119011T C BER BASE R13-3 P-6 RUBBER SASE RB-3 SCALE 1/4 "= 1e - -0" 0 1 2 NOTES: 1. Provide 1200 SF of 2" thick acoustical panels in this room. Acoustical panels shall be Empire Model M -90 or approved equal. Panels shall be arranged on ceiling and walls in largest contiguous sections possible. 2 SOUTH WALL OFFICE AREA 5 SCALE 1/ " = 1 - 0 " -0 1 2 \ ST -1 10 16 4 NORTH WALL OFFICE AREA 5 10 P -b 16 BASE RB -3 SCALE 1/4 " = 14) " 0 1 2 5 P -6 OPEN A - >_ BASE 145-3 5 COPY ROOM ELEVATIONS 10 16 EXPIRED OPEN TO BEYOND EXPOSED STEEL BRAZE FRAME, CLEAN, PAINT P -5 P -b DThocY 272_ BASE RB -3 BEY ARCHITECTURE CONSULTANTS (HEN R`1 PERPIIT 8/16/00 155UE FOR CONSt 8/3/00 R'VISICNS ISSIE DATE PERMIT Sl1BMITTAL O'V16 /00 All and l ■1ter lewd u WI I ad el o1 the atlon and A. ems nay not ba duplicated, used or disclosed uINIaN. Mu mitten ea % .%t of Nr &obey Corporation tenant Improvement for eain 44510■Iftm at Intergate West 12101 Tukwila International Blvd. Tukwila, WA DRAINING TITLE: INTERIOR ELEvATION5 FINI514 SCHEDULE RECE0 uLL PROGRESS DATE: 06/22 /00C,TY C F TUICWILA FILE: . . PLOT: nFRMIT CENTER PROJECT NUMBER 00 -10 -2 DRAWN BY bob CHECKED BY: JL APPROVED BY: DRAWING P0WESER Wiwi -...aaaw.- n; ,,.i. mot'!:._ peer -∎ & sue . _ North AMIIIRRIL> WA Fart .__ ^ ::7 Web Rath �.111.7 WA mi Wet Mhl �!! rt"1i��� Pm GENERATOR ROOM CONC. SEALER GWB P -3 GWB P -3 CONC P -3 GWB P -3 Exp Str - -- VARIES SEE NOTE 1. P213 AIR CHAMBER CONC. NONE GWB * GWB ' GWB GWB Exp Str - -- 8' -4" *= TAPE & SEAL ONLY P261 AREAWAY CONC. NONE GWB P -3 GWB P -3 CONC P -3 CONC P-3 I Exp Str - -- 8' -4" _.I. 406 _ �- - CORRIDOR = C•WRB ..► -1 V— B ..... '- .. �.. ...r ..e. G e P -1 G "c P -1 G :�. P -1 ACT -1 FF 410 EQUIPMENT ROOM 1 VCT -1 RB -2 GWB P -3 GWB P -3 GWB P -3 GWB P -3 Exp Str P -2 - -- 421 BATTERY ROOM ** RB -2 GWB P -3 GWB P -3 GWB P -3 GWB P -3 Exp Str P -2 -- 472 SPRINKLER VALVE RM. CONC RB -2 GWB P -3 GWB P -3 OWN P -3 GWB P -3 Exp Str P -2 -- 423 CO- LOCATION #1 VCT -1 RB -2 GWB P -3 GWB P -3 GWB P -3 GWB P -3 Exp Str P -2 - -- 423 CO- LOCATION #2 VCT -1 RB -2 GWB P -3 GWB P -3 GWB P -3 GWB P -3 Exp Str P -2 - -- FINISH DURING P HASE 2 / 4V CO- LOCATION #3 VCT -1 RB -2 GWB P -3 GWB P -3 GWB P -3 GWB P -3 Exp Str P -2 - -- FINISH DURING PHASE 3 430 RECEPTION CPT -2 RB -3 GWB P -6 GWB P -6 GWB P -6 GWB P -6 ACT -1 FF 431 WAITING CPT -2 RB -3 GWB P -6 GWB P -6 GWB P -6 GWB P -6 ACT -1 FF 9' -0" -, 432 BREAK ROOM VCT -2 RB -3 GWB P -6 GWB P -6 GWB P -6 GWB P -6 ACT -1 FF 433 CONFERENCE ROOM CPT -3 RB -3 GWB P -6 GWB P -6 GWB P -6 GWB P -6 ACT -1 FE 434 OFFICE CPT -3 RB -3 GWB P -6 GWB P -6 GWB P -6 OWN P -6 ACT -1 FE - 433 OFFICE CPT -3 RB -3 GWB P -6 GWB P -6 GWB P -6 GWB P -6 ACT -1 FF 9' -0" 436 TEMP. OFFICE CPT -3 R8 -3 GWB P -6 GWB P -6 GWB P -6 GWB P -6 ACT -1 FF 437 TEMP. OFFICE CPT -3 RB -3 GWB P -6 GWB P -6 OWN P -6 GWB P -6 ACT -1 FF 436 COPY /FAX VCT -2 RB -3 GWB P -6 GWB P -6 GWB P -6 GWB P -6 ACT -1 FF 433 ELECT. ROOM VCT -2 RB -3 GWB P -6 GWB P -6 GWB P -6 OWN P -6 ACT -1. FF 9' -0" - 410 CLOSET CPT -3 RB -3 GWB P -6 GWB P -6 GWB P -6 GWB P -6 ACT -1 FF 441 OPEN OFFICE CPT -3 RB -3 GWB P -6 GWB P -6 GWB P -6 OWN P -6 ACT -1 FF 9' -0" VACANT AREA CONC NONE EXIST NONE EXIST NONE GWB NONE OWN NONE Exp Str NONE - -- KEEP VACANT AREAS CLEAN I 450 N O P -b OPEN R BASE RB 3 1 EAST WALL - OPEN OFFICE AREA SCALE 1/4 = 1 e - - 0 " 0 1 2 A B SCALE 1/4 "= 1e - -0" o 1 2 5 6 ,_ 3 . 10 ROOM FINISH SCHEDULE 10 P -b 16 P -b 3 LUNCHROOM ELEVATIONS 16 BER BASE RB -3 P -b P -6 P -6 sans VT 119011T C BER BASE R13-3 P-6 RUBBER SASE RB-3 SCALE 1/4 "= 1e - -0" 0 1 2 NOTES: 1. Provide 1200 SF of 2" thick acoustical panels in this room. Acoustical panels shall be Empire Model M -90 or approved equal. Panels shall be arranged on ceiling and walls in largest contiguous sections possible. 2 SOUTH WALL OFFICE AREA 5 SCALE 1/ " = 1 - 0 " -0 1 2 \ ST -1 10 16 4 NORTH WALL OFFICE AREA 5 10 P -b 16 BASE RB -3 SCALE 1/4 " = 14) " 0 1 2 5 P -6 OPEN A - >_ BASE 145-3 5 COPY ROOM ELEVATIONS 10 16 EXPIRED OPEN TO BEYOND EXPOSED STEEL BRAZE FRAME, CLEAN, PAINT P -5 P -b DThocY 272_ BASE RB -3 BEY ARCHITECTURE CONSULTANTS (HEN R`1 PERPIIT 8/16/00 155UE FOR CONSt 8/3/00 R'VISICNS ISSIE DATE PERMIT Sl1BMITTAL O'V16 /00 All and l ■1ter lewd u WI I ad el o1 the atlon and A. ems nay not ba duplicated, used or disclosed uINIaN. Mu mitten ea % .%t of Nr &obey Corporation tenant Improvement for eain 44510■Iftm at Intergate West 12101 Tukwila International Blvd. Tukwila, WA DRAINING TITLE: INTERIOR ELEvATION5 FINI514 SCHEDULE RECE0 uLL PROGRESS DATE: 06/22 /00C,TY C F TUICWILA FILE: . . PLOT: nFRMIT CENTER PROJECT NUMBER 00 -10 -2 DRAWN BY bob CHECKED BY: JL APPROVED BY: DRAWING P0WESER No pIPE GUARDRAIL W. PIPE HANDRAIL ' f n SHIPS LADDER /GUARDRAIL 12 aLMRDRAIL DETAIL l _�1 Scab 1 -0' PT'N E345E ' RAISED FLIT. Seat: 8g'.P -0• 3 1 PAR717 BASE DETAI Scaly III W-0' 4' LONG SLEEVE OR COREDRILL FOR GUARDRAIL POSTS, 04x725 STRINGERS GALYINIZED, TYP. UY L3x2 BRACKETS TOP I BOTTOM 3' STEPS, SPACED INFOTd.LY AT N0'. OUTSIDE FACING METAL STUD ACOUSTICAL INSULATION, WHERE NOTED INSIDE FA01N4 SUM TRACK SIDE AS REQUIRED. REBER BASE EACH SIDE AS REWIRED. Seals 1 4'0 - 0' :-� FINISH WE PER SCHEDULE, TTP. 22) EXT_ WINDOW DETAILS J Seale: ti)•.I' -0' Seals '4'4-0' DETAIL 35/480 3 501 METAL STUDS • 2' -0' OC. BEIUEEN JOISTS SEALANT BOTH SIDES WI4:RE A00(S. MIL. REQUIRED. SIMILAR TO DETAIL 35/480 FINISHED CEILING WINEm OCCURS SNP. CLG. DERE OCCURS FINISH GIB, RETURN TO I1ANDO5 FRAME, TYP. MT. CORNER BEAD, TYP. CAULK JOINT. EXISTING UR0015 SYSTEM. GUS • 80T14 SIDES NOTCHED TO FIT MOND BAR JOISTS I ACOUS. MBUL WERE NOTED. PARTITION HEAD DETAIL PARTITION CURS DETAIL nik COLUMN ENCLOSURE S.W. 1 5 '•1' - PARTITION TYPE SCHEDULE No. 1A 2 1 GWB 5/8" 2F GWB 5/8" 3 1 GWB, 5/8" Type X 3A GWB, Type 4 GWB 4A 1 GWB 5/8" Double C studs 5 1 GWB 5/8 6 GWB 5/8" EXL5TMCs WIPDOU SYSTEM DETAIL 45/480, SIM. RIRR AS TIGHTLY TO COLIM4 AS POSSIBLE, CENTER CLOSURE ON !ENDOW My.LION1 S ILE1DOU MULLION. 4 CCUSt4 - FOR WALL TYPE, SEE FLOOR PLAN.. EXIST COLIFN outeN. • layer A laterlal TNdan.s Type t GWB 5/8" Metal, C stud seals Iy'.I' -0' N/A GWB, 5/8" W R G 5/8 Metal, C stud Metal, C stud Metal, C stud 5/8" Metal, C stud 5/8" Double C studs Metal, C stud Metal, C stud WI E Metal C stud Metal, C stud FURRING: 6 OFFICE COLS. 51MLAR TO DETAIL 35/AS, OMIT JOMr SYSTEM Woe W :.W.: -/a PARTITION HEAD DETAIL seals 4'.1'-0' trip Scale: V2'.P -0' - CO 1-a) Gars. ore SIDE ON Y . - : SIMILAR TO DETAIL 35/45. OMIT.JOINTSTSTEM INSIDE FACING FINISHED CELMs UFEREE OCC(R8 cursive FACM3 UMN NC oSUR Depth 3 -5/8" 3 -5/8" 3 -5/8 3 -5/8 3 -5/8 3 -5/8" 3 -5/8" 3 -5/8 3 -5/8 3 -5/8" 3 -5/8" 5LRWr. Sp.dei 16 OC 16" OC 16' OC 16 OC OC 16 OC 6 OC 16° OC 16" 00 16' OC 16 OC Glass 25 25 25 25 25 25 25 25 25 25 Cavity ye(gf Acoustic Insulation Acoustic sulation Acoustic Insulation ROLL TYPE 5, SEE DETAIL 44/430_ bids I lapse M.bdd i GW8 CAULK TO OA5000 FRN'£ EXISTING RANDOM STbttit EXIST 0011114 • DRAM FIM UAL', TYPE 5; SEE DETAL 44/A907 J Seale: 1 •.V-0" Scat. 3'.I "S GWB GWB Tyne RIM AS ITEMISED TO FIDE CODU9N MD ROOF DRAM PPE, K1EEP AS TIGHT AS POSES£ 'nil'- I'-I 1 iI- 1I:0I!II:I ?1!-1 I'I' Thickness FM Rating STC Rating 5/8" 5/8 5/8" 1 hour 5/8' 1 hour 5/8" 1 hour 5/8' 1 hour 5/8 5/8 SIMILAR TO DETAIL 35/450, OIIT JOINT SYSTEM PANT STUDS .4MD GLUE • SIDE EXPOSED TO MOMS FLAT BLACK TO S' ABOVE MUM! HEAD. General Requirements 45 to 49 40 to 44 40 to 44 5 to 49 0 to 44 5 to 49 40 to 44 40 to 44 FURRING 6 CO -LO COLS 400(500 MSILATI@L OEM OCCI55 LAY CH MUG AB01E ACOUSTIC PARTITIONS, EXTEO PAa4 SIDE 5F PARtt8KAL ! Hi- tl-` II001 PARrITION HEAD DETAIL NOTE PROVIDE 45 METAL VENT 5551.5 • I2' AFF - 2 VENTS MIN. PER WINDOW BAY APPLY SIGHT 058aRING FILM TO (BIDE FACE OF EXTERIOR GL ATMs. (Macke, MT -200X -2811 Grey/ STRICTURE IRS-I j -SIRJCTURE Hight Link 19' -5 9 " -5 19 -5 19' -5 19' -5 9' -5 19' -5" 9' -5 44 FURRING EXTERIOR WALL Scab '4'.l' -0' GA File No. 35 4,5 WP 1200 WP 1200 P 1200 WP 1200 N/P 1200 WP 1200 WP 1200 WP 1200 Neminai Midas= -7/8 4 -7/8 4 -1/4 4 -7/8" 4 - -7/8 2' 12 4 -1 4 -1/ 4 -7/8 4 -7/8' Scat. 14y'.1' -O' Sealer 3'0-0' Scab: 3'•i' -0' Detail. Rya. 31 8.0 31 33 A8.0 A8.0 25 SIM 25 SI. A8.0 A8.0 31 33 A8.0 A8.0 31 32 A8.0 A8.0 25 25 A8.0 A8.0 25 25 A8.0 A8.0 44 44 A8.0 A8.0 21 44 A8.0 A8.0 1 Top Notes 34 A8.0 PARTITION DETAIL La FIT AROUND BRACED FRAME AS REQUIRED FR AROUND BRACED FRAME AS REQUIRED. SET WALL ON TOP OF RAISED FLOOR ESH SEE SPECIFICATION .R = Water Resistant OUTSIDE PALM INSIDE MOM 4coustiO44 INSULATION, DI ERE NOTED STRUCTURAL P58.5ER METAL SUDS, FRAME AS TIGHT TO STRUCTURE AS 5OSIBLE STUD TRACK SIDE AS REQUIRED. RUBBER BASE TENANT SIDE CNLT, AS REQUIRED. 2003 172 PARTITION HEAD DETAIL WALL PER PLAN DYPI CAL MULL - IOU!! DE I CONSULTANTS ARCHITECTURE EXPIRED 6EN RP1 FERJ'1IT 8/16/00 ISSUE FOR CON57 4/3/00 MANORS 15815 DATE PERMIT SUBMITTAL 01/26/00 An desegis aid MTh. Le ..sk ap b C td. Ar wl and luln•d oa oT the atlas and fir ease nay rot be cplIratd, ued or dbeloed ulthant the unties aareae. of the Sebey CorparatI5N Dynast Improvement for NetStreaiii at Intergate ILiet 12101 Tukwila International Blvd. Tukwila, WA DRAWING TITLE: PROGRESS DATE: 6/22/00 PILE: ASO.dwg PLOT: PROJECT N42SEER: 99 - - DRAIN BY: DD CHECKED BY: BOB APPROVED BY: DRAWING NUMBER DETAILS CITN% PERMIT CENTER 'ON dnouD Usage - v a w WALL CONST. FER SCIEDULE E SEE SPECIFICATION FLOCK FINISH ALUM. FRAME o 5 s ° 111MI_ __ HI"L DOOR FRAME I kW �. - - � E ° c 11 A9.0 SYSTEM SEE SPECIFICATION SHIN AS REQUIRED ED -Iv- - -� ' DOOR PER SCHEDULE IMMENIIMLEM EMI MilIMIIIIINOMIIIMIZIN C R IESER E3ASE I palunow IIoM 'dolS food 11 A9.0 11 A9.0 s II IiII I III - INGEWN11110 11=311M0- 11111LEGIMI0 ®111®i saloN CaN I. ®NCE111 - ®11110/211111 - -® X • I 11 A9.0 TYPICAL, UNA. TYP. HOLLOW METAL JAMB C2 RELITE SILL, JAMB, HEAD HALF SIZE Seale: HALF SIZE d 1 1 A9.0 I1 A9.0 Q . DOOR HARDUTARE PER SCHEDULE DOOR a HAIRCUARE PER SCUEDULE Sound rated door ossembl STC.45. il w t } II ®MIZEM ..", X PARttTICN PER SCIEDW_E - -- ` Q1 X I) I �I ALUM. FRAME SYSTEM SEE SPECIFICATION ALUM. FRAME SYSTEM SEE SPECIFICATION -II M I/4 OR 3/S' GLASS SEE SPECIFICATION I X X �0 �__ C2D DOOR JAMB 6 SI DAL I TE 22 41.a4.7. DOOR JAMB Scale: HALF SIZE Scala: HALF 817E 'ON dnouD Usage - v a w ° rn Effeill111111111:21111111110111•11E111CrIMMEIMIMIMIMIWr========1!!!!!MIN o 5 s ° 111MI_ __ -11=11•1•11=®® kW i al a . Z s ." � E ° c 11 A9.0 11 / A9.0 3 Relocate Existin. Door and Frame IMMENIIMLEM EMI MilIMIIIIINOMIIIMIZIN 111112131111 - ®111=11®0 I palunow IIoM 'dolS food 11 A9.0 11 A9.0 - Japoab wIod Sound rated door assembl STC.45. INGEWN11110 11=311M0- 11111LEGIMI0 ®111®i saloN CaN I. ®NCE111 - ®11110/211111 - -® X - -- 0 11 A9.0 11 A9.0 - X - -- ■ 1 1 A9.0 I1 A9.0 - Sound rated door ossembl STC.45. IIMMIN =WM- ®MIZEM - =EEMIIW/I® X © - -- X X 2 Entry Drs, Dbl X X �0 �__ X ®�� X EL X X PR 3' -0 -Qi®i - ®� ® -� -� •- •. 45 MIN 1 11 A9.0 11 A9.0 3 Entry Drs, Sgl X 45 M I N - 6 - ;- 11 A9.0 A9.0 =I. - X si. MEEIE0IMULIMMEM- MEIMMNIIIPMEMS2•11111101113UE1111111112111153MIZM lifflUNINIIIMAIIIIMIIIIIM =MN= ®-- 11M111•1111=1111 PR. 3 -0" - - - IIMIECEIMMEINI 1MIMME1111 - - -- MIESIIIMIZICEIMMIMEM©MIN X MilirAMEI _NM= MIE1111111MCMINERIUMM X 5 mAZZEI 11 A9.0 10 -- X WIRE CAGE GATE PR. 3'0° 1111110MMINIEBEIII X -MEM MEMIII IMEMENII© 11 A9.0 11 A9.0 425.2 B 1 3/4" PR. 3' -0" 7' -0 SC -WD P -3 ALUM. •• ===0 11 A9.0 11 / A9.0 - 5 Equip. Rm. Drs, SgI 425.3 <E> X M1101.111111111.11111 RE -KEY 425.4 111110011•1110 MOM -- 1111ERIMEIMMIZ-EENEE® X -_ - - -IIIEEEMI -- • • 8 -- 11 / A9.0 RE - KEY 45 MIN. 2 11 A9.0 X X MEEM0 ENECIE PR. 3 -0 issemieseenumus X - �© 11 A9.0 11 A9.0 Equip. Rm. Doors, Sgl X SIDELITE 3' -0" WIDE X 1 3/4 3' -0" 7' - O° SC - WD ALUM. ANOD. X 21. 22 / A9.0 21, 22 / A9.0 23 / A9.0 DI ELITE 3' -0" WIDE 432. E> X L 4 a Existing Patio Doors E / A9 0 2 22 A9.0 23 A9.0 SIDELJTE 1 -0 WIDE 434.1 Cl 3 -0" 7' -0" -WD SC-WD ST -1 E ALUM. ANOD. 4 21. 22 A9.0 21, 22 A9. 23 A9.0 SIDELITE 3' -0" WIDE, VERIFY IN FIELD 435.1 Cl 1 3/4" 3' -0" 7' - 0" SC -WD ST -1 ALUM- ANOD. 6 4 21. 22 / A9.0 21, 22 / A9.0 23 / A9.0 SIDELETE 3. -0,. WIDE 436.1 Al 1 3/4" 3' - T SC -WD ST -1 ALUM. ANOD_ 4 21, 22 A9.0 21 22 A9.0 437.1 Al 1 3/4 3' -0' 7' -0" SC -WD ST -1 MMEREMZEOMMINI X 4 21, 22 / A9.0 21 22 A9.0 X 439.1 0 MEMEMMI=IESTLIMMICEIMMIEIMWIMMEM INICOIM0 --------- 1 3 4 6' -O 7' -0 SC -WD ST -1 X - .w 9 -0 21, 22 A9.0 21, 22 A9.0 BI- PASSING CLOSET DOORS X ®AMMEIMM-MEESSZIM®- t t - ©111101MCM 11 A9.0 - - - - -- 'ON dnouD Usage - v a w ° rn o o 5 s ° l' 2 m s tz a i al a . Z s ." � E ° c � 3 m _ � 3 t 3 1 slogs a,loWS sloes punoS SJa0Ual!S 6u!ddulsJayloaM Pl■ys.41 lo6o„sy I palunow IIoM 'dolS food Door Stop, floor Mounted II alold >Is!N elold .101.1.1JV Japoab wIod Card Reader 11 II .104001pul uo!llsod Jooa 'Closet Door Track I saloN CaN 1 Entry Ors, Sgl X X X X X X X 2 Entry Drs, Dbl X X X X EL X X X X 3 Entry Drs, Sgl X X X X X X X 4 Office Doors, Sgl X X X X 5 Equip. Rm. Drs, SgI X X X X 6 Equip. Rm. Drs, DbI X X X X X 7 Equip. Rm. Doors, Sgl X X X X X X a Existing Patio Doors E E E E E 5 6 Bi- Passing Closet Doors X 12 Wire Cage Gate - X X X X X 07 O DOOR DETAILS DOOR & OPENING SCHEDULE HARDWARE SCHEDULE DOOR & WINDOW TYPES J / / / VISION PANEL WHERE SCHEDULED, GLASS TYPE AS SPECIFIED HARDWARE KEYNOTES 4. HARDWARE SCHEDULE ABBREVIATIONS ARE AS FOLLOWS: NRP NON- REMOVABLE PINS ACT ACTIVE LEAF INA INACTIVE LEAF EL EACH LEAF BS BOTH SIDES 5. RE -KEY EXISTING PASO DOORS TO TENANT'S MASTER. PER SCHED TYP. 1 1. DEADBOLT TO BE PROVIDED BY DOOR MANUFACTURER. KEYING TO MATCH TENANT'S MASTER KEYING PROGRAM. 2. SLIDING LATCH AND LOCKING MECHANISM BY DOOR MANUFACTURER. KEYING TO MATCH TENANT'S MASTER KEYING PROGRAM. 3. SLIDING LATCH AND LOCKING MECHANISM BY DOOR MANUFACTURER. KEYING TO MATCH TENANT'S MASTER KEYING PROGRAM. - CYD 17% EXPIRED 4- BI- PASSING CLOSET Door HEAD ONLY, NO FRAME WIRE MESH GATE DOOR KEYNOTES I. ALL SWINGING DOORS TO RECEIVE 3/8° UNDERCUT. 2. ALL NON -RATED DOOR LTTES AND SIDEITES TO BE 1/4" CLEAR TEMPERED OR SAFETY LAMINATED GLAZING, U.N.O. 3. WHERE DOOR ITES OR SIDELITES ARE SCHEDULED AT RATED DOORS, PROVIDE LABELED FRAME AND GLAZING ASSEMBLY. GLAZING TO BE 1/4" WIRE GLASS. 4. WHERE GLAZING IS REQUIRED IN FIRE -RATED ASSEMBLIES, GLAZING SHALL BE PART OF THE RATED ASSEMBLY. 5. ALL DOORS ADJACENT TO WALL ARE GIVEN AS 6" FROM FACE OF JAMB TO FACE OF ADJACENT WALL, U.N.O. 6. CARD KEY ACCESS IS USED FOR GETTING INTO AREAS AND IS NEVER REQUIRED TO EXIT OUT OF ANY AREA OR OUT OF THE BUILDING. 7. VERIFY THAT EXISTING DOORS ARE PROVIDED WITH HARDWARE IN ACCORDANCE WITH THE DOOR SCHEDULE. IF NOT EXISTING, CONTRACTOR TO PROVIDE. DOOR KEYNOTES CONTINUED 8. ALL RATED FIRE ASSEMBLIES SHALL BE PROVIDED WITH GASKETS FOR SMOKE AND DRAFT CONTROL AND BEAR A VISIBLE APPROVAL LABEL SHOWING RATING FOLLOWED BY THE LETTER '5', THE NAME OF THE MANUFACTURER AND IDENTIFICATION OF THE LISTING AGENCY. 9. DOOR AND MATERIAL ABBREVIATIONS ARE AS FOLLOWS: SC SOLID CORE WOOD DOOR, SEE SPEC. LP LAMINATE PLASTIC FINISH, SEE SPEC. HM HOLLOW METAL FRAME, SEE SPEC. PT PAINTED FINISH, SEE SPEC. ALUM ALUMINUM FRAME, SEE SPEC. ANOD ANODIZED FINISH, SEE SPEC ARCHITECTURE Ct7NMULTANTS APPROVED EY: RED 4 /i • OHN W. STATE OF WASH V CsEN R 1 PERMIT a /I6 /00 ISSUE FOR CON5T, 8/3/00 REVISIONS 15&E DATE PERMIT SUBMITTAL 01/26/00 A Ildraulgs and Wt. .atr181 vpseing h.x.:i c iFa edgiral and ap blbhad work of the babeg Corpora.. and Ow same .ay not be otpllcatad, wad or dleNW M d wt... the written eoNCant of the Sebey Corporation Tenant Improvement for Net5tr N aii at intergate West 12101 Tukwila International Blvd. Tukwila, WA DRAW MA TITLE: DOOR 5C1-1EDULE HARDWARE SCI -IEDULE DOOR DETAILS PROGRESS DATE: 6/22/00 PLOT: PRO.ECT NA18ER: 99 - - DRAWN WY: DD CMEOKED ISY: I-IWL ,' BMII TEBITFF FILE: A90dwg Ree OIT IJ RA EMBEDMENT & SPLICE LENGTH SCHEDULE ON SPICES � Li ! Iiii gg 2000 3000 4000 5000 03 8 7 B 7 8 7 8 3 15 12 3 17 18 14 12 12 12 12 12 4 23 18 19 15 18 13 15 12 4 16 12 5 28 22 23 18 20 16 18 14 5 17 13 B 30 2J ti .° 6 56 43 46 35 40 31 36 27 735 28 `F 7 77 63 48 54 42 50 39 8 101 77 82 83 71 54 84 49 8 40 30 9 45 34 9 128 98 104 80 90 69 81 82 10 51 38 10 182 124 132 101 115 88 103 78 11 58 42 17 199 152 163 114 141 108 128 96 g g l R g $ 53 . I 2000 3000 4000 5000 7 9 1 8 1 9 7 1 3 3 70 8 7 3 13 12 13 12 13 12 73 12 4 13 11 10 4 18 12 15 12 13 12 12 12 5 17 14 12 5 23 17 18 '. 15 16 12 14 12 6 20 17 15 0 8 43 33 35 27 31 24 27 21 723 20 17 7 59 45 48 '37 41 32 40 29 8 27 22 78 8 77 59 83 48 65 42 49 38 9 31 25 22 9 98 75 80 81 69 53 ' 62 46 10 34 26 24 10 124 95 101 78 88 60 79 60 11 37 31 28 11 152 117 724 96 119 83 98 74 q_7'j_R,T GENERAL cope UNIFORM BUILDING CODE (UBC) - 1997 EDITION LIVE LOADS LOWER ROOF SNOW DRIFTING = 60 PSF MAX FLOORS AREAS EQUIPMENT ....... ............................250 PSF BASIC 8 0 MPH, EXPOSURE C SEISMIC f GENERAL CONDITIONS 1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHAa NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING WITH THE WORK. 2. THE ILL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING WORK. THE ARCHITECT /ENGINEER SHALL IMMEDIATELY BE NOTIFIED IN WRITING OF ANY DISCREPANCIES 3. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF E ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK SO INVOLVED. 4. IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THE 'GENERAL NOTES" AND /OR "STANDARD DETAILS'. 5. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. 6. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THESE DRAWINGS 7. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY CONDITION WHICH IN HIS OPINION MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS TO THE STRUCTURE. 8. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES AS A PART OF HIS RESPONSIBILITY, THE GENERAL CONTRACTOR SHALL PROVIDE THE SERVICES OF A LICENSED STRUCTURAL ENGINEER TO DESIGN AND SUPERVISE ANY SCAFFOLDING FOR HIS WORKMEN AND SHORING OF FORMS AND ELEMENTS OF CONSTRUCTION AFFECTED BY HIS WORK. 9. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE LATEST EDITION OF THEE UNIFORM BOILING CODE, 1997, AND ALL OTHER REGULATING AGENCIES EXERCISING AUTHORITY OWN ANY PORTION OF THE WORK. 10. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS WHERE THE NOTES DRAWINGS, AND /OR SPECIFICATIONS DIFFER, THE MORE STRINGENT REQUIREMENT SHALL APPLY. 11. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES OR THE STRUCTURAL DRAWINGS 12. VERIFY ALL DIMENSIONS IN FIELD AND PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. 13. DISCREPANCIES FOUND BETWEEN STRUCTURAL DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED IN WRITING TO THE ENGINEER PRIOR TO CONSTRUCTION. 14. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORK- MANSHIP ACCEPTED AS GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY IN CONFORMANCE TO THE PROVISIONS OF THE 1997 EDITION OF THE 'UNIFORM BUILDING CODE' (UBC), AND STANDARDS REFERENCED THEREIN. 15. PIPES DUCTS, SLEEVES, OPENINGS, POCKETS, CHASES, BLOCK -OUTS ETC., SHALL NOT BE PLACED IN SLABS, FOUNDATIONS ETC., NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR SUCH ITEMS, UNLESS SPECIFICALLY DETAILED ON THESE STRUCTURAL DRAWINGS SPECIAL CONDITIONS 1. VERIFY ALL DIMENSIONS IN FIELD AND PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. DISCREPANCIES FOUND BETWEEN STRUCTURAL DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED IN WRITING TO THE ENGINEER PRIOR TO CONSTRUCTION. FOUNDATION 1. STRUCTURAL DESIGN COMPLIES WITH SOILS REPORT BY GEOTECH CONSULTANTS INC., JAI 98063 MARCH 16, 1998 FOOTING BEARING PRESSURE: 3,000 PSF 3000 PSF ON COMPETENT NATIVE SOIL, OVER LEAN CONCRETE FILL AS DIRECTED BY SOILS ENGINEER. LATERAL EARTH PRESSURE ON RETAINING WALLS ACTIVE: 40 PCF FOR YEILDING WALLS. COEFFICIENT OF BASE FRICTION: 0.40 2. SUBGRADE PREPARATION, DRAINAGE PROVISIONS AND OTHER RELEVANT SOIL CONSIDERATIONS ARE TO BE IN ACCORDANCE WITH SAID SOILS REPORT. 3. THE GEOTECHNICAL ENGINEER SHALL BE RETAINED TO PROVIDE OBSERVATION AND TESTING SERVICES DURING FOUNDATION SOILS EXCAVATION, BACKFILL, GRADING COMPACTION AND SUBGRADE PREPARATIONS. THE GEOTECHNICAL ENGINEER SHALL INSPECT, PROVIDE TEST REPORTS, AND PROVIDE A LETTER OF ACCEPTANCE TO THE BUILDING DEPARTMENT AND THE ENGINEER STATING THAT ALL FOUNDATION SOILS PREPARATION, EXCAVATION, BACKFILL, COMPACTION AND SUBGRADE PREPARATION IS IN ACCORDANCE WITH THE REQUIREMENTS OF THE SOILS REPORT PRIOR TO PLACEMENT OF FOUNDATION CONCRETE. CONCRETE 1. REFERENCE STANDARDS: ACI -301, ACI - 31$ UBC. MINIMUM CONCRETE STRENGTH (28 DAYS): WALLS. ..4,000 PSI SLAB ON GRADE.. 4,000 PSI EXTERIOR FLATWt7RK ...._ ....................4,000 PSI AIR - ENTRAINMENT 3.0% TO 5.0% FOR EXPOSED CONCRETE. 2. MIXING: COMPLY WITH ACI-301. DO NOT EXCEED THE AMOUNT OF WATER SPECIFIED IN THE APPROVED MIS PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE WORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER 3. PLACING: COMPLY WITH ACI -301. PROVIDE A 3/4 INCH CHAMFER ALL EXPOSED CONCRETE EDGE, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. 4. SLUMP: 4' PLUS OR MINUS ONE INCH. DO NOT ADD WATER TO MIX TO INCREASE SLUMP. GREATER SLUMP, ACCELERATED SET, OR HIGH EARLY STRENGTH MAY BE ACHIEVED BY USING APPROVED ADMIXTURES 5. CORMG. COMPLY WITH ACI -301. KEEP CONCRETE MOIST FOR SEVEN DAYS MINIMUM. 6. JOINTING: PROVIDE ADEQUATE JOINTING TO MINIMIZE EFFECTS OF VOLUME CHANGE JOINTS SHOWN MAY BE ADJUSTED AT CONTRACTOR'S OPTION, WITH PRIOR APPROVAL FROM ENGINEER. 7. WEATHER EXTREMES COMPLY WITH ACI 305R FOR HOT WEATHER. COMPLY WITH AO 306R FOR COW WEATHER. CONCRETE INSERTS CONCRETE INSERTS SHALL BE MANUFACTURED BY HILT OR APPROVED EQUAL SUBMIT ICBO REPORTS ON ALL FASTENERS GROUT GROUT UNDER STEEL COLUMN BASE PLATES SHALL BE NON - METALLIC, RON SHRINK GROUT HAVING A COMPRESSIVE STRENGTH OF NOT LESS THAN 5000 F7. SUBMIT ICBO REPORTS FOR APPROVAL. REINFORCING STEEL 1. REFERENCE STANDARDS ACI 'DETAILING MANUAL' (SP -66); CRS MANUAL OF STANDARD PRACTICE (MSP -1) 2. MATERIALS REINFORCING STEEL ASTM A615, GRADE 60 REINFORCING FIBERS POLYPROPYLENE FIBROUS REINFORCEMENT 3. SPLICES AND LAP: LAP CONTINUOUS REINFORCING BARS 48 BAR DIAMETERS, UNLESS OTHERWISE NOTED. PROVIDE CORNER BARS FOR ALL HORIZONTAL REINFORCEMENT. 4. COVER: CAST AGAINST EARTH FOOTINGS ...........3 INCHES WALLS. .............. INCHES CAST AGAINST FORMED SURFACES: WEATHER FACE ...1 -1/2 INCHES, 15 BARS AND SMALLER 2 INCHES, 16 BARS AND LARGER INTERIOR FACE ...3/4 INCH FOR SLABS AND WALLS 1 -1/2 INCHES FOR BEAMS AND COLUMNS JOBSITE SAFETY: THE ENGINEER HAS NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN AND /OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM HIS WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER SHALL NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR, SUBCONTRACTORS, SUPPLIERS OR THEIR EMPLOYEES, OR FOR ACCESS, VISITS, USE WORK, TRAVEL, OR OCCUPANCY BY ANY PERSON. STRUCTURAL AND MISCELLANEOUS STEEL FABRICATION AND ERECTION OF STEEL SHALL BE IN ACCORDANCE WITH THE FOLLOWING AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) STANDARDS AND SPECIFICATIONS 1, MANUAL OF STEEL CONSTRUCTION, 9TH EDITION (ALLOWABLE STRESS DESIGN) 2. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, LATEST EDITION. 3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR 4490 BOLTS STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS RECTANGULAR TUBE STEEL - ASTM A500 GRADE B GALVANIZED (Fy = 46,000 PSI) WOE FLANGE COLUMNS AND BEAMS - ASTM A572 GR50 ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI) BOLTS - ASTM A307 TYPICAL ASTM, A325 -SC AS NOTED ALL ASTM A325 BOLTS SHALL BE ENGINEER APPROVED SELF LOAD INDICATING TYPES, AND SHALL BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS ALL WELDING SHALL CONFORM TO THE AVIS CODES, AND SHALL BE BY WABO CERTIFIED WELDERS WELDS NOT SPECIFIED SHALL BE 1/4 CONTINUOUS FILLET MINIMUM. USE DRY E70 ELECTRODES 4. REMOVE ROLLING LUBRICANTS AND OTHER MATERIALS THAN INHIBIT APPLICATION OF SPRAY APPLIED FIRE PROOFING. STRUCTURAL STEEL WELDING 1. CONFORM TO THE AIRS CODES D1.1 AND D1.3., AND USE ONLY CERTIFIED WELDERS WELDS NOT SPECIFIED ARE TO BE 1/4 CONTINUOUS FILLET MINIMUM. USE DRY E70 ELECTRODES UTILITIES: CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF THE EXCAVATION AND SHORING WITH ALL UTILITIES SHOP DRAWINGS SUBMIT 1 SET OF PRINTS AND 1 SET OF REPRODUCIBLES FOR REVIEW PRIOR TO FABRICATION FOR THE FOLLOWING 1. CONCRETE REINFORCEMENT SIFFL, 2. MISCELLANEOUS STEEL FABRICATION DRAWINGS, SUBMITTALS SUBMIT 3 COPIES FOR RENEW PRIOR TO FABRICATION FOR: A) CONCRETE DESIGN MIX B) CONCRETE INSERTS C) EPDXY ADHESIVES 0) GROUT INSPECTIONS REFERENCE STANDARDS: UBC 108. INSPECTIONS ARE TO BE PERFORMED BY AN INDEPENDENT TESTING LAB APPROVED BY THE BUILDING OFFICIAL CONCRETE: TAKE CONCRETE CYLINDERS AS REWIRED. VERIFY SLUMP AND STRENGTH. REINFORCING: VERIFY ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS CHECK FOR REQUIRED COVER, SIZE AND GRADE. WELDING: PROVIDE INSPECTION IN ACCORDANCE WITH UBC 108. SPECIAL INSPECTIONS SP ECIAL INSPECTION BY WABO CERTIFIED INSPECTORS IS REQUIRED IN ACCORDANCE WITH THE 1997 UBC SECTION 1701 FOR THE FOLLOWING WORK ITEMS: STRUCTURAL CONCRETE CONCRETE REINFORCING STEEL STRUCTURAL STEEL FABRICATION AND ERECTION UBC SECTION 1701.51 UBC SECTION 1701.54 UBC SECTION 1701.5.5 THE SPECIAL INSPECTORS SHALL, IN ADDITION, BE QUALIFIED IN ACCORD- ANCE WITH THE 1997 UBC SECTION 1701.2 AND PROVIDE TIME DUTIES AND RESPONSIBILITIES AS INDICATED IN SECTION 1701.3. AB ANCHOR BOLT ALT ALTERNATE APPROX APPROXMMATE BTM BOTTOM BOLT BOTTOM BRG BTW CJ CLR CMU COL CONC CONN CONST CONE CONTR CTR DEC DIA DOG DIM DL EA EF ELEV EQ EQUIP ES EW EXIST FDN FG FUR FLG FIR FP FT FTG FS GA GALV GR HOR HT IN AT LL ABRENATIONS: BEARING BETWEEN CONTROL JOINT CLEAR CONCRETE MASaIVBY IR97 COLUMN CONCRETE CONIECTION CONSTR0000N CONBIWIOU5 CONTRACTOR CENTER DETAIL DIAMETER DIAGONAL DAIMON DEAD LOAD EACH EACH FACE ELEVATION EQUAL EQUIPMENT EACH SIDE EACH WAY EXISTING FOINDAIION FINISH GRADE FLUSH FRAME FLANGE FLOOR FLRL PENEIRATRXd FOOT FOOTING FAR SIDE GAUGE GALVANIZED GRADE HORIZONTAL HEIGHT INCH JOINT LIVE LOAD D iDDD E XPIRED 5BRXOP toe MAX MB MECH MFR MIN RISC ML NO NS HIS oC Of OPNG OSB OSF PSF PSI REF REM READ SOD SEC SF SHY S®t SPCS SPEC STD Toe TOS TOW TS TYP LINO VERT W W}iS WT W71F .d1 4d OR 21 NN. S 1 186 D = 81 8 ,8fi015&11 ALL REB9, EXCEPT COL 10S & BE SAS BEAM S1968N5 k (MUM TES STL STEEL SIRUCT STRUCTURAL i TOP INK THICK a = BAR DIADEM?. D = REND DINKIER LOCATION MAXIMUM MACHINE BOLT MECHANICAL MANUFACTURER MINIMUM MISCELLANEOUS MICRO -LAM (LAMINATED VENEER LUMBER) NUMBER NEAR SIDE NOT TO SCALE ON CENTER OPPOSITE HAND OPENING ORIENTED STRAND BOARD (RIM BOARD) OUTSIDE FACE POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH RADIUS REFERENCE REINFORCING REQUIRED SLOPE SCHEDULE SECTION SQUARE FOOT SHEET SIMILAR SPACES SPECIFICATIONS STANDARD TOP OF CONCRETE TOP CF STEEL TOP OF WALL TUBE STEEL TYPICAL UNLESS NOTIFIED OTHERWISE VERTICAL WITH WELDED HEADED STUD WEIGHT WELDED WIRE FABRIC REINF HOOKS AND BENDS 2:72- BUILDING C v LEVEL P2 KEY PLAN REVIEWED This plan was reviewed for general conformance with the following; NOT TO SCALE REINF LAP AND EMBED LENGTHS Jurisdiction Gtfy c1' IU Kw /� -4 Date c 7/;_f - /- :, _, RE IIDDLETON. INC. Code Review Consultant INDEX: SG1 GENERAL NOTES, KEY PLAN, INDEX & ABBREVIATIONS SG2 PARTIAL FOUNDATION PLAN AND DETAILS SG3 DETAILS Structural Provisions of the Uniform Building Code ❑ Non - Structural Provisions of the Uniform Building Code ❑ Washington State Barrier -Free Regulations (Chapter 51 -30 WAG) ❑ Washington State Energy Code ( Chspter 5I-Ii WAG) Theproject applicant is responsible for eonfonna ce with all applicable cod., conditions of approval, and permit requirements subject w the requirments and interpretations of the governing uthority. This twmew does mt reli the AitM Egvor of goef d of the s repi fore m accocdeoce with the laws of rch the ect goveroi n ag i jtnisd snd the stare of rns Weshivg1ity wv. complete design JOB NUMBER 00056 DESIGNED BY SA DRAWN BY JG CHECKED BY R8 DATE 8 -16 -00 SHEET NUMBER Ho - 1 eliAiwn MISWIT A IWAi,�A4 raxT OTATI ne." 7*T.Oai,a TANK FOOTING PER 14/SG3 +103.50 E CTRICAL € 1 22' -2 3/4' 0 EXISTING P EVEL 5' SLA: I GRADE 12' O.C. EA WAY F ELEV= 94.17) 6' -3 "x " -6 1/2 xTO Dp ISOLATED B ON GRADE W 46 AT 12'0. T/B, E/W (FT ELEV= 9 . ) 5" SLAB ON GRADE W/ (FF ELEV o WAY 91.83') T.O. ISOLATED SLAB -2 -0' (92.17) U EXPIR'• OCTOBER 24, 2000 -J 0- Cr z v 0 0 i O�z CV d -J z w 0 - 9 -12 -00 102.92 103.57 103.26 +106.00 I +103.66 +114.00 N•� 8 ° 20� '. 01 © ice EXISTING KEYSTONE RETAINING WALL 4'0 FUEL LINE j PENETRATION T KU EXIST WALL 31' 7 RYERSON 19 -W -4, 1 1/2x3/16 BEARING BARS (OR APPROVED EQUAL) FUEL TANK ENCLOSURE FRAMING PLAN SCALE: 1/1r=1 FOOTING ABOVE 95.43 7 � 95.33} 94.83 U — 94.82 \2 PARTIAL FOUNDATION PLAN (LEVEL P -2) SCALE: 1/8' =1' -0' NORTH ani EbsTNC CONC SLAB MEI Tiro[ I ] li) I ii 1 1 MINI f5 AT IY M!Mll11i 6 Z' °" 24- alEiNi 116.. —MEE UM Ill II Jr.. EA WA. cTR 5' CONC SLAB M /fr AT 1YQ.c V EA WAY x4x1/4" TS6x4xT /4' R1�IS1 GRADE $ ; �. I r� Etru I1 PI IFVFI f E 1' -2 1/2' ON GRADE, SEE PLAN FOR REEF SMUT, Oi AND REMOVE EXISTING G CO SLAB EN GRADE AND Rehr POKY IMBEDDED DONEE SECTION AT GENERATOR PIT 2 -{ CONT SCALE 1/2' = t4 B• (11)s63� TOP OF WALL FUEL TANK PAD EL 7 -0' (96.17) 02-000'17 9' _-4' (103.55) EXPIRED P2 LEVEL NEW CONCRETE PIT AT GENERATOR SET LOCATIONS, SEE PLAN -2 -4' LEVEL P2 FILL PRECAST PLANK OPEN CELLS (18 MIN DEPTH), INSTALL 2 -1 "0 WEDGE ANCHORS, (5 "MIN EMBED) m v SAWCUT, CHIP AND REMOVE 24" SO PENETRATION OPENING AT CONC FLOOR SLAB AND PRECAST CONC PLANKS FOR GENERATOR EXHAUST PENETRATION LOCATION "P > 1/4 V 2 -1'0 x10' WEDGE ANCHORS EA TS6x4, TIP, EMBED 4" MIN INTO SLAB ON GRADE EXHAUST P -1 LEVEL PENETRATION SECTION AT GENERATOR PIT /FUEL TANK SCALE: 1/8' =1' -0' C f ) SECTION AT GENERATOR PIT SCALE: 1/2'=1' -0' INSTALL TS4x4 COLS AND TS6x4 HEADER BEAMS BELOW CONCRETE FLOOR SLAB AND PLANKS PRIOR TO CUTTING AND CHIPPING 24" SO PENETRATION OPENING, TS FRAME TO BE TIGHT FITTING AND UNIFORM BEARING BOTH TOP AND BOTTOM SCALE: 1/8' =1' -0" E U D LS L'N E E SEP 1 5 2000 g REID MIDDLETON, INC. m O O I— 0 m Cr LLJ H— w z JOB NUMBER 00056 DESIGNED BY SA DRAWN BY JO CHECKED BY RB DATE 8 -16 -00 SHEET NUMBER SG -2 4x4x1/4 PL W/ 7/8 "0 HOLE (2) /50' 4' CENTER AT ANCHOR, (4) VMS AT 50A R 3/8'x8"x0' -8" L 6 "x4x3/8 "x0' -6' NEW CONC WALL WEEP HOLE IN END PLATE AND BEAM SEAT, TIP 1/4' 1 1/2' #5 AT 12' O.C. EA WAY, AT MID -DEPTH EXISTING KEYSTONE WALL REMOVE AS REQUIRED FUEL TANK PAD EL. 2' -0 " (96.17') 7/8' SLOTTED HOLE EA SIDE CORNER PLAN DETAIL, TYP G SCALE 3/4" = 1' -0" #5 AT 12" O.C. TS CONNECTION DETAIL SCALE 3/4 = #5 EA FACE FRONT ELEVATION SCALE 1/4" = 1 ° -0" / 5 DOWE AT 12 " O. C . EXISTING SOUTH WALL OF BLDG C PLAN DETAIL RYERSON 19 -W -4, 1 1/2x3/16 BEARING BARS (OR APPROVED EQUAL) 3/4'0 EXPANSION >I ANCHOR HILTI HY 150 EMBED 8" SIDEWALK BY OTHERS TS PER PLAN SECTION AT RETAINING CONC WALL 12' -0' NTS 11111111111111111 1 3/16 ' 2 AT 24' 1111 11111111111 TS PER PLAN 3/16 1 2' AT 24' 24' SQ BLOCKOUT NEW 9' CONC WALL /5 AT 12' O.C. EA WAY LOCATE VERT AT T TYP 3 TS COLUMNS PER 2 /SG -2 APPROX P1I FVF1 FTC DRAIN FREE DRAINING FILL 18" P 1 5 2000 REID MIDDLETON, INC. TS /GRATE DETAIL 20 PARTIAL P1 SCALE 1 1/2' = 1' -0" G3 SCALE 1/2" = 1' -0" EXPIR JOB NUMBER 00056 DESIGNED BY SA DRAWN BY JO CHECKED BY RB DATE 8 -16 -00 SHEET NUMBER SG -3 AREA DRAIN CONNECT TO EXIST. STORM SEWER 63.4" L7 V - ♦ t rMAxM5 1 1 .MUFFL 5 1Y REDUCER 12" ExH. LOOP ® P �2` ® • h% ��s T ■ I - 2 EXH. PIPE :4; WIN EMI MEI MEI P213 16WX 6'HX S'L SOl1NDXATTENUATORS SEE SECTION B 1 ST -I ELECTRIC S7 AIRWA 3/4 CW UP 3 /4 "OW CAP FOR FUTURE WATER FEATURE MAKEUP WATER ELEVATOR i088Y GARAGE FUEL STORAGE TANK SEE DETAIL 1 FUEL TANK VENTS FUEL TANK FILL HANGERS NOT TO SCALE 12 "; EXHAUST PIPE EXIST. GARAGE VENTILATION FANS 9' -0" 14 FUEL 'TANK 'WE1L SEE Mot'DWGS ACOUSTICAL PANELS (25 THICK) (BY G.C_) NOTE EXHAUST PIPE INSULATION NOT SHOWN 1111111 ST-3 (TOP); -- - 1 -1/4• ST -2 (BOTTOM)_P214 WASTE 14" MAK FRE SECONDARY SILENCER WALL PELCIRATION, SEE DETAIL 3 14" EXIT UP TO PI LEVEL 1 M3.01 12" MAXIM M -51 MUFFLER (BY EC.) 1250 KW GENERATOR VIBRATION ISOLATORS (BY GENERATOR MFG.) GENERATOR NOISE CONTROL (SECTION VIEW) 1 -i/4" RUN ALONG PR WALL TRANSITION ATTENUATOR 2Y1 BELOW SLAB SEE DETAIL 2 ..._ .CONNECT TO EXISTING -- - -- TER DRAIN_L1NE . " _: -_.. _ 14wx7NxTr. I SOUNC ATTENUATOR$ 3" HUB DRAIN GARAGE LEVEL P2 - HVAC PLAN SCALE: I /8" = 1' -0" NOT TO SCALE GENERATOR ROOM AIR INTAKE SEBJO NOSE CONE 1 T 4'W UP 41V UP ACOUSTICAL BAFFLE DETAIL END VON AT SOUND TRAP 15' 6" 1t "WS6 - 1t " 5,000 GM10N ED 2 000 - 21Z 22 GAUGE PERFORATED STEEL 16 OBLIGE SOLID SEPTUM 4" FIBERGLASS INSULATION i nn ACOUSTICAL BAFFLE 2' PEW. LINER TRAP WORN OVERFILL PREVENTION VALVE Y STIERSTIfIAL ° o CHECK VALVE F RENT 3 " FILL ADAPTER INTERSTRIM. ETJERGENC'Y VENT . 1 DOUBLE CONDIMENT STDRNGE TN& END VIEW AT RADIATOR 2" NORMAL ANTI- SIPHON VALVE .=- -VENT P LEVEL MONITORING 6" EMERGENCY I VENT FOOT VALVE L1 FUEL TANK WELL! SEE STRUCTURAL DRAWINGS FOR CONSTRUCTION, HOLD DOWNS AND BACKFILL REQUIREMENTS. FUEL OIL PIPING DIAGRAM NOT TO SCALE EXPIRED TO PIPE SLEEVE ACOUSTICAL SEALANT I _ 14" EXHAUST PIPE 2 PIPE INSULATION (Xim METAL JACKET) CONTAINMENT PIPE UNDERGROUND BETWEEN FUEL BUNKER & GENERATOR ROOM TOBMS FOR ~ TO BMS LEAK DETECTOR STC -50 P0011110 RADIATOR TRANSITION ATTENUATOR 3 EXHAUST PIPE PENETRATION (SECTION VIEW) �r -. -- ° ^ • NOT TO SCALE r B INSULATION MUM-ER 1" FUEL OIL SUPPLY a RETURN PIPING T TO GENERATOR WALL ROOM CONCRETE SLAB MASON TYPE 30 SPRING HANGER 2 F1PE INSULATION (WITH METAL JACKET) OCT - LI r.:.7 I EXPIRES: 03 -18 -01 I SABEY CONSULTANTS REVISIONS ARCHITECTURE PROGRESS DATE. FILE: PLOT: PROJECT HRI EER: 35392 DRAIN EY. JJ DESIGNED BY: CI. APPROVED BY: WI DRA ENS NU1BER: 1 i nstry e Of Your Building SEATTLE 5035 3617 AVENUE 5 PO 80% 24567 SEATRE. WA 98124 1- 800 -669 -6223 PCRU Wa 5400 NE COUWRA 8L4R PORT1N@, OR 97218 503 - 331 -0234 ISSUE DATE FOR CCNSTFIICTION awes, ~ � •• ` tr 47 mACdC� W*S and Sr u.. mg not b. duplicat used or .Shwa w.BUN comma of tN. BWN 9 Copor1U8. Tenant Improvement for NetStrearri at Intergate West 12101 Tukwila International Blvd. Tukwila, WA plum* TILE: GARAGE LE'E P2 I4VAC PLAN RECE��e" rsrr! OF TUKV1 PERMn ;E' SBS C 0 041 1 -35 I 0010—ses Bor 3021 096■0 .St° l f /090 vll mw apm OZ A-. 3 910 =dS3 - s sirs ; R " "nw apm - 5 grit SZ"£1 38113 - 1 -33 i .A...t. 0- 001 -3993 OW.* 3001 ODS 50 .00 1/001 - -- - -- SZ' /LO" VN 'Mt apoo -1:1,-.1 Z 41 =IS 1 -03 ZS HZ gill . I I ("Wa/ indn - 4.3/Ins Anan /i°9 h) 003 i ad I1 003 (MMVm)am1°mdwal 6ugored0 umwro _ -_ 30L O YI.UO I T.S.P. (ESP + Int. osses) BHP / HP Voltage /Phose(120V /1 for 1/2 Hp and smaller, 460/3 over 1/2 hp) Motor Efficiency Type of VAV Control (q, bu5srpxa)1 Ipu (Pa'3.bads PI) '30 Lg 4r^. tea8 L15 - - - -- su03 to &nu0n0 9varo _ __. 41PAW IIwauo Jolaata0 a pddnS (rym l@na ape ssal) a46!IA Wtol Starters, Disconnects, wiring 110 V. Semite Outlet Within 25' s tt W25 i gtilorT: Si Et 8b5 - C Sa tt VbU _ IA Wv.5 :2 ... 1-1 k i I II itil 1 1.. 1 ii 1111 I (aagn3) 0-53 '‘en eP00 I me vo° 7osY N zdS ( 0 -9 vu 0900 s0..( 0000 nog We 0900 I n0. a 1559 41 =IS 1 -03 PZ SSW Wu aPa� nR awn poi 06 !saP 1 0 .! 00 41 # 601 (71 So) opow auttuodaral 0a4uam pPow a 1 11.10* 0000 KWuoa dart gm1000 h 7 sr-1 1 3' rzc 5 3 5 I 8 8 gin 8 p 8 8 8 8 8 8 a t i a HI 11.'0 LU 0 w X 0 8 g gg g.0 11 5 i 5 8 5 8 A A 8 2 5 5 g 8 k5 d us 0 co cc 0 z 0 0 I ■%, oo/gLigo Luo.maN z6{.\sgoeVE,V■Da \ ,o6usas FEEDER SCHEDULE FEEDER COPPER CONDUCTORS AMPACITY NO. CONDUIT WIRE NOTE 2 A4 1" 4 - #4, 1#8 G. 70 A3 1" 3 - #4. 1#8 G. 70 B4 1 1/4° 4 - #2, 1 #6 G. 115 B3 1 1/4° 3 - #2, 1 #6 G. 115 CH 2" 3 - #1, 1#1/0 N. 1#6 G. 120 C4 1 1/2" 4 - #1. 1 #6 G. 130 C3 1 1/2 3 - #1, 1 #6 G. 130 05 2 5 - #1/0, 1 #6 G. 136 D4 1 1/2 4 - #1/0, 1 #6 G. 150 D3 1 1/4" 3 - #1/0, 1 #6 G. 150 E5 2" 5 - #2/0. 1 #6 G. 156 E4 2 4 - #2/0, 1 #6 G. 175 E3 2 3 - #2/0, 1 #6 G. 175 F5 2" 5 - #3/0. 1 #6 G. 180 F4 2 4 - #3/0, 1 #6 G. 200 F3 1 1/2" 3 - #3/0, 1 #6 G. 200 05 2 1/2" 5 - #4/0, 1 #6 G. 208 04 2" 4 - #4/0.1 #4 G. 230 G3 2 3 - #4/0, 1 4 G. 230 H5 3" 5- 250kcmil, 1 #4 G. 232 H4 2 1/2" 4- 250kcmil, 1 #4 G. 255 H3 , 2 1 /2" 3- 250kemil, 1 #4 G. 255 J5 r 5- 300kcmi, 1 #4 G. 256 J4 r 4- 300kcmil, 1 #4 G. 285 J3 r 3- 300kemil, 1 #4 G. 285 K5 3 5- 350kemi, 1 #4 G. 280 K4 3" 4- 350kcmi, 1 #4 G. 310 K3 3" 3- 350kcmil, 1 #4 G. 310 L5 3 5- 400kcmil, 1 #2 G. 304 L4 3" 4- 400kem11, 1 #2 G. 335 L3 3" 3- 400kcmil, 1 #2 G. 335 M5 3 1/2" 5- 500kcmil, 1 #2 G. 344 M4 3" 4- 500kcmll, 1 #2 G. 380 M3 3" 3- 500kemi. 1 #2 G. 380 65 4" 5- 600kem1l, 1 #2 G. 380 N4 3 1/Y 4- 600kcmil. 1 #2 G. 420 N3 3 1/2 3- 600kcmil, 1 #2 G. 420 2H5 (2) 3 5- 250kcmIl. 1 #2 G. EA. 464 2H4 (2) 2 -1/2" 4- 250kcmi, 1 #2 G. EA. 510 283 (2) 2 -1/2" 3- 250kcmi, 1 #2 G. EA. 510 2J5 (2) 3" 5- 300kcmil, 1 #2 G. EA. 512 265 (2) 3" 5- 350kcmil, 1 #1 G. EA. 560 2K4 (2) 3" 4- 350kcmil, 1 #1 G. EA. 620 2K3 (2) 2 -1/2" 3- 350kcmil, 1 #1 G. EA. 620 2M4 (2) 3 4- 500kcmll, 1 #1/0 G. EA. 760 2M3 (2) 3" 3- 500kcmi, 1 #1 /0 G. EA. 760 284 (2) 3-1/2" 4- 600kcmil, 1#1/0 G. EA. 840 2N3 (2) 3-1/2° 3- 600kcm11, 1 #1/0 G. EA. 840 31_4 (3) 3' 4- 400kcmi, 1 #2/0 G. EA. 1005 31_3 (3) 3° 3- 400kcmll, 1 #2/0 G. EA. 1005 4114 (4) 2 -1/2" 4- 250kcmi, 1 #2/0 G. EA. 1020 483 (4) 2 -1/2" 3- 250kcmi. 1 #2/0 G. EA. 1020 464 (4) 3 4- 350kemi, 1 0/0 G. EA. 1240 463 (4) 3 3- 350kcmil, 1 #3/0 G. EA. 1240 4144 (4) 3 -1/2" 4- 600kcm11, 1 #4/0 G. EA. 1680 483 (4) 3 -1/2 3- 600kcmi, 1 #4/0 G. EA. 1680 584 (5) 3-1/2" 4- 600kcmil, 1 #250 G. EA. 2100 563 (5) 3-1/2" 3- 600kemil, I #250 G. EA. 2100 6M4 (6) 3" 6- 5006c40. 1 #250 G. EA. 2280 6N4 (6) 3 -1/2 4 -600kc 4I. 1 #350 G. EA. 2520 683 (6) 3 -1/2" 3- 6001tcmil. 1 050 G. EA. 2520 ROOF 4TH FLOOR LEVEL P -2 P � DIGITAL METERING 5N4 METERING COMPARTMENT PER SEATTLE CITY UGHT REQUIREMENTS 2000A -4P 65KAIC TVS REMOTE GENERATOR ANNUNCIATOR (IN UPS ROOM) 5144 BYPASS/ ISOLATION SNITCH I Ip I� Q . AC -1 AC -2 AC -3 AC -4 TO SQL G e 113 N UGHTNING ARRESTER ( I N G Swap MSB -2 5 as \ --VW 4D1 480Y/277V, 30, 4W. 65KAIC, 2000A G 480V/277V. 30. 4W, 65KAIC, 2500A - 1250KW /1563KVA ENGINE /GENERATOR DIGITAL METERING 6M4 143 1 6oKw UPS (7YP) 12 MINUTE BATTERIES (TYP) 200A 200A 100A 100A 125A 180KW —"-'�_ UPS (TYR) H4 225A MCB 2M4 2M4 UPS 1 UPS 2 M4 12 MINUTE BATTERIES (TW) DC POWER 750KW LOAD BANK T -1 30 KVA 480V 208Y/120V 30 4W L4A 100A MCB L4B 100A DC POWER C4 FUTURE 4E as pp as CCC aa as as as as as ▪ as 00 C00 C&V 100 CLFVN NN tNVN N i'139 N' m9) mm QV QQ NN N 7 8 9 10 11 12 13 14 15 16 � DP2 800A, 4800/2775, 30, 4W, 65KAI SWBD G-1 4800/2770, 30, 4W, 65KAIC, 2000A STANDBY POWER RISER DIAGRAM SC NON SYSTEM EXTERNAL CONTROL MAINTENANCE CABINET BYPASS U4 800A vA PDU -1 75KVA a a a p N N N N < 18 19 20 21 PDU -2 75KVA C3 PDU -3 75KVA Q 4 C3 PDU -4 PDU -5 75KVA 75KVA T -2 480V-208 Y/120V 30 C3 PDU -6 75K VA 2P2 100A MCB S C3 PDU -7 75K VA EXPIRED C3 PDU -8 75K VA 4 SCHEDUI F NOTES 1. CONDUIT SIZING BASED ON RIGID GALVANIZED STEEL CONDUIT TYPE THHN- 2/THWN -2 AND XHHW WIRE TAKING INTO ACCOUNT BOTH CONDUIT FILL AND JAMB RATIO. 2. AMPACITIES LISTED ARE BASED ON THE FOLLOWING TAKEN FROM TABLE 310 -16. A. 60' RATING FOR TERMINATION TO DEVICES 0 100A OR LESS PER UL B. 75' RATING FOR 3W AND 4W FEEDERS. C. 90' RATING FOR 5W FEEDERS DE -RATED TO 80% WHERE PREDOMINATLY HARMONIC CURRENTS ARE PRESENT. NEUTRALS 2#1/0 ARE PARALLED ON 5W FEEDERS. 3. INCREASE RACEWAY SIZE FOR OTHER TYPES OF RACEWAYS AND DIFFICULT OR LONG PULLS. 4. GROUND WIRE SIZE INCREASED FOR PARALLEL CONDUCTOR RUNS PER NEC TABLE 250 -95. 5. PROVIDE A SEPERATE ISOLATED GROUND CONDUCTOR ON ALL FEEDERS SHOWN. 6. INCREASE GROUND SIZE FOR GROUNDING ELECTRODES PER NEC TABLE 250 -94. FLAG NOTES: 3 "1.1 CONCRETE HOUSEKEEPING PAD. COORDINATE INSTALLATION REQUIREMENTS WITH SEATTLE CITY UGHT. © 3 PANEL PDU. ® 2 PANEL PDU. SQUARE D 2350 11TH OCT - 1. EXPIRES 12 -14 -2001 7200LNE WAr • 9urtE 1100 SEATTLE, WA 9E101 -1959 Rips (206)967 CONSULTANTS F co 2 � )66)-09 A9Lr+n.i GENERATOR ROOM 08/14/00 REVISIONS 186LIE DATE =o' SPARLING ELECTRICAL ENGPEERNG L/01-117.10 DESIGN TECFPWLOOY CONSULTING I8611ED FOR PEIRI1T 4 CONSTRUCTION ON 08/14/00 heroin cermet. u ri and i I of �� AS Mow rd work ofur + and the woo log got be dl d laird or doclowd t1 without r arm. conerrt Of of Il An Sat Corporat Emergency Generator for NetStreaiii at Intergate West 12101 Tukwila International Blvd. Tukwila, WA DRAWS* TITLE. STANDBY POUTER RISER DIAGRAM FROGRE88 DATE: 06/14/010 FILE. 0R1DAG PLOT, PROJECT RIVER. R u., F TUIPNILA BZ'B.302 DRAWN EY: CHEC°ED BY. TJ 50M1 CENTER A 10M -44 AVID A EUTRAL CURRENT SUMMING SYSTEM THAT SENSES WHEN THE SUM OF THE NEUTRAL CURRENTS BETWEEN THE PORTABLE GENERATOR AND THE PERMANENT GENERATOR IS 1200 AMPS OR MORE AND WILL TRIP THE GROUND FAULT PROTECTION DEVICES ON THE CIRCUIT BREAKERS. APPROPRIATE SYSTEM SHALL BE DESIGN AND PROVIDED BY THE SWITCHGEAR MANUFACTURER. SUBMIT DESIGN DRAWINGS FOR REVIEW BY THE ENGINEER. THE SYSTEM SHALL CONSIST OF ADDITIONAL CTS. INTEWGENT CURRENT SUM DEVICES, AND ALL OTHER DEVICES AND EQUIPMENT NECESSARY - I PROPER OPERATION. APPROVED BY: DRAW* N1!DER. F5.1 0 o E10.0 SCALE:1 /8" =1' -0" METE INTO E } GHT SWITCH CONNECT' TO EXISTING P204.IUGHTING ICIRCUI 0.0M AIR C GENERATOR ROOM - LIGHTING @10.0 SCALE: 1/8 " =1' -0" 5 GENERATOR ROOM - SYSTEMS 1 I _J w I! 0.1 NIMINNINNIMME rAIIIW Pomona 1 9115 j lull! - RIM MI FULL SECT j : p Nom 5000 GAL O FUEL TANK LP HP BUILDING ELECTRICAL 1" G I I TO TH FL -" TE -DAT P204.1 OR S n 11r 212 G J (TYP 4) J AIR C OD 2" TO 4TH FLOOR TELE -DATA CLOSET FOR COMMUNICATIONS INTERFACE _� "11/3HP, 120V -10 -,'• , . 21p2 -3 1 -1/4" TO 4TH FLOOR TELE -DATA CLOSET EXPIRED ): (a) SECTION- GENERATOR ROOM E \1 SCALE: 1/8"=1 BATTERY CHARGER 2d FLAG NOTES PROVIDE FLANGE COLLAR AT WALL PENETRATION. RELOCATE FAN STARTERS TO MAIN ELECTRICAL ROOM. I3::>. VERIFY LOCATION PRIOR TO ROUGH -IN. 2 GENERATOR ROOM -POWER E2.0 = G = -= A J ° FAN -1 5HP, 480V -30 .1'3 FAN -2 t9 5HP, 480V -30 _ 1 F -3 SERVICE HEAD BUSWAY OV -30 4 SECTION - GENERATOR ROOM E1D.0 = CITY n Emergency Generator for NetS tr eair l i OCT -4 7!:1 I EXPIRES 12 -14 -2001 SPARLING ELECYRiGL ENGINEERING LIGHTwO DESIGN TEC...LCGY consul11mo 720 01- E WAY Slum@ 1100 ...TT.. WA 98101 -1839 a`nrc 1208)667-0333 CONSULTANTS ` wWW.SPA m REVISIONS IBBIED FOR PERMIT 4 BRIE DATE CONBTRUCTICN CN 08A4100 M ammo sl op IWr attend a rP and der nag o1 XX 6 C G . web a!aslm -a with me the he airmen rn cement 1}r 1hey aFtaru1o11. at Intergate West 12101 Tukwila International Blvd. Tukwila, WA DRAWING TITLE: GENERATOR ROOM FROGREBS DATE: 06M/00 FILE: WOO PLOT: PROJECT NU"'EER: 8103' kr o T SKWIL' DRAIN en ON CNEC*ED BY TJ HT�a PEN. CC APPROVED BY: