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HomeMy WebLinkAboutPermit D99-0439 - International Gateway East II - Building BD99-0439 12501 EAST MARGINAL WAY SOUTH International Gateway East II B GITY tF ..TIW.WILA t1: SOLITHCENTER BOULEVARD. .SUITE 100; TUKWILA, `WASHINGTON 921 TIi1 is Cer.tif1cate is i-.'SAredV :to verii; that at the- hie of i s cew :,e the ,3tructur e'de.cr ? -toed below final bu Inspection rind was iri coninl with the a arious' .ordi,riatnce of the Ci to reguiatir�g the bui :l'dirog .corm:t uc�tion or uw for, an unoccunit d tat 1 di.� na he.i1 .BUILD PERMIT • 6UILOIN AG1 RESS 12501 EA T MARGINAL WY TYPE. CJF. OC UPANC 0016 o IrIT TYPE OF CA N' +TRUt OCCUPANCY LOAD. :` POST IN A CONSPICUOUS PLACE 1 THIS IS: QT. "A ' CERTIFICATE OF OCCUPANtY Pr o► • to D!orit ton • Of the atioere`''''dest.r!hGd btr d al tenants must t i t t utit iri .3 . Cert a`i.e of Occirparir:y from. the :Tut:.w1la.,Sut1din' Off i31'`or hg's;' des: i'3nati?d .'r• epr;,esantat life , The prior. i'.t focus: ; iri the review an.d' m;ide;.: by the :C.i ty: pr t r to 1 .uarice: of tty "i1° Ce.rr.ti1 icate was'. on .thp:.`a;'nip #tta•r's which e;.per'ience has :shown molt ,ever�e.1y ''affect the ` :aaf.etv`.oi the ,tjenera 1 ptibl iC . Al thotiah . the City • has-.made 3 complete. a r•evierr :anti. inspect s, ion :.a3.: l . rei�s.onah1v pos1 h 1 C 1 the' - . tv ° ne i ;. Tier 9tiar.antees nor warr ; the . owner .or any other- person that ific.te evidences Str1ct comp :fiance :;with each and. every ordinance or..rreyu1at or the 'Sate affect Ina the construct on or use .sa Structure or the :land trtt.��1i wh i4h it is 1,i tu.ited. Such . comp'1',i anCe : icy the r,,e .pon3ibi 1 i tv, owner and.'or occupants of the :•tructur,e. WARNING: Parcel No: Address: Suite No: Location:, Category: Type: Zoning: Const Type: Gas /E Units: Setbacks: Water: Wetlands: Contractor OCCUPANT OWNER CONTACT Signature:___ Print Name :_ NOFF DEVPERM V -N 001 North: 125 License G ila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD, EXPIRES APPLICANT IS PROCEEDING AT THEIR OWN RISK. 734560 -0430 12501 EAST MARGINAL WY S South: Sewer: ,Slopes. SABEYCI033KM INTERNATIONAL GATEWAY EAST II B 12S01'EAST MARGINAL WY 5,'TUKWILA WA 9818E SABEY:CORPORATION 101 ELLIOTT AV W, SUITE 330, SEATTLE ROGER CARLSON 206 -325 -2553 30 LAKESIDE, SUITE 250, SEATTLE WA 98122 CONTRACTOR ",'SABEY_ CONSTRUCTION INC Phone: 206-281-4200 101 ELLIOTT AV W SUITE 330 SEATTLE WA 98119 k k k* k* k****kk• kk•* 'kk*•kAr**k *kkIt******* * fir'**** kk• k•****** k•** k*• k k•*** k *k*kkkk *kk * *kA Permit Description: TWO STORY 81,612 SG. FT: OFFICE - TECH -R&D BUILDING WITH SITE IMPROVEMENTS. PUBLIC WORKS ACTIVITIES INCLUDE ACCESS/ROAD IMPROVEMENT'S, STORiI DRAINAGE & FIRE'LOOP'FOR DDCVA INSIDE THE BUILDING. LAND ALTERING IS COVERED BY MI99 -0223. St 126. ST ROAD. IMPROVEMENTS .ARE NOT PART OF THIS PERMIT:? kk•k-k kk k kk•k* *** * **i( *7k *** k**;k * **k *A k* * *k k *** ***:k* *•k kk k k it *•k** * ** * * ***k* *k k * *k * * *k** kk k4 Construction Valuation: $ 5,141,556. PUBLIC WORKS PERMITS *(Water Meter Permits Listed Curb Cut /Access /Sidewalk /CSS: Y Fire Loop. Hydrant: Y Flood, Control Zone: Hauling: `Land Altering: Landscape Irrigation: Moving Oversized Load: Start Time: Sanitary Side Sewer: No: Sewer Main Extension: Private: Storm Drainage: Street Use: Water Main Extension: Private: * k** * k *•k k•k* *•k* k ** *** * * **•k* * k * k k ** k•* k k * k TOTAL DEVELOPMENT PERMIT FEES: $ 34,279.13 k k kA * k* * * ** * ** k•k** k * k k *** k{c}* k* k *•k k *•k Permit Center Authorized Signature: DEVELOPMENT PERMIT Occupancy: • UBC: Fire Protection: 0 . East: .0 West: VALVUE No: Start Time: Cut: 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. 1 am authorized to s i g n for and obtain t h i s development permit. A6451 Date: 7�114 Thi$ permit shall become null and void if the work 100 days from the date of issuance, or it' the work for a period of 160 day:: 7i'oni the 1a t. irr5•pectillri. Permit No: Status: Issued Expires: Streams: Phone: Phone.: 206 - 281 -4200 WA 98119 Phone: Separate) Size('in): End End Time: Fill:. Time: Public: (206) 431 -3670 D99 -0439 ISSUED 07121/2000 01/17/2001 OFFICE 1997 SPRINKLERS .0 Eng. Appr: JJS .0 0 Public: k•k•k** k'k'k ** k *•k •k * *•k' * *'k'* k•k** k kk* k'k'k*'k *:k* k k **'k k *** k*** *'kA * k k Date: "!` '1 1t not commenced within 1$ _.u:: pended or abandoned Address: 12501 EAST. MARGINAL WY S suite; T,eriant:: Type DEVPERM Parcel # :. 734560 -0430 CITY. OF TUKWILA Permit No: D99- -04 Status: ISSUED Applied: :12/16/ :1999 issued: 07/2 :1 /2000 4IA ** *k•k *•k•kk*• *• *• *** *•****kk•k;l•kk *kkk•k . **''k.l'kk•k:l•kk•kkkk7 *11.** *k•k**A* * *k* A Permit: Conditions: 1. No . changes w i l l be made to the plans unless approved by the Engineer and the 'Tukwila. Building" Divi; ion. 2. When special i aspect ion „i s ,required ei ther the owner, architect or engineer' shall notify the 7ukwila.Buiiding Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special ,inspection shall be submitted to > the ::Building 'Division rn'a timely manner.. .Reports shall contain address, , pro.ject: naive, ,permit number and type of : inspection. being ,,Rerformed. s: ;The special inspector shall submit a final signed report stating" whether the work.' requiri►ig , special inspection was to the..: best' of the inspector's knowledge, in conformance with .approved plans and spec,ifications and the applicable wor kmansh i p;, piov i s i ons of the UBC ,. Any .new ceiling grid and light fixture installation is— required to meet lat era l'.. brac'i,ng requirements for Seismic Lone,3. Pair.tit wallsattached to' grid must, be laterally braced it:.'over'eig;ht. (B) feet in length. . ,Readily .accessible.. access to ;roof, mounted equipment is required. 7. Engisneered .truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington, State Professional Engineer 8, Any exposed insulations backing material .shall . have a Flame: Spread :Rating of 25 or less, and material -shall bear i denti - f icat i on showing the f i r e performance rating thereof. 9. `Subgrade preparation including drainage, excavation, compaction, and f i l l requirement shall conform strictly with recommendations given in the soils report. 10. A statement from the roofing contractor verifying fire retardant class of roof wi 11 be required prior to final inspection (see attached procedure). 11. All construction to be done: in conformance with approved plans and requirements of the Uniform B u i l d i n g Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 12. Plumbing permits shall be obtained through the Seattle -King County Department of Public Health. Plumbing will be inspected by that agency, including all gas piping (296 -4722) . 13, Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 14. Validity of Permit. the issuance of a permit or approval of plans, specifications, .iid computations shall not be con- strued to be a permit for, or an approval of, any violation of any of the provisions of the b u i l d i n g code or of any other ordinance of the ,jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be v a l i d . 15 Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will he inspected by that agency (248 -- 6630). 16. There shall be no occupancy of the building(s) until the final.. inspection has been completed by the Tukwila Building' Inspector. 17.,A CERTIFICATE OF OCCUPANCY WILL BE REQUIRED FOR THIS PERMIT. 18, All mechanical work shall be under separate . permit issued by the City of Tukwila. All, permits, inspect:ion , "records,- and approved plans shall be available at the ..Job ;site prior to the start of any con - struction. These,:documents.,are to be maintained and avail- able until final " inspection approval is granted 20. All "structural concrete 'shall be special : inspected (UBC Sec. 306(a);1j 21. All structural `'we I;ding ,shall be done by :W A6.O.: certified welders "o"arid special inspected (UBC - Sec. 3.06(a)5) 2:'.. Bolts installed in " concrete ,shall . be special inspected i(UBC,Sec. 1701.5.2). 23 EXTER10R ,',CONSTRU" FION.. ARE LIMITED TO':DAYLIGII1 HOUR'S `BETWEEN 7 :00 AM.' AND 7:00•`PM PER THE SEPA DETERMINATIOIN,. THE ELEVATIONS WITHIN THE CREATED WETLAND ARE CRITICAL AS THEY: ALLOW WATER TO EVENLY FLOW THROUGH THE WETLAND. THE PLAN' SPECIFICATIONS RECOGNIZE THE NEED FOR ACCURATE SURVEY :DATA. THE: ;ERIE'.:, OF LOG WEIR:; WILL CONTROL AND DIRECT THE ,FLOW OF :WATER MOVING TOWARDS THE''STORMWATER POND. IT APPEARS' THAT MOST -OF THELOG WEIRS ARE NOTCHED AT THE SAME, ELEVATION AS .THE WETLAND AREA BEHIND THEM. IF THIS IS THE DESIGN,,THERE WILL BE NO T0RAGE OR HOLDING OF WATER BEHIND; THESE FEATURE'S AND THIS MAY AFFECT CREATION OF NEW WETLAND. 25. PRIOR TO :CONSTRUCTION, THIS DESIGN. ELEMENT MUST BE RE- EVALUATED TO DETERMINE IF WEIR ELEVATION'S. SHOULD BE HIGHER: •k * *•k PUBLIC WORKS k 'k k Contractor shall notify Public, Works Utility Inspector at 206 -433 -0179 of commencement and completion of work.'at least 24 hours in advance. REFER TO SHEET C1 OF 7..FOR CONDITIONS' OF APPROVAL. APPLICANT SHALL SUBMIT , REVISED STORM DRAINAGE PLAN ADDRESSING ALL ITEMS OUTLINED IN. rONDITIONS OF APPROVAL ON SHT Ci OF 7 PRIOR TO 'STORM DRAINAGE WORK. APPLICANT SHALL SUBMIT PLANS FOR WASH STATE DEPT OF HEALTH APPROVED DETECTOR DOUBLE CHECK, VALVE ASSEMBLY LOCATED IN MECHANICAL ROOM INSIDE THE BUILDING, THESE PLANS SHALL BE PREPARED BY A WASHINGTON STATE LICENSED FIRE PREVENTION DESIGNER & DE'SIGN COORDINATED WITH TUKWILA FIRE DEPARTMENT @(206)433-1859. PLANS SHALL BE SUBMITTED TO TLU(WILA PERMIT CENTER FOR REVIEW AND APPROVAL. 2 6.. ,14 .....ancittratltrIlimmesseaciv.*. PRIOR TO FINAL INSPECTION - APPLICANT, SHALL SUBMIT -"AS-BUILT” PLAN'- AND TURNOVER t UMENTS FOR ANY PUBLIr: INF( 31RUCTURE' CONSTRUCTED. AS PART OF ;THIS' PROJECT THAT .WILL Bt OVER TO THE CITY t+OR OWNERSHIP AND MAINTENANCE: Temporary erosion '`control measures shall be implemented as the:f.irst order of business to prevent sedimentation ofi - site or into existing storm. drainage facilities '2.7 The site 's.ha 1.1. have 'permanent erosion Control measures. - in placeas :soon as.possible atter final `grading has been completed: and; prior ',-to the Final : Inspection. W ort- °affecting traffic flows shat 1. be closely coordinated ;with :..the '.City Util:i ties .Inspector Traffic Control Plans shal1..:be :` submitted to the.Ir spec�tor °:',.for ' prio , r approval .' FROM;: OCTOBER 1 THROUGH. APRIL . ; 30, COVER ANY $LOPES AND STOCKPILES THAT".AR,E 3H: IV'.OR STEEPER AND ; . :HAVE. A :VERTICAL ' RISE OF' 10' FEET: OR MORE AND ;WILL , :'BE UNWORt ED „F0R'GREATER THAN 12 UU 2 HRS '' DURING THIS' TIME PERIOD, .GIVER OR ,MULCH OTHER: • DISTURBED. AREAS :' IF THEY,.WILL BE UNWOR,I ED MORE ;THAN. 2 DAYS :.. r . COVERED - MATERIAL MUST 'BE STOCKPILED O N: SITE,.A1 THE BEisINN'IN�,''OF THIS .�;PERIOD. �INSPECT'`AND MAINTAIN :THIS 'STAB'ILIZATION WEEKLY ;AND IMMEDIATELY ,BEFORE. DURING AND IMMED;IATE.LY °FOLLOW,IN,G: ::STORMS ROM ; MAY 1 'THROUGH SEPTEMBER 30, INSPECT AND MAINTAIN' TEMF.ORAR- T,,.EROSION PREVENTION SEDIM AT LEAST- MONTHLY. ,DISTURBED AREA - OF .THE; SITE SHALL BE PERMANENTLY STABILIZED 0 PRIOR TO FINAL; CONSTRUCTION APPROVAL Project Name/Tenant: t Valuq.of Construction: Site Address: City State /Zip: - io ig • T eA_ ., CV Tax Parcel Num.er: 1 341 be- o " 30 1 • O -o3er 3 • 0 - 80 Pro erty Owner: `4 ale Co,lPeti Apo Ai Phone: C204) 2-e)( —4- ? c o Street Address: . State /Zip: /o ea i t LealrJ fiv es S2k ST'�s 33o S 2kTZLti 11,11 7 Fax #: CAI z e Contractor: n./ ,� �" d/tpb2�9 T /d Phone: 2 ) 210 _ O Q Street Address: City State /Zip: /Of a"CLt o T` Ades w STS 330 Sea7TLs genet Fax #: C 2Sr 1- a g 7_o Architect: L4wcer MVIEL,t -o71_ 4 4ss oc. Phone: (2O of 3 z s 'ZC S 3 Street Address: City State/Zip: Pa L 01 I<xs f to S76 Z Span Ss es ' 1 Z - - Fax #: (Z D 61 3 Z - & Sr 4l Engineer: Lvva Prvr )t s /1/41.3 11 6V15 Si Phone: (26 ''2S" -- 7 S to o Street Address: City State /Zip: 6 8 6 1 e v «7 to L dc4I v It ✓cs i ) ET Semi 9e I , fs' Fax #: (20 `) 6 z -z -6 4? s Conta t Person: /1 f oCnefg 1. en -Csd•ti Phone: ( 32.5 — z6'15'3 Street Address: City State /Zip: !3 o C eS Sr Oa 5 7 7 5 2 Co Serpi - nes 4ty 2 'Z. Fax #: 62 o c) 3 z 8 -- cos' 6' d-- Description of work to be done: Two c70, 9 (, 6 7 2 51f. OfF1c a /retth(e de w / s(7 , M,��tod. Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑%Other (//f 7 Hospital Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Church ❑ Manufacturing ❑ Motel /Hotel fig Office ❑ School /College /University ❑ Other ❑Hospital Will there be a change of use? ❑ yes ❑ no I If yes, extent of change: Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: existing S ( 6 (Z S Area of Construction: 2 75 11 ? S F Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating ❑ yes ❑ no quantities & Material Safety Data Sheets rolect 'Nunillert' New Commercial / Addition / Multi - Family Permit Application CITY OF 'KWILA Permit Cente 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. APPLICANT REQUEST FOR PUBLIC WORKS :SITE/CIVIL .PLAN REVIEW -.OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) Channelization /Striping Curb cut/Access /Sidewalk 151 Loop /Hydrant (main to vault) #: Size(s). Flood Control Zone Hauling El Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. licatlo c : pted: f PLEASE SIGN BACK OF APPLICATION FORM NCPERMIT.DOC 1/29/97 .. . . Dat appllcati• plres: • 00 O App all er !flats) BUIL 'Ii .. •.i 41 AUTHOR! L-' :1TL'11�. * 1 * - D ate r 1 -_ T t • .. Sign,4tt , •�, Print name, /Lela)es+t. 1 L Gtot • ho l • 3 21r- -z T 3 Fax # Wj 3 zg^ er 9-- Address: /3o 4 -4/C-425 Sf € 8 Sr ZSYD City /SSta� ti' `t 8. Z�Z ALL NEW COMMERCIAL/ADDITION /MUL PFD N/A R NCPERMIT.DOC 1/29/97 AMILY PERMIT APPLICATIONS MUST . SUBMITTED WITH THE FOLLOWING: STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED SUBMITTED Copy of recorded Legal Description from King County Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- 0179 for servicing district. ❑ (� Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433 -0179 for servicing district. , • ❑ Metro: Non- Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which include : . ❑ l Site Plan 1 ;North arrow,and scale. 2. Existing and proposed utilities and existing hydrant location(s). • 3. Property lines, dimensions, setbacks, narries''of adjacent roads, any proposed or existing easements. • 4. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions. 5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dump- ster recycling screening. 6. Location and screening of outdoor storage. 7. Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5'. beyond property's boundaries, erosion control measures & three buffer protection measures. 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). 9. Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12. Lowest finished floor. elevation (if flood control zone permit required). 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). ❑ gl Vicinity Map showing location of site ❑ Building Elevations (Include dimensions of all building facades and major architectural elements) ❑ ❑ Mechanical Drawings ❑ M Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) ❑ 4 Architectural drawings ❑ ❑ Specifications (if separate document) ❑ ® Structural Calculations ❑ ❑ Sprinkler structural calculations indicating Toad of water - filled sprinkler piping ❑ ❑ Height Analysis ❑ Soils Report stamped by Washington State licensed Geotechnical Engineer ❑ • Topographical and Boundary Survey ❑ ❑ Tree Coverage Analysis (Multifamily only ) ❑ ri Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 ❑ ❑ Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296-4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered archltect/englneer, 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 penrtlt will be required as part of this'submittal. . I HEREBY CERTIFY THAT / HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. a ny. ""r•..." . • z. • • ?:k,44kkk *,hit4kkir'. lk•k: 1kh. r* kA* tk dckk 4.h:1k1'I*A*1h #k4h.49 #A ckbA..4t A h 4:t;Y'kkk, # ±tkk #k!« .�rfi'1,IkA:k:rk:h. .4hA 4kk:4k. 4.1 4lrA 141: # lk�..1.4:t.kh:4x14•k.4k;hfi 4 T .�itaa�llT` i4u oi,bei It 600:1,27 A ttt1tt ?0 :606. ;i 0 7 2 1,'C'0 t 1.; "• al�laztl'' .i thu'iii. (r!I CI; I .t t i01}t "t1 SsE`f PII01 .f1k!.3 :I 1;0. ; : Ili:.l!':, •fhid P,yment. 20.43( )6 '1`.y . rypet t)LIlN i4t WT t'ERi1.TT 0160 f3 i te.'(id�i!'��:.9'z 12.E ;)1 1 »AS,:r .1/ Mt1RTHAL `.N'{ r 1'at'a S Feet: 34 ,279.13 rukn.l ALL Pints •3:4 275;111 . IIa!«rict 00 • A ;} :k 4, '}:4•kkk'*ik, # •hfekfi ;:4 k,: *A 4:4 :1•A:4fi;cNAAk.4:4.4' .*1r.h 4•. 4 k :4 :4:1.k•4:4. A It ;4k AcC:tfur!t 'j:4ttde 0 0 0/ 2 2 :�, +�f' () 000 /3,45 s .`630 ' 000/345.030 1)00/342.400 401/342.400 412/3.4'2.400 r)eec:ln:i p11 'IGr� 11Uti:!){tdG. '• ! OWP.IiS. P1..(.1N 'CHECK t'tc PLAN CHECK t1'rIl_ITtI 67A1.E••ISUI:I.ONIG SUPC:ItAt,OE: IN P FEE uTI1.I'ry INSP. FEE - t l.H /LI /IOC INSP .I lil; STORM DRAIN •.,:plc'! -a;. F', di'rVa At our: t 7 254,47 13..4.72.5'5 1�i.00 1aA.0 1'i a 00 4�llfe`ki is+:.. r...•' a S iS' b:..'::`.; 'tii;SetG� ?e. %,f • • . • • • " • • .•.. • . ., • „" ••••••••••:::::: • : * * *ik IF* * * 0.* idt ; r.,Trry:' HN 4.11 • 1 o . 4,7 P. 2 • CI • 1( f•I i ",;.1. A N LI E ".:„ •, . „ , ;IN/ uc-i x OEVPEtM °EV LO P MEN T : /4 , • „ . . • ' • • 'v.:: • : ; • . 19 • .•1! iti : 1:3• 4.72.5P T•t•, it 1 L.L P t, • 13.41 , . , • * IV** * h * A A 7.1!:0 A;:A."A ir ;A A ;A: A A ii.A;;4: A•li: 'A A: A. * * * A •A• A AA* A A k,*.* A A- A A A, A :A A is- •k.: • 'De ticr i n( .'1 t)s);•.: •••• ••• A mount • • • .• Vie) LI 1 I :r) N .• „, , . • • , , 9667 12/17 1716 TOTAL ,13472,58 ;, „ • • • PERMIT NO.: ? i - 043°1 BUILDING PERMITS INSPECTIONS ❑ 00001 Progress Inspection Status f 00002 Pre - construction ❑ 00003 Investigation ❑ 00004 OK to Occupy ❑ 00005 Remove Stop Work Order ❑ 00006 Follow -up ❑ 00007 Pre -Move Inspection ❑ 00050 WSEC Residential ❑ 00060 WA Ventilation/Indoor AQC ❑ 00070 NLEA Inspection/Modular Struct ❑ 00071 Mobile Home Tie Down Insp ❑ 00072 Marriage Lines ❑ 00090 Resteel Q T 00095 Footing Drains [Jf 00100 Foundation Footings ❑ 00200 Foundation Walls ❑ 00250 Foundation Insulation ❑ 00300 Concrete Slab /Slab Insulation ❑ 00350 Crawl Space ❑ 00400 Shear Wall Nailing ❑ 00450 Plywood Wall Sheathing ❑ 00500 Roof Sheathing Nailing ❑ 00525 Plywood Deck Nailing ❑ 00550 Exterior Wall Sheathing ❑ 00600 Masonry Chimney ❑ 00610 Chimney Installation/All Types ZPV 00700 Framing ❑ 00750 Roof /Ceiling Insulation 00800 Floor Insulation 00801 Wall Insulation [v, 00802 Exterior Roof Insulation sr 00803 Glazing Inspection ❑ 00815 Lighting and Controls ❑ 00900 Suspended Ceiling [J r 01000 Interior Wallboard Fastening ❑ 01001 Exterior Wallboard Fastening ❑ 01110 Pre -Move Inspection ❑ 01115 Motor Inspection ❑ 01120 Pre -Demo ❑ 01140 Pre - reroof 00 01400 Final -Fire 01700 Final- Building ❑ 01900 Final - Reroof 03100 Site Visit Q 04000 Special - Concrete S 04001 Special -Bolts in Concrete ❑ 04001 Special - Mom/Resist Conc Frame ❑ 04003 Special -Reinf Steel Prestress [1 04004 Special- Welding ❑ 04005 Special- High - Strength Bolting ❑ 04006 Special - Structural Masonry ❑ 04007 Special -Reinf Gypsum Concrete ❑ 04008 Special - Insulating Conc Fill ❑ 04009 Special -Spray Fireproofing ❑ 04010 Special- Piling, Piers, Caissons ❑ 04011 Special - Shotcrete ❑ 04012 Special- Grading, Excav/Fill ❑ 04013 Special - Retaining Wall ❑ 04014 Special -Panels ❑ 04015 Special -Smoke Control System TENANT NAME: I HT GAT 1 E &S' L L X ',g CONDITIONS [y 00 01 No changes to plans unless approved by Bldg Div Special inspection required, notify Bldg Div g/ 0010 2 0011 Special inspector shall submit final signed report Q, 0012 New ceiling grid & light fixture shall meet lateral bracing 0013 Partition walls attached to ceiling grid Readily accessible access to roof mounted equipment 2 0014 Zyllr 0015 Engineered truss drawings & talcs shall be on site Q' 0016 Exposed insulation backing material 2 0017 Subgrade preparation including drainage, excavation 0018 Statement from roofing contractor verifying fire retardant class of roof e 0019 All construction to be done in conformance w /approved plans ❑ "No work shall be done in addition to those modifications..." 2 0002 Plumbing permits shall be obtained through King Co ❑ 0020 Structural observation shall be provided for this project ❑ 0021 All food preparation establishments must have King Co ❑ 0022 Fire retardant treated wood shall have flame spread of lig 0023 Notify Building Division prior to placing any concrete ❑ 0024 All spray applied fireproofing shall be special inspected ❑ 0025 All wood to remain in placed concrete shall be treated ❑ 0026 All structural masonry shall be special inspected ( 0027 Validity of Permit ❑ 0028 Rack storage requires separate permit Qf 0003 Electrical permits obtained through L & I a 0030 No occupancy of building until final insp by Bldg Div 0032 Remove all weeds, concrete, stone foundations, flat concrete ❑ 0036 Manufacturers installation instructions required on site ❑ "BTU maximum allowed per 1997 WA State Energy Code" ❑ 0035 Contact PW Div to obtain insp for water /sewer connect 0038 A C of 0 will be required for this permit ❑ 0039 Final approval for all TI w /in the limits of the SC Mall [ 0004 All mechanical work shall be under separate permit ❑ 0040 All construction noise to be in compliance with 8.2 TMC ❑ 0041 Ventilation is required for all new rooms & spaces 0005 All permits, insp records & approved plans available sr 0006 All structural concrete shall be special inspected ❑ "Applicant shall obtain a separate plumbing permit from King Co" ❑ "Anchoring — All new construct and substantial improvement shall be anchored to prevent flotation" [vJ All structural welding shall be done by WABO certified inspector ❑ 0008 All high- strength bolting shall be special inspected igr 0009 Bolts installed in concrete shall be special inspected ❑ 0031 Comply with requirements of TMC 16.04 ❑ 0034 Removal of septic tanks require approval and compliance with King Co Health Dept. ❑ "Obtain required inspections from appropriate water & sewer districts" ❑ "Fuel burning appliances ❑ "Appliances, which generate...." ❑ "Water heater shall be anchored...." ❑ " Reroof' Plan Revie Permit Tech: Date: 7- I Z Date: COMMENTS: Type of Inspection: Ad ress: / 2,5 N 6 tri-, q/ /) CMS ik. r ► (v 1 ft) ,CPU Ip w 41 5c BOA — S.- 6 - Date wanted :: / a.m. y /17�6/ P.m. C-4 gam-- fr sU &Y1 ' 0, 7 SP tod o a, , 5) re?nrie -ei o'er s3/4 ( '± Proje t: .. 1 Type of Inspection: Ad ress: / 2,5 N 6 tri-, Date called: clb / Special instructions: Date wanted :: / a.m. y /17�6/ P.m. Requ !!! /.-./d.-t/uviii' S fir 11 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit D9I-o30/ PERMIT NO. (206)431 -3670 Corrections required prior to approval. Inspector: Date: f J 6/ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, ee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ' COMMENTS: 9/0 / 7 45 6rYl. tr iD + r4 nl, vim (y S f, - 'i 5. ?). w 3rd A- s) fir' I.J fo 4 v 0,, i .��r 4- 4it� -e 1 (10- i '3 r! .mil i ch V - ,. r i/ iii. / d2 !; dh __ • e INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Prole \ / • 3 A ddre ss , S ial ( � inst uct ns toy 5• Type of Inspection: Date called: 1/ 5DIa( Date wanted: v#A ( Mil te d/S . /OS Poi/1fr se xy 6ptf5 a.m. p.m. Approved per applicable codes. Corrections required prior to approval, Inspector: Date: $47.00 REINSPECTION FEE REQUIRED, Prior to inspec{ion,'fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: PERMIT NO. (206)431 -3670 Pr99ject: Type of Inspection: v4 aS Address: l/ n W � ',of Date dialled:, / U 3A.5/4)1 D ate Special instructions: l wanted: 3�5167 1 a.m. p.m. Requester: p q - ", ! t I l � 4, Ile — Phone: e 06 S71 -1..)32Z INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 p Approved per applicable codes. COMMENTS: (J 7 - c*" irt C Li el" G Ji. -•vr —; ;, IL1 ¢_ c — Inspector: j i ce^ Date: /) &' /oI $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: i . INSPECTION RECORD Retain a copy with permit p 19- 0 PERMIT NO, (206)431-3670 Corrections required prior to approval. Yl. Project: ,e La 1 0 & , / j /44A J in Type of Inspectio6: ' / I Address: " / Date called: Special i structions: s ' .(9;,. i , Date wanted. '' ,, / a.m. 47)(2 Requester: Phone: INSPECTION RECORD Retain a copy With' permit • INSPECTION NO . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter B vd, #100, Tukwila, WA 98 17/7-093? PERMIT NO. (206)431-367 COMMENTS: , L' 0/2 / ti-A 42--A /ZT /1) 7-11 • Approved per applicable codes. El Corrections required prior to approval. : $4 . 0 REINSPECTION REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • Project:. Q X e 8 T y p e f Inspections_ .^�- yii, cen. so YN' it,i Address % / ;mss/ o j y � f _� ' +W Date called: / Special instructions:. Date wanted: a.m. p.m. Requester: Phone: (2 4- 5 FLI1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Or- 0e/29 PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS: 3/00 /f ; /rift "'° ( V7 A, . . irvziv \ 3/60/ c itti-� v 3/v/0 - Inspector: Date: ■ 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: COMMENTS: Type pectio y of In k--11-- `� i) :&/ r ,L ) Special instructions: - /f.: sw:R y w rna G�ur4fi 1$ Cry (ac f L0. �'ct»1afr.,u 'V 1 V-4. . -4 1 pm *D1 -cam- Date ted: ago / -- a.m. h . 1 5:_e4-, 5 ,g. % -/-- -- 1 4 //I .4 r s qr. +,5 /7. it :r Gam.4 c . - 30 i " '.� !'a� l.J+� ` .,..s ifor ,. , *( "lop l .sr ‘e"' .eil 0 / 'fi (-4. .. t .elt, `x e. 5 .., .. Project: �� �y� �j �y Type pectio y of In k--11-- `� Address: / , l /?6/6/ F. lCfc+r Griaca. Date . oPF o I Special instructions: - /f.: sw:R y w rna G�ur4fi 1$ Cry (ac f L0. �'ct»1afr.,u 'V 1 V-4. . -4 1 pm *D1 -cam- Date ted: ago / -- a.m. h . qu ) 'M Phone: , - L /39- oos3 Inspector: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Date: D Approved per applicable codes. Corrections required prior to approval. ./ $47.00 REINSPECTION F REQUIR D. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: { Date: Project: rpUIP l { •`1 Pet t-4- h Type of Inspection: JG rew tvu V Address: )190 i '- Vlore -- Go y Date called: 3` ) 1`01 Special instructions: Date wanted: a. `atem. Requester: S'e 1110A Phone: INSPECTION RECORD Retain a copy with permit • INSPECTION NO, - CITY OF :TUKWILA BUILDING DIVISION • 6300•Southcenter.Blvd, #100, Tukwila, WA 98188 54A per applicable codes. 9q- 0 PERMIT NO. (206)431 -367 Corrections required prior to approval. COMMENTS: t.t)a 1 rj T. 1. • s; c1.e rWra.1 nevi la C o Psir l Oa d IS 1 r1• $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: r; is , _ .., :. °c; n., 1. ,i .a 'i; � ..: !'• >' `7 .. , , ,' v :. _s r .. . 4... Project: 0 nip /Y2 Type of Inspection:. 5,CC Yecc) i er Address: y f,2 t/0/ Date called: . 9 ,_2/? /O Special instructions: Date wanted: o2 d-?/U/ a.r P.m. Re uester: 1 Phone: 2-11 ' -°/ 01) Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 .b9 PERMIT NO. (206)431 -3 COMMENTS: r›7 pe-,,dzkae? Corrections required prior to approval. $4 .00 REINSPECTIO ' FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: uk :?z " A14.1.4...e ncsn :;.:a t, '� : Project:rr 111, lOraUV t Pa t9h Type of Inspection: U �YGvr�1 ht� Address: 1 Date called: 1 Special instructions: ‘k. I 1 Date wanted: 7=204; a.m. 4110 Requester: 4 Phone: INSPECTION NO. Approved per applicable codes. INSPECTION. RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 COMMENTS: t_ )f'00t4z2r 4YC)Y\j Cave c rO rAvh� v�r a rp v .eof 1 Corrections required prior to approval. Inspecto: Date: e10-' 0 J ED $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: 9 i ? t "(.titi::: •} },:: ,.....�'c•t;.. �.... ,.... tF,c 31 PERMIT NO. (206)431- Project: /7 Type of Inspection: / Address IJc /Q/ I��a rltJ Date called: :.2 � /0/ Special instructions: . Date wanted: /LIU/ a.m. p •m. Re uester: alY l.rn Phone: • - 31)6 - q>9 - oos3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF. TUKWILA BUILDING DIVISION 6300:Southcenter Blvd, #100, Tukwila, WA 98188 COMMENTS: r• Approved per applicable codes. 41 ( ,AKAihr Al/ El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Corrections required prior to approval. Receipt No: Date: 4tiaAttb d zt� + :c it PERMIT NO. (206)431 -367 Project: c /� ' � !uv. iioo-Al - .f74t✓ - Type of Inspection: . ‘ Address: Date called: :0 Special instructions: , Date wanted: a.m. le p.me Requester: Phone: A.)b 736 OS INSPECTION RECORD - Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila; WA 98188 0 Approved per applicable codes. '4iktkl i' .Liti:�'S.".L:.Iw 4.4 :.._.:. `1.' ...w..sls n,.v. .'i: e...., • [ . . LI Corrections required prior to approval.: COMMENTS: 0/0/ At, CL 6 44,447 c cpi s ' L6 ca4pFI -L/ Mir Inspector: Date: fi2-/C)/ $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: , PERMIT NO. (206)431 -3670 Project 1/ / Type of Inspection: A / Address: ! � J l � � Date called: D Sp e c ial in `` � I� � v r �� C1 I y 1 Date wanted: to __ W z1 t!� --01 Requester: / Phone: 7,06, - .i - 0253 • SPECTION NO. CI 'OF TUKWILA BUILDING DIVISION 630 Southcenter Blvd, #100, Tukwila, WA 98188 Inspecto [ I INSPE RECORD Retain a copy with permit : k.P "nM..P.ir ,J.M�k�+L�d�.La.,/,ti....P�. �k..,. .......MS,tn�r,..L.._ . ....... Date: rk PERMIT NO. (206)431 -3 b Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 2 nd F 1 c xir Rpv:1 m2'T Pr Wot E] $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: COMMENTS: 2/ SA / /M-, /AA lee4viliv-a/ Aodt a- 1 5 /4. A-.—P s. / iil.A-nt.-(4,Y frtz4A4A 7 / f r.,/-6444 49ra-k... 141164-1 ,StA yl-K,-,149 o-ta_,k- f Cd Atik i m, 44 _,fr A..4 5L6 4 7j A /hie s 640.4 izer?..d 0.164 / Date wanted: Pr 'ect: Type of Inspection: CC /9"'S Address: /2—,...6 / g 141164-1 Date called: Special instructions: &I 6 0 Phone: / Date wanted: a.m. P.m. Requester: cc INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 P99pV3 y •PERMIT NO. (206)431-3670 Approved per applicable codes. E Corrections required prior to approval. Inspector: 6V Date: 2/6/0( $47.00 REINSPECTION FIE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: Type of Inspection: CC/5 ] c' 4/ U/ 4,-lAn S t- u.1(.(A / (A c1 / „)- / 7k 14), p,i►a, ; tee. 5, , - , d I Special instructions: fna Date wanted: if 4 -./ k / .. 1 • f S /.$) /a ,S.) Phone: B pd /2-6111, d - ,alt - A of 5 ciA-0 So / fa/.A4/ ( iliorliA fl .. e) (AZ 1z s,► /� . ("ii-0-tc.-47,e (--/ 9 „ ��� STS � . / (.. j c r,� Ji `- �� s 3 4. 7 Pro' c : /; f � Type of Inspection: CC/5 Address: Date called: . Special instructions: fna Date wanted: if 1 / a.m. p.m. Requester: Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 6 -4 ' • PERMIT NO. (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. t] $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be , paid a).6300 Southcenter filvd., Suite 100. Call to schedule reinspection. Date: Receipt No: Inspector: 4\1 Date: ;/57 O COM - Address. 1,x'101 E H - • COW • S 00 - 0\ "C k"I- P✓‘ CG / .. Special instructions: / q rr) JPr. a.m. p --- . " f Phone: O6' g3, -Da53 V reAvn■W r• : - E qv( L OPC P''a(h P S C e ra Si e ,, t ,. Project: /7 � W . .��� of Inspection: 5oK uoj Address. 1,x'101 E H - Date c II d: V . a 101 Special instructions: / Date waanted:. 1 a.m. p --- . " Reque "e: / Phone: O6' g3, -Da53 22 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Inspectoi INSPECTION RECORD Retain a copy with permit rj $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: _�f�l�sn�f►�t��wr�w.�.�•.nx��,, �r�,Ar.w.:,�,U,..w. -.�, .�., L ...,�__ Date: 2- ) z -u Corrections required prior to approval. Pr je t: Type of Inspection: c c4 S Address: ' /2 r6 / . h u 5 Date. called: _ 7.- o 11 f Special instructions: u/4 0 / Date wanted:.'. a.m. P.m. Requester:. Phone: 0 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. (206)431 -3670 Corrections required prior to approval. COMMENTS: p- / l,Ititk ` ri(�1 re/244,. otidtif LIMA r 1 /- �a t. ;7/ S. C Gka to A Inspector: U' V Date: 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd,, Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: C� O S ' p�n t - 1 G.JJer atn 1i Lobby 1 t ,-Q tck S __ 01L-s-Vo Mvekc Date called:. ' 11xSv A ov.... i 5-- A )-` \tor fil t+Yl t-dr-A i < . 1h5vArA lo arnc g -1a p or G?V'Y1rer` 1' S`6 \ \-e R civ\ciL c rO Ve a.m. Requester: f Phone: / P jec O -r,0 atet-eh Type o Inspe t' n• 1111 c r arr? oil 4, b Address IZ410I E• iP/ .(A ' .. Date called:. S Special in tructions: / r Date wanted: a.m. Requester: Phone: / -`. 6053 El Approved per applicable codes. i INSPECTION. RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter BIvd, #100, Tukwila, WA 98188 Corrections required prior to approval. Inspector Date: 1 0 ) 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: PERMIT NO.- (206)431 -36 at a 114 4W ' n ,.1 ..k_ .X..16)]1• COMMENTS: Type of Inspection: CC/IS (764r t " - t9 C C- 7 3 1- C r efIkL St/ ( 6r i t X e6 , 2 berle 1, ti, ' /14p raic �x £ 0,6 74 It rtit.)LL.4,t,,,, frep ,,,,e4,i 6 .4s„..eot . . Date wanted: . i , 41ONSEP 1/05/o Valiv oeA,/A ,c6tirt,,,a, LuetA lirt CL..d/ft ? rci, 1,404/( c-adi So /26/Z //9e# Pei 4,,f4 at t t r . & aidit • Pcoject:.. Lcif ° 'k I iir--e-4 Type of Inspection: CC/IS (764r t " - t9 C C- 7 3 1- C r Address: ...I. 5/0 i i glit 0 fru,/ /4411f, Date called: Special instructions: Mc po 's 1141C (tun titiLA /00K. Ci,f-\07 S refroon. et re Pu■Iled ir ow a tryic,\ . n--, . Date wanted: . i , 41ONSEP 1/05/o arin Requzer i t ‘ a (1 filC,t 11 Phone: *INSPECTION NO. • INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 . 119 yz 9 PERMIT NO. (206)4343670 Approved per applicable codes. 0 Corrections required prior to approval. Inspector: e‘u Date: Ej $47.00 REINSPECTION FEE REQUIRED. Prior to inspectio , fee must be paid - at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: •t e • .. • ... I A . V 4 a J. 1 1. • ..Ar COMMENTS: I—r 1 OWPAi1, : FS ' 111nr 1 Treetnnel W4.115 Snug\ E <- r∎or CGvvc p zrd id Date callted: v 1.121(0( c)1.Y53= 15-►-' \C\ 4 v \(\. WctIIS `cipprc Special instructions: 4 . '1 c \c )L1 r 1. ;1 , nC ) I(4)1y - ilc, Date : ante 1 >U / 1 rAr w rOre r�r►r IS* 1C,aAcA 2 h .,e,�oQ a.m. p•m, W°\`,c, c r`a )41L S l ' /, Gin .C,c,tr vank.,' U M 1 I tIG( y r r ZnOW\ LO 8 P \'PC4 r t C. - 401.6 207 ) by- P9%.1, 9 ?cow, 103 Project: Type Inspection: Address: r r- 0 ti 0/ ... a zrd id Date callted: v 1.121(0( t1A Special instructions: 4 . Date : ante 1 >U / 1 a.m. p•m, Requ ster: Phone: 27)6 -.431- 005 20 INSPECTION NO. • Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -36 Corrections required prior to approval. Inspector: Date: 1 E] $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: a ra w�{t .1°,{n ":Ltivkk'o-�4dflr_riwtdk� CtA� ✓��. Wvit i tct .hs ..,_..,. Je C Type of Inspection: T 'to t ,,,, v r Floot - ?er ne4Pr 141 1 Date called: 1 � . 2 .6 - 01 Special instructions: U' IL — l - o y, U\Cf4e, l ate wanted: ) - 6 'U I r3 p.m. 1 no e�pc4 r` ‘cu1 II C '►h g�e a o r2. Project:" t. rn ,p �� Pct 4 . Type of Inspection: T 'to t ,,,, v Addr s���}:�-7�� E �dV V G rr •• 1 ►a ( A,, Date called: 1 � . 2 .6 - 01 Special instructions: l ate wanted: ) - 6 'U I r3 p.m. Requester: to POrc Phone: 3-06 - 139 -00S3 r,: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 t9gr: C a- /37 PERMIT NO. A pproved per applicable codes. Ej Corrections required prior to approval. Inspector: Date: )- 2S O $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: 1 . .hU 7. z ..C. .. ...._._ .._. COMMENTS: Typ f Inspection: L') M4rt }} I o L C ) 6 u e_ e fr r doors - 04 9.) 1• Poor covy ijor n� � (I Dat calle : /a y7a/ DV_ 10 cove✓' 3.) E - 5A 1+ �O ov -e r (kOor wa Date // .5D/ O AC) Cover I.) r ( , o f Floor ec�rr∎tr o�i ii ' n OV 4 0 r Uer Phone: ?7)19 — c/39 -0053 Project: i In p a-hl1 Typ f Inspection: Address: ld t/0/ E, Hai l,�� S Dat calle : /a y7a/ Special instructions: 6 Date // .5D/ a.m. p.m. Requester: r Phone: ?7)19 — c/39 -0053 Is pproved per applicable codes. INSPECTION RECORD Retain a copy with permit R DT? oy3y INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 9J (206)431 -3 PERMIT NO. Corrections required prior to approval. Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: SL .._ .....L... a,..- 3.... s. l:. S. aShl.. ti M. b_ N3........•}r.lv�k.u.trll:.v.�.. ,...�"'P61......L•...d.. .� Project: r o0,p 1 - € ca tt t4 Type of Inspectio • _ •. G i ►� U Address: , 10 l E '4 rr� k&i Date c alled: 1 ` l 3 a`` Special instructio • Date wanted. ° � 1 a.m. p.m. Requester: —� ` . �J 1C1� =- Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100,. Tukwila, WA 9818 ;proved per . applicable codes. • INSPECTION RECORD Retain a copy with permit 1 +D't3q PERMIT NO. (206)431 -3 Corrections required prior to approval. COMMENTS: LC/317. , rw ct6 )) X11 • At: L+ w Its LcAD Cse. I ■ 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: n1OY"h Type of Inspection: ilia/ Itka I '3C/e2,0 Address: 170/ File - Date c`aII d: / / To/ Special instructions: a Date want d: /1,??/0/ a.m . p.m. Reqmestep Phone: ,2Ob • Y1- 605 3 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 11 Approved per applicable codes. Inspector: PERMIT NO. (206)431 -3670 El Corrections required prior to approval.. COMMENTS: q iCkci rOOYA (►n rat esn 161' 2..'m F'r)o r S G p pro ti-e Date: 1....22 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: 1 y icii,x4 .R.,_ sk4,c(A..rcj 54- C it C 4 �� �ti u�� � o Ckk.6 .4A tiJ i t-e-k (.d +0 -rail arvi. `Ac C A. 0 S .Ir.,.) La- t4 -te..4 dy . t'p±. S + V V.44 i 22 /dr° & t N- It t1 r _ 1/42 a/o i fit_en✓. teR 4. 48 - to h 7D 681-7 11/ .a/2 " �t / F- 4 c X. » `R 7 � `' atd cal 0 sr "; 7 -94- 7 s' 0,0/ C. 4 ,,2 1./: y /2 ` �'�/.Gdlc, i, g 7 < 74 ( i f -za, P //e, 9 P oject: IUD uJ. 6 Type of Inspection: :' �D �ddr ss: 6 . 4 Date called: 1 tt V 0 f Special instructions: Date wanted: ti r a.m. p.m. Reques er: / r Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. 2, byt- 014 (206)431 -3670 • Approved per applicable codes. a Corrections required prior to approval. Inspector: 6(/ Date: //L /. C $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: . .AAA, . ..- .t !Cr ._]A.. COMMENTS: - -1 (AA i t ew % 06-1- s- - Lt)e,l- � SCY � t r ` i . 01...4.)eN5 C, v d. 42.1/4-■ S, O le_.. 'I 4 r2 - W1 U ct Spec: i reA YYl t't4l ■ 1 A LOLL/ Sir :04 s CAL - .T? r\----VG,Vr2 U f)Pr u� i c iov,rve4( Woi�• t ( IV l ' e(eC4r i , 1 lc `e 1 �✓ev -\ \c t C vroth iuc t t �c rNrtil + 1, f i- • - c1by X rAC 1 U5 C U t Watt) Cho � t ' , P \-Pc�k r ek , .+ t,1),t V" 1--0 a c4---) Wq (I c \hyv r Gitr..S ( € 1•>C1 r1 4_a ` � ` S-4 �JW'te t Oooa \Oact4nc, .1" ot,uew GA r'Wak, v ert` 4-' MnNo Ja1i . q of In p cti iyf Ad r s � o� �u� .w s Date Iled• 00. . . Spec: i structi s: ( . Date wanted: r; ?i Requester:� Phone ' a 4 (v -' 1 1 3 / -- 00 5 3 IS INSPECTION NO. 'Approved per applicable codes. Inspector. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, Or 98188 „Pm- Fri I X31 -3670 Corrections required prior to approval. Date: �.. 1 0) 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: .. t] iiCa :fit Yi. 9..»! t;.. s�i$.tshd'(i.H�..f}'1�slte1':tif z.s•.�ultii�ihf`J'.. 1'ti'�Y; COMMENTS: 0 2 t4 Floor Address: ' Id- P rikerqip,,1 Date called: t re 5 oppi 1 .1 Ir\ ressf rooh" Luct 1 S q K cft enn( Y r 4-e t.A...ko, 11 rdo'r cl-Pcli, 1 4 tr.sec.- che% Cowp 144 e Phone: O - -.\-n le) (4) Ystes roow. . llict \ 5 c v•cY ) 'CS . „ . . Project:c ro up \_\vo.„ Type of Inspection:' t Vrilieft 1 nci Address: ' Id- P rikerqip,,1 Date called: 1_)8.../..1)1 L' / ---->, Special instructions: . Date wanted: 1_ 8.ed Ca.L„en vi P.m. Requester: ---- 1 4 Phone: •AVAVexanoms. 1 LJ INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 1)99-0A PERMIT NO. (206)431-3670 lErA pproved per applicable codes. 1:1 Corrections required prior to approval. Date: 8-0) $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: T Inectibri: Type of sA Date ca !l t d: --- --€-1-t-i D '10) T re ,.s4o rethrbowN 1446 • ot\rA 4 L.)0\, cti-- ePilt he q (tr; P.m. oki lo 1 0 y -, n - a re w10 v e_ C olv.V.),;**, We_ vvw\--e v Phone: 2 Oti--\-0 c0c,o3 .Sw-4 ctsr3 ... Project: 1 0/..0 /7 l T Inectibri: Type of sA Date ca !l t d: --- --€-1-t-i D Addre ss: mit i.—=: Av ., Special instructions: (.2.- / : i.... Date wante : i (tr; P.m. Requester: Phone: 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 (206)431-3670 • orrectrons required prior to approval. Inspector: Date: / _ 14 - 01 1:1 $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: A Project: c ^ c y 1 426y t,yn47. Type of Inspection) ./., ,...., 5 ,.. 4 La 14 J Address: , , , /2 VO/ (- Ha." Wac S. Date called: -../ Special instructions: zttai 1- kAY 4 He 7,17 im." 6 1 airs lin Date,wahted: qi.2/0/ a.m.. p.m. Requester: Dal Phone: Li -3, .; 00.53 1 'INSPECTION NO. INSPECTION RECORD Retain a copy with permit • CITY OF TUKWILA BUILDING DIVISION 11,) 6300 Southcenter Blvd, #100, Tukwila, WA 98188 • N., 2 9cpproved per applicable codes. Corrections required prior to approval. COMMENTS: • 2 1no OIL + Coto f) H air covywv,i,v, er 0,„ s SC.,v 9 w ct rokke Inspector:Th -P.1 ‘11) (206)431-3670 Vv‘Glk SLeAft m cirl1A.tAkt 0 4( lo * Date: ) 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: . v. _ ri13.40* eotoi 1 fltr? tsdail...afiktvate tJAV• t 1 44, *04 COMMENTS: Fr0ync S+ nor s les-V ► O . -�-e) 6 t 1 i As a ` v C Otr r∎ d4 r Vc v 4rir V'r)o inl 1+ A Q t1 r wails olL `1-0 6Gtl (5 1 F 60 ; ( Ore \ ilnr{rel q - . )cx) h ,;r, jhr -t1\s CV-- +0 GL)6 (oW•1) • Uv -Atr Sir:11-4 I S* 4 - ‘ ire -a n e ri, je ci • p-12_ 1 Phone: ProjE r (O ro ,� J t(A Type of Inspection: c G y t , Address: o t E r'la rCi 1 Date called: 1 - 10 0 1 Special instructions: Date wanted: 1 CO n. ) 1 P.m. Requester: -� \ W I t k Phone: 1 ) INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 nn PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspecto%W. Date: i H _ O El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: r:, s'. el;• �.:.' 1�: C. �L '''.L,1Le�3�.o�!D!il?.UEi�'.�+9� 'K.¢!.'S}:r��'w+�r:T4.':1M. *,yn �<u�+�r�0:. �, COMMENTS: 1 2 1 Wok T V V Yr A - C) IL 4-r) C (J � . �c..., r 1 sf r` i , 60 vi".._ 4 _r) G (J i). 0 - 1pS`', krN) S ( \ ‘ ck rcc -1.4 t Toin.Cl?r Screw — f II Gt.�JprOUUI 51 ' 1 In- : 5`hcoIm S q o ve 'lC P. V 04-f C01rr∎ Ame Sc o,v ` a _ � vouiPt, 4-PS I f o - y r► 5 ( ) 4.0 Vi W r . I I P S 5 \`‘ As at' cUfr \ ckUr r LOP4,4 ev ( J rC er 5 C %r SCt'rtiu - G . ..Q 1-e aye )YVA Y o wW OK Grt-V. 4. 1,-,1 k)" o✓ SA CO r SCf et , - — V Project: Type of Inspection: Address:. /a c /0 / E /-i - So. Date alle : /j F D/ Special instructions: • I arrl YSAIS 1x50 / 5 /`-t'r,,.,�S-D. Dat w ted: / a 0 . a.m. p.m. Requester: Phone: JPG - 01)5 , �.i4fl1...Idde . ,.. .'r. to /INSPECTION RECORD Retain a copy with permit INSPECTION NO. ((' CITY OF TUKWILA BUILDING DIVISION 6300 Southcent g r Bl #100, Tukwila, WA 98188 Approved per applicable codes. Inspector( r PERMIT NO. (206)431 -3670 Corrections required prior to approval. Date: 1.-10" 0 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Projj'g�ct: t� u w ro p t4 -rc,t +v\ Type of Inspectiorri:: ' - rCIinn C Address: 0 1 L t 6r9;1.6.1 la Date called: � 0- a10 -oo Special instructions: Date wanted: rr�� l 11 1 0 v Q© . �1 . p.m. Requester: Ui('t f Phone: INSPECTION NO. . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 . pproved per applicable codes. ....r 1,.�. ....,...�4:i.........'. , ....i uu. ✓w a...... ...... ..& I. .. 4,.1..•.. r _ INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. COMMENTS: 1 trG tWt -e s ""k t w ti )c..l s �4S'� t aegs 1 ... OIL `c C)v►e siCI (LuB Inspector" n nR Q Date:) -y()-- OO El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project; rni I 61€r1r�_�xw Ects+ it 13 Tye of Inspection: CcnQle Address: 1 1 1 E. AM rh t iv. kk p Date alled: 1 - 2.3 - to Special instructions: ,1 Pkr -for panel s Q, 1:30Am A 14.::,;,, 0cin. k ZAspe Si ;-€. r . o Date wanted: , 1 0 - 2. - bo m. p. . Reg ues er• Phone: 200 -2-q a- 05' INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 El Approved per applicable codes. COMMENTS: e'J eu,Pd s re Sul 1 "SP in-.)9,,i(00 Inspector. Date: A 0Z3 "' DG 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: A ikrar. 4`tt , . _....t._ (206)431 -36 0 ' . D+ 1 — Oi ior to orrections required prior t approval. Project: 14� 1 • E (t 4evooi� Ec. s4- .1T B Type of Inspection: Re ba r" ------- - Address: 1 % F_ . A44 rcjjIna.1 L34 � Date called: I i} — 2 3 • eD Special instructions: �A nG lS —For Date wanted: a - .2.i-1 - DO a.m. m. Re9u Phone: 7-0(0- 2qZ —c510 ' I Approved per applicable codes. Inspecto INSPECTION RECORD . Retain a copy with permit INSPECTION NO. CITY. OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 D - Li 1 PERMIT NO. II ) (206)431 -367 1. C (00-- stn 1 3015- 621 orrections required prior to ap Date: ( o _ „).. s - 00 EI $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: e V P u)Pcf - L hSAO oclo ✓3 v-1 S up 40 Q Receipt No: Date: COMMENTS: , Date called: /0 Ano tty. truc Special instions: B 10:0 0 /-17610 ( PtspeCted _ . riobtiktS 67, 8 /0, /Z. st 14 . ffrit(r. E. I_ .-.-r(i c//e-.4Cf ‘e r a AVP AeZ41ck,,e .... 0 59&(P ,4445 4/-4> 7--x , t 49,cf,7 0 ,A.13 /e.,1 _5,6 ^1077 Ab I: (Pc1)41 r . K-1--btfotrAi--( &t fD - r - 0 Poi/ le - . • . , i Ictleg_ 9»ftto. 6)(4,/th) , Date called: /0 Ano tty. truc Special instions: B 10:0 0 /-17610 ( PtspeCted a.m. Date wanted: t oh l / pm /( Requester 0 _,.. ..../ , i 2 Phon t ei....0 570 INSPECTION,RECORD Retain-a copy with permit INSPECTION NO. 4 4 .. " - t CITY OF TUKWILA BUILDING DIVISION k , c4,6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 Approved per applicable codes. Corrections required prior to approval. Insp o : El $47.00 REINSPECTION FEE REQUIRED. Prior to inspecti n, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ,:ti.111 Jalitu ':•. ..!... L'I':.-11, ....: N.:eq t.....,1(.. -,,:, • ... • Project,: _.• • . . , 7r- 1 • ( etxt t..t ET: '"f Y. E. Type of Inspection: ' 1...4 ne_. 1 S . • Address: , ....1 . . 1 2SLI 1:2 . Nittreitryt 1 :`) Date called: 1C)- Special instructions: s PLor . E, 1: 3o Ah-t A tknE 1 ,, e c ", tt. 1 4. Cr . . cf,,,, ti Date wanted: . i I, -1 - C , C_•. , ' • ( 4:in.: • p.m. Requester: Phone: 5 INSPECTION NO. Inspecto INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 1 6300 Southcenter Blvd, #100, Tukwila, WA 981 r-1 5'0-.1057a( El Approved per applicable codes. Li Lorrections required prior to approval. COMMENTS: ' Yo)kr Caoc-c rtvi2 re,„ (A)P14,( O/Iv•i)4 Date C) 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Dr 9 -6L1 PERMIT NO. (206)431-367014 Proj q: - --Mt i E►tt LLtL ( E. .5f- L13 Type of Inspection: `* -- 1rtb Pg. tY'l�L( AN r'14- Address: )2_5 F. ,tarct'(ttocv\ k,.1 3 cc) D to called: i -- 1 Special instructions: 4 J . 1 _ , sb F NA Date wanted: I _ C ��. ,�,': P.m. Reque to J e k- Phone: 2 l,1 Z L`2.. - CF:.) INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 PERMIT NO. (206)431 - 3690 Approved per applicable codes. L. . Lorrections requi to apps val. COMMENTS: 54 .4pWA' -t9-7/ . T3f rVsv 7,1 1 -rit 5 Font' j -ice ift erc 13 V t G o 7 A((-7 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: _.Cl,�,{` kfklitt.Wit taattial °�S mr roe: nitidt; 4Usd.:i'fa tr • at s7 : ti ilioitittizAe,:.ar . Project:, Eni 'L Citt-itt.Lrt.L . Fr t I 1 , ) cf,,, Type of Inspection: 4 ..._ C c r)C. re;- • +e— .._ c... C. c_. A - p - i--, ‘ ,...A.A(A C.4 9 ,541.-4-1...0 ..\ Address: ` ID a3CA E AVIr() Ira. ( IAA3 S Date called: ci.; - - D. s - c.,( A 41/1 e .e.,14 i-stee-e-d Special instructions: q : ?,C) A-14 C. " "" Date wanted: . - c) L. p.m. RluesT e-- n s7eei,',44L/e-e., Phone: 20(0 — 730 65 COMMENTS: $ , 4 ,./...,, 4 4( (. 5: • 46.4_ s A - p - i--, ‘ ,...A.A(A C.4 9 ,541.-4-1...0 e r A . e,c0) (A if t / z 5 Al . 1-- fr.-, t e • i • • c-- 1 d A 41/1 e .e.,14 i-stee-e-d e ., ell I/ e 31 _ _At - 210 sa tY, ,Z4- n s7eei,',44L/e-e., :42 h 5 0/ lev I /7 1 . Yr Inspector: 3 INSPECTION NO. V.I10.1 INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Date: • j. rfi (-1 -C431 PERMIT NO. 0 Approved per applicable codes. 0 Corrections required prior to approval. ./.4t dir El $47.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • • -.'"*.r." • e' _ (206)431-3670 COMMENTS: Aro . , 'Of • `mac .o e q . A�IdO £ .,k Date called: % i' Z /(h'T ( .„,,, T.. „Live cta /Ms GELr Si 7y. p (19 ,x[6 r , -4 7 - 7124/e. li l ct,45 OA( S/7 . ¢/ _ D a ii'j�'Y ClC� 3'08 SApck c. JAS 1.-nck „en 6 / J A - ( C 4 / ' A & - . . - Y G ✓ r G G ,' 9 - ate" Phone: Pro' t: p L7� Type of In ection: SjV6( -r c7iliCe. - &.`r q . A�IdO £ .,k Date called: Special instructions: Date wa e . ¢/ _ D . •• p.m. Reque otr fr,-. /4 .., Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 wq,0437 PERMIT NO. (206)431 -3670 0 Approved per applicable codes. Corrections required prior to approval. El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: COMMENTS: Type of Inspection: so Address: ,J/ / 3 )a rexi A.,ft A.v cs', a? 2? 1vJ /al' lfi ./' (44 0,22a.tl, . Date wanted: 7/1 PU 1 A 1 6--t gal 1 - r i /,5' r CPefi R equester: mod. ,rte (f 3,-) ) ( Phone: 17) fix 0 f 4. - Apjli.. .. di e/% pc'[ AAA 4i (a 4 Pd-( /•L.Y` < -C 7 / /o a /le, rat .,, cap-, cJA P�,riIe _ Type of Inspection: so Address: ,J/ Date called: 7/ a /C? U Special instructions: /441,/4 6 c y 6 . Date wanted: 7/1 PU a.m. P.m. R equester: Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. ,D ?P�- a1/ PERMIT NO. Corrections required prior to approval. Inspector: 60 Date: 6 07 11 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: (206)431 -3670. COMMENTS: Type of Inspection: our - trvi ' /144/' /Ai /TV 220,d /- re.r-o4440-rti , Aeft/4 ,el Special instructions: . - IWO Date wanted: Ci:in) ( I- .- p. m. 81-06 Re4crref-ei,,,c </le c,-4t -$.,.,r,s,e.ce>att oae-GUI(26e4,14.4..(7, el, (-.6- a)--A6TRA)cr; e-7■:t 0 Oeck C a 7 • .. , . . . , _■2,7 , , Project: i lt )14 (ID 41 1 14- Type of Inspection: our - trvi Add ess: 12501 WI( W Date Oiled: 1 '7-2.'7-w Special instructions: . - IWO Date wanted: Ci:in) ( I- .- p. m. 81-06 Requester: , Wt9 Phone: 6;5E4 wransanrsafmramesmanw. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 "• Ins Date: Date: Pgq-6431 PERMIT NO. (206)431-3670 Approved per applicable codes. 0 Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspec ion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Iii&VW Sprinklers: Fire Alarm: iNcioi Hood & Duct: Halon: Monitor: Pre-Fire: Permits: Authorized Signature City of Tukwila Fire Department Needs shift inspection TUKKIWFIRIVIDEPARTNENT FINAL APPROVAL FORM Proj ect Name I.A°(oA7 Address E.50\ {N --S Retain current inspection schedule Approved without correction notice Approved with!correction notice issued 5 ry) 9.tsto 93B co-F-03VI Permit No. ,c19 — 043c, FINALAPP.FRM T.F.D. Form F.P. 85 John W. Rants, Mayor Thomas P. Keefe, Are Chief Suite .# SVA Date Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57•4404 • Fax (206) 57$4439 4 June 3, 2003 Brian Ellingson Sabey Construction Inc 12201 Tukwila International BI 4th Floor Tukwila, WA 98188 C ity of Tukwila Department of Community Development Release of Bond Bond No. 81SB103565116BCM Steven M. Mullet, Mayor Steve Lancaster, Director Dear Mr. Ellingson: This letter hereby authorizes the release of the performance bond referenced above in the amount of $90,810.00 for the completion of the infrastructure associated with Intergate East II — Group Health located at 12401 East Marginal Way S, Tukwila, Washington. I have enclosed a copy of the bond for your reference. If you should have any questions, please contact our office at (206)431 -3672. Sincerely, Brenda Holt Permit Coordinator encl 140,4- xc: File No. D99 -0438 ai(t0M -043 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206 - 431.3665 ,;;;;:i: ...........,......k: .. < >..., ... r.:.L Y. :..: , ., .r .... .•:., .s...,a,x ,, . .r ,r..,•r, L..... . . . r. ,., . . . . . r. . .: .. . .:.,. :.. . ::. :.,:ar:r :: .... ..:.>••.:•:• �•� }>:.; } }: }::;. { %:;•:;:. ..:> }r :� ..... .....:::.. ............ ° s � i. : •. is nv v;r r. . SE L F, .. arto � fl ed ;< �;. r. , ........... }.. . .. <..: .......:... ..` r.... r.... J } : � � � . . . }. n........... :..:...... f ( .. < }.: ?' j ... :' .... : %L:: ' , �i . ................... r.... . ........:.................... n �/„ :...... ................. .I....... ................ ...........:.............. .... ..�... ... •I�.::::•%::•k....,:.,:•••• . .... . .:.,..:.. :.. .......... . n...... .... .......... . F ... ti`• •\ C f•. . ...... ...... ........... ......... .... iji::;' v:;::;: j�::`. j??;: �^ �: �}: j: •?:j: }:}?ji:: "yj:� ;j {Y.Wr,;�i;. • NAME OF DEVELOPMENT: Cro p Ne 4 � ' /.--)e) �' f(7 ii DATE: /A>1. ev . DEVELOPMENT ADDRESS: /,211,0/ , /Z„) 7 PERMIT NO.: 7 _ 04.35' , :. CASH ASSIGNMENT / ,-/ --- NAME: 6p F.4‘ L.L., c TEL. NO. l ., a6 /.-4 SHALL BE REFUNDED .�- BY MAILING TO: ADDRESS: / 3,96 ,.,2 3 (please print) • CITY/STATE/ZIP l of u ,, 7 4, / 1 . F,f1‘g, DESCRIPTION OF ITEMS TO BE COMPLETED (REFERENCE PLANS/DOCUMENTS WHERE ITEMS ARE DESCRIBED): , ',• . ' • ' 7 - „ Jut of JA S- / A.6A,eis . / ? 4 < . ,..,.....,./ /7`S �t g �. ,. „ 9 s ,�if-/f (5%U-e, j ,St� IW,Ev.v�Y sk f 2, v-7Ac "9� 5u4 7 ' - /3u, -4 ' iel5C 4) 1 ,c,�. 5 .F F7,, -/ ' 5ZeE17 ..',/,(.." �/ / �g 35" �ll.QhJO1fY/e• G u - . 5 j / /x As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ & 8/0 °"- ($150% of value to complete work described above) and attach supporting documentation for value of work. I will have this wcrk carried out and call for a final inspection by this date: ( 6.5 — / „23 / 4/ 1, or risk having the City use these funds to carry out the work with their own contractor or in -house manpower. If I fail to carry out the work, I hereby authorize tt to go ont p operty to carry out completion of the above deficiencies. I further agree to complete a ll wo "sted a prior to requesting inspection and . release of these funds. • SIGNED: TITLE: .� c TIQ.. vmp efed' by..:.0 tyst8[f1 SIGNED: rx AMOUNT: Gf /' � 6/ O 0 CASH CITY RECEIPT NO. CHECKED BY: X 4-5 5 6' 0 5565/j4,ecm e comleted'?b deve1 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS DEVELOPERS REPRESENTATIVE: let ed .o >` Upon completion through Section 2, Finance personnel shall send copies to: — Developer — Finance Department — Permit Coordinator, DCD Vl�y vi I UI WIId DEVELOPER'S PR JECT WARRANTY REQUEST FORM THIS, FUND IS PARTTMENT HEAD: CASH EQUIVALENT (o„ DEPOSITED THIS DATE: Z. // z)v I RECEIVED BY: Vite, -1 — UTHO IZ TO BE ACCEPTED. v ' M:z. (VA All work identified in Section 1 of this form has now been completed and retumed to department which authorized warranty. I hereby request inspection and release of my cash/cash equivalent. DATE: I have reviewed the above work and found it acceptable and therefore authorize the release of the above cash assignment. AUTHORIZED BY: DEPARTMENT: :S o. .. complete tiy' E AMOUNT: Gt CASH EQUIVALENT - Lt 1 I tR AUTHORIZING RELEASE RELEASED THIS DATE: ee_3 - [ CASH CITY CHECK NO. RELEASED BY: , FINANCE DEPT. Upon completion of entire form, Finance personnel shall send copies to: — Developer — Finance Department ) 0 51 ' v v ., ' — Permit Coordinator, DCD �N �1 • owl [,r t .0/‘ W .> }. •,n ::. : •: :. < {..nv . . . :•.� :: . .: \: .v: : :t: ,.. ,.: :.:.: n,•n:•S.vnr ...:n:vY..: v.2. .•:'K.{: ,. �`Y:n,:, "� `• ": • >r { . .... .� . •. ns.:,r.r.d.vk {:.2. � k :r: x rr %vv..:::r v:.w: k•: Hr..:..:v..'{ •. •. :v, x.:.i . \. .. ..4•.. n:C. ./.. ;1 f . r.t..r ..,. ; .n : V. : Y ;: } } . .. Y..... n �•' ... . . . r . tM rt •:.:v :: n . ,T . "t'. }X?xr.}'{<Tt. ,P3' yy } +dJIF.t:.:,:.:r�o, eiflled��i�:b .::deuelo �zecl;� , f :: �._n�«�: "�.��, }:h. �� �. �:' ,' v.::...,v:.x;,•: �::: v; •:::: n ..:: n• }::::::::. .n. :n; �.. }::: r:.:v v'..v:.v:: :::v::::.w.v: v:: :::::.vw:::::.::,.::.v :::::.::: ^'i; ..v' +•I' ?' >: t.:::: :. :::rnv•:::w:: : {t•i•. w : � V. 1� :>.� v::.3 (hr, •.: F.! :tvvv : f; �.. �$S:.i3....�� h :.;:..,,.'0.. ..: ';'..i.:,: �}�,, .. ,:,.:..... .., ,:. }..:, .. .:. }:.:,..,. ,:.. n......:. : .....t,.t: ........:.:..,..,. / . :rr •: :;.,:.::: n::.. :.:.:;:: ;. .... <:..:�:.,: >.:: ;:: �•.; >..::: •. .. ... ... t}:• :r;.:. }•? c: , ;1<• } .:: {r, {.... .�. 'f E OF DEVELOPMENT: /4 l/ W 2 r D /. r � I 0 DATE: • rrbu f L U r %� EVELOPMENT ADDRESS: / ,4 ? /-, y , ., z„) 74 , PERMIT NO.: , - O q,.', ;ASH ASSIGNMENT NAME: 516,0* ,,;-., 4...e kit h J (.7 c TEL. NO. t .. ag /-. X,d HALL BE REFUNDED I y ,Y MAILING TO: ADDRESS: / 22c ;---- ,/ /3L •�,, i )lease print) CITY/STATE/ZIP /4 . , , , 6 ,i,, . F,f't R. iESCRIPTION OF ITEMS TO BE COMPLETED (REFERENCE /' 'NS/DOCUMENTS WHERE ITEMS ARE DESCRIBEDI: 1 _ A Gr.Se:64. 1 E D 1 /1 ' 11 eh-- f iw l . _ :,. . . •1 , - S ._ i s — '3 . ' . L c ,. , . 5.F zie • ..--"_ _ • n .. - - _ A. ,.. . .. As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ R/0 ($150% of value to complete work described above) and attach supporting documentation for value of work. I will have this wcrk carried out and call for a final inspection by this date: ( 65 - / ,23 / b ), or risk having the City use these funds to carry out the work with their own contractor or . in -house manpower. 111 fail to carry out the work, I hereby authorize t ' to go ont• turgoperty to carry out completion of the above deficiencies. I further agree to complete I work, 'sted • • • e pr••r to requesting inspection and release of these funds. ' SIGNED: % ' , TITLE: ' e• c �16,i.9. 'SECTION 2 SIGNED: AMOUNT: CASH CITY RECEIPT NO. tn .. 81 h CASH EQUIVALENT f3 DEPOSITED THIS DATE: Z ks 5610556 wit RECEIVED BY: 01:+ � - ecom 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS DEVELOPERS REPRESENTATIVE: .1, a: •i' complete plete 'sfaff) AMOUNT: CASH EQUIVALENT — LE_ i It R AUTHORIZING RELEASE RELEASED THIS DATE: 8 CASH CITY CHECK NO. RELEASED BY: , FINANCE DEPT. Upon completion through Section 2, Finance personnel shall send copies to: — Developer — Finance Department — Permit Coordinator, DCD THIS FUND IS UTHO - IZ PARTMENT HEAD: TO BE ACCEPTED. All work identified in Section 1 of this form has now been completed and retumed to department which authorized warranty. I hereby request inspection and release of my cash/cash equivalent. DATE: I have reviewed the above work and found it acceptable and therefore autho _ a the release of the above cash assignment. l 03 � DEPARTMENT: ' j is Upon completion of entire form, Finance personnel shall send copies to: — Developer Lin — Finance Department — Permit Coordinator, DCD � g��(�; `6 oar 02/21 %2001 18:44 PAZ 4257097487 Signed this , 22nd day of p , .2001. Sabey Construction, Inc. Principal 12201 Tukwila Int'l Blvd, 4th F1. Address Seattle, WA 98168 -5121 City, State, Zip 206 -281 -8700 Name and Title P$L2 TY /CNSTR Phone City, State, Zip 425 - 709 -3600 Signature I Name and Title P CONSTRUCTION IMPROVEMENT BOND STATE OF WASHINGTON) BOND NO.81sB10356511§BCM ss. COUNTY OF KING We, Sabey Cons ivction, In . . as principal, and Travnle 0.a ualty and Surety Compgnv of jmesicea corporation organized under the laws of' the State of Connecticut, , and duly authorized to transact business in the State of Washington, as surety, are held and firmly bound unto Ci y of Tukwila State of Washington, in the amount of Ninety Thousand Eight Hundred Tan and No /100 For the payment of which sum we bind ourselves, and each of our executors, administrators, successors and assigns, jointly and severally. Now, therefore, the conditions of these obligations such that the principal will Complete Work for InterGa a East - Group Health Proieca, as per Fzralt Number 438 To be completed within one year from the date of bond approval or as later amended and evidenced by a letter of acceptance, then obligation shall be void; otherwise to remain in full force and erect. Upon the failure to the principal to perform the terms of this bond, the Surety shall either perform the terms of the bond itself or shall, upon written demand by the Manager of the City of Tukwila, remit to the City of Tukwila the amount of the bond or such. lessor amount as may be specified in the demand. The amount demanded by the manager or his/her designee will be a good faith estimate of the actual cost of repairs. We further agree that if it is necessary for the City of Tukwila to take any legal action against any signatory to this agreement to assure the proper completion of this project, the City of Tukwila will be entitled to its reasonable costs and attorney's fees. 1002 Travelers Casualty and Surety Company of America Surety 2233 1420 Ave4ue NE Address Bellevue, WA 98004 Karen; P. Devn', t' Attorney - ire -•F ue t 02/22/2001 16:45 FAX 4257097467 PSF SRTY /CNSTR p • " ...POWER OF ATTORNEY AND CERTIFICATE OF AUTIIIORIITY OF ATTORNEY(S) a 003 TRAVELERS CASUALTY AND SURETY COMPANY OF AMEk .CA TRAVELERS CASUALTY AND SURETY COMPANY FARMINGTON CASUALTY COMPANY Itartford, Connecticut 06163 KNOW Mori PERSONS BY THESE PRESENTS, THAT TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA,; A'RAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY, corporations uly organized under the laws of the State of Connecticut, and having their principal offices in the City of Hartford, County of Hartford, Stare of Connecticut, (hereinafter thc " Companies") bath made, constituted and appointed, and do by these presents make, constitute and appoint: John N. Zetkeles, Victor E. Parker, Tim Church, Carl Newman, Peter II. ]Hammett, Pamela Nelson, Deanna M. Meyer, Karen P. Dever, Jeffrey W. Parkhurst, Barbara R. Johnson, Charles 4. Szopa, Shauna L. Henry, Of Bellevue, Washington, their true and lawful Attorneys) -in Fact, with full power and authority hereby conferred to sign, execute and acknowledge, at any place within the United States, the following instrument(s): by his/her sole 4nature and act, any and all bonds, recognizanees, contracts of indemnity, and other writings obligatory in the name of a bond, recognizance, or conditional undertaking and any and all consents incident thereto and to bind the Companies, thereby as fully and to the same extent as if the, same were signed by the duly authorized officers of the Companies, and all the acts of said Attorneys) -in -Fact, pursuant to the authority herein given, are hereby ratified and confirmed. This appointment is made tinder and by authority of the following Standing Resolutions of said Companies, which Resolutions are now in till force and effect: VOTED: That the Chairman, the President, any Vice Chairman, any Executive Vicc President, any Senior Vice President, any Vice President, any Second Vicc President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary may appoint Attorneys -its -Fact and Agents to act for and on behalf of the company and may give such appointee such authority as his or her catifcatc of authority may prescribe to sign with thc Company's name and seal with the Company's seal bonds, rcxognizances, contracts of indemnity, and other writings obligatory in the nature of a bond, recognizance, or conditional undertaking, and any of said officers or the Board of Directors at any time may remove any such appointee and revoke thc power given him or her. VOTED: That the Chairman, the President, any Vice Chainaan, any Executive Vice President, any Senior Vice Presirl or any Vice President may delegate all or any part of the foregoing authority to one or mote officers or employees of this Company, provided 'bat each such delegation is in writing and a copy thereof is filed in the office of the Secretary. VOTED: That any bond, recognizance, contract of indemnity, or writing obligatory in the nature of a bond, recognizance, or conditional undertaking shall be valid and binding upon thc Company when (a) signed by the President; any Vicc Chairman, any Executive Vice President, any Senior Vice President or any Vice President, any Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Se cretau and duly attested and sealed with the Company's seal by a Secretary or Assistant Secretary, or (b) duly executed (under seal, if required) by one or more Attorneys - Fact and Agents pursuant to thc power prescribed in his or her certificate or their en tiLicates of authority or by one or more Company officers pursuant to a written delegation of authority. This Plower of Attorney and Certificate of Authority is signed and sealed by facsimile under and by authority of the following Standing Resolution voted by the Boards of Directors of TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY, which Resolution is now in full force and effect VOTED: That the signature of each of the following officers: President, any Executive Vice President, any Sens:, Tee President, any Vice President, any Assistant Vice President, any Secretary, any Assistant Secretary, and the seal of thc Company may bit a! ?.g1 by facsimile to any power of attorney or to any certificate relating thereto appointing Resident Vice Presidents, Resident Assistant Secret: tint i or Atterneys•in - Fact for purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof, aril any such power of attorney or certificate bearing such facsimile signature or facsimile seal shalt be valid and binding upon. the Company and any sue l . power so executed and certified by, such facsimile signature and facsimile seal shall be valid and binding upon the Company in the future with respect to any bond or under r a d nking to which it is attache .: .��............ >,.6:.rifkFF; +.: YdbtF411Z5 101 -044 'CtMmt .. 02/22 %2001 16:45 PAZ 4257097467 STATE OF CONNECTICUT }SS. Hartford COUNTY OF HARTFORD "N s i PSF SR '/SNSTR By P 21 004 IN WITNESS WHEREOF, TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY have caused this instrument to be signed by!their Senior Vice President and their corporate seals to be hereto affixed this 20th day of November 2000. TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA TRAVELERS CASUALTY AND SURETY COMPANY FARMINGTON CASUALTY COMPANY George W. Thompson Senior Vice President On this 20th day of November, 2000 before me personally came GEORGE W. THOMPSON to me known, whc, being by me duly sworn, did depose and say: that he/she is Senior Vice President of TRAVELERS CASUALTY AND SURELY. COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY. 'COMPANY, the corporations described in and which executed the above instrument; that he/she knows the seals of said corperei isms; that the seals affixed to the said inst anent are such corporate seals; and that he/she executed the said instrument on behalf of the corporations by authority of his/her office under the Standing Resolutions thereof. XY\CIALt+ tioTALL+ My commission expires June 30, 2001 Notary Public Mario C. Tetrsault CERTIFICATE I, the 'undersigned, Assistant Secretary of TRAVELERS CASUALTY AND SURETY COMP,: :V'+ . OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY, stock corporations of the State of Connecticut, DO HEREBY CERTIFY that the foregoing and attached Power of Attorney and Certificate of Authority remains in full force and has not been revoked; and furthermore, that the Standing Resolutions of the Boards of Directors, as set forth in the Certificate of Authority, are now in force. Signed +and Sealed at the Home Office of the Company, in. the City of Hartford, State of Connecticut. Dated this 22nd day of February , 200]., Kori M. Johanson Assistant Secretary, Bond SUMMARY OF FIELD DOCUMENT TRANSMITTALS Document Type • Document No. Document Date Transmittal Date Laboratory Reports Sets 28, 44 -45, 48-49, 55 09/26 - 11/08/00 11/30/00 11335 NE 122nd Way, Suite 100 Kirkland, Washington, U.S.A. 98034 -6918 Tel (206) 820-4669 Fax (206) 821 -3914 Intergate East Two, L.L.0 C/O Sabey Construction, Inc. 12201 Tukwila International Blvd. Seattle, WA 98168 Attn: •• Bernie Martell Enclosed for your review and records are our most recent Daily Field Reports and associated field correspondence pertaining to the above- referenced project. NW Engineers City of Tukwila FIELD DOCUMENT TRANSMITTAL Date: November 30, 2000 Project Number: 0 -91 M- 13675 -0 Project Name: Intergate East Two, Building A & B Project Manager: Tim Hyden Permit No.: D99 0438 &043) attn: Tom Lankton attn: Building Department Report of Compression Test Results Client: INTERGATE EAST II L.L.C., C/O SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE Mix and Field Data Cast Date: 9/26/2000 Placement: PANEL # 14. Strength (f'c): Required : 5000 Mix ID: 6352 Supplier: STONEWAY Load #: Truck #: 301 Ticket #: 165745 Plant #: Batch Size: 12 YDS Water: 10 GALS Admixture: 32 OZ, Time Batch Time: 12:43 Sample Time: 1 :30 Finish Time: 1:45 Test Result Spec ID # ID 8861 A B C D Reviewed By Distribution ASTM -C39 Date Age Date Recd Tested (days) 9/27/2000 10/3/2000 7 9/27/2000 10/24/2000 28 9/27/2000 11/21/2000 56 9/27/2000 11/21/2000 56 v:// Client: Yes File: Yes psi @ 28 Days Nominal Specimen Size 6x12x0 6x12x0 6x12x0 6x12x0 ucer: Yes Others: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Contractor: Slump (inches) ASTM C -143: Air Content ( %) ASTM C -231: Unit Weight (pcf) ASTM C -138: Concrete Temp. ( °F): Ambient Temp. ( °F): 65 Weather: N/A 28.27 116350 4120 28.27 139950 4950 28.27 181130 6410 28.27 169310 5990 Break Types -- (Cn) Cone, (CSp) Cone - Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Report Date: November 27, 2000 Project #: 0-91M-13675-0 INTER -GATE EAST II BUILDINGS A 12401 EAST MARGINAL WAY 099 -0438 TIMOTHY R. HYDEN MUELLER ENGINEERS NW N/A Inspector: TRACY WATSON Actual 5 78 Remarks: SAMPLES DID NOT MAKE REQUIRED STRENGTH. REFERENCE REPORT #29, SET 28. Specs. N/A N/A N/A 50 -90 N/A Actual Area Compressive Strength Brk. Type/ '1. of (sq in) (lbs) (psi) Cure Req'd CSP 82% SH 99% SH 128% CSP 120% Report of Compression Test Results Client: INTERGATE EAST II L.L.C., C/O SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 10/19/2000 Placement: WALL PANEL # 9 BUILDING B. Strength (f'c): Mix ID: 6352 Supplier: STONEWAY Load #: - Truck #: 359 Ticket #: 170031 Plant #: - Batch Size: 9YDS Water: 5GALS Admixture: - Time Batch Time: 10:19 Sample Time: 10:50 Finish Time: 11:00 Test Result Spec ID # ID 9048 A(FC) B C Reviewed By D Distribution Required : 4000 psi @ 28 Days Date Age Date Recd Tested (days) 10/20/2000 10/23/2000 4 10/20/2000 10/26/2000 7 10/20/2000 11/16/2000 28 10/20/2000 11/16/2000 28 Client: Yes File: Yes Nominal Specimen Size 4x8x0 4x8x0 4x8x0 4x8x0 Producer: Yes Others: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Contractor: Report Date: Project #: Ambient Temp. ( °F): Weather: N/A Break Types -- (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar ameco November 17, 2000 0 -91 M- 13675 -0 INTER -GATE EAST 11 BUILDINGS A 12401 EAST MARGINAL WAY 099 -0438 TIMOTHY R. HYDEN MUELLER ENGINEERS NW N/A Inspector: TRACY WATSON Actual Specs. Slump (inches) ASTM C -143: 5.25 N/A Air Content ( %) ASTM C -231: N/A Unit Weight (pcf) ASTM C -138: N/A Concrete Temp. ( °F): 74 50 -90 Remarks: REFERENCE REPORT # 43, SET 44. 60 N/A Actual Area Compressive Strength Brk. Type/ % of (sq in) (Ibs) (psi) Cure Req'd 12.56 42660 3400 CSH 85% 12.56 63780 5080 CSH 127% 12.56 77670 6180 CSP 155% 12.56 75830 6040 CSH 151% Report of Compression Test Results Client: INTERGATE EAST II L.L.C., CIO SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 10/19/00 Placement: PANEL # 28 BUILDING B. Strength (fc): Mix ID: 6352 Supplier: STONEWAY Load #: Truck #: 305 Ticket #: 169951 Plant #: Batch Size: 13YDS Water: 30GALS Admixture: Time Batch Time: 7:14 Sample Time: 8 :50 Finish Time: 8:59 Test Result Spec ID # ID 9047 A(FC) B C D E Reviewed By Distribution Required : 4000 psi © 28 Days Date Age Date Rec'd Tested (days) 10/20/00 10/23/00 4 10/20/00 10/26/00 7 10/20/00 11/16/00 28 10/20/00 11/16/00 28 10/20/00 Client: Yes File: Yes Nominal Specimen Size 4x8x0 4x8x0 4x8x0 4x8x0 Producer: Yes Others: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Contractor: Remarks: REFERENCE REPORT # 43, SET 45. Break Types -- (Cn) Cone, (CSp) Cone - Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar 12.56 42840 3410 12.56 56620 4510 12.56 74490 5930 12.56 72600 5780 Report Date: November 17, 2000 Project #: 0-91M-13675-0 Actual Slump (inches) ASTM C -143: 5 Air Content ( %) ASTM C -231: Unit Weight (pcf) ASTM C -138: Concrete Temp. ( °F): 72 Ambient Temp. ( °F): 59 Weather: N/A INTER -GATE EAST II BUILDINGS A 12401 EAST MARGINAL WAY 099 -0438 TIMOTHY R. HYDEN MUELLER ENGINEERS NW N/A Inspector: TRACY WATSON Specs. N/A N/A N/A 50 -90 N/A Actual Area Compressive Strength Brk. Type/ • of (sq in) (ibs) (psi) Cure Req'd CSH 85% CSH 113% CSH 148% CSP 145% HOLD Test Result Spec ID # ID 9100 A(FC) B C D E F Reviewed By Distribution .Ai" 72/'rYC.Spari6e1 tl% Yh'1 S711 Y3. SRiE+ YGGti '�NM.ar+tisMa¢:t'ii+Ytwi.rn uv.� Report of Compression Test Results Client: INTERGATE EAST II L.L.C., C/O SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 10/25/2000 Placement: PANEL #23, SOUTH END Strength (fc): Required : 3500 psi @ 28 Mix ID: 6951 Supplier: STONEWAY Load #: Truck #: 341 Ticket #: - Plant #: - Batch Size: 10 YDS Water: 8 GALS Admixture: - Time Batch Time: 8:15 Sample Time: 8:53 Finish Time: 8:56 Date Age Date Recd Tested (days) 10/26/2000 10/28/2000 3 10/26/2000 10/30/2000 3 10/26/2000 11/1/2000 7 10/26/2000 11/22/2000 28 10/26/2000 11/22/2000 28 10/26/2000 Days Nominal Specimen Size 4x8x0 4x8x0 4x8x0 4x8x0 4x8x0 Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Slump (inches) ASTM C -143: Air Content (%) ASTM C -231: Unit Weight (pcf) ASTM C -138: Concrete Temp. ( °F): Vt Client: Yes File: Yes P Others: Contractor: Break Types -- (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Report Date: November 27, 2000 Project #: 0-91M-13675-0 Inspector: LISE EDDY ameco INTER -GATE EAST 11 BUILDINGS A 12401 EAST MARGINAL WAY 099 -0438 TIMOTHY R. HYDEN MUELLER ENGINEERS NW N/A Actual 5" Ambient Temp. ( °F): 49 Weather: CLOUDY Remarks: REFERENCE REPORT# 47, SET 48. 67 Specs. 5" N/A N/A 50 -90 N/A Actual Area Compressive Strength Brk. Type/ % of (sq in) (lbs) (psi) Cure Req'd 12.56 56810 4520 CSP 129% 12.56 47770 3800 CSP 109% 12.56 68600 5460 CSH 156% 12.56 85280 6790 CSP 194% 12.56 82870 6600 CSH 189% HOLD Report of Compression Test Results Client: INTERGATE EAST 1I L.L.C., C/O SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 10/25/2000 Contractor: Placement: PANELS #29 -32, 13, 23, 21, 17. Strength (f'c): Required : 3500 psi @ 28 Days Inspector: DALE BLISSERD Mix ID: 6951 Actual Specs. Supplier: STONEWAY Slump (inches) ASTM C -143: 5" 5" Load #: Air Content ( %) ASTM C -231: N/A Truck #: 358 Unit Weight (pcf) ASTM C -138: N/A Ticket #: 171098 Concrete Temp. ( °F): 70 50 -90 Plant #: Batch Size: 9 YDS Water: - Admixture: Time Batch Time: 9:45 Remarks: REFERENCE REPORT #47, SET 49. Sample Time: 10:30 Finish Time: Test Result Actual Spec Date Age Nominal Area Compressive Strength Brk. Type / % of ID # ID Date Rec'd Tested (days) Specimen Size (sq In) (lbs) (psi) Cure Req'd 9101 A 10/26/2000 10/2812000 3 4x8x0 12.56 55050 4380 CSP 125% B 10/26/2000 10/30/2000 3 4x8x0 12.56 54770 4360 CSH 125% C 10/26/2000 11/1/2000 7 4x8x0 12.56 65990 5250 CSH 150% D 10/26/2000 11/22/2000 28 4x8x0 12.56 90740 7220 SH 206% E 10/26/2000 11/22/2000 28 4x8x0 12.56 81160 6460 SH 185% F 10/26/2000 HOLD Break Types -- (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed By Via L. Distribution Client: Yes Flle: Yes Producer: Yes Others: Report Date: November 27, 2000 Project #: 0 -91 M- 13675 -0 Ambient Temp. ( °F): 55 Weather: CLOUDY amece Project Name: INTER -GATE EAST 11 BUILDINGS A Project Address: 12401 EAST MARGINAL WAY Building Permit: 099 -0438 Project Mgr: TIMOTHY R. HYDEN Architect: MUELLER Engineer: ENGINEERS NW PO Number: N/A N/A Report of Compression Test Results Client: INTERGATE EAST 1I L.L.C., C/O SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE Mix and Field Data • Cast Date: 11/8/2000 Placement: POUR BACK, BUILDING B E @ 4. Strength (f'c): Required : 3000 . psi @ 28 Mix ID: 5500 Supplier: STONEWAY Load #: Truck #: 347 Ticket #: - Plant #: - Batch Size: 10 YDS Water: - Admixture: - Time Batch Time: 8:11 Sample Time: 10:30 Finish Time: 10:50 Test Result ID # 9232 Reviewed By Spec ID A B C Date Rec'd 11/9/2000 11/9/2000 11/9/2000 Date Age Nominal Tested (days) Specimen Size 11/15/2000 7 28 28 Vt6(1 Distribution Client: Yes File: Yes ASTM -C39 Days Remarks: REFERENCE REPORT #57, SET 55. 4x8x0 Actual Area (sq in) 12.56 Break Types -- (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Producer: Yes Others: Report Date: Project #: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Contractor: amec0 November 17, 2000 0 -91 M- 13675 -0 Inspector: LISE EDDY INTER -GATE EAST!! BUILDINGS A 12401 EAST MARGINAL WAY 099 -0438 TIMOTHY R. HYDEN MUELLER ENGINEERS NW N/A Actual Specs. Slump (inches) ASTM C -143: 4 4 Air Content ( %) ASTM C -231: N/A Unit Weight (pct) ASTM C -138: N/A Concrete Temp. (°F): 60 50 -90 Ambient Temp. ( °F): 45 N/A Weather: N/A Compressive Strength (Ibs) (psi) 56640 4510 Brk. Type/ % of Cure Req'd CSP 150% ••■■■••■ FILE COPY I understand that the Plan Check approvals are subject to errors and omissions anti Opprovt plans does not authorize thc • TECHNICAL INFORMATION REPORT Correckion Letter D99 - 0 International Gateway East II Group Health Cooperative December 15, 1999 Revised May 15, 2000 Our Job No. 7390 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 18215 72ND AVENUE SOUTH, KENT, WA 98032 • (425) 251-6222 • (425) 251-8782 FAX WWW.barghausen.com ft 0 L i 31 Tukwila, Washington RECEIVE) CITY 01 TUKWILA JUN -5 2000 PERMIT CENTER TECHNICAL INFORMATION REPORT International Gateway East II Group Health Cooperative Tukwila, Washington December 15, 1999 Revised May 15, 2000 Our Job No. 7390 RECEIVED err( OF TUKWILA JUN -52000 PERMIT CENTER ECE JUN -2 2000 L ANCE MUELLER & ASSrjr CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 18215 72ND AVENUE SOUTH, KENT, WA 98032 • (425) 251 -6222 • (425) 251.8782 FAX www.barghausen.com .0 . INTRODUCTION /GENERAL . INFORMATION The subject parcel is approximately 13 acres in size, and is located within the southwest quarter o Section 10, Township 23 North, Range 4 East, Willamette Meridian, City of Tukwila, King County, Washington. More specifically, the property is located at the southwest corner of the intersection of' East Marginal Way and South 124th Street. The enclosed vicinity map (Exhibit "A ") depicts the location of the proposed site. The subject parcel will be developed with two office /research buildings and associated paving, grading, drainage, utility, and landscape improvements (see Exhibit "B" Proposed Conditions Map). Currently, the northeastern portion of the site is a paved parking lot providing the existing Group Health Cooperative building across East Marginal Way additional parking area.: Group Health Cooperative plans to construct an on -site parking garage to compensate for stalls lost due to construction of the research/development facility. The remaining portion of the site consists mainly of scattered second growth alder, thick brush, prairie grasses, and small areas containing wetlands. The site slopes generally to the north ranging from 0 percent to 20± percent. Soils on site appear to c onsist mainly of till -type soils (see Exhibit "C" Existing Conditions Map). 7390.002 [BHE /,ass /sm AV •'s vim sr uttn OUNCE: THOMAS GUIOC MUTE .13 f.. �iE! -, ANIMAL .■ 5' at• SITE i VICINITY MAP ST B LA NORTH Mf I I I . Psi ip g� ali ss�'�I PR VA I ilia g � 0 utiii milli 'I of gg gg„ %g N 5 • e p 0 ®r pE ,�� ► ���sa� A�4. jellm 1311 „3:11' Mt • Yl4;111414 yet Rio two I N t% If. 1 18215 72ND AVENUE SOUTH KENT. WA 98032 (425)251 -6222 (425)251 -8782 FAX CMl ENGINEERING, LAND PUNNING, SURVEYING, ENVIRONMENTAL SERVICES -_- 4 ii DNpnoe 4L. Growl .ML t . AppovW ..00 Om .IvU34 * .................................................................. ................. .. .. ......... '45" __...... 5;•P VA 'o . J ........ Mor4.nt.l r•.w' wn■a N/A • •. • noa wh. : %: iD•b,: SL -S.i7 -i, 6 SABEY CORPORATION 101 ELUOTT AVE. WEST SUITE 330 SEATTLE, WASHINGTON 98119 -4200 (206) 281-8700 H I I 5 / Dot 00i By I CM. I DKR 100E PLAN REVISION APot. G RADING AND STORM DRAINAGE PLAN INTERNATIONAL GATEWAY EAST II GROUP HEALTH COOPERATIVE TUKWILA, WASHINGTON ti 01.0 • CI • • • • MK= 1111116 .. 0,1,,,,,,, L'4 100 LT 32' ulIOC.E Mai WI! __ mita :: IIN ..... , .k.. . MN' IIIIIINIMilan V.PiTtsA, WI rMAZIN5.1 :Elm ._:-.1 inFial we* fix ,, ,...;vi KE 'PerrEv 13111.22.0 Rt; ww tug .4 73. 55 BLOC% WALL 110.263 814-25.0 *OLAND urroanow LECEM LOCIPID. 10 WNW WSW 161 VOW NM •05 •17A •04 003 WENN WWWIS C0.810.1 Wow 'WNW( Mt w "INA_ - 111 E 1 PCIDE ) TOP OF POND.20.1:0 s. VIS. a-1960 SIAM WS. EL-1550 BOTTOM OF POW EL.15.013 LIVE STORAGE PROVIDED. 50.000 CF IRE STOWE REOURTED. 48.500 CF MET KIND VOLUME REWIRED. 42.560 CF • WET POND VOLUME PROVIDED. 44.000 CF ; -90u41. 093,-030 curb..15) 8 wwww 387050 er so. MOTH TOP 06.19.0 GRADING AND STORM DRAINAGE PLAN (PHASE 1) 4 0 . A . Crt =ma:127.v • s luth tra'k■r,-w ■.4 - ,-7;IT , j M P r ct. C9i61:11144F27."' RREI.17.1 • A. ac. -4- L Dot: • 94 112 ==15 11"..eMMEMONo. `" =was.. - - "%t-Trntr • eleasesst■ussoljemsmplasv. C13114 TYPE 1 RM.26.50 E.2.100 C8115 TYPE 1 818.26.50 CE148 TYPE 2-48' R9.1.20 00 (-20.25 (IV E (.2403 t) 00.17 TYPE 1 22.00 C8.18 TYPE 1 8111.23.00 IE*20.00 COM TYPE 1 1011.23 00 (..2030 STORM STRUCTURE DATA. CEW20 TYPE cease TYPE 2-48' C81121 TYPE 1 1011.213 00 4.1730 C8.22 TYPE 1 R111.19130 1E-16 00 C8123 TYPE 2-48' RIL1.25 OD (.16.50 CB124 TYPE 2-48' 833-2330 0 1E-1650 CB125 TYPE 2-48' 16U.24 50 IE.18 00 R04.21.70 3/50130 300(183 (1) (.5000 00 1011.1500 ( -1515 C8027 TYPE 2-54' sfscso LOG383 UNG L � .1530 FLO/ comma STRUCIRE SEE DEM MEET C8132 TYPE 2-54' R114.27.2 E .20.50 C8133 'TYPE 2-54' 06133 CONTROL STRUCTURE SEE DEM SHEET 4.20.50 C9034 TYPE 1 R16145.1 (.20.10 .4 2. ----------- - 3fAtod ass_51_31_11,7 17.417 - 3 33 Fic.3 0.4 ..340^. 17637 :10 -40 le Farl 16.25.5 I:14 irreso 535 O5C. .104n 0.5 • 8 (-Iota 30 CRP S ur cup • •: 00bing-? 10.29- (.1 coP 01 3 ( is' CWP 3) p --- 'of fi EL a" SD 1.1 1E 1".: S 1 If :k 50 DATE 0 35 30 RA1Z2.45 (.1465 (17 11E13. (IS I 1 % 3 I , 3 3 3 .33 • ‚3 % 33 3. • % 3 • 45,5.1 .• V41.C" u• 5 1 33 t ; % % % r t APPROVED R 81 arr a.a X Aa NWrWY 7390 sM<L C3 7 II ss I I I 1 e DO a NI q i 1:1101 gg g84 ZVI 151 13i A A . R . 1 IS rztv r,s tit . •sari • CPU 32 1 13' CPO i0.9S% • En NUMMI IlLUNINIUM iii -11 :311P min / cihrilal 'nR; .', • Ic Ext z# •...a;i 1 . r 9 4,11; 1 '4' 1 ' : £ .g ' .• ri } r 'Vt. � v ANA • rat r ;!S..vb...,!r " . r r ' ., r " li d a. .11.4. 0 tkS�i. f7'r�E, !, .W++l %.'�t 'G } ...... - a 4. • • -,. ��L i@ _ = = , nrr san.aalas <w mow. ∎r'a ,+.. : -- _-�u.n • 200.00' • • o o; • ; 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251 -6222 (425)251 -8782 FAX GML ENGINEERING, LAID PLANNING, SURVEYING, ENNRONMENTAL SERVICES 0 A _ • - :'•b -' l '� •0C• ,r =ice SABEY CORPORATION 101 ELLIOTT AVE. WEST SUITE 330 SEATTLE, WASHINGTON 98119 -4200 (206) 281 -8700 No. 0 /I0 /00 Dot. W KL as QK0 bw. SRE PUN tIMS10• GRADING AND STORM DAMAGE PLAN INTERNATIONAL GATEWAY EAST II GROUP HEALTH COOPERATIVE TUKWILA, WASHINGTON 111 ivvelarinammth mom • t ^ cdga• I •sir: Ce I 'L o O • ■ �1 1 1 4d n g BA 8m 4 PM a gi 454 *2 4 6 h N • 0 J �• • j... ` - 5 ............. : ?91..4 Qnels .... d• if • 200.00• • RC wRR �� RR R = =R c RaR a n3 AE • 5.5 � he 1;t „VI. • .; 15..5 X /.5. \ \I R 2/.5 • 16..5 r. .8.0 ` .`.. 50 \\ • 6.0 )3 .9.0 71.5 15 6.0 1 295\ 36A MO 5� /3.0' . . . 1.5.5 /9.0 /2,5 X 2/.5 „ r, 1 /4.5 /zo L X /6.5 X 250 e 1 7. 5 • 120 6.0 .8.0 x 7 11 .i ie .5.:) K /2.0 • r. • y r 6..5 X 70 X 8.0 .9.0 ,2i,5 75 x �. 11 7.5 p .4 r\ 8.0 8.5 X 5.5 x 6.0 X /1.5 •a ` �• /5.5 6.0 X X /65 I;4.i .f X /7.0 6.5 f • k``iJ l 3.5r • /4.0 �.._ _._ _ //, c - ,) i \,- ) ) 1 /5.0 /6.0 M 0 57. .. r • n,v.- H.urc:.161% 1? i' ti':&'' 3_' ai,'! n•.' i:,•, vt :aii.�'.�:l.di,.k,sxnmur..,,.• Part 1 PROJECT OWNEK'AND PROJECT ENGINEER Project Owner Sabev Corporation Address Phone Project Engineer Karl Lundberg Company Barghausen Consulting Engineers, Inc. Address /Phone 18215 - 72nd Avenue South Kent, WA 98032 / (425) 251 -6222 !Part 3 TYPE OF PERMIT APPLICATION ❑ Subdivision HPA ❑ Short Subdivision ❑ Grading • Commercial ❑ Other King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT ITIR) WORKSHEET Past; 2 : PROJECT LOCATION' A DESCRIPTION; Project Name Location Township 23 North Range 4 East Southwest Quarter Section 10 Part4:: OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ Shoreline Management ❑ COE 404 ❑ Rockery ❑ DOE Dam Safety ❑ Structural Vaults ❑ FEMA Floodplain ❑ Other ❑ COE Wetlands Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community Tukwila Drainage Basin Duwamish River Part 6 SITE CHARACTERISTICS ❑ River ❑ Floodplain ❑ Stream • Wetlands ❑ Critical Stream Reach ❑ Seeps /Springs ❑ Depressions /Swales 0 High Groundwater Table ❑ Lake 0 Groundwater Recharge 0 Steep Slopes ❑ Other 7390.002 [BEH/jss /sm] !,Ptirt Soil Type H ❑ Additional Sheets Attached Slopes Flat - Moderate Erosion Potential Low - Moderate Erosive Velocities Moderate .Part; `'DEVELOPMEN IM ITATIO N: LIMITATION /SITE CONSTRAINT REFERENCE 0 Ch. 4 - Downstream Analysis ❑ Additional Sheets Attached Part 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION • Sedimentation Facilities • Stabilized construction Entrance • Perimeter Runoff control • Clearing and Grading Restrictions • Cover Practices • Construction Sequence • Other MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION • Stabilize Exposed Surface • Remove and Restore Temporary ESC Facilities • Clean and Remove all Silt and Debris • Ensure Operation of Permanent Facilities ❑ Flag Limits of SAO and open space preservation areas ❑ Other 7390.002 [BEH/jss /sm) • • • • C. • • it...10 !...,`•••1•r•• r • •1-.1.•• .)! .55.1he . i• '..!. .1 O Grass Lined Channel CI Pipe System O Open Channel • Dry Pond • Wet Pond Facility Related Site Limitations Reference Facility • Tank O Vault • Energy Dissipater • Wetland O Stream Limitation O Infiltration O Depression CI Flow Dispersal O Waiver O Regional Detention Method of Analysis Compensation/Mitigati on of Eliminated Site Storage Brief Description of System Operation Route runoff through series of pipes/catch basins to to wet/detention pond. ' Part 11 ''...STRUCTUOALANALYSISH CI Cast in Place Vault • Retaining Wall • Rockery >4' High O Structural on Steep Slope O Other ^ • ' • Part 12 EASEMENTS/TRACTS • O Drainage Easement O Access Easement O Native Growth Protection Easement O Tract O Other • Piirt, 13 SIGNATURE OF PRO ENGINEER I or a civil engineer under by supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. Signed/Date 7390.002 [13EH/Jssism) The northeastern portion (±2.39 acres) of the site is currently paved parking areas for the existing Group Health Cooperative located across the street to the east. Currently, runoff from this parking area sheetflows generally in a northerly direction to a series of catch basins and is tightlined to a detention pond located in the northwest corner of the site Stormwater is then conveyed to the east in an easement adjacent to South 124th Street by a series of tightlines and catch basins and continues to the north along East Marginal Way South. The remaining portion of the site is currently undeveloped, and consists mainly of scattered second growth alder, thick brush, prairie grasses, and small areas containing wetlands. A portion of the site (±2:81 acres)'feeds an existing wetland located near the eastern property line The majority of the runoff appears to be collected to the north along 124th Street, then continues east through a series of catch basins and tightlines, and then to the north along East Marginal Way South. A small portion of the southeast corner of the site (0.55 acre) discharges off site to the northeast into an existing 30 -inch storm drain located behind the Circus Tavern.: The 30 -inch storm drain continues to the east, joining the existing tightline: system along East Marginal Way. Existing basins and flow patterns are depicted in Exhibit "C" - Existing Conditions Map.: It appears that the site receives an insignificant amount of upstream flow from portions of South 126th Street and South 35th Street, along the western and southern property lines. 7390.002 (BEH/jss /sm] O FF -SITE: ANALYSI complete Downstream Drainage Analysis, dated September 27, 1999, was completed by Barghausen onsulting Engineers, Inc., for this project and is included within this section, denoted as Exhibit E ' .e vel 1 Drainage Study) 7390.002 [BEH/Jss/sml OUR JOB NO. 7241 SEPTEMBER 27, 1999 REVISED: MAY 16, 2000 Prepared By. BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WASHINGTON 98032 (425) 251-6222 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES hive •01 C TABLE OF CONTENTS 1.0 PROJECT OVERVIEW 3 2.0 UPSTREAM DRAINAGE ANALYSIS 3 3.0 ON -SITE DRAINAGE ANALYSIS 3 4.0 DOWNSTREAM ANALYSIS DESCRIPTION AND PROBLEM SCREENING 3 5.0 RESEARCH REVIEW 4 5.1 Reconnaissance Summary Report 4 5.2 Critical Area Drainage Maps 4 5.3 Floodplain/Floodway FEMA Maps 4 5.4 Other Off -Site Analysis Reports 4 6.0 SENSITIVE AREA FOLIOS 4 7.0 SWM DRAINAGE INVESTIGATION 4 8.0 WETLAND INVENTORY MAPS 4 9.0 DETENTION/WATER QUALITY 5 10.0 CONCLUSION 5 EXHIBITS EXHIBIT A VICINITY MAP EXHIBIT B DRAINAGE AREA MAP EXHIBIT C OFF -SITE ANALYSIS DRAINAGE SYSTEM TABLE EXHIBIT D ASSESSOR'S MAP EXHIBIT E FLOW CONTROL APPLICATIONS MAP EXHIBIT F WATER QUALITY APPLICATIONS MAP EXHIBIT G BASIN STUDY EXHIBIT H SENSITIVE AREAS FOLIO EXHIBIT I WETLAND INVENTORY MAP EXHIBIT J KING COUNTY SOILS SURVEY EXHIBIT K PROPOSED CONDITIONS MAP EXHIBIT L DETENTION CALCULATIONS EXHIBIT M WATER QUALITY CALCULATIONS 1.0 PROJECT OVERVIEW The International Gateway East II project consists of two parcels of approximately 12.8 acres in size and is located within the Southwest quarter of Section 10, Township 23 North, Range 4 East, Willamette Meridian, City of Tukwila, King County, Washington. More specifically, the property is located at the southwest corner ofthe intersection ofEast Marginal Way and South 124th Street. The attached Vicinity Map (Exhibit A) depicts the location of the proposed site. The subject parcel will be developed with two research and development buildings and associated paving, grading, drainage, utility, and landscaping improvements. Currently the northeastern portion of the site is a paved parking lot providing the existing Group Health building across East Marginal Way additional parking area. Group Health plans to construct an on -site parking garage to compensate for stalls lost due to construction ofthe research/development facility. The western portion ofthe site consists mainly of second growth alder, thick brush, and some prairie grasses. The slopes within the site range from 0 percent to 20 percent. The field visit for this report was performed Friday, September 14, 1999. 2.0 UPSTREAM DRAINAGE ANALYSIS The site is bordered by East Marginal Way and developed commercial sites on the eastern property line and South 124th Street on the north and bordered by 35th Street along the west property line. The southern property line is bordered by South 126th Street. Based on review of the topographic maps provided to us by the City of Tukwila, as well as field reconnaissance, it appears that the site receives no upstream drainage from the property to the south. It appears that any upstream flow reaches South 126th Street and is diverted to the east away from the site. The limits of the upstream area tributary to South 126th Street are shown on the Drainage Area Map (see Exhibit B). Upstream drainage will continue to be bypassed upon development of the site. 3.0 ON - SITE DRAINAGE ANALYSIS Runoff from the paved portion of the site flows from the south to the north, being intercepted along the way by a series of catch basins and tightlines, eventually collecting within a catch basin located at the entrance of the parking lot. Stormwater is then conveyed from this catch basin to the west into an existing detention pond located along the north property line of the site by a 12 -inch tightline and an open ditch. This detention pond is located along South 124th Street and is approximately 200 feet long, 50 feet wide, and 4 feet to 5 feet deep. Currently, the pond is overgrown with thick vegetation, cattails, and some scattered alders. An existing ditch located within the property along South 124th Street appears to pick up some flow from the undeveloped portion of the site and convey it into the existing detention pond. This ditch is approximately 2 feet wide, 4 feet deep, 2:1 vertical side slopes, and vegetation/earth lined. The remaining runoff from the undeveloped portion of the site reaches the pond by a combination of sheetflow and concentrated shallow flow. The runoff is then routed out of the pond by an existing storm drain manhole located by the northeast corner of the detention pond. This manhole appears to convey the runoff to the east along South 124th Street via a 15 -inch storm drain pipe. Also, the manhole appears to overflow into an existing ditch located along South 124th Street. Based on field reconnaissance and conversations with John Howitt, City of Tukwila, this flow has no outlet and appears to infiltrate into the ground once it outlets into the ditch. 7142.001 [13HE/jss/mm] ..�.. «...v..n+. i'f.MN."iH1.LM'i1YiPi Y. 4- tRfiGyl' �U ATN' t( s�d7 W. M!f J1�lA" W' rAkn :T ✓Y�TwHLwafwnw1.�......�.�.. 4.0 DOWNSTREAM ANALYSIS DESCRIPTION AND PROBLEM SCREENING Once the stormwater flow leaves the site through the previously mentioned 15 -inch storm drain pipe, it is conveyed to the east along South 124th Street for approximately 390 feet, then outlets into an existing storm drainage manhole located along South 124th Street. The pipe then enlarges to 18 inches and continues east for approximately 75 feet where it outlets into an existing storm drain manhole located at the intersection of East Marginal Way and South 124th Street. The flow is then conveyed north out of this manhole via a 48 -inch storm drain along the western side of East Marginal Way South. According to John Howitt, the 48 -inch storm drain system may be conveying one branch of Riverton Creek through this area. This flow continues north for approximately 1,800 feet where it intersects with State Route 509 and is conveyed into the SR -509 ditch and continues in a north/northwesterly direction along SR -509. 5.0 RESEARCH REVIEW The following is a description of each resource reviewed in preparation of this Level 1 Drainage Analysis: 5.1 Reconnaissance Summary Report: This site is included in the Duwamish River Basin. Please see Exhibit E - Basin Study. 5.2 Critical Area Drainage Maps: According to the 1998 King County Surface Water Design Manual, Basic Water Quality Treatment and Level 1 Flow Control is required for the undeveloped portion of the site. For the developed portion of the site, detention calculations will be completed using the 1991 King County Surface Water Design Manual. 5.3 Floodplain/Floodway FEMA Maps: As indicated by the FEMA map, the proposed project site does not lie within a floodway or floodplain. Please see Exhibit H. 5.4 Other Off Analysis Reports: In review of the Basin Study (Exhibit H), a site investigation was conducted in preparation of this Level 1 Drainage Analysis. The U.S. Department of Agricultural Soils Conservation Service map does not cover the subject site. Please refer to Exhibit G. 6.0 SENSITIVE AREA FOLIOS After review of the King County Sensitive Area Folios it was evident that the subject site incorporates no sensitive areas, as indicated by the folios. See Exhibit F - Sensitive Area Folios. 7.0 SWM DRAINAGE INVESTIGATION After research and pursuant to verbal conversations with the City of Tukwila it appears that our site and our site's downstream does not incorporate any drainage complaints. 7142.001 [BHE/jss/mm] 9.0 DETENTION/WATER QUALITY • 8.0 WETLAND INVENTORY MAPS A review of the King County Wetland Inventory maps indicated that there are no recorded wetlands associated with the subject property. • Detention volume and flow release rates for the developed site will be determined separately for each half of the site as described below. Detention for the entire site will be designed in accordance with the 1998 KCSWDM. Level 1 Flow Control using King County routed time series methods is required. Pre-developed peak flows for the 2- and 10-year/24-hour design storms will be matched respectively, following development. the existing parking lot will be analyzed according to the redevelopment method. The remainder of the site will be counted as passive till, except the wetlands. Water quality will be provided by a wet/detention pond located in the northwest corner of the site. The wet pool volume will be designed in accordance with the 1998 KCSWDM requirements for basic wet pond design. The pond is sized for the entire research/development parcel, as well as future development on the parcel to the south of the property. 10.0 CONCLUSION • The proposed project will provide Level 1 Flow Control and Basic Water Quality Treatment. Because the proposed project incorporates King County and City of Tukwila design requirements, we feel there will be no adverse impact on areas downstream of the site. 7142.001 [1311E/jssimm] SOURCC, THOMAS GUMS VICINITY MAP NORTH /c'.0 FtC r • /5.5 /6.5 /5.5 ./75 /6.5 1•/7.5 x /65 7 .5 . 8.0 6. 7 • 1 I Ti. 5 7. .5 tn' 5T .� n j x /2.0 fit:: o /6.5 . x 75 • /2. .8.0 6.0 i 7.5 5.3 ( • 1• 9.0 x1 70 9.0 75 x X 8.0 7.5 9.0 /2.0 6.0 9.5 X 5.5 r A5 CulIivCited x /1.5 a• /5.5 '.34. 0 0 •1..� -' no one t'Y x / 6.5 1 ■ •`' � • • 6.0 I • r /5.5 r /70 6.5 • .._0 13.5 r X 0 ti /4.0 // 0 It /55 r 0 /3.0 A , /70 8.0 X ?STT N (" g2rMN cr 1 x /6.5 16.0 /6.5 2/.5 r 1' ' } ti'•` ), 1 2/..5 2 1 17.5 1 21.5 EX. CULVF I I I J .. 11 0 ftelz 1 260 -o 5': 1 ...' Skiii1361 7 - _' :,. - ' ,- ?-t - I3iiiiiere - Viiiaii, nt i Type ; Istime,"iiid:Siie. -,.......,t,, 7- '-'',.,,-. - -, . _... -.....f.„....:-.......- ' ' ,r.,- ,„.....,,,. ......... .„--• - 4 - 4 ".'-' : Description - e - ,c4e.'' Ea-f=1 --:••• . , .. --tf'iiiiiief .-.. : ' • -,:,-: . _ - -' - ii . tanc -. `f , s--.- ,:. -''' '.•:- • Discharge Existing ,.,-. :,- ...„..-,-, '•--- , Pro*iii•s•-•- - .7 . .• --- • - — - ' '' ::-.:„..:.. -- "... - .z ., Problems AIOS..; , ....4 Rritratilis, 0,1, et,., .,.- la -""--, ' ,‘--• - -7 5 . - 9.--= 'i (1149Sk.4... , :r.. .--- ,to, esiden -...,4,;g g- See Map Type: sheet flow, wale, stream, channel, pipe, pond; size, diameter, surface area Drainage basin, vegetation, cover, depth, type of sensitive area, volume % Ft Constrictions, under capacity. ponding, overtopping, flooding, habitat or organism destruction, scouring, bank sloughing, sedimentation, incision, other erosion Tributary area, likelihood of problem, overflow pathways, potential impacts 1 Existing detention pond. N/A On-site Heavily overgrown. No apparent problems. 2 Drainage ditch. 2:1 side slopes, grass/earth lined. Appears well maintained. Varies 0-100 Handles overflow from pond. Appears to infiltrate flow. 3 Control structure. Conveys flow to east along South 129th Street. N/A On-site Heavily overgrown. 0 Unable to open structure. 4 Tightline. 15" tightline enlarges to 18" at CB along South 129th Street. 1 % ± 0-365' No apparent problems. 5 SDMH. 18" SD from site goes into MH from west. N/A 365' Appears well maintained. 6 48" SD. Conveys flow out of MH to north along East Marginal Way. 1 % ± 365' + Conveys flow past 1/4 mile limit of analysis. Basin: Duwamish River OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Subbasin Name: Subbasin Number: 7142.002 [13HE./mm] c. .■ 3.• i•Ii1 •. Z i 5 1,G ° 1 0 11. ■% • BS '01/ +• ➢g'• 11 of . 6 • ,it‘60,1•v 7•/u: D •0 9 h ! 0 •ti • •. QS n S 00 J OS ' a 1 0 or . / 0 00Z • • e Si•7 �,I J X Y M . - m 3 � � ,Oil m . 1I/ 06 rl 0', • 0 i q 0 L/ to 04' m o f / 04. as • Si • 94 . L Z 9Z . 6Z :r c: 0 z FLOW CONTROL •MAP . • ..• : • •• • • • ,..;...;eortotauzaivioitio444' " • TTY D AREAS COUNT/ OF SEATAC s REE1 16 CORPORATE LIMITS ZONE X 0 0 c FEMA MAP CITY OF TUKWILA 530091 SITE 10 ..„ .. 'i : ...,..,.:: .',.. - :.•;::::. ...,;.'.:..'":::.:::.„;:...r: ',.::::„.:',.....,.. 'i:.:•,..:;:...,.r.::-,....,',1,.. ... . JUNE 198 :: - . •,:.;-•.‘,.":•..:.'... ',,,,,..."..,",.,,...:..:..:...,,;;;.;• •.:,,....'..: : .,, .....,,‘ .....:..:;„ .::. ..' ..:::.,..... '' • .... .. .. ,.,...... . _ •,:' ' .. •' -. ', ,, ', '.: - .. ':' • ,. '"„„ . .. •;.,..,.:.:•;:.::::::-..,,. , , , — .''''...,:"...:,:::::i..:::,.;,-..;."..-...,..:,.:.'••••::......".•••,...•:-...;:•....,:...::.",•••,.;,......:•,..."..,.....;:...7,''.:•,1:•.•.'.-...7.:..:.."..,.:7-;:,.':•.......,..',...:....... .:: • :,,, '. . : '''.., : '...', ..' . . .,. ..', ,, .": " • . - ,.., • , . „ . , , . . .„ . . ...,. .,.... ." ' . • • , .'",.... „ — •...'..'..'.....' , s...:- . .: , :. , .. , ..: , , - , , . • '''.' . . ,, . ','..?".,;„'•.-':. ' '.'..i••• .. „...... ...... . ' , ':',.. '',..,:•..'..,..,,.., • , . ,,,, „...:„..,,...., .,. , , ,„ , . • -.:•:,...•:.•-. Natural Resources and Parks Division and Surface Water Management Division King County, Washington Department of Public Works Don LaBelle, Director Surface Water Management Division • Joseph J. Simmler, Division Manager Jim Kramer, Assistant Division Manager Dave Clark, Manager, River & Water Resource Section Larry Gibbons, Manager, Project Management and Design Section Contributing Staff Doug Chin, Sr. Engineer Randall Parsons, Sr. Engineer Andy Levesque, Sr. Engineer Bruce Barker, Engineer Array Stonkus, Engineer Ray Steiger, Engineer Pete Ringen, Engineer Consulting Staff Don Spencer, Associate Geologist, Earth Consultants, Inc. John Bethel, Soil Scientist, Earth Consultants, Inc. P:CR King County Executive Tim Hill King County Council Audrey Gruger, District 1 Cynthia Sullivan, District 2 Bill Reams, District 3 Lois North, District 4 Ron Sims, District 5 Bruce Lain& District 6 Paul Barden, District 7 Bob Grieve, District 8 Gary Grant, District . 9 Paris, Planning and Resources Joe Nagel, Director Natural Resources and Parks Division Russ Cahill, Division Manager Bill Jolly, Acting Division Manager Derek Poon, Chief, Resources Planning Section Bill Eckel, Manager, Basin Planning Program Contributing Staff Ray Heller, Project Manager & Team Leader Matthew Clark, Project Manager Robert R. Fuerstenberg, Biologist & Team Leader Matthew J. Bruengo, Geologist Lee Benda, Geologist Derek Booth, Geologist Dyanne Sheldon, Wetlands Biologist Cindy Baker, Earth Scientist Di Johnson, Planning Support Technician Robert Radek, Planning Support Technician Randal Bays, Planning Support Technician Fred Bentler, Planning Support Technician Mark Hudson, Planning Support Technician Sharon Clausen, Planning Support Technician David Truax, Planning Support Technician Brian Vanderburg, Planning Support Technician Carolyn M. Byerly, Technical Writer Susanna Hornig, Technical Writer Virginia Newman, Graphic Artist Marcia McNulty, Typesetter Mildred Miller, Typesetter Jaki Reed, Typesetter Lela Lira, Office Technician Marty Cox, Office Technician TABLE OF CONTENTS INTRODUCTION III. FINDINGS IN DUWAMISH RIVER BASIN MAP Overview Effects of Urbanization Specific Problems 1. Erosion of channel banks and streambeds Flooding in some locations 3. Further degradation of water quality RECOMMENDATIONS A. Safeguard against continued erosion B. Improve overall effectiveness of surface water management . Improve habitat conditions, particularly in tributaries APPENDICES: APPENDIX A: Estimated Costs APPENDIX B: Capital Improvement Project Ranking APPENDIX C: Detailed Findings and Recommendations C -1 e• StA'. n' ;C.0 L • SUMMARY The Duwamish River Basin, in western King County, is intensely urbanized. Commercial and industrial land uses dominate the basin on either side of the Duwamish River and along its valley. Single - family residences are located along the valley walls and on the plateau above the valley; residential land uses are expected to reach saturation by the year 2000. In the process of urbanization, nearly all of the basin's tributaries have been piped and chan- neled. Outfall pipes within the tributary network are fitted with flap gates to minimize the effects of flooding when the Duwamish River rises during flood stages or as a result of tidal influences. Other alterations to the stream system in the lowland areas include the placement of numerous artificial channels and culverts underneath State Roads (SR) 99 and 599. These carry runoff from three major freeways, as well as from extensive parking Tots, one airfield (Boeing), and industrial areas, to the stream system. All wetlands except one have been eli- minated in the basin. Not surprisingly, there are serious environmental problems throughout the basin. The most serious of these, water quality, is being studied by numerous public agencies. The recon- naissance, which focused on drainage and erosion problems and resulting contamination of the stream system, identified several problems. First, bank erosion and maw - wasting were observed in many locations, the most serious instances occurring along steep valley walls. Second, flooding occurs in some places, most notably in the Allentown area. And third, degradation of the tributaries from sidehill drainage is one of many factors accounting for the fact that fish habitat is nearly nonexistent. The field team investigating the basin recommends that 1) erosion be slowed by implementing planning, engineering, and regulatory measures; 2) the general effectiveness of surface water management be improved with a combination of enhanced maintenance on existing facilities and the construction of new facilities where needed; and 3) habitat conditions be improved where feasible, particularly those related to poor water quality from sidehill drainage. II. INTRODUCTION: History and Goals of the Program In 1985 the King County Council approved funding for the Planning Division (now called the Natural Resources and Parks Division), in coordination with the Surface Water Management Division, to conduct a reconnaissance of 29 major drainage basins located in King County. The effort began with an initial investigation of three basins -- Evans, Soos, and Hylebos Creeks -- in order to determine existing and potential surface water problems and to recom- mend action to mitigate and prevent these problems. These initial investigations used available data and new field observations to examine geology, hydrology, and habitat con- ditions in each basin. Findings from these three basins led the King County Council to adopt Resolution 6018 in April 1986, calling for reconnaissance to be completed on the remaining 26 basins. The Basin Reconnaissance Program, which was subsequently established, is now an important ele- ment of surface water management. The goals of the program are to provide useful data with regard to 1) critical problems needing immediate solutions, 2) basin characteristics for use in the preparation of detailed basin management plans, and 3) capital costs associated with the early resolution of drainage problems. The reconnaissance reports are intended to provide an evaluation of present drainage con- ditions in the County in order to transmit information to policymakers to aid them in deve- loping more detailed regulatory measures and specific capital improvement plans. They are P:DU 1 not intended to ascribe in any conclusive manner the causes of drainage or erosion problems; instead, they are to be used as initial surveys from which choices for subsequent detailed engineering and other professional environmental analyses may be made. Due to the limited amount of time available for the field work in each basin, the reports must be viewed as descriptive environmental narratives rather than as final engineering conclusions. Recommendations contained in each report provide a description of potential mitigative measures for each particular basin; these measures might provide maximum environmental • protection through capital project construction or development approval conditions. The appropriate extent of such measures will be decided on a case -by -case basis by County offi- cials responsible for reviewing applications for permit approvals and for choosing among com- peting projects for public construction. Nothing in the reports is intended to substitute for a more thorough environmental and engineering analysis possible on a site - specific basis for any proposal. III. .FINDINGS IN THE DUWAMISH RIVER BASIN P:DU The field work in the basin was conducted in February 1987 by Ray Heller, resource planner, Lee Benda, geologist; and Arny Stonkus, engineer. Their findings and recommendations follow. A Overview of the Basin The part of the Duwamish River Basin under King County jurisdiction is located in western King County along the Interstate 5 (I -5) corridor, just south of Seattle and north of Tukwila (the basin's northern and southern boundaries, respectively). The western boundary abuts the Miller and Salmon Creek Basins, while the eastern boundary abuts the Lake Washington Basin. The basin contains the King County Airport at Boeing Field and portions of SR 99, 509, and 599 as well as 1 -5. Historically, the Duwamish River flowed north from the confluence of the Green and Black Rivers. The Black River no longer exists, but the Green River north of its historic confluence is still referred to as the Duwamish and this report identifies the associated basin as the Duwamish River Basin. The Duwamish River flows north through the communities of Allentown and South Park and through the Duwamish industrial area in south Seattle. The river -- known as the Duwamish Waterway near its mouth — splits around Harbor Island into the East and West Waterways before discharging into Elliott Bay, adjacent to downtown Seattle. The reconnaissance excluded subbasins wholly within the city of Seattle. The Duwamish River Basin is intensely urbanized, with commercial and industrial land uses predominating on either side of the river along the valley bottom. The sideslopes and plateaus above the valley are mainly used for single- family residences, with multi- family residential and commercial land uses also present in various locations. All of the unincorporated portion of this basin is within the Highline Community Planning Area, which lost population between 1970 and 1980. • The population level has stabilized and moderate growth is expected in all types of land use by the year 2000. Most future growth in commercial and industrial land uses will be in the river valley bottom currently used for these purposes. Single- family and multi - family housing will reach saturation on the valley sideslopes and on the upland plateau. Duwamish River Basin (continued) ..,...n..I Duwamish River Basin (continued) Dominant geologic and geomorphic features. The geology of the Duwamish River Basin consists of sedimentary and volcanic bedrock, glacial deposits of various ages and types, and alluvium in the valley bottoms. The major bedrock outcrops appear in the southern portion of the basin near Tukwila and consist of sandstones and intrusive volcanic rocks. Glacial sediments include undifferentiated pre- Vashon sand and gravel, Vashon till, recessional outwash sand, and glacio - fluvial sand and gravel. Till is found along most of the highlands and generally caps the drumlinoid hills. Recessional out - wash sand is interspersed throughout the till and is commonly found along shallow stream valleys and other depressional areas. Landslide deposits exist within steep - walled tributary valleys. Recent alluvium, composed of gravel, sand, and silt, fills the Duwamish Valley and the bottom of the tributary valleys. The morphology of the basin is dominated by the valley of the Duwamish River. The valley is cut into sedimentary and volcanic bedrock. While the Duwamish River once meandered across its floodplain on the valley floor, it now flows through a diked chan- nel, as do its tributaries. During the last several glaciations, sediments were deposited on the bedrock in the form of glacio - fluvial sand and gravel, recessional outwash sand, and till. These glacial deposits were shaped into drumlinoid hills, with axes trending northwest- southeast. Drainage channels in the uplands are not well developed or integrated. Where drainage was routed over the valley walls, deep narrow valleys were formed through the glacial sediments. Landslides formed hummocky and chaotic terrain along the steep walls of tributary valleys and of the Duwamish Valley. Hydrologic and hydraulic features. Several highly urbanized subbasins, all distinct in character from one another, make up the Duwamish River Basin. Some natural drainages display undisturbed riparian environments, while severe erosion, scouring, and downcutting typify others. The majority of the basin's tributaries are either piped or ditched as they approach the lowland areas and their confluences with the Duwamish River. Outfall pipes within the tributary network are usually fitted with flap gates to minimize the backwater effects of flooding in the river. Alterations to the stream system in the lowland areas include many artificial open channels and major culverts that cross SR 99 and 599. Drainages in the upper subbasins flow through natural swales, steep natural channels, and ravines, as well as through numerous culverts. Many of the streams flow peren- nially from groundwater sources. Reconnaissance revealed that natural storage systems are nearly nonexistent in this basin: There are no lakes and only one small wetland. Habitat characteristics. The fate of stream habitat and fish in this basin was deter- mined during the late 1800s through the 1950s. During this time the Duwamish floodplain was almost totally filled, and the river was dredged and diked. As already described, this process of urbanization completely eliminated the natural features of the river and its corridor. In addition, the discharge of oils and other toxicants from thousands of acres of industrial land and the dumping of domestic garbage (which is common although illegal) have produced serious water quality problems along the waterway. Water pollution has caused documented fish kills in recent years, resulting in fines against the responsible parties. In addition, Metro, King County, the Washington State Department of Ecology (DOE), and the U.S. Environmental Protection Agency P:DU 3 B. Effects of Urbanization in the Basin C. Specific Problems Identified P:DU 4 Duwamish River Basin (continued) (EPA) have initiated studies to better define problems and solutions in order to improve water quality along the river. No anadromous fish were found in any of the streams at the time of reconnaissance. Resident fish may exist but were not observed during the reconnaissance study. Streams on the valley slopes and upland plateau are also devoid of fish. The tribu- taries in these upland areas show evidence of damage from the high flows of urban runoff, contamination from garbage dumping, introduction of other toxicants, alterations, filling, and high sediment loads. Most streams have few pools or the large organic debris necessary for fish refuge. Two streams (Trib. 0002, 0003) do have some instream and riparian habitat structures (e.g., protective streamside vegetation, pools, and large organic debris) that might support trout. The possibility of enhancing these fish habitats should be explored and if feasible pursued. The same process of urbanization that has contaminated the waters of the Duwamish River Basin and destroyed most of the fish and fish habitat has also severely impacted the basin's drainage system. Erosion of channel beds and banks has produced heavy sediment loads, which have been carried down steep gradients and deposited on the valley floor. Deposition points have too often been within artificial conveyance systems, which have become clogged and constricted during times of heavy flaws. This inability of the drainage system to handle higher flows is particularly noticeable in the lower stretches of Tributaries 0001A, 00010, 0002, 0003, and 0003D. When high flows in the Duwamish river cause floodgates to close at tributary outfalls, flows that originate in the eastern subbasins back up in local conveyance systems in Allentown and cause flooding. Pipe outfalls exist at river miles 7.70 and 7.80. Highway contaminants produce many of the water quality problems in the basin. Most contaminants enter the stream and storm systems unabated by pollution- control devices such as oil /water separators. One drain pipe outfalls onto a steep slope at South 112th Street, just above SR 509. This pipe is discharging noticeable amounts of gasoline and oil from an unknown source, killing insects and plant life on the slope. As noted earlier, there are a number of public agencies presently studying the severe water quality problems present in the Duwamish River Basin. The goal of these studies is to recommend mitigation measures in the Duwamish Waterway. The reconnaissance work presented here focused primarily on drainage problems in the tributary subcatch- ments, with secondary emphasis given to water quality and habitat problems. 1. Erosion of channel banks and streambeds was found in numerous locations throughout the basin. However, urbanization is so advanced in this basin that development- related erosion is actually at a minimum. In general, streams and bluffs in the lower Duwamish River Valley are stable and show only moderate increases in erosion. Serious erosion found during reconnaissance was restricted to the steep - walled tributary valleys and areas along valley walls of the Duwamish River. For example: Duwamish River Basin (continued) a. Channel -bed erosion occurs on Tributary 00030 at river mile .95. The cause is uncontrolled urban runoff; the problem will continue if not addressed. b. Bank erosion and scouring occur on Tributary 0003E at river mile .00. Debris is building up at the headwall, causing flows to damage the bank. Increased storm flows from development are apparently the cause. c. Instream bank erosion is occurring on Tributary 0002 at river mile .55, with no apparent abatement. Bank erosion also is occurring along the channels of Tributaries 0002 and 0003, presumably from development- related increases in flows. Road embankment erosion is occurring on Tributary 0002E at the 47th Avenue and South 109th Street intersection. The resulting sediment is filling two 36 -inch culverts at the lower end. The flows will back up onto private property if the culverts are not cleaned. e. Hillside erosion is occurring at South 112th Street above SR 509, where a pipe discharges directly onto a steep slope. There is no energy dissipation for flows. f. Two landslides were observed on the valley wall beneath residences in the valley of Tributary 0002 at river mile .70. These may have occurred because of the stormwater that is routed directly onto steep slopes, a situation made worse by vegetation removal along the slope. Another landslide has occurred in bedrock at Tributary 0003, river mile .16, along the main valley of the Duwamish River. 2. Hooding occurs in some locations along the Duwamish River system. For example: a. Outfall from Allentown to the Duwamish (Trib. 0001, RM 7.70 and 7.80) will continue to back up when the floodgates are closed at times of high flows. b. Flooding of the storm system at the intersection of Eighth Avenue S and South 100th Street is being caused by sedimentation, which fills and constricts the pipes there. If allowed to continue, flooding could lead to accelerated road failure. 3. Water quality is being further degraded in several locations: a. The illegal but common practice of dumping domestic garbage in streams is very prevalent. Tributaries 0001E and 0001F both had large amounts of garbage in them. b. There are possible leakages of septic tanks into Tributary 0001F at river mile .12. The stream had a septic odor on the date it was examined. c. Sediment from an upstream fill is producing water quality problems on Tributary 0002A, river mile .15. Sediment in turn is filling pools. Downstream from the Glendale golf course on Tributary 0001E, there are P:DU 5 IV. RECOMMENDATIONS FOR ACTION Duwamish River Basin (continued) excessive amounts of sediment and algae in the water. Algae could be the result of fertilizers and sprays at the golf course. Controlling erosion and increasing the overall effectiveness of surface water management are the main goals in the Duwamish River Basin. A. Use planning and regulatory measures as a long -term safeguard against continued ero- sion and other mass - wasting. 1. Enforce the County's Sensitive Areas Ordinance and slope regulations along steep slopes of tributaries and the Duwamish River Valley. 2. Prohibit the routing of stormwater onto steep slopes without energy dissipation and other appropriate measures to control runoff in a safe, nonerasiive manner. 3. Designate attain portions of the tributary valleys as landslide hazard areas in the Sensitive Areas Map Folio. 4. Establish native growth protection easements in tributary valleys. This will make banks more stable and provide a source of large woody debris for energy dissi- pation in streams. Both are erosion - control measures. B. Improve the overall effectiveness of surface water management in the basin. 1. Increase maintenance of present conveyance facilities to assure they are functioning properly. a. Clean debris and silt from two 36 -inch culverts on Tributary 0002E at the 47th Avenue S and South 109th Street intersection in order to reduce moisture intrusion into the base course of the road. b. Repair the damaged manhole at the intersection of Eighth Avenue S and South 100th Street. Construct an inlet structure with sediment /silt control to alleviate overtopping of the channel and to prevent further destruction of the road. 2. Construct new facilities for conveyance and R/D as needed for flood control and overall drainage efficiency. a. install a pumping station in Allentown on Tributary 0001 at river miles 7.70-7.80 to reduce flooding when the Duwamish River is running high at the outfall of these two points. Pump flows into the Duwamish River. b. Tightline flows using energy dimipators at South 112th Street above SR 509 to disperse water beyond the steep slopes, which are now being eroded. P:DU 6 As a measure of additional storage, encourage the city of Tukwila to construct an RID facility on Tributary 0003G, near the intersection of 44th Street S and South 31st Place, to aid in controlling peak flows. Conveyance pipes in this vicinity are presently undersized. King County should wink with the cities of Seattle and Tukwila where drainage basins are shared. Some tributaries may call for basin plans. 4 . Surface: water management and discharges into the Goren and Duwamish Rivers should be coordinated with the principles and requirements of the Green River Management Agreement. Improve habitat conditions, where feasible, particularly those related to the contamination of tributaries by sidehill drainage. Improve enforcement of no dumping ordinances by King County and the city of Seattle. Duwamish River Basin (continued) Establish .stream corridor guidelines, including setbacks limiting dearing, and other regulatory measures as appropriate to protect the remaining habitat in the basin. P:DU 7 DUWAMISH RIVER BAb. Basin Boundary Subcatchment Boundary p Collection Point —•-- .Stream cool Tributary Number 411301 Proposed Project e NOTE All projects are located on map included in this report Project Number 1306 27 P:DU.APA Indicates project WAS identified by Surface Water Management office prior to reconnaissance. Collect. Point Project Description 1301* 7 Construct R/D-siltation pond adja- cent to 8th Ave. S. and between S 100th St. and S 96th St. (4 acre- . ft. of capacity). 1304 21 Installation of pump station. APPENDIX A ESTIMATED COSTS: PROPOSED CAPITAL IMPROVEMENT PROJECTS DUWAMISH RIVER BASIN Construct R/D facility at 133rd St. S and S Marginal Way E. A-1 Problem Addressed • Reduce downstream flooding and siltation. Reduce flooding in Allentown from con- veyance system backups when high flows occur in the Duwamish River. Reduce downstream flooding in Tukwila. Estimated Costs and Comments S140,000 (dependent on acquir- ing right-of-way from Seattle City Light) $100,000 $222,000 (dependent on land acquisition costs) APPENDIX B CAPITAL IMPROVEMENT PROJECT RANKING DUWAMISH RIVER BASIN RANK PROJECT NO. SCORE COST 1 1306 127 $222,000 2 1304 45 100,000 • 3 1301* 30 140,000 TOTAL $462,000 Indicates project was identified by the Surface Water Management Division prior to reconnaissance. Prior to the field reconnaissance of the Duwamish River Basin, five projects had been identified and rated using the CIP selection criteria developed by the Surface Water Management (SWM) and Natural Resources and Parks Divisions. Following the reconnaissance, three projects remain pro posed for this area Three projects were eliminated based on the consensus of the reconnaissance team. One of the projects has already been completed, one had no apparent problems, and the, other project could not be located. One project (1306) was added. The previous SWM capital improvement project list for the Duwamish River Basin had an estimated cost. of $1,280,000, while the revised cost estimate changes to $462,000 for the three projects. •This 64% reduction is due mainly to the elimination of three previously identified projects. The following table summarizes the scores and costs of the proposed CIPs for the Duwamish River Basin. • The projects were rated according to previously established SWM Program Citizen Advisory Committee criteria. The projects ranked below are those for which the first rating question, ELEMENT 1: "GO/NO GO," could be answered affirmatively. These projects can now be con- sidered for merging into the "live" CIP list. Any project scoring over 100 points should be con- sidered for incorporation into the six-year CIP list. P:DU.APB B-1 1 1 3 P:DU.APC All items listed here are located on final display in the offices of Surface Water Management. Building and Land Development, and Basin Planning. 4 0001 21 RM 7.70 & 7.80 9 Hydrology • Trib. & Collect. Existing Item' River Mile Point Category Prop. Proj. Conditions and Problems 7 Hydrology 1301 Flat area with stream meander under Seattle City Light transmission towers. SWM-proposed CIP site. 7 Hydrology Altered manhole (hole knocked into side). Sedi- ment buildup in system. Road failing just down- stream. APPENDIX C DETAILED FINDINGS AND RECOMMENDATIONS DUWAMISH RIVER BASIN Hillside above State Road 509 and below S 112th St. suffers from erosion caused by outfall. No energy dissipation. Hydrology 1304 Water backs up in con- veyance system into Allentown when the Duwamish rises and floodgates close. C -1 Anticipated Conditions and Problems None. Siltation of conveyance system will restrict flows in the future causing overtopping onto road and road failure. Increased scouring and incising of hillside; sediment /silt outwash onto SR 509 will worsen. No relief from Duwamish River high flows. Local flooding will continue from conveyance system backups. Recommendations Construct the proposed R/D and siltation- control facility if right- of-way can be obtained from City Light. Reconstruct the altered manhole to function as intended. Construct an inlet structure with sediment/ silt control to alleviate over- topping of the channel and to prevent further road destruction. Tightline pipe system beyond erosion - sensitive slopes. Construct an energy dissipator at outlet end of tightline. King County Roads should investigate this problem. Install a pumping station to reduce flooding of Allentown, near outfall points of RM 7.70 and 7.80. Trib. & Collect. Existing Item River Mile Point Category Prop. Proj. Conditions and Problems 5 0001B 6 0001E 8 Habitat RM 1.00 7 0001F 8 0002 RM .50 9 0002 RM .60 -.75 P:DU.APC 4 Habitat 22 Habitat 10 Habitat 10 Geology No visible problems in stream or stream corridor. Very little fish habitat due to excessive flows, erosion, sediment, and garbage. Algae is growing profusely in the stream, indicating possible nutrient loading from fertilizer at upstream golf course. Septic odor in stream and loads of garbage below 47th Ave. S. Ditched stream with check dams to reduce erosion and sedimentation. Streamside . banks are bare. Prehistoric landslide terrain. C -2 Anticipated Conditions and Problems Future development could encroach into the stream corridor and increase flows to erosive levels in the stream. Problem will continue. Problem will continue. Problem will continue. Removal of vegetation or routing stormwater over steep slopes may cause land- slides. Recommendations Coordinate with city of Seattle to establish and protect a stream corridor at least 25 ft. back from the top of the stream -bank on . each side of the stream. Existing and future flows should be kept at nonerosive levels. Basin plan should consider R/D facility in golf course above problem site to reduce existing and future flows. Future development runoff should be kept at nonerosive levels. - Require all future . residences to connect to sanitary sewer, if available. • Improve enforcement of no- dumping laws. - Notify Seattle -King County Health Dept. of problem. Revegetate banks. Restrict future development runoff to levels that are nonerosive in the downstream system. Map inner valley as landslide hazard in Sensitive Areas Map Folio (SAMF). Trib. & Collect. Existing Item River Mile Point Category Prop. Proj. Conditions and Problems 10 0002 RM.70 11 0002 RM.70 12 0002A RM.10 13 0002A RM.75 -.90 14 0002A RM.75 -.90 15 002A RM.95 P:DU.APC 10 Habitat 10 Geology 10 Habitat 10 Geology 10 Geology 10 Hydrology Ham Creek. Good trout habitat. Small pools and some large organic debris are present. Sediment is a problem. Two landslides beneath residences. Poor fish habitat. Lots of . algae growing within the stream. Lots of garbage, sediment from upstream fill and possible nutrients exhibited by the algae presence. No benthic organisms present. Landslide terrain. Channel bank erosion of moderate intensity. Undersized pipe capacity due to a partial siltation of the conveyance system. C -3 Anticipated Conditions and Problems Future development could increase flows, erosion, and resulting sediment that will fill pools and clog gravel. Stormwater has been piped down one landslide. Continued surface erosion. Possibility of future landslides. Conditions will continue. Removal of vegetation or rout- ing stormwater over steep slopes may cause landslides. Continued erosion. Continuation of present prob- lems, which will become more severe as pipe capacity diminishes with added silta- tion. Recommendations Restrict present and future develop- ment runoff to levels that are nonerosive in the stream system. Map valley landslide hazard in SAMF. Discourage or prohibit vegetation removal and routing of stormflow onto steep slopes. Remove or stabilize fill at upstream end of ravine. Map inner valley landslide hazard in SAMF. None. Check grate capacities for street drainage system. Remove flow obstructions in pipes. Trib. & Collect. Existing Item River Mile Point Category Prop. Proj. Conditions and Problems 16 • 0002E 17 . 0003 RM.10 18 0003D RM1.10 19 0003E RM.02 20 0003G RM.02 21 0003G RM.195 0003E RM.00 P:DU.APC Recommendations Increase maintenance of culverts. Problem has been referred to King _. County Roads Division. 22 Hydrology 15 Habitat 23 Habitat 27 Geology 27 Habitat 27 Hydrology/ Habitat Series of two 36 -in. cul- verts passing under road. Lower pipe almost silted in in at downstream end. Road erosion at turn radius of intersection. Septic odor from swales. Location is 47th Ave. S and S 109th St. Stream corridor and in- stream habitat seems ade- quate for trout. Anadromous usage blocked at tion. the river. Steep gradient, little fish habitat, corridor fairly stable. Bank erosion along both sides of channel. Upstream erosion has caused minor sedimentation just south of S 133 St. Some localized flooding also occurs. Severe downcutting and in- stream scouring of channel. C-4 Anticipated Conditions and Problems Water will overtop drainage . swale if sediment /silt build- up goes unchecked. Road will have water intrusion . also. Road failure is probable. Future development could increase flows to erosive levels, causing sedimenta- Future development could increase flows and instream erosion. Continued erosion. Future development could in- crease sediment problems in this area. Accelerated erosion will increase. Siltation of conveyance systems will in- crease flooding. Restrict future development : runoff to levels that are nonerosive in the downstream system. Restrict future development runoff to levels that are nonerosive in the downstream system. Resident should be asked to revege- tate bank. Sediment and R/D ponds could be constructed both north and south of S 133 St. Install energy dissipators in stream and vegetate banks where possible. Evaluate at time of basin planning as a habitat project. Recommendations . Construct an . R/D facility. City of Tukwila should .consider an RID facility for control of flows. - Investigate more thoroughly to determine if cause is stormwater from impervious surfaces above. - Add this section of hillslope to landslide hazard in the SAMF. Trib. & Collect. Existing Item River Mile Point Category Prop. Proj. Conditions and Problems 22 0003G 23 0003G -� 24 0003I P:DU.APC 27 Hydrology 1306 Incised stream segments. Downstream flooding in Tukwila. City of Tukwila. 26 Hydrology 31 Geology Horse pasture with old farm buildings. City of Tukwila. Landslide in . bedrock hollow directly above residence. Accelerated incision along with other adverse stream processes. Continued down- stream flooding in Tukwila. Undersized channels and pipes will back up flows. Continued surface erosion. Possible continued land - sliding (though minor). to \z‘Lol i t gliga 11 i ilil l du � , � 1= � ��i' iVlllliii! Mgr A •i• f 1911111110206i1.--M :.•'f ,SIN 19 r, 111111 M ∎ X11 Hi I i 111 n!1 1 � . , 1 Se fJ aui 1 1 111 ` ,� ` I ji 0l llllnlll�l . `. .! ilr i 111!!h , i.i Sil II 11 1 1I111l� �QQI�IIA l l i l l I��i� ��1 id Lawto Illelll r~,•: ti, . 1 1 1 11t°�[ . r1t1�11�1l1D11�11 r;:::_! Iii r�i9Li911�i1111 p�'i�11,c: : � • nliti tiro • )URCEI 1990 KING COUNTY SENSITIVE AREAL FOLIO 1 EROSION HAZARD AREAS 'ATTLI: NORTH OURCE: 1980 KING COUNTY SENSITIVE AREAS /OLIO a� �� �111�11ii;1�1111�!� 111 illAl►11�ji+��, E..� •,,,.''�C111Ii�llil.,.��! I{1(1�i ir.,,n� Ma Na vi a e i AillitisiitIMS Violet ``yy ii1i11 tiO!itir Vi 3II �q tfl4i� ! 11�e Bial 7����7MiYM���� ' ��Iy { �i��� ^% m o am in ; 'mgr.\ -It a aaaaal Alitmegya $ 111%,. Nia c a p 1111 _ ti.l;t{ as aw�>rlar� - 17fAikinii egg �•• ;Ic. 1 ? 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KM / kmarmah, 41111113911 Aiat tot, I elide- '" liflHtk WiS 11 rc - n o ,./ 1, haymow= 1111111111t 5111,1/111211111111111111/101 SOURCC: 1990 KING COUNTY SCNS1TIVC ANCA.9 FOLIO I .01 IIIV itENZI 7:13‘ 1 , 1 • 11..... 1 Ix; • ). 111111 3 'ATTL.1.: Saw STREAMS AND 100 YEAR FLOODPLAINS NORTH Y .. •■ rm i•• urr.......1. •„_gup ok wastetiwaviiii o 440041-'4 I': V :. f Ids lOW - - -r 111110 01111111t, OUR 1110 KING COUNTY SCNSITIVC ARCAS FOLIO � X05 w alithrgAillorm en iii "VIM ill n 1r !IOW all w MI .as`Vwlii €1 �llIfiliM li�, `: ,Y Orans Ilk% irglitliar irzuliiMinigaiR117:01:7!81, :_, . . t al• /al 1 ,b6....=A WAIA.N.L ' \ "" rj li � � i a �� a 4� aNtiEt tiiitai to •- � L tom 11 II It .011114 ^ j , 11k11(�fl��� _ LANDSLIDE HAZARD AREAS • NORTH 1 Duwamish River Lower Green River Green River Basin UNITED STATES DEPARTMENT OF AGRICULTURE Soil Conservation Service in cooperation with WASHINGTON AGRICULTURAL EXPERIMENT STATION Issued November 1973 GUIDE TO MAPPING UNITS For a full description of a napping unit, read both the description of the mapping unit and that of the soil series to which the mapping unit belongs. See table 6, page 70, for descriptions of woodland groups Other - .r is given in .tables as follows: Acreage and extent, table 1, page 9. Engineering uses of the soils, tables 2 and 3, pages 36 through SS. Town and country planning, table 4, page 57. Recreational uses, table 5, page 64. Estimated yields, table 7, page 79. Woodland Described Capability unit group Map on �• symbol Mapping unit page Symbol Page Symbol AgB Alderwood gravelly sandy loam, 0 to 6 percent siopes----- ----- 10 IVe -2 76 3d2 AgC Alderwood gravelly sandy loam, 6 to 15 percent slopes 8 IVe -2 76 3d1 AgD Alderwood gravelly sandy loam, 15 to 30 percent slopes 10 VIe -2 78 3d1 AkF Alderwood and Kitsap soils, very steep 10 VIIe -1 78 2d1 ABB Arents, Alderwood material, 0 to 6 percent slopes 1/ 10 IVe -2 76 3d2 AmC Arents, Alderwood material, 6 to 1S percent slopes 1/ 10 IVe -2 76 3d2 An Arents, Everett material 1/ 11 IVs -1 77 3f3 BeC Beausite gravelly sandy loam, 6 to 1S percent slopes 11 IVe -2 76 3d2 BeD Beausite gravelly sandy loam, 15 to 30 percent slopes 12 VIe -2 78 3d1 BeF Beausite gravelly sandy loam, 40 to 75 percent slopes 12 VIIe -1 78 3d1 Bh Bellingham silt loam- 12 IIIw -2 76 3w2 Br Briscot silt loam 13 IIw -2 75 3w1 Bu Buckley silt loam- 13 IIIw -2 76 4w1 Cb Coastal beaches 14 VIIIw -1 78 - -- Ea Earlaont silt loam- 14 IIw -2 75 3w2 Ed Edgewick fine sandy loam 15 IIIw -1 75 2o1 EvB Everett gravelly sandy loam, 0 to 5 percent slopes 15 IVs -1 77 3f3 EvC Everett gravelly sandy loam, 5 to 15 percent slopes 16 VIs -1 78 3f3 EvD Everett gravelly sandy loam, 15 to 30 percent slopes 16 Vle -1 77 3f2 B+C * Everett- Alderwood gravelly sandy loams, 6 to 1S percent slopes 16 VIs -1 78 3f3 . Indianola loamy fine sand, 0 to 4 percent slopes 17 IVs -2 77 4s3 ..0 ;dianola loamy fine sand, 4 to 15 percent slopes 16 IVs -2 77 4s3 .3dianola loamy fine sand, 15 to 30 percent slopes 17 VIe -1 76 4s2 K p atsap silt loam, 2 to 8 percent slopes 17 IIIe -1 75 2d2 KpC Kitsap silt loam, 8 to 15 percent slopes 18 IVe -1 76 2d2 KpD Kitsap silt loam, 1S to 30 percent slopes 18 VIe -2 78 2d1 KsC Klaus gravelly loamy sand, 6 to 15 percent slopes 18 VIs -1 78 3f1 Ma Mixed alluvial land 18 VIw -2 78 201 NeC leilton very:gravelly loamy sand, 2 to 15 percent slopes 19 VIs -1 78 3f3 Ng Newberg silt loam 1 19 IN-1 74 201 Nk Nooksack silt loam 20 IIw -1 74 201 No ' Norma sandy loam 20 IIIw -3 76 3w2 Or Orcas peat 21 VIIIw -1 78 - -- Os Oridia silt loam- 21 IIw -2 7S 3w1 OvC Ovall gravelly loam, 0 to 15 percent slopes 22 IVe -2 76 341 OvD Ovall, ' gravelly loam,' 15 to 25 percent slopes 23 VIe -2 78 3d1 OvF Ovall gravelly loam, 40 to 75 percent slopes 23 VIIe -1 78 3d1 Pc Pil chuck loamy fine sand 23 VIw -1 78 2s1 Pk Pilchuck fine sandy loam 23 IVw -1 76 2s1 Pu Puget silty clay loam 24 IIIw -2 76 3w2 Py Puyallup fine sandy loam . IN-1 74 201 RaC Ragnar fine sandy loam, 6 t 15 percent slopes 25 IVe -3 77 4s1 RaD Ragnar fine sandy loam, 15 to 25 percent slopes 26 VIe -2 78 4s1 RdC Ragnar- Indianola association, sloping: 1/ 26 -- - -- Ragnar soil- -- IVe -3 77 4s1 Indianola soil -- IVs -2 77 4s3 RdE Ragnar- Indianola association, moderately steep: 1/ 26 -- - -- Ragnar soil -- VIe -2 78 4s1 Indianola soil VIe -1 77 4s2 U. S. GOVERNMENT PRINTING OFFICE : 1973 0 - 466 -266 Renton silt Rivemwash Salal silt loam Swish silt loam Seattle muck Shelter mud( • Si silt loam Snohomish silt loamr Snohomish silt loam, thick surface variant Sultan silt loam • 1kwili muck • Urban land • Woodinville silt loam Mapping unit GUIDE 70 MAPPING UNITS--Continued Described on page 26 27 27 27 28 29 29 30 31 31 32 33 33 Symbol IIIw-1 VIIIw-1 IIw-1 Ilw-2 IIw-3 Ilw-3 IIw-1 lIw-2 IIw-2 IIw-3 I1w-2 Page 75 78 74 75 75 75 74 75 76 74 7S 75 11 - 1he composition of these units is more, varieble than that of the others in the Area, but it has been ontrolled well enough to interpret for the expected use of the soils. SOILS MAP (SOILS MAP OF SITE AREA NOT AVAILABLE) NORTH 1 . MMIMMO !!!!!! MMOMMO 4!1!! z 444140 ig!!!! ;; ;1 P i w ' II m il M Is_ w i1 ::3r:: ' i'LLr • 11E 1 1 1 1 1 I grid 1 1 1 1 1 1 1 1 • d►'.. •7 , Y1 L..Y JJ.w ri Ji. L/ .'`t :■=ii iAa/16.11:1.1..;11.1 w�Ja IaNNI.i ∎ Sift : \ ‘. :>•l ` ^. 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T.1,174 mErr-- • 1 i • -42 7 7 • c z 11 0 0 ---- -- • V. ...... • IT: 11. I , In I F3, IL 33 z 0 z cn 33 33 0 -0 .. . ..ma«xirntus ainctriMeM4OiOaaic'reaueAuttei.... ~ PERVIOUS BASIN SIZE: SOIL TYPE: GROUND COVER: CN # : RAINFALL TOTALS: SEATAC/LANS CO. Tc CALCS: 1st LEG: 2nd LEG: 3rd LEG: PERVIOUS BASIN SIZE: SOIL TYPE: GROUND COVER: CN # : RAINFALL TOTALS: SEATAC /LANS CO. Tc CALCS: 1st LEG: 2nd LEG: 3rd LEG: Group Health 7241 BHE 7/29/99 Project Name: Project Number: Engineer: Date: EDITION OF KING COUNTY SURFACE WATER DESIGN MANUAL: PREDEVELOPED CONDITIONS 2.921 TILL FOREST NA NA NA NA NA NA 1 2yr 10yr 25yr 50yr 100yr NA NA NA POSTDEVELOPED CONDITIONS 0.5841 TILL GRASS NA NA NA NA NA NA 1 2yr 10yr 25yr 50yr 100yr NA NA NA Basin Assumption Worksheet 19981 IMPERVIOUS BASIN SIZE: SOIL TYPE: GROUND COVER: CN #: RAINFALL TOTALS: SEATAC /LANS CO. Tc CALCS: 1st LEG: 2nd LEG: 3rd LEG: IMPERVIOUS BASIN SIZE: SOIL TYPE: GROUND COVER: CN # : RAINFALL TOTALS: SEATAC /LANS CO. Tc CALCS: 1st LEG: 2nd LEG: 3rd LEG: NA 2yr 10yr 25yr 50yr 100yr 2.3361 NA IMP NA NA NA NA NA NA 1 2yr 10yr 25yr 50yr 100yr NA NA NA COMMENTS /ASSUMPTIONS: 1) WE ASSUMED 80% IMPERVIOUS FOR THE POST DEVELOPED CONDITIONS 2) SIZING WORKSHEET FOR THE PORTION OF THE SITE THAT IS UNDEVELOPED AT THE MON Retention /Detention Facility Type of Facility: Detention Pond Side Slope: 2.00 H:1V Pond Bottom Length: 105.18 ft Pond Bottom Width: 52.59 ft Pond Bottom Area: 5531. sq. ft Top Area at 1 ft. FB: 9086. sq. ft 0.209 acres Effective Storage Depth: 4.00 ft Stage 0 Elevation: 100.00 ft Storage Volume: 27429. cu, fJ ( rotUM� CEQC.'Z' 0.630 ac -ft Riser Head: 4.00 ft Riser Diameter: 18.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 1.36 0.100 2 2.80 1.18 0.041 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage (ft) (ft) (cu. ft) (ac -ft) (cfs) 0.00 100.00 .0. 0.01 100.01 55. 0.03 100.03 166. 0.04 100.04 222. 0.06 100.06 333. 0.07 .100.07 389. 0.08 100.08 445. 0.10 100.10 556. 0.11 100.11 612. 0.13 100.13 724. 0.23 100.23 1289. 0.33 100.33 1860. 0.43 100.43 2437. 0.53 100.53 3021. 0.63 100.63 3611. 0.73 100.73 4207. 0.83 100.83 4811. 0.93 100.93 5420. 1.03 101.03 6036. 1.13 101.13 6659. 1.23 101.23 7288. 1.33 101.33 7924. 1.43 101.43 8566, 1.53 101.53 9216. 1.63 101.63 9871. 1.73 101.73 10534. 1.83 101.83 11203. 1.93 101.93 11879. Discharge Percolation (cfs) 0.000 0.000 0.00 0.001 0.006 0.00 0.004 0.008 0.00 0.005 0.010 0.00 0.008 0.012 0.00 0.009 0.013 0.00 0.010 0.015 0.00 0.013 0.016 0.00 0.014 0.017 0.00 0.017 0.018 0.00 0.030 0.024 0.00 0.043 0.029 0.00 0.056 0.033 0.00 0.069 0.036 0.00 0.083 0.040 0.00 0.097 0.043 0.00 0.110 0.045 0.00 0.124 0.048 0.00 0.139 0.051 0.00 0.153 0.053 0.00 0.167 0.055 0.00 0.182 0.058 0.00 0.197 0.060 0.00 0.212 0.062 0.00 0.227 0.064 0.00 0.242 0.066 0.00 0.257 0.068 0.00 0.273 0.069 0.00 Surf Area (sq. ft) 5531. 5537. 5550. 5556. 5569. 5575. 5582. 5594. 5601. 5613. 5677. 5741. 5805. 5870. 5935. 6000. 6066. 6132. 6198. 6265. 6332. 6399. 6466. 6534. 6602. 6671. 6740. 6809. vN .vn Y.W:t-.'ac inietB 2.03 2.13 2.23 2.33 2.43 2.53 2.63 2.73 2.80 2.81 2.82 2.84 2.85 2.86 2.87 2.89 2.90 2.91 3.01 3.11 3.21 3.31 3.41 3.51 3.61 3.71 3.81 3.91 4.00 4.10 4.20 4.30 4.40 4.50 4.60 4.70 4.80. 4.90 5.00 5.10 5.20 5.30 5.40 5.50 5.60 5.70 5.80 5.90 6.00 102.03 102.13 102.23 102.33 102.43 102.53 102.63 102.73 102.80 102.81 102.82 102.84 102.85 102.86 102.87 102.89 102.90 102.91 103.01 103.11 103.21 103.31 103.41 103.51 103.61 103.71 103.81 103.91 104.00 104.10 104.20 104.30 104.40 104.50 104.60 104.70 104.80 104.90 105.00 105.10 105.20 105.30 105.40 105.50 105.60 105.70 105.80 105.90 106.00 Hyd Inflow Outflow 1 1.23 2 0.62 3 0.63 4 0.66 5 0.74 Target * * * * * ** 0.14 * * * * * ** * * * * * ** Calc 0.95 0.43 0.14 0.13 0.12 12562. 13251. 13948. 14651. 15361. 16078. 16802. 17533. 18049. 18123. 18197. 18345. 18419. 18493. 18568. 18717. 18791. 18866. 19616. 20374. 21138. 21910. 22689. 23475. 24268. 25068. 25875. 26690. 27429. 28257. 29093. 29936. 30786. 31644. 32509. 33382. 34262. 35149. 36044. 36946. 37856. 38774. 39699. 40631. 41572. 42520. 43475. 44439. 45410. Peak Stage Elev 4.14 104.14 4.06 104.06 3.98 103.98 3.63 103.63 3.44 103.44 0.288 0.071 0.00 0.304 0.073 0.00 0.320 0.075 0.00 0.336 0.076 0.00 0.353 0.078 0.00 0.369 0.079 0.00 0.386 0.081 0.00 0.403 0.083 0.00 0.414 0.084. 0.00 0.416 0.084 0.00 0.418 0.085 0.00 0.421 0.087 0.00 0.423 0.089 0.00 0.425 0.092 0.00 0.426 0.095 0.00 0.430 0.096 0.00 0.431 0.097 0.00 0.433 0.098 0.00 0.450 0.104 0.00 0.468 0.109 0.00 0.485 0.114 0.00 0.503 0.118 0.00 0.521 0.122 0.00 0.539 0.126 0.00 0.557 0.129 0.00 0.575 0.132 0.00 0.594 0.136 0.00 0.613 0.139 0.00 0.630 0.142 0.00 0.649 0.606 0.00 0.668 1.450 0.00 0.687 2.550 0.00 0.707 3.850 0.00 0.726 5.320 0.00 0.746 6.750 0.00 0.766 7.280 0.00 0.787 7.770 0.00 0.807 8.240 0.00 0.827 8.680 0.00 0.848 9.100 0.00 0.869 9.490 0.00 0.890 9.880 0.00 0.911 10.250 0.00 0.933 10.600 0.00 0.954 10.950 0.00 0.976 11.280 0.00 0.998 11.600 0.00 1.020 11.920 0.00 1.042 12.220 0.00 (Cu -Ft) 28593. 27939. 27277. 24418. 22898. Storage (Ac -Ft) 0.656 0.641 0.626 0.561 0.526 6878. 6948. 7018. 7088. 7159. 7230. 7301. 7373. 7424. 7431. 7438. 7452. 7460. 7467. 7474. 7489. 7496. 7503. 7576. 7648. 7722. 7795. 7869. 7943. 8018. 8093. 8168. 8243. 8311. 8387. 8464. 8541. 8618. 8695. 8773. 8851. 8929. 9007. 9086. 9166. 9245. 9325. 9405. 9486. 9567. 9648. 9730. 9811. 9893. 0.39 0.08 0.08 2.75 102.75 17715. 0.07 2.02 102.02 12482. 0.07 1.84 101.84 11288. 0 ******* • 0.59 ******* Route Time Series through Facility Inflow Time Series File:7241developed.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: Peak Outflow Discharge: Peak Reservoir Stage: Peak Reservoir Elev: Peak Reservoir Storage: Flow Frequency Analysis Time Series •File:rdout.tsf FToject Location:Sea-Tac - - -Annual Peak Flow Rate Rank (CFS). 0.427 2 - 0071 7 ' 0.123 5 0.068 8 0.083 6 0.130 4 0.141 3 0.944 1 Computed Peaks Flow Rates--- Time of Peak 2/09/01 16:00 12/28/01 17:00 2/28/03 7:00 8/26/04 6:00 1/05/05 15:00 1/18/06 23:00 11/24/06 8:00 1/09/08 9:00 Flow Frequency Analysis - - Peaks - - Rank Return (CFS) (ft) Period 0.944 4.14 1 100.00 0.427 4.06 25.00 0.141 3.98 3 10.00 0.130 3.63 4 5.00 0.123 3.44 3.00 2.00 1.30 0.068 1.84 8 1.10 50.00 0.287 • ; Prob 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 PERVIOUS BASIN SIZE: SOIL TYPE: GROUND COVER: CN # : RAINFALL TOTALS: SEATAC/LANS CO. Tc CALCS: 1st LEG: 2nd LEG: 3rd LEG: PERVIOUS BASIN SIZE: SOIL TYPE: GROUND COVER: CN # : RAINFALL TOTALS: SEATAC/LANS CO. Tc CALCS: 1st LEG: 2nd LEG: 3rd LEG: Group Health 7241 BHE 7/29/99 Project Name: Project Number: Engineer: Date: EDITION OF KING COUNTY SURFACE WATER DESIGN MANUAL: PREDEVELOPED CONDITIONS C 2.931 FOREST 81 2.0 IN 2.95 IN NA NA 4.0 IN NA 2yr 10yr 25yr 50yr 100yr 300 LF S.F. © 2.0% 1 150 LF CONC. S.F. © 1.0% 1 NA POSTDEVELOPED CONDITIONS C 0.5861 GRASS 86 2.0 IN 2.90 IN NA NA 4.0 IN NA 2yr 10yr 25yr 50yr 100yr 100 LF S.F. @2.60% 1 730 LF PIPE FLOW © 2.0% NA Basin Assumption Worksheet 19911 IMPERVIOUS BASIN SIZE: SOIL TYPE: GROUND COVER: CN # : RAINFALL TOTALS: SEATAC/LANS CO. Tc CALCS: 1st LEG: 2nd LEG: 3rd LEG: IMPERVIOUS BASIN SIZE: SOIL TYPE: GROUND COVER: CN # : RAINFALL TOTALS: SEATAC /LANS CO. Tc CALCS: 1st LEG: 2nd LEG: 3rd LEG: NA 2yr 10yr 25yr 50yr 100yr 2.3441 NA IMP 98 2 IN 2.9 IN NA NA 4 IN NA 2yr 10yr 25yr 50yr 100yr 100 LF S.F. @ 2.60% 730 LF S.F. @ 2.0% NA COMMENTS /ASSUMPTIONS: 1) WE ASSUMED 80% IMPERVIOUS FOR THE POST DEVELOPED CONDITIONS 2) SIZING WORKSHEET FOR THE EX. PARKING LOT, ASSUMING UNDEVELOPED CONDITIONS C 9/28/99 4:46:22 pm Shareware Release GROUP HEALTH PRELIMINARY POND CALCULATIONS JOB #7241 BASIN ID: Al SBUH METHODOLOGY TOTAL AREA 2.93 Acres RAINFALL TYPE TYPE1A PRECIPITATION 2.00 inches TIME INTERVAL 10 00 min BASIN ID: A2 SBUH METHODOLOGY TOTAL AREA • 2.93 Acres RAINFALL TYPE • TYPE1A PRECIPITATION • 2.90 inches TIME INTERVAL 10.00 min BASIN SUMMARY NAME: 2YR PREDEVELOPED NAME: 10YR PREDEVELOPED BASEFLOWS: 0.00 cfs PERV. AREA..: 2.93 Acres CN 81.00 TC 70.41 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 300.00 ns:0.4000 p2yr: 2.00 s:0.0200 TcReach - Shallow L: 150.00 ks:5.00 s:0.0100 PEAK RATE: 0.14 cfs VOL: 0.15 Ac -ft TIME: 550 min BASEFLOWS: 0.00 cfs PERV AREA..: 2.93 Acres CN • 81.00 TC 70.41 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 300.00 ns:0.4000 p2yr: 2.00 s:0.0200 TcReach - Shallow L: 150.00 ks:5.00 s:0.0100 PEAK RATE: 0.35 cfs VOL: 0.30 Ac -ft TIME: 540 min BASIN ID: A3 SBUH METHODOLOGY TOTAL AREA • 2.93 Acres RAINFALL TYPE • TYPE1A PRECIPITATION • 4.00 inches TIME INTERVAL 10.00 min NAME: 100YR PREDEVELOPED BASEFLOWS: 0.00 cfs PERV AREA..: 2.93 Acres CN • 81.00 TC 70.41 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 300.00 ns:0.4000 p2yr: 2.00 s:0.0200 TcReach - Shallow L: 150.00 ks:5.00 s:0.0100 PEAK RATE: 0.67 cfs VOL: 0.52 Ac -ft TIME: 490 min page IMP 0.00 Acres 0.00 0.00 min IMP 0.00 Acres 0.00 0.00 min IMP 0.00 Acres 0.00 0.00 min »...... w. .r.w�m ++.nr.,�o.YFT.g1i�4G1WeMV tF. M+nNwww.4.umv�+w�N«wr�w.�...... .. . •. • 9/28/99 4:46:22 pm Shareware Release page 2 GROUP HEALTH PRELIMINARY POND CALCULATIONS JOB #7241 BASIN SUMMARY NAME: 2YR POSTDEVELOPED BASIN ID: A4 SBUH METHODOLOGY TOTAL AREA 2.93 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERV IMP PRECIPITATION • 2.00 inches AREA..: 0.59 Acres 2.34 Acres TIME INTERVAL • 10.00 min CN 86.00 98.00 TC 10.00 min 6.30 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 100.00 ns:0.0110 p2yr: 2.00 s:0.0260 TcReach - Channel L: 730.00 kc:21.00 s:0.0200 impTcReach - Sheet L: 100.00 ns:0.0110 p2yr: 2.00 s:0.0260 impTcReach - Channel L: 730.00 kc:21.00 s:0.0200 PEAK RATE: 1.04 cfs VOL: 0.39 Ac -ft TIME: 480 min BASIN ID: A5 NAME: 10YR POSTDEVELOPED SBUH METHODOLOGY TOTAL AREA • 2.93 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE • TYPE1A PERV IMP PRECIPITATION 2.90 inches AREA..: 0.59 Acres 2.34 Acres TIME INTERVAL 10.00 min CN 86.00 98.00 TC 10.00 min 6.30 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 100.00 ns:0.0110 p2yr: 2.00 s:0.0260 TcReach - Channel L: 730.00 kc:21.00 s:0.0200 impTcReach - Sheet L: 100.00 ns:0.0110 p2yr: 2.00 s:0.0260 impTcReach - Channel L: 730.00 kc:21.00 s:0.0200 PEAK RATE: 1.59 cfs VOL: 0.60 Ac -ft TIME: 480 min BASIN ID: A6 NAME: 100YR POSTDEVELOPED SBUH METHODOLOGY TOTAL AREA • 2.93 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERV IMP PRECIPITATION 4.00 inches AREA..: 0.59 Acres 2.34 Acres TIME INTERVAL 10.00 min CN 86.00 98.00 TC 10.00 min 6.30 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 100.00 ns:0.0110 p2yr: 2.00 s:0.0260 TcReach - Channel L: 730.00 kc:21.00 s:0.0200 impTcReach - Sheet L: 100.00 ns:0.0110 p2yr: 2.00 s:0.0260 impTcReach - Channel L: 730.00 kc:21.00 s:0.0200 PEAK RATE: 2.28 cfs VOL: 0.86 Ac -ft TIME: 480 min ,:.:, • " - -.• , • . i 9/28/99.: 4.:46:22. pm : '' Shareware Release :. -.1646'.:. . . 'GROUP : HEALTH PRELIMINARY POND CALCULATIONS 170B:47241. TRAPEZOIDAL BASIN ID No. 1 Description: POND FOR PARKING LOT Length: 50.00 ft. Width: 50.00 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch STORAGE STRUCTURE LIST TRAPEZOIDAL BASIN ID No. 2 Description: FINAL POND Length: 68.00 ft. Width: 50.00 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch 9/28/99. 4 Shareware Release: GROUP HEALTH . PRELIMINARY. POND: CALCULATIONS ' .JOB. #7241 DISCHARGE STRUCTURE LIST MULTIPLE ORIFICE. ID No. 1 Description: STRUCTURE FOR PARKING LOT Outlet Elev: 100.00 Elev: 98.00. ft Orifice Diameter: 1.8135 in. Elev: 102..50 ft Orifice 2 Diameter: 3.2930 in RISER: DISCHARGE ID No. 2. Description: 12" RISER OVERFLOW Riser, Diameter (in): 12.00 elev: 10.3.00 ft. Weir Coefficient...: 9.739 height: 105.00 ft Orif Coefficient...: 3.782 increm: 0.10 ft COMBINATION DISCHARGE ID. No. 3 'Description: ORIFICE /RISER COMBINATION' Structure: 1 ' Structure: Structure: 2 •Structure: Structure( Page 9/28/99 4:46:23 pm Shareware Release GROUP HEALTH PRELIMINARY POND CALCULATIONS JOB #7241 MATO! INFLOW -STO - -DIS- <-PEAK-> OUTFLOW STORAGE DESCRIPTION >..'(cfs) (cfs) --id- <-STAGE> id (cfs) VOL (cf) • :•„ • • • . ' • ,,' „ • , • .1'. ••• ,,•., 2YR POST • 2YR PRE 0.14 1.04 1 1 102.45 1 0.14 8083.40 cf , • 10YR POST 0,10YR PRE 0.35 1.59 1 1 102.93 2 0.35 10206.58 cf 102.09 3 0.13 8774.64 cf 102.72 4 0.29 12115.80 cf 4 (49grA EP 103.10 5 0.68 14277.40 cf . OPPeD „ „ • LEVEL POOL TABLE SUMMARY 390,000 (sf) 82,900 (sf) • 0 (sf) 0 (sf) 0.039 • (feet) • 14,497 (cf) 3 14,497 (cf) 1 43,492 (cf) C. Wetpond.Siling Worksheet Summary of the 1998 Surface Water Design Manual Requirements Project Name: Group Health Project Number: 7241 Step 1) Determine volume factor f. Basic size Large size Step 2) Determine rainfall R for mean annual Storm Detemine rainfall R for mean annual storm Rainfall Step 3) Calculate runoff from mean annual storm V„ (0.9A + 0.25A + 0.10A,f+ 0.01A,, X R • = tributary area of impervious surface • = tributary area of till grass • = tributary area of till forest A tributary area of outwash grass R =rainfall from mean annual storm V, = Volume of runoff from mean annual storm tep 4) Calculate wetpool Volume f V, • f = Volume Factor Vb = Volume runoff, mean annual atorm V, = Volume of the wetpool FIGURE 6.4.1.A PRECIPITATION FOR MEAN ANNUAL STORM IN INCHES (FEET) 0.54" (0.045') ULM Incorporated Area . River/Lake - Major Road 1998 Surface Water Design Manual 0.47' (0.039') 0.47' (0.039') NOTE: Areas east of the eastemmost isopluvial should use 0.65 Indies unless rainfall data is available for the location of interest H The mean annual storm is a conceptual storm found by dvidng the annual precipitation by the total number of storm events per year 6.4.1 WETPONDS — BASIC AND LARGE — METHODS OF ANALYSIS ST 1. 0/ 1.2 ST 1.0 LA 0.8 LA . 0.9 LA l „; � ,...„ 6 - 69 0.52' (0.043' (0.047') result, generates large amounts of runoff. For this application, till soil types include Buckley and bedrock soils, and alluvial and outwash soils that have a seasonally high water table or are underlain at a shallow depth (less than 5 feet) by glacial till. U.S. Soil Conservation Service (SCS) hydrologic soil groups that are classified as till soils include a few B, most C, and all D soils. See Chapter 3 for classification of specific SCS soil types. 9/1/98 .. ru.. �tne..- n< ca�};.xlg.,girxt'ti:•7�tSr;.iS .,,...... ..nnw+wrxN'[!xWt':C?Y •.. 4.0 HYDROLOGIC ANALYSIS AND DESIGN EXISTING SITE HYDROLOGY As depicted in the Existing Conditions Basin Map later in this section, the site contains three distinct drainage patterns. Basin "A" consists of 9.55 acres and generally flows from south to north to the existing detention pond located along the north property line of the site. Basin "B" consists of2.81 acres and flows into an existing wetland, which will be preserved, located approximately at the middle of the site on the east side. Basin "C" consists of 0.55 acre and flows into an off -site creek which flows behind the Circus Tavern and is collected in a 30 -inch CMP storm drain. Drainage from all three basins comes together at the northeast corner of the site in the storm drainage conveyance system in East Marginal Way. Runoff from 2.39 acres of the 9.55 total acres draining to the existing detention pond is a paved and impervious parking lot. Drainage patterns on the remainder of this basin consist mainly of sheetflow /shallow concentrated flow. Existing soil conditions consist of Type "C" tills, and the groundcover is generally brushy with scattered trees. DEVELOPED SITE HYDROLOGY Following development, storm drainage will be conveyed generally from the south to the north by a series of catch basins and a tightline conveyance system into the proposed wet/detention pond located in the northwest corner of the site. The controlled outflow from the wet/detention pond will discharge into the existing tightline system located adjacent to the South 124th Street right -of -way on site. The wet/detention pond is designed to accommodate the entire site excluding the building roof drainage, which is directed to existing and newly- created wetlands, and the existing wetland and surrounding setback area, which continues to drain to the wetland. Roof drainage from Building "A" is collected and stored in a detention pipe and controlled - released to the wetland mitigation area south of the wet/detention pond. Roof drainage from Building "B" is also stored in a detention tank and is released into the existing wetland east of the building. HYDROLOGIC ANALYSIS The detention system is designed to Level 1 Flow Control standards in accordance with the 1998 King County Surface Water Design Manual. Peak flows for the 2- and 10 -year pre - developed conditions will be matched at the 2- and 10 -year post - developed conditions. Drainage from 10.25 acres of the developed site will be routed to the detention pond. Pre - developed flows at the 2- and 10 -year storm events are 0.765 cfs and 1.080 cfs, respectively. With flow control, post - developed flows from the pond will not exceed these pre - developed rates. Stored volume required is approximately 51,800 cubic feet. Pre - developed flows to the existing wetland in the eastern portion of the site will also be matched. The flows will match the pre - developed flow rates at the 2- and 10 -year design storms. Roof drainage from Building "B" will be routed through a detention tank prior to discharge into the existing wetland. Roof drainage from Building "A" will provide the source of runoff for the newly- created wetland mitigation area south of the new wet/detention pond in the northwest corner of the site. A detention tank has also been provided for this building matching the 2- and 10 -year flows, respectively. 7390.002 [BEH/jss/sm] ; • • The flow rates to the existing and new-created wetlands are also in accordance with the recommendation of the wetland biologist. The only on-site source of wetland flows following development will be roof • drainage and direct rainfall on the wetland areas. The Proposed Conditions Basin Map later in this section depicts the drainage areas flowing to each of the wetlands and the wet/detention pond. • - .. (.__ 7390.002 [BEH/jsshm) JOB #: 7390 DATE: 5/10/00 BY: BHE CHECKED:KL BASIN ASSUMPTION WORKSHEET LBiisiN 1) AREA ASSUMPTIONS PREDEVELOPED AREA COVER SOIL PERVIOUS IMPERVIOUS 7.16(AC) 2.39(AC) PASTURE N/A TILL N/A 2)SPECIAL ASSUMPTIONS 1) ASSUMED 85% IMPERVIOUS FOR DEVELOPED CONDITIONS 2) BUILDINGS 'A' AND 'B' WILL BE ROUTED TO WETLANDS 3) DESIGNING TO LEVEL ONE FLOW CONTROL 3) CONCLUSIONS FLOW RATES 2YR 10YR POSTDEVELOPED PERVIOUS IMPERVIOUS 1.54(AC) GRASS TILL 8.71(AC) N/A N/A PREDEVELOPED POSTDEVELOPED W/O DETENTION POSTDEVELOPED W /DETENTION .765 CFS 1.08 CFS 2.26 CFS 2.73 CFS .76 CFS 1.03 CFS STORAGE STORAGE REQUIRED= 51,767 CF STORAGE PROVIDED = 55,000 CF EL AREA VOLUME 19 19,149 9,348 18.5 18,245 8,899 18 17,354 8,457 17.5 16,476 8,022 17 15,613 7,541 16.5 14,551 7,067 16 13,720 6,655 15.5 12,902 0 SUM = 55,992 CF tt Retention /Detention Facility Type of Facility: Detention Pond Side Slope: 3.00 H:1V Pond Bottom Length: 142.99 ft Pond Bottom Width: 71.50 ft Pond Bottom Area: 10224. sq. ft Top Area at 1 ft. FB: 17559. sq. ft 0.403 acres Effective Storage Depth: 4.00 ft Stage 0 Elevation: 100.00 ft Storage Volume: 51767. cu. ft 1.188 ac -ft Riser Head: 4.00 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 4.27 0.990 3.00 1.83 0.090 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage. Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac -ft) (cfs) (cfs) (sq. ft) 0.00 100.00 0. 0.000 0.000 0.00 10224. 0.04 100.04 410. 0.009 0.104 0.00 10275. 0.09 100.09 925. 0.021 0.148 0.00 10340. 0.13 100.13 1340. 0.031 0.181 0.00 10392. 0.18 100.18 1861. 0.043 0.209 0.00 10457. 0.22 100.22 2281. 0.052 0.233 0.00 10509. 0.27 100.27 2808. 0.064 0.256 0.00 10574. 0.31 100.31 3232. 0.074 0.276 0.00 10626. 0.36 100.36 3764. 0.086 0.295 0.00 10692. 0.40 100.40 4193. 0.096 0.313 0.00 10744. 0.50 100.50 5274. 0.121 0.350 0.00 10876. 0.60 100.60 6368. 0.146 0.384 0.00 11009. 0.70 100.70 7475. 0.172 0.414 0.00 11142. 0.80 100.80 8596. 0.197 0.443 0.00 11276. 0.90 100.90 9729. 0.223 0.470 0.00 11411. 1.00 101.00 10876. 0.250 0.495 0.00 11547. 1.10 101.10 12037. 0.276 0.519 0.00 11683. 1.20 101.20 13211. 0.303 0.542 0.00 11820. 1.30 101.30 14398. 0.331 0.564 0.00 11958. 1.40 101.40 15599. 0.358 0.586 0.00 12096. 1.50 101.50 16814. 0.386 0.606 0.00 12235. 1.60 101.60 18042. 0.414 0.626 0.00 12375. 1.70 101.70 19284. 0.443 0.645 0.00 12516. 1.80 101.80 20540. 0.472 0.664 0.00 12657. 1.90 101.90 21810. 0.501 0.682 0.00 12799. 2.00 102.00 23094. 0.530 0.700 0.00 12942. 2.10 102.10 24391. 0.560 0.717 0.00 13085. 2.20 102.20 25703. 0.590 0.734 0.00 13229. 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Peaks. 4.05 50.00 0.98 7390apre.pks Flow Frequency Analysis Time Series File:7390apredeveloped.tsf Project Location:Sea-Tac --Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 1.01 5 2/09/01 2:00 0 0.715 7 1/05/02 16:00 1.17 2 2/27/03 7:00 0 0.629 8 8/26/04 2:00 0 0.765 6 10/28/04 16:00 1.01 5 3.00 0.66 7 1.08 3 1/18/06 16:00 0.765 6 2.00 0.50 0 1.03 4 11/24/06 3:00 0.715 7 1.30 0.23 1 2.07 1 1/09/08 6:00 0.629 8 1.10 0.09 Computed Peaks 1.77 50.00 0.98 0 Page 1 •., -,.• .• Flow Frequency Analysis - - Peaks - - Rank Return Prob (CFS) Period 2.07 1 100.00 0.99 1.17 2 25.00 0.96 1.08 3 10.00 0.90 1.03 4 5.00 0.80 • Job Number 7390 Sheet -- of -- -- - -..!. A. G'H - 18215 72ND AVENUE SOUTH t KENT, WA 98032 ? (425)251 -6222 j►� (425)251 -8782 FAX s c CIVIL ENGINEERING, LAND PLANNING, NG ENGtN SURVEYING, ENVIRONMENTAL SERVICES Designed Drawn _ Checked . Approved .. _ -..._ Date Scale: Horizontal Vertical N Title: For: Date File: P:I SDSKPROJ17390 1EXHIBIT17390- X4.DWG Date /Time: 05/09/2000 11:41 Scale: 1 -100 Ben Xrefa: Z7390 -T, Ckd. App Revision GROUP HEALTH TUKWILA 1 00 , C z 0 3$ 4V9M )E S. J 4 j. :F '% '' ; %' \ \ . % / / i:./ / ). /2 ^ gm i 1 I o p 014 L rn cn x z n 0 —11 z 0 0 Z Z -0 Job Number 7390 Sheet - of -- 18215 72ND AVENUE SOUTH t KENT, WA 98032 Z (425)251 -6222 (425)251 -8782 FAX 0 o y s ro' CIVIL ENGINEERING, LAND PUNNING, G `rj 'G ENGt° SURVEYING, ENVIRONMENTAL SERVICES Designed Drawn Checked Approved Date Scats: Horizontal Vertical T tie: For: Date 1 Ckd. Appr. 1 Revision GROUP HEALTH TUKWILA 1. -100' ale PROPOSED CONDITIONS BASIN MAP AREAS DRAINING TO NEW WETLAND -0.95 AC AREAS DRAINING TO POND -1025 ac //0 C DETENTION PIPE 'A' JOB# 7390 DATE: 5/10/00 BY: BHE CHEKD: KL 1) AREA ASSUMPTIONS PREDEVELOPED IMP. PERV. WETLAND AREA 0 2.61 AC 0.2 COVER 0 PASTURE N/A SOIL 0 TILL N/A POSTDEVELOPED IMP. PERV. WETLAND 0.95 0.56 AC .2 AC N/A PASTURE N/A TILL N/A 2) SPECIAL ASSUMPTIONS 1) ASSUME AREA AROUND EX. WETLAND WILL BE UNDISTURBED AND WILL.BE ANALYZED AS PASTURE TILL. DETENTION WILL ONLY PROVIDED FOR.ROOF ONLY. . 2) BUILDING 'B' WILL BE ROUTED TO WETLAND 3) DESIGNING TO LEVEL ONE FLOW CONTROL 3) CONCLUSIONS FLOW RATES 2YR 10YR PREDEVELOPED .11 CFS .205 CFS POSTDEVELOPED .275 CFS .331 CFS POST W /DETENTION .11 CFS .205 CFS STORAGE STORAGE REQUIRED =3412 CF STORAGE PROVIDED =6,280 CF Retention /Detention Facility Type of Facility: Tank Diameter: Tank Length: Effective Storage Depth: Stage 0 Elevation: Storage Volume: Riser Head: Riser Diameter: Number of orifices: Orifice # Height (ft) 0.00 4.10 Top Notch Weir: None Outflow Rating Curve: None Stage (ft) 0.00 0.01 0.03 0.04 0.06 0.07 0.08 0.10 0.11 0.21 0.31 0.41 0.51 0.61 0.71 0.81 0.91 1.01 1.11 1.21 1.31 1.41 1.51 1.61 1.71 1.81 1.91 2.01 2.11 2.21 2.31 2.41 2.51 Elevation (ft) (cu. 100.00 100.01 100.03 100.04 100.06 100.07 100.08 100.10 100.11 100.21 100.31 100.41 100.51 100.61 100.71 100.81 100.91 101.01 101.11 101.21 101.31 101.41 101.51 101.61 101.71 101.81 101.91 102 102.11 102.21 102.31 102.41 102.51 Detention Tank 6.00 ft 121. ft 6.00 ft 100.00 ft xj.2.. cu ft 6.00 ft 12.00 inches 2 .7 7• 0t) -QN ?._PL iy' Full Head Pipe Diameter Discharge. Diameter (in) (CPS) (in) 1.34 0.120 1.55 0.090 4.0 Storage Discharge Percolation ft) (ac -ft) (cfs) (cfs) 0. 0.000 0.000 0.00 0. 0.000 0.006 0.00 2. 0.000 0.008 0.00 3. 0.000 0.010 0.00 6. 0.000 0.012 0.00 7. 0.000 0.013 0.00 9. 0.000 0.014 0.00 12. 0.000 0.015 0.00 14. 0.000 0.016 0.00 38. 0.001 0.023 0.00 67. 0.002 0.027 0.00 101. 0.002 0.031 0.00 140. 0.003 0.035 0.00 182. 0.004 0.038 0.00 227. 0.005 0.041 0.00 275. 0.006 0.044 0.00 326. 0.007 0.047 0.00 379. 0.009 0.049 0.00 434. 0.010 0.052 0.00 492. 0.011 0.054 0.00 551. 0.013 0.056 0.00 611. 0.014 0.058 0.00 673. 0.015 0.060 0.00 737. 0.017 0.062 0.00 802. 0.018 0.064 0.00 868. 0.020 0.066 0.00 934. 0.021 0.068 0.00 1002. 0.023 0.069 0.00 1071. 0.025 0.071 0.00 1141. 0.026 0.073 0.00 1211. 0.028 0.074 0.00 1282. 0.029 0.076 0.00 1353. 0.031 0.078 0.00 2.61 102.61 1424. 0.033 0.079 0.00 2.71 102.71 1496. 0.034 0.081 0.00 2.81 102.81 1568. 0.036 0.082 0.00 2.91 102.91 1641. 0.038 0.084 0.00 3.01 103.01 1713. 0.039 0.085 0.00 3.11 103.11 1786, 0.041 0.086 0.00 3.21 103.21 1858. 0.043 0.088 0.00 3.31 103.31 1930. 0.044 0.089 0.00 3.41 103.41 2002. 0.046 0.090 0.00 3.51 103.51 2073. 0.048 0.092 0.00 3.61 103.61 2144. 0.049 0.093 0.00 3.71 103.71 2215. 0.051 0.094 0.00 3.81 103.81 2285. 0.052 0.096 0.00 3.91 103.91 2354. 0.054 0.097 0.00 4.01 104.01 2423. 0.056 0.098 0.00 4.10 104.10 2484. 0.057 0.099 0.00 4.12 104.12 2498. 0.057 0.100 0.00 4.13 104.13 2504. 0.057 0.102 0.00 4.15 104.15 2518. 0.058 0.104 0.00 4.16 104.16 2524. 0.058 0.108 0.00 4.18 104.18 2538. 0.058 0.113 0.00 4.20 104.20 2551. 0.059 0.118 0.00 4.21 104.21 2558. 0.059 0.123 0.00 4.23 104.23 2571. 0.059 0.124 0.00 4.25 104.25 2584. 0.059 0.126 0.00 4.35 104.35 2649. 0.061 0.134 0.00 4.45 104.45 2713. 0.062 0.142 0.00 4.55 104.55 2776. 0.064 0.148 0.00 4.65 104.65 2837. 0.065 0.154 0.00 4.75 104.75 2897. 0.067 0.159 0.00 4.85 104.85 2955. 0.068 0.164 0.00 4.95 104.95 3011. 0.069 0.169 0.00 5.05 105.05 3065. 0.070 0.174 0.00 5.15 105.15 3116. 0.072 0.178 0.00 5.25 105.25 3166. 0.073 0.182 0.00 5.35 105.35 3212. 0.074 0.186 0.00 5.45 105.45 3255. 0.075 0.190 0.00 5.55 105.55 3295. 0.076 0.194 0.00 5.65 105.65 3332. 0.076 0.198 0.00 5.75 105.75 3363. 0.077 0.201 0.00 5.85 105.85 3389. 0.078 0.205 0.00 5.95 105.95 3407. 0.078 0.208 0.00 6.00 106.00 3412. 0.078 0.210 0.00 6.10 106.10 3412. 0.078 0.521 0.00 6.20 106.20 3412. 0.078 1.090 0.00 6.30 106.30 3412. 0.078 1.820 0.00 6.40 106.40 3412. 0.078 2.610 0.00 6.50 106.50 3412. 0.078 2.900 0.00 6.60 106.60 3412. 0.078 3.160 0.00 6.70 106.70 3412. 0.078 3.400 0.00 6.80 106.80 3412. 0.078 3.620 0.00 6.90 106.90 3412. 0.078 3.830 0.00 7.00 107.00 3412. 0.078 4.020 0.00 7.10 107.10 3412. 0.078 4.210 0.00 7.20 107.20 3412. 0.078 4.390 0.00 7.30 107.30 3412. 0.078 4.560 0.00 7.40 107.40 3412. 0.078 4.730 0.00 7 r:50 107.50 7 :60- 107 .70: ,. 7.80 107.80 7.90. 107 Inflow Outflow Target Calc • 0.52 * ** * * ** . 0.52 0.27 * * * * * ** 0.25 •0.35 0.21 0.21 0.33 *****1,(** 0.21 0.28: * * * * *: ** 0.20 0.28 0.11 0 .11. 0.22. : * * * * * ** 0.08 0.24,` * * * * * ** 0.08 Stage Elev 6..10 .106.10 6.01. 106.01 6.00 106.00 5.95 ..105.95 5.71 105.71 4.17 104.17 2.89 102.89 2.73 .102.73 0:0 4 :890 0.00 0.078 5.040 0.00 0.078 5.190 0.00 0.078.. 5.340 0.00 0.078 5.480. 0.00 'Storage (Cu -Ft) (Ac -Ft) 3412. 0.078 3412. 0.078 3412 0.078 3407... 0.078 3349.: 0.077. 2534.. 0.058 1623 0:0 1512. 7390bdev.pks Flow Frequency Analysis Time Series File:7390bdevelpoed.tsf Project Location:Sea-Tac --Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Ti.rne of Peak (CFS) 0.284 5 2/09/01 2:00: 0 , 0.219 8 1/05/02 16:00 - Peaks - Rank Return Prob (CFS) Period 0.519 1 100.00 0.99 0.346 2 25.00 0.96 0.331 3 2/27/03 7:00 0.331 3 10.00 0.90 0 0.239 7 8/26/04 2:00 0.284 4 5.00 0.80 0 0.284 4 10/28/04 16:00 0.284 5 3.00 0.66 0.275 6 1/18/06 16:00 0.275 6 2.00 0.50 0.346 2 10/26/06 0:00 0.239 7 1.30 0.23 0.519 1 1/09/08 6:00 0.219 8 1.10 0.09 0.462 50.00 0.98 COmplited Peaks C 0 Page 1 0.210 2 25.00 0.96 0.205 3 10.00 0.90 Flow Frequency Analysis.-- 0.185 4 5.00 0.80 0.176 5 3.00 0.66 0.111 6 2.00 0.50 0.096 7 130 0.23 0.046 8 1.10 0.09 0.317 50.00 0.98 7390bpre.pks Flow Frequency Analysis Time Series File:7390bpredeveloped.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank. Time of Peak (CFS) 0.210 2 2/09/01 15:00 0 0.096 7 1/05/02 16:00 0 0.205 3 2/27/03 7:00 0 0.046 8 8/26/04 2:00 0.111 6 1/05/05 8:00 7 0.185 4 1/18/06 16:00 0 0.176 5 11/24/06 4:00 0.371 1 1/09/08 6:00 Computed Peaks Page 1 C DETENTION PIPE JOB# 7390 DATE: 5/10/00 BY: BHE CHEKD: KL 1) AREA ASSUMPTIONS PREDEVELOPED POSTDEVELOPED IMP. PERV. WETLAND IMP. PERV. WETLAND AREA 0 2.61 AC 0.2 t 5 ' ,p o COVER 0 PASTURE N/A N/A 04 l A ' N/A SOIL 0 TILL N/A ►iIA kJ Pi N/A 2) SPECIAL ASSUMPTIONS *1) PER WETLAND BIOLOGIST DIRECTION POST DEV. FLOW TO NEW WETLANDS WILL BE EQUAL TO FLOW TO EX. WETLANDS IN SOUTHERN PORTION OF SITE. AS A CONSEQUENCE, NO PREDEVELOPED HYDROGRAPH WAS DEVELOPED FOR PIPE 'B', ONLY FLOW RATES. 2) BUILDING 'B' WILL BE ROUTED TO NEW WETLAND AND DETAINED BY PIPE 'B'. 3) DESIGNING TO LEVEL ONE FLOW CONTROL 3) CONCLUSIONS FLOWRATES 2YR 10YR * PREDEVELOPED .11 CFS .205 CFS POSTDEVELOPED .242 CFS .287 CFS POST W /DETENTION .11 CFS .205 CFS STORAGE STORAGE REQUIRED =2757 CF STORAGE PROVIDED =6,280 CF 4 g'^/ D/✓ 7S' pa Retention /Detention Facility Type of Facility: Detention Tank Tank Diameter: 5.00 ft Tank Length: 140. ft Effective Storage Depth: 5.00 ft Stage 0 Elevation: 100.00 ft Storage Volume: 2757. cu. ft Riser Head: - 5.00 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 1.35 0.110 2 4.30 2.10 0.100 6.0 Top Notch Weir: None Outflow Rating Curve: None Orifice # Stage Elevation Storage (ft) (ft) (cu. ft) (ac -ft) (cfs) 0.00 100.00 0. 0.000 0.000 0.01 100.01 0. 0.000 0.006 0.03 100.03 2. 0.000 0.008 0.04 100.04 3. 0.000 0.010 0.06 100.06 6. 0.000 0.012 0.07 100.07 8. 0.000 0.013 0.08 100.08 9. 0.000 0.014 0.10 100.10 13. 0.000 0.015 0.11 100.11 15. 0.000 0.016 0.13 100.13 20. 0.000 0.017 0.23 100.23 46. 0.001 0.023 0.33 100.33 78. 0.002 0.028 0.43 100.43 115. 0.003 0.032 0.53 100.53 156. 0.004 0.036 0.63 100.63 201. 0.005 0.039 0.73 100.73 249. 0.006 0.042 0.83 100.83 300. 0.007 0.045 0.93 100.93 354. 0.008 0.047 1.03 101.03 410. 0.009 0.050 1.13 101.13 467. 0.011 0.052 1.23 101.23 527. 0.012 0.054 1.33 101.33 588. 0.014 0.057 1.43 101.43 651. 0.015 0.059 1.53 101.53 715. 0.016 0.061 1.63 101.63 780. 0.018 0.063 1.73 101.73 847. 0.019 0.065 1.83 101.83 914. 0.021 0.066 1.93 101.93 982. 0.023 0.068 2.03 102.03 1051. 0.024 0.070 2.13 102.13 1120. 0.026 0.072 2.23 102.23 1189. 0.027 .0.073 2.33 102.33 1259. 0.029 0.075 2.43 102.43 1330. 0.031 0.077 Discharge Percolation (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.53 102.53 1400. 0.032 0.078 0.00 2.63 102.63 1470. 0.034 0.080 0.00 2.73 102.73 1540. 0.035 0.081 0.00 2.83 102.83 1610. 0.037 0.083 0.00 2.93 102.93 1679. 0.039 0.084 0.00 3.03 103.03 1748. 0.040 0.086 0.00 3.13 103.13 1816. 0.042 0.087 0.00 3.23 103.23 1884. 0.043 0.088 0.00 3.33 103.33 .1951. 0.045 0.090 0.00 3.43 103.43 2016. 0.046 0.091 0.00 3.53 103.53 2081. 0.048 0.092 0.00 3.63 103.63 2144. 0.049 0.094 0.00 3.73 103.73 2206. 0.051 0.095 0.00 3.83 103.83 2266. 0.052 0.096 0.00 3.93 103.93 2325. 0.053 0.097 0.00 4.03. 104.03 2381. 0.055 0.099 0.00 4.13 104.13 2436. 0.056 0.100 0.00 4.23. 104.23 2488. 0.057 0.101 0.00. 4.30 104.30 2523. 0.058 0.102 0.00 4.32 104.32 2532. 0.058 0.103 0.00 4.34 104.34. 2542. 0.058 0.107 0.00 4.37 104.37 2556. 0.059 0.113 0.00 4.39 104.39 2565. 0.059 0.121 0.00 4.41 104.41 2574. 0.059 0.131 0.00 4.43 104.43 2583. 0.059 0.143 0.00 4.45 104.45 2592. 0.060 0.151 0.00 4.47 104.47 2601. 0.060 0.154 0.00 4.57 104.57 2642. 0.061 0.168 0.00. 4.67 104.67 2680. 0.062 0.180 0.00 4.77 104.77 2712. 0.062 0.190 0.00 4.87 104.87 2738. 0.063 0.199 0.00 4.97 104.97 2755. 0.063 0.208 0.00 5.00 105.00 2757. 0.063 0.210 0.00 5.10 105.10 2757. 0.063 0.526 0.00 5.20 105.20 2757. 0.063 1.100 0.00 5.30 105.30 2757. 0.063 1.830 0.00 5.40 105.40 2757. 0.063 2.630 0.00 5.50 105.50 2757. 0.063 2.920 0.00 5.60 105.60 2757. 0.063 3.180 0.00 5.70 105.70 2757. 0.063 3.420 0.00 5.80 105.80 2757. 0.063 3.650 0.00 5.90 105.90 2757. 0.063 3.860 0.00 6.00 106.00 2757. 0.063 4.060 0.00 6.10 106.10 2757. 0.063 4.250 0.00 6.20 106.20 2757. 0.063 4.430 0.00 6.30 106.30 2757. 0.063 4.600 0.00 6.40 106.40 2757. 0.063 4.770 0.00 6.50 106.50 2757. 0.063 4.930 0.00 6.60 106.60 2757. 0.063 5.090 0.00 6.70 106.70 2757. 0.063 5.240 0.00 6.80 106.80 2757. 0.063 5.390 0.00 6.90 106.90 2757. 0.063 5.540 0.00 7.00 107.00 2757. 0.063 5.680 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu -Ft) (Ac -Ft) 1 0.46 * * * * * ** 0.45 5.08 105.08 2757. 0.063 0'.35 * * * * * ** 024_ S 01- 105.01 2757. 0.063 0.25 0.:21 0 21 5.00 105.00 2757. 0: :063 0.29 * * * * * ** 0.21 4 96- .;,'.104:96 '':2754.- 0.063 0.24 ******* "` 0:18 . ;.4 67'. 104'.67 2679 '0.061 6:29 0.11 0.11:.4 2 551 0.0 0.24: * * * * * ** 0.08 ;:2 78 102.78 '1572.. 0.21 * * * * * ** 0 08 2 71 102;.71 1528 0:•035 7390cdev.pks Flow Frequency Analysis Time Series File:7390cdeveloped.tsf Project Location:Sea-Tac --Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return ' Prob (CFS) (CFS) Period 0.235 7 2/09/01 2:00 0.458 1 100.00 0.99 0 0.207 8 1/05/02 16:00 0.352 2 25.00 0.96 0.287 3 18:00 0.287. 3 10.00 0.90, 0 0.242 6. 8/26/04 2:00 0.287 4.: 5.00. 0.80 0.287 4 10/28/04 16:00 0 .251.. 5 3.00 0.66 0.251.. 5 1/18/06 16:00 0.242 6.. 2.00 0.50 0 1 0.352 2 10/26/06 0:00 0.235 7: 1.30 0.23 0.458 1 1/09/08 6:00 0.207 `, 8 1.10 0.09 1 Computed. Peaks 0.423 50.00 0.98 Page 1 Water quality improvements for the new construction of International Gateway East II will be provided by a wet pond. The wet pond has been sized in accordance with the 1998 King County Surface Water Design Manual guidelines for basic water quality. Complete calculations, printouts, assumptions, and a facility sketch are located in this section. 7390,002 [BEH/jssism] t V• 1ER `QUALITY CALCULATION " • • ' . „,.. . • , , • • • .• .'... • ; • • • GROUP HEALTH JOB# 7390 DATE: 12/14/99 BY: BHE CHECKED: KL WATER QUALITY ASSUMPTIONS WORKSHEET 1) AREA ASSUMPTIONS: TRIBUTARY IMPERVIIOUS AREA .3b2 S.F. TRIBUTARY AREA OF TILL GRASS = 6 *NOTE: ASSUME 90 % IMPERVIOUS POSR DEVELOPED CONDITIONS 2) CONCLUSIONS WETPOND VOLUME REQUIRED = 1 CF • WETPOND VOLUME PROVIDED = le I CF Aiz.e //8 /4 912- 9/5 7 _5129 4 592 3925 2071 408 /los-6 8305 io 670 L52.33 39.85 275 / VOL = 18, Izi Step 2) Determine rainfall R for mean annual Storm Detemine rainfall R for mean annual storm Rainfall Step 3) Calculate runoff from mean annual storm V, = (0.9A + 0.25A + 0.10A + 0.01A X R A = tributary area of impervious surface A = tributary area of till grass Att = tributary area of till forest A = tributary area of outwash grass R = rainfall from mean annual storm V, = Volume of runoff from mean annual storm Step 4) Calculate wetpool Volume Vb = f V f = Volume Factor Vb = Volume runoff, mean annual atorm V = Volume of the wetpool Wetpond Sizing Worksheet Summary of the 1998 Surface Water Design Manual Requirements Project Name: GROUP HEALTH Project Number: 7390 NOTE: NEW WETLAND AREA NOT INCLUDED IN WETPOND CALCULATIONS (.48 AC) Step 1) Determine volume factor f. Basic size f= 3 Large size f= 4.5 0.039 (feet) 362,485 (sf) 63,968 (sf) 0 (sf) 0 (sf) 0.039 (feet) 13,347 (cf) 3 13,347 (cf) (cf) I 40,041 I Step 5) Determine wetpool dimensions a) Determine geometry of first cell Volume in first cell 12,012 (cf) Depth h 1st cell (minus sed. Storage) 6 (feet) Determine horizontal xs area at mid -depth using 2,002 (sf) A mid = Vol. 1st cell / h Mid -width Mid - length Determine xs area at surface Z = Side slope length (_H:1 V) 3 3:1 recommended 2(h/2 x Z) = 18 (feet) Dimensions of top of pond adjusted for geometrics Top width 63 (feet) 45 (feet) 45 (feet) • Top length Area of ToP b) Determine geometry of second cell Volume in second cell Depth h 2nd cell Determine xs area at mid-depth using A mid = Vol. 2nd cell / h Mid-width Mid-length Determine horizontal xs area at surface Z = Side slope length ( _H:1 V) 2(h/2 x Z) = Dimensions of top of pond adjusted for geometrics Top width . Top length Area of Top Adjustment to cells (If necessary) Geometry check: Overall pond L:W at mid-depth = 3:1 Pond width (mid-depth) Cell 1 length (mid-depth) Cell 2 length (mid-depth) Pond Length (mid-depth) = Cell 1 + Cell 2 L mid : W mid = Total Wetpond Surface area required = Total Wetpond Bottom area required = 63 (feet) 3937 (feet) 28,029 (cf) 6 (feet) • 4,671 (sf) 45 (feet) 104 (feet) 3:1 recommended (feet) 63 (feet) 122 (feet) 7680 (feet) 11,617 3,026 . i FIGURE 6.4.1.A PRECIPITATION FOR MEAN ANNUAL STORM IN INCHES (FEET) II 0.54" (0.045') 1998 Surface Water Design Manual fJ Incorporated Area ...c =o River /Lake — Major Road 0.47" (0.039') NOTE: Areas east of the eastemmost isopluvial should use 0.65 inches unless rainfall data is available for the location of Interest 24 The mean annual storm is a conceptual storm found by dividing the annual precipitation by the total number of storm events per year 6.4.1 WETPONDS — BASIC AND LARGE — METHODS OF ANALYSIS ST 1.0/ LA 1.2 ST 1.0 LA 0.8 LA. 0.9 ;. result, generates large amounts of runoff. For this application, till soil types include Buckley and bedrock soils, and alluvial and outwash soils that have a seasonally high water table or are underlain at a shallow depth (less than 5 feet) by glacial till. U.S. Soil Conservation Service (SCS) hydrologic soil groups that are classified as till soils include a few B, most C, and all D soils. See Chapter 3 for classification of specific SCS soil types. 6 -69 0.47" (0.039') 0.52" (0.043'1 56" (0.047') 9/1/98 CONVEYANCE SYSTEM DESIGN AND ANALYSIS Analysis of the conveyance system for the proposed International Gateway East II has been completed for the 25 -year storm event utilizing the rational method in accordance '. with the 1998 King County Surface Water Design Manual. A pipe sizing map, as well as a conveyance analysis, in tabulation form is located within this section: 7390.002 [BEWjss/sm] STORM Az Br 2YR 0.58 10YR 0.64 25YR 2 N 0.65 50YR 0.65 100YR 0.63 JOB NAME: JOB: REVISED: A= Contributing Area (Ac) C= Runoff Coefficient Tc= Time of Concentration (min) I= intensity at Tc (in/hr) d= Diameter of Pipe (in) L= Length of Pipe (ft) D= Water Depth at Qd (in) FROM CB1 CB2 CB3 CB4 CBS CB6 0.32 6.80 CB6 CB16 1.36 10.80 65 CB8 CB7 0.49 0.62 CB7 C811 0.58 1.55 CB9 CB10 0.14 0.95 132 CB10 CB11 0.27 0.33 168 CB11 CB12 CB13 CB14 CB15 7 TO A CB2 CB3 CB4 CB6 CB12 CB13 CB14 CB15 CB16 INTERNATIONAL GATEWAY EAST II 7390 5/16/00' 028 0.18 0.17 0.16 1.59 0.14 0.25 0.40 0.32 2.34 1.18 1.05 2.86 0.57 0.34 6.60 0.89 0.95 CB 17 CB18 0.28 2.22 CB18 CB20 0.42 1.27 CB19 CB20 027 1.29 CB20 CB21 1.46 1.49 Qd= Design Flow (cfs) Qf= Full Capacity Flow (cfs) Vd= Velocity at Design Flow (fps) Vf= Velocity at Full Flow (fps) s= Slope of pipe (%) n= Manning Roughness Coefficient Tt= Travel Time at Vd (min) L 64 85 95 175 22 65 58 88 112 80 168 132 CB16 CB25 4.13 2.42 83 C825 CB24 0.19 1.15 130 CB24 POND 0.31 0.91 110 90 79 116 101 BARGHAUSEN CONSULTING ENGINEERS - PIPE FLOW CALCULATOR using the Rational Method & Manning Formula KING COUNTY DESIGN FOR 25 YEAR STORM d Tc n 8 10.0 0.012 8 10.2 0.012 8 10.6 0.012 8 10.9 0.012 DEFAULTS 0.9 0.9 0.9 0.9 8 10.0 0.012 0.9 8 11.4 0.012 0.9 8 10.0 0.012 0.9 12 10.3 0.012 0.9 8 10.0 0.012 0.9 8 10.8 0.012 0.9 12 15 15 15 15 11.9 12.3 12.8 12.9 13.4 0.012 0.012 0.012 0.012 0.012 INOTE: ENTER DEFAULTS AND STORM DATA BEFORE BEGINNING 0.9 0.9 0.9 0.9 0.9 15 13.8 0.012 0.9 15 14.0 0.012 0.9 18 14.3 0.012 0.9 8 10.0 0.012 0.9 8 10.3 0.012 0.9 8 10.0 0.012 0.9 12 10.8 0.012 0.9 COEFFICIENTS FOR THE RATIONAL METHOD I?'-EQUATION SUM A 0.28 0.46 0.63 0.79 0.32 1.36 0.49 1.07 0.14 0.41 1.59 1.73 1.98 2.38 2.7 4.13 4.32 4.63 0.28 0.7 0.27 1.46 A C 0.25 0.16 0.15 0.14 0.29 1.22 0.44 0.52 0.13 0.24 1.43 0.13 0.23 0.36 0.29 3.72 0.17 0.28 0.25 0.38 024 1.31 C= d= 1.43 1.56 1.78 2.14 2.43 0.9 12 Tc= 10 SUM /VC I Qd Qf Ad/611 D/d D Vf Vd 0.25 2.05 0.52 2.00 0.259 0.347 2.78 5.74 4.81 0.41 2.03 0.84 1.42 0.590 0.551 4.41 4.08 4.23 0.57 1.98 1.12 1.34 0.839 0.699 5.59 3.84 4.31 0.71 1.94 1.38 2.21 0.623 0.581 4.65 6.35 6.73 0.29 2.05 0.59 3.41 0.173 0.279 2.23 9.78 7.32 1.22 1.89 2.31 4.30 0.538 0.522 4.18 12.33 12.53 0.44 2.05 0.91 1.03 0.96 2.01 1.94 4.80 0.13 2.05 0.26 1.28 0.37 1.96 0.72 0.75 1.83 1.80 1.75 1.74 1.70 0.24 2.05 0.50 1.49 Page 1 n= 0.012 PRECIP= Ar= Br= 2.62 2.80 3.12 3.73 4.12 3.45 2.66 0.65 2.91 4.08 17.97 6.60 6.82 0.879 0.725 5.80 2.95 3.33 0.403 0.442 5.31 6.12 5.80 0.203 0.302 2.42 3.66 2.85 0.961 0.781 6.25 2.16 2.44 0.900 0.686 0.174 0.565 0.605 0.737 0.608 0.279 0.537 0.560 8.85 9.11 4.18 8.05 8.39 0.25 2.05 0.52 1.95 0.266 0.352 2.82 0.63 2.01 1.27 1.47 0.860 0.713 5.71 1.31 1.95 2.57 4.71 0.545 0:526 6.31 3.71 3.33 14.66 5.38 5.56 4.19 3.58 10.97 5.53 5.81 3.72 1.67 6.19 10.88 0.569 0.540 8.09 8.88 9.14 3.89 1.65 6.43 7.50 0.858 0.712 10.68 6.12 6.87 4.17 1.63 6.80 10.85 0.626 0.582 10.48 6.15 6.52 5.59 4.73 4.23 4.75 0.336 0.401 3.20 426 3.86 6.00 6.12 Tt 0.22 : 0.33 : 0.37 : 0.43: 0.05; 0.09 : 0.33 : 0.17 : 0.77 : 1.15 : • 0.35 : 0.52 : 0.12 : 0.51 : 0.38 : 0.15 : 0.32 : 0.28 : 0.32 : 0.28 : 0.50 : 0.28 : 0821 0623 0.81 0.81 124 C823 POND 0.34 1.25 80 C822 POND 0.14 1.61 31 15 11.1 0.012 0.9 15 11.5 0.012 0.9 8 10.0 0.012 0.9 Page 2 2.27 . 2.61 0. 14 .0.73 2.04 1.92 3.92 6.30 • 0.623 0.581 8.72 5.13 5.45 - 0.31 2.35 1.88 4.41. 7.82 0.564 0.537 8.05 6.38 6.55, 0.13 0.13 2.05 0.26 1.66 0.156 0.265 . 2.12 4.76 - 3A4 , . 0.20 :.. • • 0.15 STORM Ar Br 1.58 0.58 2.44 0.64 R 2.66 0.65 2.75 0.65 2.61 0.63 JOB NAME JOB#: REVISED: A= Contributing Areo (Ac) C= Runoff Coefficient Tc= lime of Concentration (min) 1= Intensity at Tc (in/hr) d= Diameter of Pipe (in) L= Length of Pipe (ft) D= Water Depth at Qd (in) FROM TO A S R1 R2 0.34 1.00 R7 R6 as R4 R3 R2 R12 R8 R9 RIO R11 R6 R5 R4 R3 R2 C829 R8 R9 R10 R11 WL INTERNATIONAL GATEWAY EAST II 7930 5/18/00 0.20 0.19 0.15 0.05 0.07 0.31 0.04 0.10 0.09 0.14 0.05 5.73 2.44 5.00 0.30 0.34 0.25 6.67 6.60 2.70 2.89 5.00 Qd= Design Flow (cfs) Qf= Full Capacity Flow (cfs) Vd= Velocity at Design Flow (fps) Vf= Velocity at Full Flow (fps) s= Slope of pipe (%) n= Manning Roughness Coefficient Tt= Travel lime at Vd (min) L 135 279 225 36 67 133 20 180 159 241 95 15 12 12 12 12 12 12 12 12 12 12 12 BARGHAUSEN CONSULTING ENGINEERS - PIPE FLOW CALCULATOR using the Rational Method & Manning Formula KING COUNTY DESIGN FOR 25 YEAR STORM d Tc n C 12 10.0 0.012 0.9 10.0 10.8 11.6 11.6 12.1 12.8 10.0 10.8 11.3 12.2 12.5 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 NOTE: ENTER DEFAULTS AND STORM DATA BEFORE BEGINNING DEFAULTS 0.9 0.9 0.9 0.9 0.9 0.67 0.9 0.9 0.9 0.9 0.9 SUM A 0.34 0.2 0.39 0.54 0.59 0.66 1.31 0.04 0.14 0.23 0.37 0.42 C= d= 7390.OFI DNVEYANCE 0.9 n= 12 Tc= COEFFICIENTS FOR THE RATIONAL METHOD "Ir"- EQUATION A'C 0.31 0.18 0.17 0.14 0.05 0.06 0.21 0.04 0.09 0.08 0.13 0.05 0.18 0.35 0.49 0.53 0.59 1.11 0.04 0.13 0.21 0.33 0.38 2.05 1.95 1.87 1.86 1.82 1.75 2.05 1.95. 1.89 1.80 1.77 Page 1 0.012 PRECIP= Ar= Br= 10 SUM A'C I Qd Qf Qd /Qf D/d 0.31 2.05 0.63 3.86 0.163 0.270 3.24 4.92 3.60 0.37 0.69 0.91 0.99 1.08 1.93 0.07 0.25 0.39 0.60 0.67 3.45 2.66 0.65 9.24 6.03 8.63 2.11 2.25 1.93 9.96 9.91 6.34 6.56 8.63 0.040 0.114 0.105 0.468 0.480 1.003 0.007 0.025 0.062 0.091 0.078 0.140 0.229 0.220 0.482 0.489 0.817 0.058 0.110 0.169 0.202 0.188 D . Vf Vd 1.68 2.74 2.64 5.78 5.86 9.81 0.70 1.32 2.03 2.42 2.25 11.77 7.68 10.99 2.69 2.87 2.46 12.70 12.63 8.08 8.36 10.99 :zn 5.71 5.05 7.10 2.67 286 2.78 3.62 5.33 4.43 5.09 6.27 Tt . 0.62 0.81 : 0.74 0.08 : 0.42 : 0.78 : 0.12 : • 0.83 : 0.50 . 0.91 : 0.31 : 0.04 : 1, 00001 K 0 \4 3'G 04, ('' G 6N01 C2. 7 7)111 iteGNIU Ny%73rJ- aM1.LaN I I 6 .i' sel.. S �361A .;r 16 _y- ♦ i.rr' fffill AtANt Tr IT' t 47;1 '� 7• �y� 31 Jr � °; b'Ac' ;�+;:,rst ',f, 11�i 677,y�11 ° nom j1wt6� vo•i{in _ { b i. 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251 -6222 (425)251 -8782 FAX CML ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES N 6 «S �. On.. _J.. u..•.6 ,176,0•.6 —DON 0.1. II/ AM LANOIAN' 1,4/15/2040 00.46 X.N. 1•30 A0e41 u.i., i73i14,1 6.oN1 110 1 % N/A 390 - 517350 , T, SABEY CORPORATION 101 ELLIOTT AVE. WEST SUITE 330 SEATTLE, WASHINGTON 98119 -4200 (206) 281 -8700 . I /Oat. I B, IL. DNB I SITE PLAN REVISION AVar• " G RADING AND STORM DRAINAGE PLAN INTERNATIONAL GATEWAY EAST H GROUP HEALTH COOPERATIVE TUKWILA, WASHINGTON Z D 0 rn r D Z 'II P 1 L r II n II HOn II II II I II CI gag ZN$ FIB $gas $$>g 8 j=1 8bisi gin gEv 4 LA i% If f1n: Trimoott vrti{aI wrb i Vu}tdo n, .M1 _ - 3,t° _ u •. I; ... . ? ....:.:.. • IN I I I u •r /l' II I I _ • _..-' I I�. sa C) O I i C) D z 0 CD CD 0 V, 33 m _. 0 D z D 0 m r z • .% � Is� gg r r r r l ill �� ill L� 1 M 1 M IA 8A 71 11 " II 11 I I I� "2 IA 1' 6r+ il 16Z 15Z I 0 . . 0) I I I I I li X 1441, h.2F>1 Am 1'1191 4 7:02.1 � , II(Si•, ` 1fa 1W430 ION Cal 1 1101 4 ' . 4\4 rt. 1413grglr , ,�.a ., .,. �. .. . ..� } , ...`.`. /•1411-. . ' : .,.. ,, S4N.e Ari .�, �. •,4 , .. `". t / .4 4 +t el fl /i � l , ** Sy .'t! 01 4r� • r 6 " r .+r v,df.l(a�,,I�PI� iat , ..tit `i,A t. tb Aay 1 ,, 11 ,,, ...?,4,1 ' 4 r . 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GRADING AND STORM DRAINAGE PLAN INTERNATIONAL GATEWAY EAST II GROUP HEALTH COOPERATIVE TUKWILA, WASHINGTON 33 D 0 z 0 cn w rn D Z D 0 m r D Z lax rairisicalmarenew AFitirS d3tl7' • R :.i1..CP' 1 IN I e • r -ac 'E' t3. r I TT/ 1 4e g av' 1 • \ • ', ' aaya ij`Ni0i ::: �R3 • iG;L�' ;ir z 3iea' � d4v •tC 111:44 -• •:&4. > I j j °,I ans I • 1 CC z N cc cn 0 < '- V, 0 z a z 0 LL .r. J011111 1 I 0 tf � o .00'00Z • ;I.oa n rn Leo te0 A r•-p_1e ,•,: -- . -- l' 4 •' _ 7.tt,t&'2t ,;�.e:�;...7 Tl. .- 4Z- n p• � _ -• G v. 5 U Qg L ihl WA 8 � 8 8 9$ � g n� � 0 x" un I' gel ai,� � a } 8 _.751 No (it • • 0 ❑ N. 8 SPECIALREPORTS AND STUDIES A wetland report was completed for the subject site by Talasaea Consultants, located in Woodinville, Washington. The report is dated October 5, 1999, and can be found in this section A soils report dated November 18, 1999, was completed for this project by Earth Consultants Inc. and can be found in this section. 7390.002 [BEH/jss/sm] • : GROUP HEALTH SUPPORT FACILITY SITE T UKWILA, WASHINGTON WETLAND REPORT Prepared For: TRAMMELL CROW COMPANY Seattle, Washington Prepared By: TALASAEA CONSULTANTS Woodinville, Washington October 5, 1999 Prepared for: Trammell Crow Company 5601 Sixth Avenue So. Seattle, Washington 98108-2522 Prepared by: Talasaea Consultants 15020 Bear Creek Rd. N.E. Woodinville, Washington 98072 October 5, 1999 A METHODOLOGY 2.1 Background Data Reviewed 21 Field Investigation o RESULTS 3.1 Analysis of Existing Information 31 Analysis of Field Conditions 4.0 WETLAND FUNCTIONS AND VALUES .; 5 .0 WILDLIFE 6:0. PROJECT IMPACTS ON WETLANDS 7.0 WETLAND MITIGATION 7.1 Goal and Objectives 7.2 Construction Management 7.3 Monitoring Methodology 7.4 Success Criteria 7.5 Maintenance (M) and Contingency (C) 7.6 Performance Bond List of Figures Figure 1: Location Map Figure 2: National Wetlands Inventory Map Figure3: Existing Conditions Map Figure 4: Wetland Impacts and Mitigation Map GROUP HEALTH SUPPORT FACILITY SITE TUKWILA, WASHINGTON WETLAND REPORT October 5, 1999 1.0 INTRODUCTION This report is the result of a wetland delineation on the 6.6 -acre Group Health Support Facility site located at the southwestern intersection of S. 124 Street and East Marginal Way South in the City of Tukwila, Washington (Figure 1). The eastern half of the site consists of an existing paved parking lot and the western half of the site is undeveloped. The undeveloped portion of the site was apparently used as a receiving area for soil during construction of adjacent properties, and currently consists primarily of a large fill mound dominated by shrubs such as Himalayan blackberry (Rubus discolor) and Scot's broom (Cytisus scoparius). An existing detention pond, apparently constructed as part of the development of the parking lot, is located in the northern portion of the undeveloped part of the site, adjacent to S. 124 Street. Scattered trees are located throughout the southern portion of the undeveloped part of the site and surrounding the existing detention pond. The project site is the proposed location of an office building and associated parking area. The purpose of this report is to: 1) describe the wetlands identified and delineated on the site, 2) identify impacts to wetlands from the proposed project, and 3) describe measures that will be implemented to mitigate for wetland impacts. Information in this report will be utilized by the City of Tukwila to evaluate impacts to wetlands from the proposed project. 2.0 METHODOLOGY The wetland analysis of the subject property involved a two -part effort. The first part consisted of a preliminary assessment of the site (and its immediate surroundings) using published information about local environmental conditions. The second part involved a field survey in which direct observations and measurements of soils, hydrology and vegetation were made to determine the type of wetlands present and the extent of their boundaries (see Field Investigation section below). 2.1 Background Data Reviewed Background information reviewed included the following: • National Wetlands Inventory Map (Des Moines, Quad), U.S. Fish and Wildlife Service, 1987 • City of Tukwila Watercourse and Wetland Maps, 1990 2.2 Field Investigation A general site reconnaissance was conducted on April 12, 1999 to gain an overall impression of the existing environment. Observations were made of the general plant communities, wildlife habitats, and the locations of potential wetland areas. Present and past land use practices were also noted, as were significant geological Group Health Support Facility 1 October 5, 1999 563wet1.rpt SOURGE: Thomas Brothers Guide of King County, Washington TALASAEA CONSULTANTS Resource 4 Environmental Planing 15020 Baca- Greek Road Northeast Woodinville. Moshrlgton 49072 evs (425) 961•1550 • Fox (425) 961 -1549 FIGURE I: Location Map Group Health Site South 124th Street Tukwila, Washington DESK I L SCALE NTS DATE 6 -la -aq REVISED w+v avwK.x.gSK+ • H1dK1NE �� RIYERTLW fili =tow >i diV 138TH :C n i, x '� S ��144TH = I i FOSTER JR HS N s _ It ' ST 111111111 ` R __ iiiirmilwasz ll) North PRO,EGT 563 and hydrological features. Several small wetland areas were identified during this initial reconnaissance. The identified wetland areas were then delineated on June 24 and 30, 1999 using the procedures outlined in the Washington State Wetlands Identification and Delineation Manual (1997) and the Corps of Engineers Wetland Delineation Manual (1987). Plant species were identified according to the taxonomy of Hitchcock and Cronquist (1973), and the wetland status of plant species was assigned according to the List of Plant Species that Occur in Wetlands, published by the U.S. Fish and Wildlife Service (Reed 1988, 1993). Wetland classes were determined by the U.S. Fish and Wildlife Service's system of wetland classification (Cowardin, et. al. 1979). Vegetation was considered hydrophytic if greater than 50% of the dominant plant species had a wetland indicator status of facultative or wetter (i.e., facultative, facultative wetland, or obligate wetland). Soil on the site was considered hydric if one or more of the following characteristics were present: • organic soils or soils with an organic surface layer, • matrix chroma just below the A- horizon (or 10 inches, whichever is less) of 1 or less in unmottled soils, or 2 or less if mottles were present, or • gleying immediately below the A- horizon. Indicators of wetland hydrology may include, but are not necessarily limited to: drainage patterns, drift lines, sediment deposition, watermarks, historic records, visual observation of saturated soils, and visual observation of inundation. Appendix A contains data sheets prepared for representative locations in both the uplands and wetlands. These data sheets document the vegetation, soils, and hydrology information that aided in the wetland boundary determination. Wetland boundaries were marked with flagging and surveyed. Due to the highly disturbed condition of the site (i.e., historic filling) much of the delineation was necessarily based on the edge of fill and the apparent location of more natural hydric soils within the delineated wetland. 3.0 RESULTS 3.1 Analysis of Existing Information National Wetland Inventory (NWI) maps developed by the US Fish and Wildlife Service (USFWS) do not indicate that any wetlands are located on or adjacent to the project site (Figure 2). City of Tukwila mapping also does not indicate the presence of any wetlands or watercourses. Since the NWI and City mapping are only general inventories, and because wetland areas change over time, actual field investigation was necessary to ensure that any wetlands were identified. Group Health Support Facility 2 October 5, 1999 563wet1.rpt SOURGE: U.5. Department of the Interior Fish and Wildlife Service Notional Wetlands Inventory Map Des Moines Quadrangle, Ig87 TALASAEA l in, CONSULTANTS Resource 1 Environmental Plorining 15020 Dear Greek Rood Northeosl Woodinville, Hoshlrgton 98012 Evs (425) e•61- 1550 - Fox (425) 861 -9549 FIGURE 2: National Wetlands Inventory Map Group Health Site South 124th Street Tukwila, Washington North DESIGN DRAYIN I PRO,EGT LW 563 SCALE I = 1000 DATE 6 -18 -qq REVISED 3.2 Analysis of Field Conditions Four small wetland areas (Wetlands A, B, C, and D) were identified and delineated on the site (Figure 3). All of the wetlands on the site consist of isolated topographic depressions that have been heavily disturbed (and were possibly created by) historic land use practices. Each of these wetland areas is further described below. Wetland A Wetland A (1,226 s.f.) is located along the site's westem border, adjacent to 35th Avenue S. The wetland contains a palustrine emergent plant community dominated by reed canarygrass (Phalaris arundinacea), Canada thistle (Cirsium arvense), and Himalayan blackberry. At the time of the June 1999 field investigations, soils within the wetland were saturated near the surface. The wetland consists of an isolated topographic depression that receives hydrologic support from surface runoff from the surrounding uplands, including a cut ditch that drains into the southeast comer of the wetland. This ditch appears to have been cut at the toe of the fill mound as a surface water conveyance. Wetland A would be considered a Type 3 wetland according to Section 18.45.020.0 of the Tukwila Municipal Code (TWC). Wetlands B and D Wetland B (462 s.f.) and Wetland D (179 s.f.) consist of isolated topographic depressions located in the southern portion of the site. Both of these wetlands appear to have been created as a result of historic grading and filling activities. The wetlands appear to receive surface runoff from the fill slope to the north and from old cut ditches at the base of the road slope to the south. Wetland B consists primarily of a palustrine emergent plant community dominated by reed canarygrass, with Himalayan blackberry along the perimeter. Wetland D contains a palustrine scrub - shrub plant community dominated by reed canarygrass, Himalayan blackberry, and Scouler's willow (Salix scouleriana). At the time of the June 1999 field investigations, much of the soil within the wetlands was saturated near the surface. Wetlands B and D would be considered Type 3 wetlands according to Section 18.45.020.0 of the TWC. Wetland C Wetland C (1,550 s.f.) consists of an isolated topographic depression located in the south - central portion of the site. The wetland is heavily disturbed and may have been created as a result of historic filling and grading activities. Vegetation within the wetland consists of a palustrine scrub -shrub plant community dominated by reed canarygrass, willow ( Salix sp.), and small black cottonwood (Populus trichocarpa) trees. Hydrology within the wetland was assumed based on the presence of hydric soils and evidence of seasonal ponding (e.g. surface staining). Group Health Support Facility 3 October 5, 1999 563we11.rpt 20 -I • r -# _.._._•— .._•..— I LE6ENP Nasritsis-w OD MI C.i .vice —� `— r �. — • - - - --- -z \ \- i — -- Wend arnp inv.. 15.5 — — — ----5 — rA rirn -15.7 — --�- E.rnd amp Inv.= 115 7 , , _ 5- / / n . / \ 1 } I 7( \ i /7 \ !' A_4 \ \ \ .. 1 \,o \ \, t\ .4.1/,/ _ ?c /i \ \ ���, 'r ` ' ' \ T & X 11 ` } \ 1 I -- - • 1 1 PROPERTY LINE EXISTING CONTOUR EXISTING WETLAND BOUNDARY TEST PLOT LOCATION • 0 30 60 i N. \ N � � - 'WETLAN7 17 �_ — ---- i �� �� act \ 5 • fit r --- __ ; f ��_ �_ cb .�E 41 i N ET LAN A -- - �� Tr X311 t � . ,, \` - � �\ �f � 2 'A A -9 • A 6 ' I ' 2 t 6 sf \ \\ O' / \ \ /�/ ■ /� {`• } \ 4 7n \ \ \ \ `\ So. l 24th Street / ` C- 3 1 ifif-1° / . � i C TPA 6 • . /WETLAN7 • -12 1,550 sf B-6 - \ •i • , ETLAN17 B \ �5 462 sf • 120 ditch ; re ) TP' -5 / ' North \ J -- \ S TALASAEA CONSULTANTS Resource itfrr 134301!nr Omsk Ilrr/14sd rt B. (423) NI -253•- Fs (423)1161J319 IN - \ �. • n � , rw ■ ,3 CDCC! ?;nk 5, 1 frece ,,i 1N NOTE: TOPOGRAPHIC MAP PROVIDED BY SCHROETER 51)RVEYINe P.O. BOX 813, SEAHURST, WA5HINSTON 0 18O62. (206) 242- FIGURE 3: Existing Condition. Map Group Health Site South 124th Street TUkriiia, Washington SCAM I = 60 DAM 10-444 asvfam N8816'15'14 — // / \ \ \ \ \ __ --- _ --\_._ \ 2 _ _ J • \ / \ .- — - i \ \ \ \.s... �i,1_ \ / \ I I I N 1 t N N . WI \ \ \ \ / 7/ / ` \ / �\\ \ (5‘ \ WETLAND r ' - , . - 51 ► � � • \\ \ Q / \ t1 \ \ \ 5) l N. --TPA - 1 \ 'ERTY LINE PING CONTOUR PING WETLAND DARY PLOT LOCATION W..d Q„p km= 13.8' t , rim =15.7 ss- -3° - - WETLAND D � =- — 0 30 60 Erna unp inv.= 123 ditch So. I24.th Street mmadmma ow 4m. tt each \ \\ \\ \\ 1 ( ! \ \ r � i / 0-71 T 2 -6 4_ _ . • ' WETLAND amyl • C� • • —I2 1,550 sf 13-3/4-9.• • 7o- m •4-, WETLAND E3 1 _ \ -. _ - J \ `B-4 — - '� \ -e . 5- 1 8-7 462 sf - _ J TP 3 , - - - - - -- rim= 120 North TALASAEA CONSULTANTS Re6omce & E imomend P =paw Oedriced 16an+nw wme..me, a r:p. ,4072 84‘ (425) 1161 - 7331 - Fat (as) 461 -7S4 ME 11 cb rim =z 5\ � • r�s - � f�c FIGURE 3: / / NOTE: TOPOGRAPHIC MAP PROVIDED BY SCHROETER SURVEYING; P.O. BOX 813, SEAHURST, WASHINGTON 98062. (206) 242 -6621. Existing Condition .1■4 Wetland C would be considered a Type 3 wetland according to Section 18.45.020.0 of the TWC. 4.0 WETLAND FUNCTIONS AND VALUES Wetlands, in general, provide many valuable ecological and social functions, including stormwater storage, water quality protection, groundwater recharge and discharge, and wildlife habitat. The wetlands on the project site all have low value for these functions due to their small size, hydrologic isolation, and highly disturbed condition. The wetlands appear to function primarily as minor stormwater storage areas that collect runoff from the surrounding uplands. 5.0 WILDLIFE Although an extensive wildlife study was not performed, observation of wildlife usage was recorded during the field investigations. In general, the site does not appear to contain significant wildlife habitat due to its low plant species diversity, high degree of disturbance, and isolation from larger habitat corridors. Wildlife observations within the wetland were restricted to the American crow, song sparrow, eastern gray squirrel, and Pacific chorus frog (adjacent to the existing detention pond). The number of wildlife species that utilize the site could, however, be expected to be higher than the number actually observed during our limited field investigation due to the seasonality and secretive nature of most wildlife species. No endangered or threatened wildlife species or habitats were identified during the field investigations. 6.0 PROJECT IMPACTS ON WETLANDS Under the proposed project, all four of the isolated, low value wetlands identified on the site would be filled (Figure 4). Since Wetlands B and D are each less than 1,000 s.f. they would probably be exempt from the compensatory mitigation standards of the City of Tukwila (TWC 18.45.115.A). The total regulated wetland impact on the site (Le., Wetlands A and C) would therefore be 2,776 s.f. 7.0 WETLAND MITIGATION Mitigation for the 2,776 s.f. of impact to Wetlands A and C would occur through the creation of a minimum of 4,164 s.f. of new wetland (1.5:1 replacement to loss ratio) in the northwestern corner of the site, adjacent to the proposed stormwater facilities. The created wetland would then be provided with a 25 -foot enhanced buffer. In addition, the stormwater pond would be planted with native vegetation to provide screening and create a larger, more valuable habitat area. 7.1 Goal and Objectives Goal: Replace the functions lost through filling of 2,776 s.f. of regulated wetland. Objectives: • Increase plant species and structural diversity throughout the 4,164 s.f of created wetland and its buffer. • Control invasive and exotic species throughout the created wetland and its buffer. Group Health Support Facility 4 October 5, 1999 563wet1.rpt SOUTH 124TH STREET SEND PROPERTY LINE - WETLAND BOUNDARY + + + + 4 + 4 + + ■Iii■O • * Ii ! I I. 1 '11 1 1 ; ! OMEN/ 1■1 NON-REGULATED FILLED WETLAND (641 sf) REGULATED FILLED WETLAND (2776 sf) WETLAND MITIGATION AREA (min. 4,164 sf) WETLAND BUFFER (25' min) . •■11. ■1■1 1, I I I II ! J r-r-. : I it Ii ! ! I .■11=1. AMMO ( II IL r OMMI■ ■■•••• MMM .1=mo Resource &Environmental Phamiz' 15020 Bent 052k Lod *Ant Waararollk, Wadagoo 511072 Dm (125) 1L1-7550 - F (425)161-7549 ( ) i TALASAEA CONSULTANTS C ) FIGURE 4: Wetland Impacts and Mitigation Map Group Health Site South 124th Street Tukwila, Washington SOURCE: SITE PLAN PROVIDED BY LANGE MUELLER I ASSOCIATES 130 LAKESIDE, SUITE 250 SEATTLE, 1/4A cI8122 (206) 325-2553 30 60 120 DESIGN I DRAWN I 1-k SCALE DATE 10 REVISED North PREIr 563 4!$ 4".•■••■••44.4 r.rwroksonl• » r k 2 . —th F F — n - -n Ri ( -I °N (4, — u —n z F rn .1111•1. 401111.% 55TH AVENUE O ......,., ,.r.,�u..r..r.rKruzr.�iw.�axamrc w: wwo.» �.. w�....n..,........,..y..._�..., ..... • Screen the created wetland from the proposed project with a variety of native plantings. 7.2 Construction Management Prior to commencement of any work by contractors in the wetland creation or buffer enhancement area, the construction limits will be staked and any existing vegetation to be saved will be clearly marked. A pre - construction meeting will be held at the site to review and discuss all aspects of the project with the selected contractor. A wetland consultant will supervise plan implementation during construction to ensure that objectives and specifications of the mitigation plan are met. Any modifications to the design that may be necessary due to unforeseen site conditions will be jointly approved by the City of Tukwila and the wetland consultant prior to their implementation. 7.3 Monitoring Methodology The monitoring program will be conducted twice a year for a period of three years, with annual reports submitted to the City of Tukwila. Vegetation Permanent vegetation sampling points or transects will be established at selected locations within both the wetland creation area and wetland buffer enhancement area to incorporate all of the representative plant communities. The same monitoring locations will be re- visited each year with a record kept of all plant species found. Vegetation will be recorded on the basis of relative percent cover of the dominant species within the vegetative strata. All monitoring will be conducted by a qualified consultant. Photo - points will be established from which photographs will be taken throughout the monitoring period. These photographs will document general appearance and progress in plant community establishment in the mitigation areas. Review of the photos over time will provide a semi - quantitative representation of success of the planting plan. Monitoring and photo-point locations will be shown and described in the first monitoring report. Wildlife Wildlife species that are readily observable (either by direct or indirect means) will be identified and recorded in the mitigation area. Direct observations include actual sightings, while indirect observations include tracks, scat, nests, song, or other indicative signs. Water Quality and Hydrology During each monitoring event, an assessment will be made of the water regime within the mitigation area to ensure that proper hydrological conditions exist within Group Health Support Facility 5 October 5, 1999 563wet1.rpt R, 0 w'.rt.`el ?)S,tF9h'.Td.'Skt 1. oil sheen or other surface films, 2. abnormal color of water or odor, 3. stressed or dead vegetation or aquatic fauna, and 4. turbidity. both the wetland and its buffer. General observations will be made of the extent and depth of soil saturation or inundation. Water quality will be assessed qualitatively, unless it is evident there is a serious problem. In such an event, water quality samples will be taken and analyzed in a laboratory for suspected parameters. Qualitative assessments of water quality include: 7.4 Success Criteria Success of plant establishment within the mitigation area will be evaluated on the basis of both percent survival and percent cover of desirable species. Undesirable species include exotic and invasive species such as Scot's broom, Himalayan and evergreen blackberry, reed canarygrass, morning glory, and Japanese knotweed. For the planted trees and shrubs, success will be based on at least an 85% survival rate, or at least 50% cover of equivalent recolonized native species, by the end of the three -year monitoring period. Exotic and invasive plant species will be maintained at levels below 20% total cover. Removal of these species will occur immediately following the monitoring event in which they surpass the above maximum coverage. Removal will occur by hand whenever possible. 7.5 Maintenance (M) and Contingency (C) Established performance standards for the project will be compared to the monitoring results in order to judge the success of the mitigation project. Contingency will include the items listed below and would be implemented if these performance standards are not met. Maintenance and remedial action on the site will be implemented immediately upon completion of the monitoring event (unless otherwise specifically indicated below). • replace dead plants with the same species or a substitute species that meets the goal of the plan (C) • re -plant areas after reason for failure has been identified (e.g., moisture regime, poor plant stock, disease, shade /sun conditions, wildlife damage, etc.) (C) • remove /control weedy or exotic invasive plants by manual or chemical means approved by City of Tukwila. Use of herbicides or pesticides within the mitigation area would only be implemented if other measures failed or were considered unlikely to be successful (C & M) • after consulting with City staff - minor excavation, as needed, to correct alterations of surface drainage patterns (C) Group Health Support Facility 6 October 5, 1999 563wet1.rpt Group Health Support Facility Jg cl eanup trash and other debris (M) selectively prune woody plants to meet the plan's goal and objectives thinning and removal of diseased portions of trees/shrubs) (M) 7 .6 Performance Bond: To assure the success of:the mitigation, a performance bond or other financial g uarantee will tie posted with the City of Tukwila for the cost.of Implementi and monitoring the mitigation plan. At the discretion of the City, the bond may be released in partial amounts in proportion to.work successfully completed over the`'' three - year monitoring Period:an the appiicant.demonstrates, performance for implementing: the conditions of:the plan.: October 5, 1999 563wet1.rpt References Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of Wetlands and Deepwater Habitats of the United States. U.S. Fish and Wildlife Service, Department of the Interior. FWSOBS - 70/31. Environmental Laboratory. 1987. Corps of Engineers Wetlands Delineation Manual. Technical Report Y -87 -1, US Army Engineer Waterways Experiment Station, Vicksburg, Miss. Hitchcock, C.L., and A. Cronquist. 1973. Flora of the Pacific Northwest. University of Washington Press. 730 pp. Munsell Color. 1988. Munsell Soil Color Charts. Kolimorgen Instruments Corp., Baltimore, Maryland. Reed, P.B. Jr. 1988. National List of Plant Species that Occur in Wetlands: Northwest (Region 9). USF &WS Biol. Report 88. Reed, P.B. Jr. 1993. Supplement to: National List of Plant Species that Occur in Wetlands: Northwest (Region 9). USF &WS Biol. Report 88. U.S. Fish and Wildlife Service. 1987. National Wetlands Inventory Map, Des Moines Quadrangle. Washington State Department of Ecology. 1997. Washington State Wetlands Identification and Delineation Manual. Washington State Department of Natural Resources. 1994. Endangered, Threatened and Sensitive Vascular Plants of Washington. B•2 • DATA FORM ROUTINE ONSITE DETERMINATION METHOD Field lnvestgat}o r(s): ALTm ' ors Date: 4-7- Project/Site •(vQ i NCI►t.T 7vkw« Stale; A County: _ , _ Appticani/+Owner 111-A"'^'r`A Eu- C Plant Community ,/Name: TP I • Note: if a more detailed site description is necessary, use the back of data form or a field notebook. Do normal environmental conditions exist at the plant community? Yes X No (If no, explain on back) Has the vegetation, soils, and/or hydrology been significantly disturbed? Yes X No (If yes, explain on back) 41S-rocs C- (7-1 t ^t (7 VEGETATION Indicator Status Stratum Dominant Plant Species 1. •?k' to iS aw4.gnket. F 14 11. 2. R• a■stokor FAC.t) 5 12. 3. C.r5;,1.4. ACt(QnS fAC.i * � 13. • 4. 14 5. 15. 6. 16. 7. 17 8. 18. • 9. 19. 10. 20.' Percent of dominant species that are OEL, FACW, and/or PAC 33 o /p Is the hydrophy'tic vegetation criterion met? Yes No ?F Rationale: Nci i ScP/ FkC G ( E LITER. Dominant Plant Species Series/phase: Is the soil on the hydric soils list? Is the soil a Histoscl? Yes Is the soil: Mottled? Y s X Matrix Color: fO'(P N 2•. SOILS Subgroup: Yes No Undetermined No X Hislic epipedon present? Yes No _ No Gleyed? Yes No )C Mottle Colors: VAR +ABi.E- Indicator Status Stratum Other hydric soil indicators: Is the hydric soil criterion met? Yes )C No Rationale: LOW C Nike. .`1A HYDROLOGY Is the ground surface inundated? Yes No )( Surface water depth: Is the soil saturated? Yes No X Depth to free-standing water in ph/soil probe hole: List other field evidence of surface inundajion or spit saturation. So ki.l -Art o.s ckA. S. bsjx, rrb Is the wetland hydrology criterion met? Yes X No Rationale: SS Ln— , ► J 'Co N i i>RtC S� L h.Jt b Ail- IL.- St vt S k e - w e 4,1 , .J 6442 L SPrt+•b JURISDICTIONAL DETERMINATION AND Is the plant community a wetland? Yes X. No Rationale for jurisdictional decision: 13k_GD t∎` Dit. C fie' 1 This data form can bo used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classi ication according to 'Soil Taxonomy.' • - -1 B•2 DATA FORM ROUTINE ONSITE DETERMINATION METHOD Fietd Invest■gator(s). A Date: 6' : Project/Ste: (2,14aJ ?? CAL'f■ `cs-Ac• State: County: L►�� ApplicanVOwner: T4'- Plant Community :/Name: TP- Note: If a more detailed site description is necessary, use the back of data form or a field notebook. Do normal environmental conditions exist at the plant community? Yes 2C No (If no, explain on back) Has the vegetation, soils, and/or hydrology been significantly disturbed? Yes s )4 No (If yes, explain on back) 3/41 %Szflii -AC. f • I I-A-1 1(0 fr. MAD r. Dominant Plant Species 1. R�bvs d■scaAor 2. C: r5 :.,r r∎ ckeveyr se. 3 ?melee: S roYs (et, • VEGETATION Indicator Status Stratum Dominant Plant Species Fib v S cwt N FAt43 �1_ 11. 12. 13. 14 5. 15. 6. 16. 7. 17. 8. 18. • 9. 19. 10. 20.' • Percent of dominant species that are OEL, FACW, and/or FAC 2 3 to Is the hydrophytic vegetation criterion met? Yes No ;l Rationale: N u , ) 55' c Fs14, c t f-c-'C c g- Series/phase.: Is the soil on the hydric soils list? Is the soil a Histosol? Yes Is the soil: Mottled? Yes Matrix Color: 1 CYR•- 3� SOILS Subgroup : Yes No Undetermined No x' Histic epipedon present? Yes No No X Gleyed? Yes No )c Mottle Colors: Other hydric soil indicators: Is the hydric soil criterion met? Yes No X Rationale: N t t, ^ w: Tk. F S r N ca c A Is the wetland hydrology criterion met? Yes Rationale: Nv C3 Scfk,./ P T'0. 1 CC- E./ eoc 0 - L HYDROLOGY Is the ground surface inundated? Yes No X Surface water depth: Is the soil saturated? Yes No g- Depth to freestanding water in ph/soil probe hole: List other field evidence of surface inundation or soil saturation. No) e Poch S-:r k. s *- - 1•01 ` ci JURISDICTIONAL DETERMINATION AND,RATIONALE Is the plant community a wetland? Yes No '74 Rationale for'jurisdictional decision: ?Jr, t Rr'ri .tA 4. *"• i I This data form can be used for the •Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to 'Soil Taxonomy.' • Indicator Status Stratum 8.2 Field Investigator(s): AVTwtrA.J�I Project/She: GF4J? 0E T ib L t.A Applicant/Owner: 1 " 4 ••`" 4 "'I , ••■•• c�oi Plant Community x/Name: t 3 Note: If a more detailed site description is necessary, use the bads of data form or a field notebook. Do normal environmental conditions exist at the plant community? Yes X No (If no, explain on bad() Has the vegetation, soils, and/or hydrology been significantly disturbed? Yes X No (II yes, explain on back) HIs•C(zl c F % L(-t rJ t, VEGETATION Indicator Indicator Dominant Plant Species Status Stratum Dominant Plant Species Status Stratum 1. c.t z FAC.ui t 11. 2. 12. 3. 13. 4. 14. S. 15. 6. 16. 7. 17. 8. 18. • 9. 19. 10. 20.' Percent of dominant sp that are OBL, FACW, and/or FAG Is the hydrophy,ic vegetation criterion met? Yes, X No_ Rationale: Sch F-AC oe, t.Jri_'r Series/phase.: Is the soil on the hydric soils list? Is the soil a Histosol? Yes Is the soil: Mottled? Yes Matrix Color: 1 o YR -311 Other hydric soil indicators: Is the hydric soil criterion met? Rationale: Yes No No C W.Tr4 rroTTLE5 HYDROLOGY Is the ground surface inundated? Yes No X Surface water depth. Is the soil saturated? Yes No K Depth to freestanding water in pit/soil probe hole: List other field evidence cf surface inundation or soil saturation. So■ME SaltihcE Sl tr.) rwt=. Is the wetland hydrology criterion met? Yes X No Rationale: • DATA FORM ROUTINE ONSITE DETERMINATION METHODI SOILS $ unn ► 'u L. To Ki7R \c. sou._ loo i Date: 6- 2 y'S1 State: WA County: 14141 A..Jt� Grtha r pJ 6 Subgroup• Yes No Undetermined No .,,K___, Histic epipadon present? Yes No L_ No Gleyed? Yes • No X Mottle Colors. W1iiA 4t~- ,.IA SuRPI.cE. 51 JURISDICTIONAL DETERMINATION AND.RATIONALE Is the plant community a wetland? Yes k No Rationale for'jurisdictional decision: BP.se (t'tat?-%c I This data form can be used for thorHydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classtiwtion according to 'Soil Taxonomy.' -a -ta. 3 8.2 DATA FORM ROUTINE ONSITE DETERMINATION METHODI Field Investigator(s ): 0"An • Date: 4'--Z4-59 project /she: b aw HEM :TA/ State:.- County: K r.•r Applicant/Owner: 'Tfti`P cite. ...I Plant Community gMame: 1? es 4 • Note: If a more detailed site description is necessary, use the back of data form or a field notebook. Do normal environmental conditions exist at the plant community? Yes X No (If no, explain on back) Has the vegetation, soils, and/or hydrology been significantly disturbed? Yes X No (If yes, explain on back) litSTOrtkc e.• L-r ^I tre 1) Co-Apt rib Dominant Plant Species 1. 'F.., bus dls«to 2. 3. 4. 5. 6. 7. a. 9. 10. • VEGETATION Indicator Indicator Status Stratum Dominant Plant Species Status Stratum fAc S 11. 12. 13. 14. 15. 16. 17 18. 19. 20.' Percent of dominant spaces that are OSL, FACW, and/or FAG 0 Is the hydrophylic vegetation criterion met? Yes No X Rationale: l k'r > So % 4 A C SOILS Series/phase: Subgroup: Is the soil on the hydric soils list? Yes No Undetermined Is the soil a Histoscl? Yes No X Histic epipedon present? Yes No _ Is the soil: Mottled? Yes No Gleyed? Yes No Matrix Color: Co vHrAc.T- f. !I'LL- Mottle Colors: Other hydric soil indicators: Is the hydric soil criterion met? Yes No _ C< Rationale Co'—?.•r f I LA.— SLC ?F HYDROLOGY Is the ground surface inundated? Yes No x Surface water depth' Is the soil saturated? Yes No X , Depth to free-standing water in pi' /soil probe hole* List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes No X Rationale: • No or GK F F Sox- Srt it-0 I '•.l JURISDICTIONAL DETERMINATION AND.RATIONALE Is the plant community a wotland? Yes No >{ Rationale for'jurisdictional decision: N u CR r - k - L ♦ t tk W. t 1 1 This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Prccuduro. 2 Classic.ation according to 'Soil Taxonomy.' 8.2 Field Investlgator(s': A `'T`"^# P 4 Project/Site: Gc.,47 r{Eauaw l,�rw�..q Applicant1Ownet• h" r " cp Hole: If a more detailed site description is Do normal environmental conditions exist at the plant community? Yes X No (If no, explain on back) Has the vegetation, soils, and/or hydrology been significantly disturbed? Yes X No (If yes, explain on back) ik%S'ro,xlc, {' pr•I G�P'�'� Dominant Plant Species 7th \■ii 0.h�n ?:ncte, IGREgmeMesakfir 1. 2. 3. Sc.1: x s ?. • 5. 6. 7. 8. 9. 10. PvquluS 4r,cteliCe r ?s Series/phase.: Is the soil on the hydric soils list? Is the soil a Histosol? Yes Is the soil: Mottled? ¥ s X Matrix Color: io; i= "It 1 Other hydric soil indicators: Is the hydric sail criterion met? Yes X Rationale: C .; • DATA FORM ROUTINE ONSITE DETERMINATION METHOD VEGETATION Indicator Status Stratum Dominant Plant Species tit F/.c. 5 Yes No X No Date: ' -21: r t5 • State: 1°44 Count: �' b Plant Community gMame• 't e 5 necessary, use the back of data form or a field notebook. No Tt1 r- %0TTLES 11. 12. 13. 14. 15: 16. 17. 18. • 19. 20.• SOILS • (oo '/ Percent of dominant s, -modes that are OBL, FACW, and/or FAC is the hydrophyic vegetation criterion met? Yes )'tf No • Rationale: 7 S`o% tt.0 O- WE-t - T Subgroup : No Undetermined Histic epipedon present? Yes Gleyed? Yes No A Monte Colcrs:. VAPAISL4- No X Indicator Status Stratum HYDROLOGY Is the ground surface inundated? Yes No X Surface water depth: Is the soil saturated? Yes No A Depth to free•standing water in pit/soil probe hole: List other field evidence of surface inundation or soil saturation. So ^^E Sur- FhCE STAt r-1)dt7 Is the wetland hydrology criterion met? Yes X No Rationale: ASs ✓^^�i? Put, To K`tDI. % ,.JD S 4 -Ply. £1P. i t.1 ((? JURISDICTIONAL DETERMINATION AND.RATIONALE Is the plant community a wetland? Yes X No Rationale for'jurisdictional docision• — /l1.1_ 3 C Q TC1t/4. 1 This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to 'Soil Taxonomy.' 8 -2 Field Investigator(s): A L.-rr•nA Project /Site: 1 3e-- , ..iT Nra•` -•t+ L..I• • DATA FORM ROUTINE ONSITE DETERMINATION METHODI Date: 6-2 TRl�wcwEu c ao.J State: ty Coun : It" 4 V APp licant,'Owner: Plant Community gMame: Ti 6 Note: If a more detailed site description is necessary, use the bad* of data form or a field notebook. Do normal environmental conditions exist at the plant community? Yes X No (If no, explain on back) Has the vegetation, soils, and/or hydrology been significantly disturbed? Yes X. No • (If yes, explain on back) P ToR%c FrLA-rrJkr. At() 6aP1) ;NI to VEGETATION Indicator Indicator Dominant Plant Species Status Stratum Dominant Plant Species Status Stratum 1 .pt., gc.,ns�;n..cc4 FAcv3 11. 2 •.1b.4 d;s caier F,p+C.0 S 12. - -T 3 I a?,..lus n;Sr; N r— _T__ 13.. 4. 14.. 5. . 15. 6. 16. 7. 17. 8. 18. 9. 19. 10. 20.• Percent of dominant s that are OEL, FACW, and/or FAC • 33 'o Is the hydrophyic vegetation criterion met? Yes No Rationale: hi 07 > So% ft-c. ot- L ; SOILS Series/phase: Subgroup: Is the soil on the hydric soils list? Yes No ' Undetermined '' Is the soil a Histosol? Yes No X Histic epipedon present? Yes No X Is the soil: Mottled? Ye No X Gleyed? Yes No K Matrix Color: I0Yrz. ` i - Mottle Colors : Other hydric soil indicators: Is the hydric soil criterion met? Yes No X Rationale: Ct1tw• h- 0 - 2. too r-Acvnt -CS HYDROLOGY Is the ground surface inundated? Yes No ( Surface water depth: Is the soil saturated? Yes No X Depth to free•slanding water in pit/soil probe hole: List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes No X Rationale: • No c��7E or S"►`- S P. 7. L2 ? cal 6 - /nlvrlDf�zic JURISDICTIONAL DETERMINATION AND Is the plant community a wetland? Yes No ?� Rationale fot'jur sdictional decision' /..1 O c l-t Z i: f - 1 h E 'This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classication according to 'Soil Taxonomy.' P 8.2 • DATA FORM ROUTINE ONSITE DETERMINATION METHOD gat oris)• /} '-'Tr'^f*r�tJ Date: f0 'S� Field Invest .c Ftkr►Vty. ,.,Kw.. Slate: k rA County,- K. 40 Applicant/Owner: T " Community xframe: 7 a 1 • Note: If a more detailed site description is necessary, use the back of data form or a field notebook. Do normal environmental conditions exist at the plant community? Yes )c No (If no, explain on back) Has the vegetation, soils, and/or hydrology been significantly disturbed? Yes )f No (If yes, explain on back) Ap3ppGE,.rr cvr 'ITCtt t{.F.owr} v7t. jrlDS VEGETATION Indicator Indicator Dominant Plant Species Status Stratum Dominant Plant Species Status Stratum 1. Mews ;,sS: r, Fo.c. 1 11. 2 Cor'Itu tw,,,/ " froCt) 111 ..12.- 3. F JLs c :scc;tor 4• Pci14.0"4" - f Ac o S 14.- 5, 15. • 6. 16. 7. 17. 8. 18, • 9. 19. 10, 20.' Percent of dominant species that are OEL, FACW, and/or FAC "?..S Is the hydrophylic vegetation criterion met? Yes No x• Rationale: No T S'O% K■■ tip- t1 E-r, Series/phase: Is the soil on the hydric soils list? Is the soil a Histoscl? Yes Is the soil: Mottled? yes Matrix Color: ►o`f t . SJ Other hydric soil indicators: Is the hydric soil criterion met? Yes Rationale: Ht (5t■ ctERowA No.X SOILS Subgroup : Yes No Undetermined No X Histic epipedon present? Yes No �C No X Gleyed? Yes No X Mottle Colors: HYDROLOGY Is the ground surface inundated? Yes No X Surface water depth: Is the soil saturated? Yes No X Depth to free•standing water in pit/soil probe hole: List other field evidence cf surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes No X Rationale: ?Jo tg5E-ZVi}'ito,.) C`'+- E.r %b∎4iti Or ,S► 67. ti1 JURISDICTIONAL DETERMINATION AND.RATIONALE Is the plant community a wetland? Yes No X Rationale for'jurisdictional decision: NO CM1t' —t►r I This data form can bo used for the Hydric Soil Assessment Procedure and tho Plant Community Assessment Procedure. 2 Classification according to 'Soil Taxonomy.' B•2 DATA FORM ROUTINE ONSITE DETERMINATION METHOD Field Investigalor(s : A LT MA 0A Date: 10- r-1 - 9 9 p GRoJe Tui " 'A Slate: t " rA Coun knit, Applicant/Owner: TM. Ei-t. Cot Plant Community x/Name: 'Tf' zt 6 Note: if a more detailed site description is necessary, use the back of data form or a field notebook. Do normal environmental conditions exist at the plant community? Yes x No (If no, explain on back) Has the vegetation, soils, and/or hydrology been significantly disturbed? Yes X No (If yes, explain on back) Ni szogic_ G' t'brtJt, • VEGETATION Indicator Indicator Dominant Plant Species Status Stratum Dominant Plant Species Status Stratum 1. R.rbus d:sc FACV S 11. 2. 12.- 3. 13. 4. 14. 5. 15. 6. -16. 7. 17. 8. 18. 9. 19. 10. 20.' Percent of dominant species that are OEL. FACW. and/or PAC 0 'o Is the hydrophytic vegetation criterion met? Yes No X. Rationale: Sete Fic cr` WETTER Series/phase.: Is the soil on the hydric soils list? Is the soil a Histosol? Yes Is the soil: Mottled ? Yes Matrix Color: l OYR 317-- Other hydric soil indicators: Is the hydric soil criterion met? Yes Rationale: CNac."'"/+ af- -Z w /o Subgroup : Yes No Undetermined No X Hislic epipedon present? Yes No K No X Gleyed? Yes No) Mottle Colors: No SOILS HYDROLOGY Is the ground surface inundated? Yes No X Surface water depth: Is the soil saturated? Yes No m Depth to free•standing water in pit/soil probe hole: List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes No X Rationale: W;, cast.42.v40-144 be [ iDef -7 L o f .S61 L.- S/rT�(rpT%e,v JURISDICTIONAL DETERMINATION AND.RAT1ONALE Is the plant community a wetland? Yes No >< Rationale for jurisdictional decision: N c Cft inc�Jfi uvEr 1 This data form can be used for 'her Hydric Soil Assessment Procedure and tho Plant Community Assessment Procedure. 2 Classification according to 'Soil Taxonomy.' November 18, 1999 International Gateway East II, LLC c/o Sabey Construction 101 Elliot Avenue West, Suite 400 Seattle, Washington 98119 Dear Mr. Martell: Attention: Mr. Bernard R. Martell Subject: Supplemental Recommendations Proposed Group Health North Tukwila, Washington References: Earth Consultants, Inc. Geotechnical Engineering Study E -8806 dated August 11, 1999 75 90 Earth Consultants Inc. (i(YN(,:hltl/ ill Engineers. Geologists & IiIwwlr(N111N111it1 ti(i nlLrts E -8806 At your request, we have evaluated an alternative foundation option for the proposed building. ECI previously provided the referenced geotechnical engineering study for the project and recommendations for augercast piles for support of the building. The recommendations in this letter are intended to supplement and were applicable supersede the recommendations in the referenced report. At the time our referenced report was written, the building location and loads were not finalized. We understand the building will now be located as shown on the Boring and Test Pit Location Plan, Plate 1. Based on the information provided by the structural engineer, the column loads will be in the range of one hundred twenty (120) to one hundred seventy (170) kips. The proposed finish floor elevation is twenty -nine (29) feet. Three additional borings were drilled to evaluate the subsurface conditions in the building area, not previously explored. Please refer to the Boring and Test Pit Logs, Plates A2 through A18, for a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods is included in Appendix A. 1805 136th Place N.E., Suite 201, Bellevue, Washington 98005 Bellevue (425) 643.3780 FAX (425) 746 -0860 Toll Free (888) 739.6670 Surcharge Program International Gateway East II, LLC c/o Sabey Construction November 18, 1999 E -8806 Page 2 In Boring B -3, northeast of the building, we encountered peat with sand lenses at eleven (11) to twenty (20) feet below the existing grade. We also encountered peat in Test Pit TP -3 on the eastern side of the building. In Borings B -101 and B -103, located on the southwest and southeast corners of the building, respectively, we did not encounter soft or organic soils. To limit the differential settlements across the building, the building areas not covered by fill to Elevation 36 should be surcharged. The northeastern portion of the building will be the critical area for the surcharge. Our field exploration indicates the site is underlain by loose to dense fill overlying interbedded moderately compressible organic silt and peat. The building loads will induce settlement in the existing fill and underlying compressible soil layers. We estimate primary settlement will be on the order of four to twelve inches depending on the thickness and characteristics of the consolidating layers in building areas not covered by sufficient amounts of fill. In order to pre- induce this settlement in these areas, the building foot print should be surcharged. The surcharge program would consist of placing a layer of fill across,the building area to elevation 36 feet. The areas of the building were the existing fill pile is above elevation 36 feet, the fill may be removed down to final subgrade level. The surcharge should extend at least five feet beyond all newly surcharged areas. The surcharge fill should then be allowed to pre- induce the estimated settlement. During this period, the induced settlement will be monitored. When the settlement ceases or the future settlement is considered to be within the tolerable limits of the structure, the surcharge is removed and building construction can commence. We estimate the surcharge will need to be in -place four to six weeks. We estimate the surcharge program should reduce total post - construction settlements to about one and one -half inches. See the referenced report for additional information on surcharge fill and monitoring. Foundations Based on the results of our study, it is our opinion the proposed building may be supported on a conventional spread and continuous footing foundation bearing on at least two feet of structural fill, after the successful completion of the surcharge program. We anticipate some of the existing fill may be adequate for foundation support; however, areas of overexcavation and replacement should be expected. This should be determined in the field when actual conditions are exposed. Earth Consultants. Inc. International Gateway East II, LLC c/o . Sabey Construction E -8806 November 18, 1999 Page 3 For frost protection considerations, exterior foundation elements should be placed at a minimum depth of eighteen (18) inches below final exterior grade. Interior spread foundations can be placed at a minimum depth of twelve (12) inches below the top of slab, except in unheated areas, where interior foundation elements should be founded at a minimum depth of eighteen (18) inches. With foundation support obtained as described, for design, an allowable soil bearing capacity three thousand (3,000) psf for structural fill can be used. Continuous and individual spread footings should have minimum widths of eighteen (18) and twenty -four (24) inches, respectively. Loading of this magnitude would be provided with a theoretical factor -of- safety in excess of three against actual shear failure. For short -term dynamic loading conditions, a one -third increase in the above allowable bearing capacities can be used. With structural loading as expected, total settlement in the range of one and one -half inches is anticipated with differential movement of up to one inch in one hundred (100) feet. Most of the anticipated settlements should occur during construction as dead loads are applied. Footing excavations should be observed by a representative of ECi, prior to placing forms or rebar, to verify that conditions are as anticipated in this report. ECI should be retained to review the foundation plans when completed. We appreciate the opportunity to be of service, if you have any questions or need additional information, please contact us. Yours very truly, EARTH CONSULTANTS, INC. Kristina M. Weller, P.E. Project Engineer MCA /CM. CM.. Robert S. Lev Principal EXPum 03 '7 /0o Attachments Plate 1 Boring and Test Pit Location Plan Appendix A Field Exploration Appendix B Laboratory Testing Earth Consultants. Inc. Drwn. GLS Date Oct. '99 Proj. No. 8806 Checked MGM Date 10/20/99 Plate 1 r I � - � • 0 - 1 i. • ( -10+) ) 1 ' ? WaterDualiy . 1 ; 4- 1 8-102 TP -2 (0 - 18) (0 -16- I (2C - 26) —•— I TP -3 (0 - 9) Proposed (s - 11 +) 2 -Story Building TP -5 (6 - 9 -) 1 40 80 i Water Duality I _ E Approximate Scale 160ft S. 124th STREET 30 TP-4 (8 - 12+) B - — (0 -11.5) (11.5 - 22.5) (0 - 8) B -1031 30 NOTE: this plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 1B-2 (0 - 13) \ —0— 13 -28) 1 B-1 (0 -14) ( (14 - 23 I LEGEND B-101 -I-Approximate Location of ECI Boring, Proj. No. E -8806 (Addendum), Oct. 1999 B -1 -i- Approximate Location of ECI Boring, Proj. No. E -8806, June 1999 TP -1 -i- Approximate Location of ECI Test Pit, Proj. No. E -8806, June 1999 (0 - 5.5) Thickness of Existing Fill Material (In Approximate Feet Below Existing Grade) (8 - 12) Thickness of Native Organic and Compressible Soils Comprised of Organic Silt/Clay and Peat (In Approximate Feet Below Existing Grade) Subject Site Proposed Building Reference: Site Plan Sheet No A1.1 Job No. 99089 By Lance Mueller & Associates, Architects Dated 10/05/99 Earth Consultants, Inc. Geaechnical Engineers. Geologists & Environmental Scientism Boring and Test Pit Location Plan Group Health R & D Building Tukwila, Washington 3o- - E! l‘: Mitigated Area , 30 4 . —TP -1 i ;1 (0- 6)t (6 -10 +) Water Quality 8-101 J a 40 0 40 80 Water Quality Approximate Scale S 124th STREET 160ft. (8 -12 +) 1 137102 TP -2 (0 - 18) (0 - 16+) - ■- (2C - 26) I TP -3 (0 - 9) Proposed (9 - 11+) 2 -Story Building B . I -3 -- (0 -1 (11.5 - 22.5) -� (0 - 8) B -1031 TP-5 ( - 9 -) 40 30 —0— - 30 NOTE: this plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 113-2 (0 -13) �t —.— (13 -28) 1 m i -A (0 -5.5) Thickness g• Material (I 7 Below Exi (8 - 12) Thickness Z and ComE r Comprise and Peat 7 - Below Ex C!) Subject S B-1 (0 - 14) (14 - 23 -`- Proposec B- 101 -:- ApproximE I ECI Borin( E -8806 (A B -1 - +- ApproximE ECI Borinc E -8806, Ji TP -1- ApproximE ECI Test F E -8806, Ji Reference: Site Plan Sheet No A1.1 Job No. 99089 By Lance Mueller & Assoc Dated 10/05/99 Drwn. GLS Checked MGM LEGEND Earth C Ger:techI c Engine Boring and Test Pi Group Health R Tukwila, Wa Date Oct Date 10/2C Project Name ' 6.4 Acre Parcel Sheet of 2 2 Job No. 8806 Logged by: KME Start Date: 6/23/99 Completion Date: 6/23/99 Boring No.: B-2 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: 0 Monitoring Well 0 Piezometer F Abandoned, sealed with bentonite General Notes 06) Blows FL Graphic Symbol Depth Ft. Sample iogwecS sosn 71.9 35.7 20.5 13 22 70 . 21 22 23 24 25 26 27 26 29 30 31 OL V Brown organic SILT with thin lenses of sand, medium dense, moist -increasing sand lenses — — SM Gray silty SAND with gravel, very dense, water bearing — Boring terminated at 31.5 feet below existing grade. Groundwater table encountered at 25.0 feet during drilling. . Ari■‘. Al- 441),.■ , ( 111‘t E q11 i ,,,,, Co n . ls r.os T r E. Boring Log 6.4 Acre Parcel Tukwila, Washington Proj. No. 8806 I own. GLS I Date July '99 . Checked KME 1 Date 7/13/99 I Plate Al 1 a 0 a a Boring Log S ubsurface conditions depicted represent our observations at the time and oca ion of this exploratory hole modified by engineering tests, ana ysis an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Name: • 6.4 Acre Parcel Sheet of 1 2 Job No. 8806 Logged by: KME Start Date: 6/23/99 Completion Date: 6/23/99 Boring No.: 8-3 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer i.14 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. loclwAS olyde.10 whiles 73 Lode° j loquiAs s3sn Surface Conditions: 102 9.s 13.7 11.7 117.1 85.1 44 2 7 17 10 • � ► • • • • • • • ► • • • • • • ' ••••••• ►•••••• • ••••••• ■•••••• • ■•••••• • ••••••• ►•••••• • ►�•�•�•� • • ■► h. ►••••••� •• • 1 3 5 7 8 9 10 11 12 13 14 15 16 17 1 1 9 SM (2 Asphalt Concrete) 4 Crushed Base) ray silty SAND with gravel, dense, moist (Fill) Y tY 9 ( ) - medium dense and wet SP -SM • Gray poorly graded SAND with silt, very loose, wet (Fill) , iii • • ••••••i ∎•••••� ►••••••• .•••••• ■•••• ••••••• ►••••• . ••••••• ••••••• ►�•�•••� ■•••••• • ∎•••••• ► " =' , ,, , . , ■ 11, 1, 0,, . .1 ,, .21 1 , 01, .1!. .1 1. ,, s , ,, .v,0,, �. .1 1, Et I" : Li Q ,, .s I, ,I 1 , , .1, v, I sl ), PT Dark brown PEAT with sand lenses, medium dense, moist to wet ^— AP\ p , /4IV $1)1,111,19f I F ons I . O O' ,Itmkv1Fnalner . MryL�n&Fn lt ITIUttnts lyd ti [ dril rw Boring Log 6.4 Acre Parcel Tukwila, Washington Proj. No. 8806 I Dwn. GLS Date July'99 Checked KME Date 7/13/99 Plate A l2 • Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this e�loratory hole m by en tests, ana an Iudgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of Information presented on this log. Project Name: 6.4 Acre Parcel Sheet of 2 2 Job No. 8806 Logged by KME Start Date: 6/23/99 Completion Date: 6/23/99 Boring No.: B-3 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well • Pie ometer « Abandoned, sealed with bentonite General Notes W (%) Blows FL lagwms a l 4 de.t o Depth Ft. Sample 1o9WAS SDStl 30 16.3 25 r. SMWIL Interbedded gray silty SAND and SILT, loose, wet 21 — --- 23 24 25 26 SM Gray silty SAND, medium dense, wet -- Boring terminated at 26.5 feet below exasting grade. Groundwater seepage encountered at 7.0 feet during drilling. f di (4/ a+ e» 411* outts Ic. \ 6t# `kill • ' �luik -di n, Grokr..Mi t "?,i s,1;„ Boring Log 6.4 Acre Parcel Tukwila, Washington Proj, No. 8806 I Dwn. GLS 1 Date July'99 Checked KME + Date 7/13/99 I Plate A13 Boring Log 0 0 a w a 0 ti ''J4'i'u 7L{y�t�',U!T'%&.'k7+4t1 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and judgment, They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Name: 6.4 Acre Parcel Sheet of 1 1 Job No. 8806 Logged by KME Date: . 6/24/99 Test Pit No.: TP -1 Excavation Contactor. Ground Surface Elevation: Five Ball Notes: uscs Symbol Surface Conditions: Depth of Topsoil & Sod 6" General W phl . ibc pth Cpl Notes (96) ; •�• � • � • SM Brown gray silty SAND with gravel, dense, moist (Fill) ►••••••• • ►••••••� 1 — • • • • • • • their ► 2 SM Gray silty SAND with gravel, medium dense, moist (Fill) _ 6.6 ,• ►••••••• ►•••�••• ►••••••• 3 — ► • • • • • • • ►••••••4 ►•••••• -- r- • 5 ■••••••• ,•••••• � —., ,••••••• '• , , , , a %. aI, . 1 , !. • PT Dark brown PEAT, medium dense, wet 346.4 ,! a�, 8 f I, 0 I, , f 0 Test pit terminated at 10.0 feet below existing grade. No groundwater encountered during excavation. , ill. 0,44, Test Pit Log E arth Consultants Inc. ql�I 6.4 Acre Parcel Jr�t;��� �^ �^y�nkrolFi�glnr . i Gt+kp lcril Fndmnn �ihu Tukwila, Washington i Proj. No. 8806 Own. GLS Date July'99 Checked KME I Date 7/13/99 I Plate A14 .......i.o..w..r + w.vkbeTr..ii1VMk i NASS M011172AN1f.%NK . Test Pit Log S ubsurface conditions depicted represent our observations at the time and loca on o t his e no m odifie d by englneenng te analys+s and udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or Interpretation by others of nfonnation presented on this log. Project Name: 6.4 Acre Parcel Sheet of 1 1 Job No. 8806 Logged by: KME Date: 6/24/99 Test Pit No.: TP -2 Excavation Contactor. Five Ball Ground Surface Elevation: Notes: General Notes W 06) Graphic Symbol aidwes "IA tilde° logwAs sosn Surface Conditions: Depth of topsoil & Sod 2" 0 9.2 • 11.9 '• ► • 4 ► ►• ►••••••. ►••••••4 • • , ►•••• ► • •• •• • • ••••••! ►•••••• ! •••••∎ ■••••••! ••••••• •••• ���� ► • ►•••••! ►••••••! ► • ••••••! ►•••••• • ••••••• � • • • • • 4 1• • ► r• ••••••! ►••••••! ∎•••••• ••••••! ►•••••• ►•••••• • ••••••• ►••••••• •'1 •• ►. • �•• ►••••••! 01 • 0• & •sea 2 2 3 3 4 4 1 6 9 10 11 12 . 13 14 15 6 16 SM Brown silty SAND with gravel, dense, moist (Fill) i nY 9 ) - 2 6 % • -26 fines -23% fines . • - grades to gray and wet — • - - - — - — — — --- �' — � — — — — — '--- Test pit terminated at 16.0 feet below existing grade. No groundwater encountered during excavation. Lr ��� ( m)/ ,,���, in 110 Earth Consultants Inc Nu', \L0 GrtHr.thnhuIFmInr.(aS.CCC1O L nn Favlm rnl:it'In%II t Test Pit Log 6.4 Acre Parcel Tukwila, Washington Proj. No. 8806 Own. GLS Date July'99 Checked KME I Date 7/13/99 1 Plate A15 0 a. S 0 0 W Test Pit Log S ubsurface conditions depicted represent our observations at the time and loat ion of this exploratory h modified by engineering tests, analysis an d 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of Information presented on this log. Project Name: • • 6.4 Acre Parcel Sheet of 1 1 Job No. 8806 Logged by: KME Date: 6/24/99 Test Pit No.: TP-3 Excavation Contactor: Five Ball Ground Surface Elevation: Notes: General Notes W (9) Graphic Symbol . Depth Ft. Sample USCS Symbol Surface Conditions: Depth of Topsoil & Sod 4" • 7.0 12. 2 158.4 • • • • • • • • • • • • •• **••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • •,*,* •—•—• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ***** •• • • • ••• ••• • •• •,*,* •*—*-* • • • • • • • • • .•-•.■ • , • _'!. I.f!. t, % I i i 2 3 4 5 6 7 8 9 10 11 SM . . • ,v■ Gray silty SAND with gravel, dense, moist (Fill) . -grades to loose and wet - PT • Dark brown PEAT, loose, wet Test it terminated at 11.0 feet below existing grade. No groundwater encountered during excavation. iv siv 4/4, ikt ( liji di) C onsultants ( . 1 ink 1 .. c,r , n u 1 x Inc. 1 . Test Pit Log 6.4 Acre Parcel Tukwila, Washington - Proj. No. 8806 1 Dwn. GLS Date July'99 Checked KME Dale 7/13/99 Plate A 1 6 Test Pit Log Q. tl Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of information presented on this log. Project Name: • 6.4 Acre Parcel Sheet of 1 1 Job No. 8806 Logged by: KME Date: 6/24/99 Test Pit No.: TP-4 Excavation Contactor. Five Ball Ground Surface Elevation: Notes: General Notes W (%) Graphic Symbol aidw¢g 'id 4ldaa USCS Symbol Surface Conditions: Depth of Topsoil & Sod 4" • 7.3 23.1 166.4 2 SM Gray silty SAND with gravel, dense, moist -13% fines 3 4 5 6 7 10 11 12 SM\PT Gray silty SAND with gravel and PEAT, loose to medium dense, moist 1 I — !.. 2 1 i i 1 PT/OL Dark brown PEAT and organic SILT, medium dense, moist • Test pit terminated at 12.0 feet below existinggrade. Slight groundwater seepage encountered at 8.0 during (=ovation. • ( %. ;„ . 1 1 0 ‘ Ear C J luf m Nu . FO F.11;11t . .?Cct i lsr: 1- . 1 Y.Mit:coint7 t IrAl!!Ir r i l lrltS Inc. . st Pit Log 6.4 Acre Parcel Tukwila, Washington Proj. No. 8806 Own. GLS Date July '99 Checked KME 1 Date 7/13/99 I Plate AI.7 Test Pit Log 0 ubsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis an udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nforrnation presented on this log. Project ' 1e: 6.4 Acre Parcel Sheet of 1 1 Job No. 8806 Logged by: • KME Date: . 6/24/99 Test Pit No.: TP -5 Excavation Contactor. Five Ball Ground Surface Elevation: Notes: General Notes W (96) Graphic Symbol Depth Ft. Sample loowAs sQsn Surface Conditions: Depth of Topsoil & Sod 6" • 9.6 51.6 -2r I! :. 11 S I 2 3 4 s 6 7 8 SM Brown silty SAND with gravel, medium dense, moist -27% fines - grades to gray and wet — ` PT /OL Dark brown PEAT and organic SILT, medium dense, moist ! Test pit terminated at 9.0 feet below eadsting grade. No groundwater encountered during excavation. • 4a 1h, 44I V, `ll�� f 1i1 �,��m Fart 1 Co ns ulta n ts Inc. \` 1 \ i C cdruc- 41Fn CSOSO %NSAF� �v,NktiKw� Test Pit Log 6.4 Acre Parcel Tukwila, Washington Proj. No, 8806 Dwn. GLS I Date July'99 Checked KME Date 7/13/99 I Plate A18 Test Pit Log S ubsurface conditions depicted represent our observations at the time and Iota ion of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of information presented on this log. a 0 Cl R 0 Cl CD a C) 20 10 0 0 0 0 0 M N 1 COBBLES I COARSE I FINE GRAVEL KEY 0 0 • 0 0 0 0 0 0 O COW V Cl N Boring or Test Pit No. B -101 B -101 B -102 B -103 DEPTH Ift. ) 5 1.5 10 20 O m /D US CS SM SP —SM SM SM V M N .— O fD V M N .- O O O N GRAIN SIZE IN MILLIMETERS COARSE I MEDIUM I FINE SAND DESCRIPTION Brown silty SAND Brown poorly graded SAND with silt Gray silty SAND with gravel Gray silty SAND 0 0 0 0 0 0 •0 0 0 0 0 FINES Moisture Content 1 %) 9.6 18.1 10.0 12.5 100 0 0 LL 90 PL T N 700 SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH. U.S. STANDARD !D Cl N M 80 X x n m 70 li s 0 —I f' n m 60 ✓ r" Z ,. m E 50 ti 40 7 m_ 2 6 • _i 30 N c0 m N.- • N c st ttic O 0 CO O HYDROMETER ANALYSIS GRAIN SIZE IN MM 11 1 I I I !\ .1 I 1111 N I I I I liil I I 1 Q i 1 f N O O O O O O O O O O p 0 O 0 O O 0 10 20 m 30 C - ) m Z 40 C) 0 50 N m 60 CO 70 0 Z t7 n 0 m CV w - iv H C) • Q` £ r r• 2 > R3 n Cl) 1 '1 Ni fD m w ro D D ' N Z m rt D o • ( rr - m o to 100 90 80 0 m m 70 2 m 60 Z m 50 CO 40 m 30 20 10 0 N SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH, U.S. STANDARD I I. I f I o O M N • KEY N tD M N - 00 0 0 00 w 0 0 C CO Boring or Test Pit No. O N DEPTH (ft.) B -1 5 B -2 2.5 TP -2 2.5 0 CO CD USCS SM SM SM CO r' • N M V if) 0 0 tD CO N q O 0 N 0 M N .-.°4 tD . N N 7 O O s O O GRAIN SIZE IN MILLIMETERS • • • HYDROMETER ANALYSIS GRAIN SIZE 0 0 0 COBBLES COARSE 1 FINE GRAVEL COARSE ] MEDIUM 1 FINE SAND FINES DESCRIPTION Gray silty SAND with gravel and organics Gray silty SAND with gravel Brown silty SAND with gravel Moisture Content ( %) 21.2 10.2 8.0 LL 10 20 30 40 50 GO 70 80 90 100 O O PL O 0 CI) ca - O 1 (n cD ro a r.i F rT- 8 N 0 0 t'1 N SIZE OF OPENING IN INCHES I NUMBER OF MESH . CR INCH. U.S. STANDARD t0 f r. ! y ) lh N r 7 YJ f 4 o o o Co COBBLES COARSE FINE GRAVEL COARSE 1 MEDIUM FINE SAND O DESCRIPTION Brown silty. with gravel Gray silty SAND with gravel Brown silty SAND with gravel O O O O N 0 O Moisture Content ( %) 9.2 7.3 9.6 10 20 30 40 50 60 70 80 90 LL PL Key Boring/ Test Pit Depth (ft) Soil Classification USCS L.L. P.L. P.I. Natural Water Content • 3 - 102 22.5 Gray lean CLAY CL 33 18 15 28.3 U 100 80 x 60 W 0 z 1- 40 co 5 20 LIQUID LIMIT Earth Consultants Inc. ceacanid E1,000,174 codoglsts • E,nt,anrnenlal sswutus Atterberg Limits Test Data Group Health R & D Building Tukwila, Washington Proj. No. 8806 I Date Oct . ' 99 'Plate 34 `-- A -Line CD • a �' , CL -ML l 20 40 60 AO IC U 100 80 x 60 W 0 z 1- 40 co 5 20 LIQUID LIMIT Earth Consultants Inc. ceacanid E1,000,174 codoglsts • E,nt,anrnenlal sswutus Atterberg Limits Test Data Group Health R & D Building Tukwila, Washington Proj. No. 8806 I Date Oct . ' 99 'Plate 34 :f+�* 4.,, , nn w. ..... APPENDIX A FIELD EXPLORATION E -8806 Our field exploration was performed on June 23 and 24, 1999 and the supplemental borings on October 13, 1999. Subsurface conditions at the site were explored by drilling a total of six borings to a maximum depth of thirty six and one -half (36.5) feet below the existing grade and excavating five test pits on the west side of the site. The borings were drilled by Associated Drilling subcontracted to ECI, using a truck mounted drill rig. The test pits were excavated by Five Ball Construction using a trackhoe. Approximate boring and test pit locations were determined by interpolating from site features. The locations of the borings and test pits should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Boring and Test Pit Location Plan, Plate 2. The field exploration was continuously monitored by a engineer from our firm who classified the soils encountered, maintained a log of each boring and test pit, obtained representative samples, measured groundwater levels, and observed pertinent site features. Samples were visually classified in accordance with the Unified Soil Classification System, which is presented on Plate Al, Legend. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and testing. Logs of the borings are presented on Plates A2 through A13. The final logs represent our interpretations of the field logs and the results of the laboratory examination and tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the'transitions may be more gradual. The borings were drilled using hollow stem augers. We attempted to control heave by maintaining a head of water in the augers. If more than six inches of heave was encountered, the heave was washed out. The amount of heave and whether it was "sampled- through" or washed -out is noted at the appropriate locations on the boring logs. In each boring, Standard Penetration Tests (SPT) were performed at selected intervals in general accordance with ASTM Test Designation D -1586. The split spoon samples were driven with a one hundred forty (140) pound hammer freely falling thirty (30) inches. The number of blows required to drive the last twelve (12) inches of penetration are called the "N- value ". This value helps to characterize the site soils and is used in our engineering analyses. These results are recorded on the boring at the appropriate sample depths. Test Pit Logs are presented on Plates A14 through A18. The final logs represent our interpretations of the field logs and the results of the laboratory tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. The consistency of the soil shown on the logs was estimated based on the effort required to excavate the soil, the stability of the trench walls, and other factors. Earth Consultants, Inc. MAJOR DIVISIONS GRAPH SYMBOL LETTER SYMBOL TYPICAL DESCRIPTION Coarse Grained Soils More Than 50% Material Larger Than No. 200 Sieve Size Gravel And Gravelly Soils More Than 50% Coarse Fraction Retained On No. 4 Sieve Clean Gravels C-1 C I O ( 1 0 • 0 • 0 • % n !1 e'1 GW gW Well- Graded Gravels, Gravel -Sand Mixtures, Little Or No Fines (little or no lines) Ilk •. • 4 1 •I • • GP gp Poorly - Graded Gravels, Gravel- Sand Mixtures, Little Or No Fines Gravels With ji GM gm Silly Gravels, Gravel - Sand - Silt Mixtures Fines ( appreciable amount of fines) e # f� ' ' f GC gc Clayey Gravels, Gravel - Sand - Clay Mixtures Sand And Sandy Soils More Than 50% Coarse Fraction Passing No.4 Sieve . . o ' Clean Sand o • • � o o SW SW Well- Graded Sands, Gravelly Sands, Little Or No Fines (little or no fines) Ikmp :v,.: ... ;a ; z . " > W " . ,.. ' SP Sp Poorly- Graded Sands, Gravelly Sands. Little Or No Fines Sands With ' $M sm Silty Sands, Sand -Silt Mixtures Fines (appreciable amount of tines) > "y %' ' ; %. � .f., SC SC Clayey Sands, Sand - Clay Mixtures Fine Soils More Than 50% Material Smaller Than No. 200 Sieve Size I ML ml Ctayey Inorganic Fine S ilts a Very Fine Sands, Rock FIo1.r,Silty- Sands Clayey Slits w/ Slight Plasticity Silts I Limit /l And Less Than 50 C L CI Inorganic Clays Of Low To Medium Plasticity. g y. Gravelly Clays, Sandy Clays, Silty Clays, Lean 11111111111 OL OI Organic Silts And Organic Silty Clays Of Low Plasticity MH mh Inorganic Silts, Micaceous Or Diatomaceous Fire S O S So Silts And Liquid Limit Clays Greater Than 50 CI..i Ch Inorganic Clays Of High Plasticity, Fat Clays 714 . /7/, GH Oh Organic Clays Of Medium To High Plasticity, Organic Silts ,�` • 1 — '' r' ` Highly Organic Soils 1„ %, s r, %r PT p t Peat,.H9mus,Swamp Soils With High Organic anic Contents Topsoil ' 4, �" y y J Humus And Duff Layer Fill • • • • • ••• •• � .••••••� Hb y t hl Variable Constituents C qu W P pcf LL PI The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented In the attached logs. TORVANE READING, tsf PENETROMETER READING, tsf MOISTURE, % dry weight SAMPLER PUSHED SAMPLE NOT RECOVERED DRY DENSITY, lbs. per cubic ft. UOUID UMIT, % PLASTIC INDEX DUAL SYMBOLS are used to Indicate borderline soil classification. Earth Consultants Inc. (41$t lu4r.41:ng4w•a•Ia.(Kxe.,gWaL U lru,wal•u.4 Sawvliala I 2' 0.0. SPLIT SPOON SAMPLER 11 24' I.D. RING OR SHELBY TUBE SAMPLER t WATER OBSERVATION WELL 2 DEPTH OF ENCOUNTERED GROUNDWATER DURING EXCAVATION Z SUBSEQUENT GROUNDWATER LEVEL W/ DATE LEGEND Proj. No. 8806 Oct. I Date Oct. '99 'Plate Al ' Boring Log Project Name: Group Health R &D Building Job No. 8806 Logged by MGM Drilling Contactor. Associated Ground Surface Elevation: 30' No. Blows Ft. 42 68/W 39 80/11" I own. General Notes Proj. No. 8806 W (%) 12.4 9.6 15.9 18.1 U 2 n (‚ Cl, 0 • • • 0 ) :o a • o • o , 0 D ' 0 a o a GLS 1 2 3 4 5 6 7 8 4 9 10 11 12 13 14 15 16 17 18 19 — Start Date: 10/13/99 N 2 v E U • r SM Drilling Method: HSA nsultants Inc. Earth C ink FitgIntra. . Ce040.A.r.; NIVir 1111W1vdtiArnINti Date Oct. '99 - contains gravel -11% fines Completion Date: 10/13/99 Sheet of 1 2 Boring No.: B-101 Sampling Method SPT Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite Surface Conditions: Brown silty SAND, loose to medium dense, moist -trace gravel - becomes mottled, dense - contains gravel -43% fines, becomes very dense - becomes wet, dense SP -SM Grades to brown poorly graded SAND with silt, very dense, saturated Boring Log Group Health R &D Building Tukwila, Washington Checked MGM I Date 10/26/99 I Plate A2 Subsurface conditions depicted represent our observations at the time and Iota ion of this exploratory hole modified by engineering tests, analysis and Judgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or Interpretation by others of Information presented on this log. Project Name: Group Health R &D Building Sheet of 2 2 Job No. 8806 Logged by MGM Start Date: 10/13/99 Completion Dote: 10/13/99 Boring No.: B -101 Drilling Contactor: Associated Drilling Method HSA Sampling Method SPT Ground Surface Elevation: 30' Hole Completion: Well ❑ Piezometer with bentonite • Monitoring V :4 Abandoned, sealed General Notes W (96) Ft. !mugs ol4deiJ Depth Ft. Sample logwAs sosn • I s i , i 7.5 n ___� 21 GM Grades to brown silty GRAVEL, very dense, saturated • Boring terminated at 21.5 feet below existing grade. Perched groundwater encountered at 15.0 feet during drilling. Boring backfilled with cuttings. NOTE: Elevations estimated from Site Plan prepared by Lance Mueller & Associates, dated Oct. 5, 1999. io Eel. ,,,►�, i !` }r` j) Earth Consultants Inc. 7 \\ P e \ lo/ \�1ii GoNrchnkLlFn ean.G. I.A. AF.I wlmumnralSkitaiK;h Boring Log Group Health R &D Building Tukwila, Washington 1 Proj. No. 8806 Own. GLS I Date Oct. '99 Checked MGM I Date 10/26/99 I Plate A3 ' Boring Log Subsurface conditions depicted represent our observations at the time and Iota ion of this exploratory hole modified try engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of information presented on this log. Project Name: Group Health R &D Building Sheet of 1 2 Job No. 8806 Logged by MGM Start Date: 10/13/99 Completion Date: 10/13/99 Boring No.: B -102 Drilling Contactor. Associated Drilling Method: HSA Sampling Method SPT Ground Surface Elevation: 40' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W ( %) No: Blows Ft. Graphic Symbol aldweS wisp USCS Symbol Surface Conditions: 1 E I 8.2 10.0 15.7 9.5 60 11 11 • p . � . .., ►••••••• ■••• ∎ ►•••••• ••••••• • ••••••• ••••••• ►•••••• ••••••• ■••••••• V ► ►•••••• •••••• ►••••••• ••••••• • ►••••••. ► � • • • • • ! 1• ► ∎•••••• i•�•i•• ■ • •• • • i ►••••• • ►••••••• 1• • • • • � ►••••••• ►••••••• ►•••••4 • • ' ► • • • • • • i • • ••••••i � ► • • • °••••••• ∎ • • • • • • • i • ∎ ► • • • • • • r40 GM Brown silty GRAVEL with sand, loose, moist (Fill) - miscellaneous debris 2 ,—. 3 --- 4 , 8 4 :s "— 10 11 12 13 14 15 16 18 19 -- SM Gray silty SAND with gravel, very dense, moist (Fill) • - becomes medium dense, wet, 29% fines — — -- — — SM Blue gray silty SAND with gravel, medium dense, wet i 1 IP'. 01, .V 1 Earth Consultants Inc. '1 J' \ ll1 \ GcAtrll ink Engine: as. Gcnkral ."&Ri Mint imemilScientists Boring Log Group Health R &D Building Tukwila, Washington Proj. No. 8806 1 D wn. G I Da Oc t. '99 Ch ecked MG I Dat 10/ 26/99 1 Plate A4 Boring Log Subsurface conditions depicted represent our observations at the time and loca on of this exploratory hole, modified by e tests, analysis an udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nforrnation presented on this log. Project Name: • Group Health R&D Building Sheet of 2. 2 Job No. 8806 Logged by: MGM Start Date: 10/13/99 Completion Date: 10/13/99 Boring No.: B -102 Drilling Contactor. Associated Drilling Method: HSA Sampling Method SPT Ground Surface Elevation: 40' Hole Completion: ❑ Monitoring Well ❑ Piezometer 14 Abandoned, sealed with bentonite General Notes W 0 %) No. Blows Ft. Graphic Symbol aidwes 7d yidap logwAs sosn LL =33 PL =18 PI -15 22.5 28.3 10.9 14.2 12.2 13.1 16 12 56 80 94 ' ``' a !, .! t „ ,, t S, .� E, • _ - . r, 21 22 — 24 25 26 27r 28 29 30 31 32 33 34 PT Dark brown fibrous PEAT, very stiff, moist / CL Blue gray lean CLAY, stiff, moist • -trace organic stringers . I C I II I ■ � SM 17 Gray silty SAND with gravel, dense, wet - becomes very dense, saturated :. 36 GM Grades to gray silty GRAVEL, wry dense, saturated Boring terminated at 36.5 feet below existing grade. Perched groundwater encoucutt intered ngs ast 27.5 feet during drilling. Boring b . ,u ►�_� »:.,ty ill' \Ir��� ±��� Garth C onsultants Inc. / Gc , ,,,l1k$J 0, .. ». casi n R Fmlrpu,W flr,l nuL;n Boring Log Group Health R&D Building Tukwila, Washington Proj, No. 8806 LDwn. GLS Date Oct. '99 Checked MGM Date 10/26/99 Plate A5 Boring Log 0 0 w CL CL m 2 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole, modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nformation presented on this tog. Project Name: • Group Health R &D Building • Sheet of 1 2 Job No. 8806 Logged by MGM Start Date: 10/18/99 Completion Date: 10/18/99 Boring No.: 8-103 Drilling Contactor Associated Drilling Method: HSA Sampling Method SPT Ground Surface Elevation: 30' Hole Completion: • Monitoring Well ❑ Piezometer fl Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample IoqwAs s3sn Surface Conditions: . 8.0 13.0 10.4 11.6 n 28 59 81/9" •�• •� ••••• •• • •;• • V.** •�•�•� •••••• •••••• �•�•• ••• ••••• 4 •• •4�•• •••••• •• ••••• •• =•=•= 2 4 5 6 8 10 11 12 13 14 15 16 17 18 19 SM S M Brown silty SAND with gravel, medium dense, moist (Fill) - abundant gravel and cobbles - refusal on cobble / boulder at 5', no sample P Brown silty SAND with gravel, medium dense, saturated - moderate to heavy seepage at 8' - becomes wry dense, gray, moist - becomes wet ^ —. — - en,. � i '''/ pl. 4411% n+ f Earth Consultants Inc. ( `l'/ ` Crc$rdlnkJ1 F110 :+s. Groioabr4 & FnNmnnr.Ix.N tiArrokn Boring Log Group Health R&D Building Tukwila, Washington Pro]. No. 8806 Own. GLS 1 Date Oct. '99 Checked MGM I Date 10/26/99 1 Plate A6 Boring Log sr:ilt,stoilnK 'es, 11 011V • Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nformatlon presented on this log. Project Name: • Group Health R&D Building Sheet of 2 2 Job No. 8806 Logged by: • MGM Start Date: 10/18/99 Completion Date: 10/18/99 Boring No.: 8 Drilling Contactor Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 30' Hole Completion: • Monitoring Well ' D Piezometer IX' Abandoned, sealed with bentonite General Notes W (%) Blows Ft. Graphic Symbol Depth Ft. Sample logwAs sosn • 12.5 10.7 80 150/5" 21 22 23 24 25 SM Gray silty SAND, very dense, moist - pockets of wet sand - 37% fines -refusal on large cobble / boulder at 25.5' 1 Boring terminated at 25.5 feet below existing grade. Perched groundwater encountered at 8.0 feet during drilling. Boring backfilled with cuttings. 4141 4 1 1 q11; t .11110) E arth rttniediNisC? LsasuLlIvironlit.:TIE. Boring Log Group Health R&D Building Tukwila, Washington Proj. No., 8806 Own. GLS Date Oct. '99 Checked MGM Date 10/26/99 Plate A7 Boring Log • Su bsurface conditions depicted represent our observations at the time and loca Ion of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Name: 6.4 Acre Parcel Sheet of 1 2 Job No. 8806 Logged by: KME Start Date: 6/23/99 Completion Date: 6/23/99 Boring No.: B -1 Drilling Contactor. Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. l«gwAs alydeip Depth FL Sample IOqW4s sosn Surface Conditions: 7 , 16.3 21.2 19.3 22.3 42.6 11 4 10 ;D • • ► ∎ • • • • • •�! ■�•�•�• • ►•••• • ► • • ►••••••• • I:•�•�•• ����4. �c ��••• •�i�i ■ • • • • • • • �� � . • • • ► � i • � • � • � • • ••�•• • ■ i SS/ ••••••• • • .6.4.4".• SM 2 M Asphalt Concrete) Crushed Base) rown silty SAND with gravel, medium dense, moist (Fill) fiy 9 ) - becomes gray and with organics -43% fines 1 5 8 10 11 13 1 4 15 16 17 18 19 SM Gray silty SAND with some gravel, loose to medium dense, moist (Fill) ► PT Dark brown sandy PEAT, loose to medium dense, moist . . . . � , .t,, • ,t i, ,u, a 0 ' , st ,, ,E. .t!, , L , ,1 ,, , o!„ ,v, g ,,. x. 12,, .u • ». ,,4►�, i t Ai �d/ N . I g or N / Earth Consultants Inc. �^ ti7° koIFJOIr :nwC470401L+'R.FnNrIII �trlal.;n Boring Log 6.4 Acre Parcel T ukwila, Washington Proj. No. 8806 own own. GLS Date July'99 Checked KME Date 7/13/99 Plate AR tete ”1 Boring Log Subsurface conditions depicted represent our observations at the time and loca Ion of this exploratory hole modified by engineering tests, ana a 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Name: 6.4 Acre Parcel Sheet of 2 2 Job No. 8806 Logged by KME Start Date: 6/23/99 Completion Date: 6/23/'99 Boring No,: B-1 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer g.4 Abandoned, sealed with bentonite General Notes w (%) No. Blows FI. Ft. n• n i 1 u 92.0 14.8 11.6 22 55/6" 14/6" �'� - & 1! ��,, ,, w, i " - .S I, 22t !�23 PT Dark brown PEAT, medium dense, moist 21 22 -- Y , ` i SP -SM Gray poorly graded SAND with gravel, very dense, water bearing 24 25 r'., 26 27 28 29 30 SM Grades to gray silty SAND with gravel lenses -- I 31 Boring terminated at 31.0 feet below e,astin g g grade. Groundwater table encountered at 23.0 feet during drilling. o 3 J ' VI \ 44 ' \ ItJ jl A+ JJ W )' Earth Consultants Inc. c %.1111k111 El t2hImati. cnlo;b4S &F„vIronnm+wa,.i�ut:4m Boring Log 6.4 Acre Parcel Tukwila, Washington E Proj, No. 8806 1 Dwn. GLS 1 Date July'99 Checked KME 1 Date 7/13/99 I Plate A9 Boring L• Subsurface conditions depicted represent our observations at the time and location of this exploratory tole m by engineering tests, an a l ysis an udgment, They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nformation presented on this log. Project Name: • 6.4 Acre Parcel Sheet of 1 2 Job No. 8806 Logged by KME Start Date: 6/23/99 Completion Date: 6/23/99 Boring No.: B-2 Drilling Contactor. Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer ■ Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. IogwAs olyde�� Depth Ft. Sample logwAs sosn Surface Conditions: 9 3 U 10.2 9.5 9.0 11.7 42.8 126.7 47 52/4" 72 65 14 22 )••• • ••i , • • ► • • • • • • ' ►••••••• '••••••t ■••••••• ;►•••••t •••• ■••�••�••� ∎ ■•••••• • L ►••••••• ►•••• ►•••••• • • grad • ■ ►••••••� V• ►••••••• ► • • • • • • 4) ••••••• ►••••••� • ►••••••! •• � ►•••••• ••••••• ■•••••• • ••••••• ► • •••••• • i SM (" Asphalt Concrete) 4" Crushed Base) ray silty SAND with gravel, dense, moist (Fill) -27% fines grades to brown and very dense - es to gray ► 1 — 2 3 5 -- 6 7 8 4 9 10 1 1 12 13 14 15 16 17— 18 19 -- — = = o I, „, . +, .� +.. +. ', , . "I. o +, .1 +, +. .+.+±, . ,, .v,. ., ,, .1 ,, PT Dark brown PEAT, medium dense, moist ,ii►. �y�, ,� a lttIc. \�I kids C.[, rt1,nk:aF In..s.0 Io WS & ,nusk+u.Uti.Inulin Boring Log 6.4 Acre Parcel Tukwila, Washington Prol. NoPr N o. 88 G LS(Date July'9 9GLS(Date July'99 Checked KME 1 Date 7/13/99 Plate A10 Boring Log S ubsurface conditions depicted represent our observations at the time and Iota i o r th i s e h ole modified by engineenng tests, analysis and judgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of information presented on this log. 110 EROSION/SEDIMENTATION CONTROL DESIGN Rough grading and temporary erosion and sedimentation control plans have been submitted for this project under separate cover. TESC features are designed and utilized in accordance with King County and the City of Tukwila standards, to minimize the impact of the erosion and sedimentation potential. The temporary erosion and sedimentation control plans are designed to incorporate perimeter intercept ditches along with rock check dams, hay bales, and a temporary erosion and sedimentation control pond to detain or remove sediment laden water prior to discharge from the site Runoff is outletted to the existing tightline system located along South 124th Street. Also, along the perimeter of the project, filter fence is used at locations where silt could be carried into adjacent property or right-of-way by sheetflow from the site • Clearing and grading limits are shown on the plans to indicate areas with trees and/or wetlands to be preserved. 7390.002 [BEH/jssism] T.E.S.C. CALCULATIONS Required Surface Area Basin Assumptions . Basin Area = 12.85 acres (see map) 2. CN = 89.0 (graded conditions) 3. Precipitation = 2.9 inches Q10 = 4.47 CFS (see attached calculations) Calculations = (2 x Q / 0.00096 = (2 x 4.47) / 0.00096 Orifice Sizing 150 LF S.F. @ 2.0% 1300 LF ditch flow @ 1.0% = 9,312.5 S.F. (required) +- (provided) 4 - Ao = AS 01)2_ 0.6 x 3600 x Txg 112 9312.5 (2 x 3.5) 0.6 x 3600 x 24 hours x 32.2 FT /S A = 0.084 FT D = 13.54 )g 'CV = 13.54 $ 0 48 = 3.92 inches A = orifice area As = pond S.A. = 9312.5 S.F. h = head = 3.5 feet T = dewatering time = 24 hours g = acceleration = 32.2 feet/S 7390,002 [BEH /jss] /7/99 '1:10':57 T. E. S C. CALCULATIONS 'Shareware Release page GROUP-HEALTH' BASIN SUMMARY BASIN ID: 'El NAME :.10YR -TESL SBUH METHODOLOGY TOTAL AREA. '......: 12.85 Acres BASEFLOWS: 0.00 cfs RAINFALL`. TYPE TYPEIA PERV IMP PRECIPITATION 2.90 inches AREA..:. 12.85 Acres 0.00 Acres TIME INTERVAL....: 10.00. min CN 89:00 0.00 TC.. 17.95 min 0.00.:'min ABSTRACTION .`COEFF': ' 0.20 TcReach - Sheet L 150:00 ns:0.0500 p2yr: 2.00 s :0.0200 TcReach - Channel L:1300.00 kc:20.00 s: 0. 0100 PEAK RATE:. 4:47. cfs VOL : 1:94. Ac -ft. TIME: 480 min FIGURE 3.2.1.B 10 -YEAR 24 -HOUR ISOPLUVIALS ii SIM . rw WESTERN KING COUNTY 10 -Year 24 -Hour Precipitation in Inches 1998 Surface Water Design Manual TO, f ...., ' �- "" KING COUNTY vlellcc counTY 3 -15 co ti rD• Ya 3.2.1 RATIONAL METHOD MINN COUNTY KING COUNTY ti eh' rb no• 0 2 4 Mlles � y " l �. t +,,-J 04' 4.0 b 0 4.5 4.0 9/1/98 SECTION 3.2 RUNOFF COMPUTATION AND ANALYSIS METHODS FIGURE 3.2.1.0 25 24 ISOPLUVIALS 9/1/98 .1.\\ •1,01/ 'r 0 i‘ ■./ • (b. \ 0 1 . 7 "- to, .1.n.4 \ I 4 b . WESTERN KING COUNTY 25-Year 24-Hour Precipitation in Inches ... , .„ ..... O I • • :KING COUNTY PIERCE COUNTY" 0 2 4 Miles 3-16 eo 0 ,* ( IS 0 ,* na• „• MONI1314 COUNTY KING COUNTY 4)• • 5.0 S.5 6 .0 4.5 1998 Surface Water Design Manual Job Number 7390 Sheet GH 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251 -6222 (425)251 -8782 FAX O ti s 5' CML ENGINEERING, LAND PLANNING, G 4T jNG E SURVEYING, ENVIRONMENTAL SERVICES Designed Drown Checked _______ Approved __ Date Scale: Horizontal Vertical N For: Dote T tie: Ckd Appr. Revision GROUP HEALTH TUKWILA N � i • T.E.S.C. BASIN MAP SOUTH 124TH STREET " . • . • -• I • • ;• !!" • • "; ,•• . . •,.• • • "•!!`-j1"!Z•i,•••• 1 :.! , • 11.0 ADDITIONAL DOCUMENTS A bond quantity worksheet for this project is located within this section. A retention/detention facility summary sheet and sketch was completed for this project, and is located within this section. A declaration of covenant for this project is located within this section. • ' • • 7390.002 LBEH/jssism] King County Department of Development & Environmental Services 900 Oakesdale Avenue Southwest Renton, Washington 98055 -1219 Clearing greater than or equal to 5000 board feet of timber? yes X no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 Project Name: GROUP HEALTH SUPPORT FACILITY 7390bondgty.xls Location: TUKWILA, WA Site Improvement B. ;J Quantity Worksheet Date: 12/7/99 SIERRA Project No.: SIERRA Activity No.: Note: All prices include labor, equipment, materials, overhead and profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. Unit prices updated 12/97 Revision date: 12/8/99 Page 2 of 9 7390bondgty.xls Site Improvement Boy ...,1 Quantity Worksheet EROSION/SEDIMENT: CONTRO Backfill & compaction- embankment Check dams, 4" minus rock Crushed surfacing 1 1/4" minus Ditching Excavation -bulk Fence, silt Fence, Temporary (NGPE) Hydroseeding Jute Mesh Mulch, by hand, straw, 3" deep Mulch, by machine, straw, 2" deep Piping, temporary, CPP, 6" Piping, temporary, CPP, 8" Piping, temporary, CPP, 12" Plastic covering, 6mm thick, sandbagged Rip Rap, machine placed; slopes Rock Construction Entrance, 50'x15'x1' Rock Construction Entrance, 100'x15'x1' Sediment pond riser assembly Sediment trap, 5' high berm Sed. trap, 5' high, riprapped spillway berm secti Seeding, by hand Sodding, 1" deep, level ground Sodding, 1" deep, sloped ground TESC Supervisor Water truck, dust control WRITE=IN=ITEMS! TEMPORARY EROSION POND SWDM 5.4.6.3 WSDOT 9- 03.9(3) SWDM 5.4.3.1 SWDM 5.4.2.4 SWDM 5.4.2.2 SWDM 5.4.2.1 SWDM 5.4.2.1 SWDM 5.4.2.3 WSDOT 9- 13.1(2) SWDM 5.4.4.1 SWDM 5.4.4.1 SWDM 5.4.5.2 SWDM 5.4.5.1 SWDM 5.4.5.1 SWDM 5.4.2.4 SWDM 5.4.2.5 SWDM 5.4.2.5 SWDM 5.4.7 $ 4.89 S 58.70 $ 74.30 $ 7.03 $ 1.30 $ 1.20 $ 1.20 $ 0.51 $ 1.26 $ 1.75 $ 0.46 $ 9.30 $ 14.00 $ 18.00 $ 2.00 S 33.98 $ 1,273.34 $ 2,546.68 $ 1,695.11 S 15.57 $ 59.60 $ 0.44 $ 5.24 $ 6.48 $ 65.00 $ 85.00 $ 5,000.00 S CY Each CY CY CY LF LF SY SY SY SY LF LF LF SY CY Each Each Each LF LF SY SY SY HR HR LF EACH 231 62502 62502 1 1 10 15 1 main) $ $ 1,623.93 $ $ 31,876.02 $ $ S 28,750.92 S S 2,547.00 $ 1,695.00 $ S 650.00 $ 1,275.00 $ 5,000.00 S ESC SUBTOTAL: COLUMN: $ 73,417.87 A Unit prices updated 12/97 Revision date: 12/8/99 GENERAEITEMS Backfill & Compaction- embankment $ $ Backfill & Compaction- trench Clear /Remove Brush. by hand Clearing/Grubbing/Tree Removal Excavation - bulk Excavation - Trench Fencing, cedar, 6' high Fencing, chain Zink, vinyl coated, 6' high Fencing, than Zink, gate, vinyl coated, 20' Fencing, split rail, 3' high Fill & compact - common barrow Fill & compact - gravel base Fill & compact - screened topsoil Gabion, 12' deep. stone filled mesh Gabion, 18' deep, stone filled mesh Gabion, 36' deep. stone filled mesh Grading. fine, by hand Grading, fine, with grader Monuments, 3' Ionq Sensitive Areas Sign Sodding, 1' deep, sloped ground Surveying, line & grade Surveying, lot location/lines Traffic control crew (2 flaggers ) Trail, 4' chipped wood Trail. 4' crushed cinder Trail. 4' top course Wall, retaining, concrete Wall, rockery ................. ` :ur�t .nce S 4.89 S 7.42 S 0.31 S 7,718.40 S 1.30 $ 3.53 $ 16.13 S 11.69 S 1,105.92 10.54 $ 19.63 $ 22.16 $ 32.91 $ 47.23 S 65.09 S 115.20 $ 1.76 S 0.83 S 117.50 $ 2.50 S 6.49 $ 685.44 S 1,353.60 $ 74.07 $ 6.60 S 7.24 S 7.12 $ 38.40 $ 8.25 CY CY SY Acre CY CY LF LF Each LF CY CY CY SY SY SY SY SY Each Each SY Day Acre HR SY SY SY SF SF 2002 $ $ $ $ $ $ $ S $ $ $ $ $ $ S $ $ S $ $ $ $ nt $ $ $ $ S $ $ S $ S S $ $ S $ $ $ $ $ $ $ $ $ S $ $ Qua rt. 12.96 2870 1370 $ $ $ 100,030.46 $ $ $ 33,550.30 $ $ S $ $ $ $ $ $ $ $ $ $ $ $ S S $ 11,302.50 $ $ S $ $ S $ $ $ $ S $ $ S $ $ $ $ $ $ $ $ $ S Page 3 of 9 7390bondgty.xls Site Improvement Bond SUBTOTAL $ S $ 144,883.26 S Unit Prices updated 12/97 Revision date: 12/8/99 Page 4 of 9 7390bondgty.xls Site Improvement Bond Quantity Worksheet • ROAD IMPROVEMENT: AC Grinding, 4' wide machine < 1000sy AC Grinding. 4' wide machine 1000- 2000sy AC Grinding, 4' wide machine > 2000sy AC RemovaVDisposaVRepair Barricade. type I Barricade, type Ill ( Permanent ) Curb & Gutter, rolled Curb & Gutter, vertical Curb and Gutter, demolition and disposal Curb, extruded asphalt Curb, extruded concrete Sawcut, asphalt, 3' depth Sawcut, concrete, per 1' depth Sealant, asphalt Shoulder, AC. ( see AC road unit price ) Shoulder, gravel, 4' thick Sidewalk, 4' thick Sidewalk. 4' thick, demolition and disposal Sidewalk, 5' thick Sidewalk, 5' thick, demolition and disposal Sign, handicap Striping, per stall Striping. thermoplastic, ( for crosswalk ) Striping, 4' reflectorized line S 20.00 S 5.00 $ 1.20 S 35.77 S 26.11 $ 39.17 $ 11.54 S 8.43 $ 11.81 $ 2.12 $ 2.23 S 1.61 S 1.47 S 0.86 $ $ 6.55 S 26.54 S 24.11 $ 30.38 S 30.13 S 74.16 S 5.06 S 2.07 $ 0.22 SY SY SY SY LF LF LF LF LF LF LF LF LF LF SY SY SY SY SY SY Each Each SF LF $ $ S S $ S $ S $ $ S $ $ $ S $ $ S S S $ S S $ S S S $ $ S S $ S $ $ S S S 2010 8850 420 4305 20 784 580 S $ $ $ 16,944.30 S $ $ 19,735.50 676.20 S $ $ 114,254.70 S $ $ 1,483.20 $ 3,967.04 $ 1,200.60 S S $ $ S S S $ S S S SUBTOTAL $ S $ 158,261.54 Unit Prices updated 12/97 Revision date: 12/8/99 Page 5 of 9 7390bondgty.xls Site Improvement Bond Quantity Worksheet ROAD SURFACING. _ :. (4 Rock 25base &: tai course CRS. asa p.course) For KCRS '93. (additional 2.5' base) add: AC Overlay. 1.5' AC AC Overlay, 2' AC AC Road. 2', 4' rock, First 2500 SY AC Road, 2', 4' rock, Qty. over 2500SY AC Road, 3', 4' rock, First 2500 SY AC Road, 3', 4' rock, Qty. over 2500 SY AC Road, 5', First 2500 SY AC Road, 5', Qty. Over 2500 SY AC Road, 6', First 2500 SY AC Road. 6', Qty. Over 2500 SY Asphalt Treated Base, 4' thick Gravel Road. 4' rock, First 2500 SY Gravel Road, 4' rock, Qty. over 2500 SY PCC Road, 5', no base, over 2500 SY PCC Road, 6', no base, over 2500 SY Thickened Edge :Unfit $ 3.13 S 6.43 $ 7.61 $ 14.99 $ 11.62 S 17.12 S 13.75 $ 12.67 $ 12.12 $ 14.57 $ 14.02 S 8.01 $ 9.92 S 6.55 $ 18.70 $ 19.02 $ 5.99 �rtlt< SY SY SY SY SY SY SY SY SY SY SY SY SY SY SY SY LF S $ $ $ $ S S $ $ $ $ $ $ $ $ S $ $ S S $ S $ 2500 25728 $ $ 37,475.00 $ 298,959.36 $ $ S $ $ $ S �x0![t);ItetFJT $ $ $ S $ $ S $ $ S S $ $ $ SUBTOTAL $ $ $ 336,434.36 S Unit Prices updated 12/97 Revision date: 12/8/99 Page 6 of 9 7390bondqty.xls Site Improvement Bo Quantity Worksheet DRAINAGE (CPP = Corrugated Plastic Ppe, Nl2crrEquivalerfl) For Culvert priccs. Avorage of 4' cover was asthmeth Assume p&foratdd PVC is same price as solid ppc Access Road. RID Bollards - fixed Bollards - removable (CBs include frame and lid) CB Type I CB Type IL CB Type II. 48' diameter for additional depth over 4' CB Type II, 54' diameter for additional depth over 4' CB Type II, 60' diameter for additional depth over 4' CB Type II, 72' diameter for additional depth over 4' Through-curb Inlet Framework (Add) Cleanout, PVC, 4' Cleanout, PVC, 6' Cleanout, PVC, 8' Culvert. PVC, 4' Culvert, PVC, 6' Culvert, PVC, 8' Culvert. PVC, 12' Culvert, CMP, Culvert, CMP, 12' Culvert, CMP, 15' Culvert, CMP, 18' Culvert, CMP, 24' Culvert, CMP. 30' Culvert, CMP, 36' Culvert, CMP, 48' Culvert, CMP, 60" Culvert. CMP, 72' S 14.56 S 209.34 S 393.34 $ 1,093.60 S 1,246.60 $ 1,768.32 $ 379.58 S 1,906.56 S 423.07 $ 2,044.80 $ 466.56 $ 2,793.60 S 601.92 $ 318.34 S 113.52 152.09 $ 194.95 $ 7.51 $ 10.96 11.59 $ 18.93 S 15.00 $ 23.00 $ 28.46 S 32.82 S 46.37 S 62.13 S 97.49 S 122.46 S 204.74 S 263.11 SY Each Each Each Each Each Fr Each Fr Each Fr Each Fr Each Each Each Each LF LF LF LF LF LF LF LF LF LF LF LF LF LF $ $ $ S $ $ S S S S $ S S S S S S $ S S S ure .. Dram. e Facilities 167 20 6 3 1 2 $ 2,431.52 S S 21,872.00 S 10,609.92 S 5,719.68 2,044.80 S $ $ S $ S 304.18 S $ S $ $ $ S S $ S S S S S $ $ $ S S S $ $ S S S $ S S duc $ $ $ S S S $ S S $ S S S $ S SUBTOTAL S 42,982.10 S $ Unit Prices updated 12/97 Revision date: 12/8/99 Page 7 of 9 7390bondqty.xls Site Improvement Be-ri Quantity Worksheet Quant. Cost DRAJNAGECONTJNUED Culvert. Concrete, 8' Culvert. Concrete, 12" Culvert, Concrete. 15 Culvert, Concrete, 18' Culvert, Concrete, 24" Culvert. Concrete. 30' Culvert, Concrete, 36' Culvert, Concrete. 42' Culvert. Concrete, 48' Culvert, CPP, 6' Culvert, CPP, 8' Culvert, CPP, 12' Culvert, CPP, 15' Culvert, CPP, 18' Culvert, CPP, 24' Culvert, CPP, 30' Culvert, CPP, 36' Ditching Flow Dispersal Trench French Drain (3' depth) (1,436 base+) Geotextile. laid in trench, polypropylene Infiltration pond testing Mid-tank Access Riser, 48 dia, 6' deep Pond Overflow Spillway Restrictor/Oil Separator, 12' Restrictor/Oil Separator, 15' Restrictor/Oil Separator, 18' Riprap, placed Tank End Reducer (36' diameter) Trash Rack, 12' Trash Rack, 15' Trash Rack, 18' Trash Rack, 21' $ 18.28 S 26.13 S 32.47 S 38.70 S 53.10 S 90.59 S 119.68 5 137.76 S 152.99 S 9.30 S 14.00 $ 18.00 $ 20.00 $ 24.00 S 32.00 S 42.00 S 48.00 S 7.03 $ 22.60 $ 19.65 S 2.09 $ 65.00 S 1,396.00 S 12.18 S 908.86 S 952.66 S 996.66 S 33.98 5 870.00 5 184.32 S 206.32 5 233.82 $ 266.82 LF LF LF LF LF LF LF LF LF LF LF LF LF LF LF LF LF CY LF LF SY HR Each SY Each Each Each CY Each Each Each Each Each S S S $ S S S S S S S S S $ $ S S $ S S $ S S S S $ S S S S $ Future Public. Road trnproveme. rainage Facilities 80 780 1192 424 573 13.33 S $ S S $ S S S $ S 744.00 S 10,920.00 21,456.00 5 8,480.00 S 13,752.00 $ S S S S S S $ S S 150.87 $ S S $ S S S S S S S S S S S S S S S $ S S S S $ S S S S S S S S S $ S S S S S S S S S S S SUBTOTAL S S 55,502.87 "•'. ... • . • S Unit Prices updated 12/97 Revision date: 12/8/99 Site Improvement Bond Quantity Worksheet P `RKING L S N 2' AC. 2' top course rock & 4' borrow 2' AC, 1.5' top course & 2.5' base course 4' select borrow 1.5' top course rock & 2.5' base course Area Drains Detention/Wet Vault S 13.77 $ 14.99 S 3.96 S 150.00 S 6.00 SY SY SY SY CF $ S $ $ $ S S $ 37080 S S S $ $ 222,480.00 $ $ S S $ S $ $ S WRITE -IN=IT NIS < < $ S $ $ $ $ S Page 8 of 9 7390bondgty.xls SUBTOTAL S SUBTOTAL (SUM ALL PAGES): $ 30% CONTINGENCY & MOBILIZATION: S GRANDTOTAL' COLUMN: B $ 222,480.00 $ 320,964.97 $ 639,579.16 S 96,289.49 $ 191,873.75 $ 417,254.46 $ 831,452.91 C D S E Unit Prices updated 12/97 Revision date: 12/8/99 Original bond computations prepared by: Name: PE Registration Number: Firm Name: Barghausen Consulting Engineers, Inc. Address: 18215 72nd Ave. s., Kent, WA. 98032 Stabilization/Erosion Sediment Control (ESC) Existing Right -of -Way Improvements Future Public Road Improvements & Drainage Facilities Private Improvements Site Improvement Bo r , Quantity. Worksheet (A +B+C +D) =TOTAL (T) PERFORMANCE BOND AMOUNT SITE RESTORATION BOND (First 57,500 of bond shall be cash. RIGHT-OF-WAY BOND TOTAL RIGHT -OF -WAY & SITE RESTORATION BOND* (First 57,500 of bond shall be cash. PERFORMANCE BOND TOTAL AFTER BOND REDUCTION"' PERFORMANCE Column BOND' AMOUNT (A) S 73,417.87 (B) $ (C) $ 417,254.46 (D) $ 831,452.91 $ 1,322,125.24 Minimum bond amount is $1000. (A) 73,417.87 (B) $ (A +B) $ 73,417.87 (T -E) $ 1,322,125.24 BOND* AMOUNT (B +C) X 0.25 = $ 104,313.62 NAME OF PERSON PREPARING BOND REDUCTION: Date: `NOTE: The word 'bond' is used k represent any financial guarantee acceptable to IGng County. "NOTE: KCC 27A authorizes bonds to be combined when both are required. "'NOTE: Per KCC 27A, total bond amounts remaining after reduction shall not be Tess than 30% of the original amount. Page 9 of 9 Date: 12/7/99 Tel. #: (425) 251 -6222 PUBLIC ROAD IMPROVEMENTS & DRAINAGE FACILITIES MAINTENANCE/DEFECT Unit prices updated 12/97 7390bondgty.xis Revision date: 12/8/99 LARATION OF €OVENAN After Recording return to: DECLARATION OF COVENANT IN CONSIDERATION of the approved King County permit for application No. relating to real property described as follows: The undersigned as Grantor(s), declares that the above described property is hereby subject to an easement for a natural or constructed conveyance system and hereby dedicates, covenants and agrees as follows: 1. King County shall have the right to ingress and egress over those portions not contained in Exhibit "A" to access such easement area for inspection of and to reasonably monitor the performance, operational flows, or defects in accordance with and [as presented, in King County Code Section 9.04.120]. 2. If King County determines that maintenance or repair work is required to be done to the system, the Manager of the Water and Land Resources Division of the King County Department of Natural Resources shall give notice of the specific maintenance and/or repair work required pursuant to K.C.0 9.04.030. The Manager shall also set a reasonable time in which such work is to be completed by the Grantor(s), its heirs or assigns. If the above required maintenance 1 or repair is not completed with the time set by the Manager, the County may perform the required maintenance or repair. Written notice will be sent to the Grantor(s) stating the County's intention to perform such maintenance. Maintenance work will not commence until at least seven (7) days after such notice is mailed. It within the sole discretion of the Water and Land Resources Division Manager, there exists an imminent or present danger, said seven (7) day notice period will be waived and maintenance and/or repair work will begin immediately. 3. If at any time King County reasonably determines that any existing retention/detention system creates any of the conditions listed in KC.C. 9.04.030 and herein incorporated by reference, the Water and Land Resources Division Manager may take measures specified therein. 4. The Grantor(s) shall assume all responsibility for the cost of any maintenance and for repairs to the system. Such responsibility shall include reimbursement to the County within thirty (30) days of the receipt of the invoice for any such work performed. Overdue payments will require payment of interest at the current legal rate as liquidated damages. If legal action ensues, the prevailing party is entitled to costs or fees 5. The Grantor(s) is (are) hereby required to obtain written approval from the Water and Land Resources Division Manager of the King County Department of Natural Resources prior to filling, piping, cutting, or removing vegetation (except in routine landscape maintenance) in open vegetated drainage facilities (such as swales, channels, ditches, ponds, etc.), or performing any alterations or modifications to the drainage facilities contained within said drainage easement. Any notice or consent required to be given or otherwise provided for by the provisions of this Agreement shall be effective upon personal delivery, or three (3) days after mailing by Certified Mail, return receipt requested. 2 6. This agreement constitutes the entire agreement between the parties, • and supersedes all prior discussions, negotiations, and all agreements whatsoever whether oral or written. This covenant is intended to protect the value and desirability of the real property described above, and shall insure to the benefit of all the citizens of King County, and shall be binding on all heirs, successors and assigns. STATE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: , to me known to be the individual(s) described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Given under my hand and official seal this day of , 199 . NOTARY PUBLIC in and for the State of Washington, residing at My Commission Expires: ENGINEER DEVELOPER Immediate Name Kiqe c, LvN.D B 1. Name Basin A Firm ,aA /c6 -HAvS /v ,reivaz /Area. Firm 2,9 7- I Address /8g / 4 -712n(/ /74. Address • r, - ,7.)r, ;vi-i 14( 32_ Basin C ) ' ,/k Phone (42 5 ) 2.5 / - 3.,2 z Phone . DESIGN INFORMATION INDIVIDUAL BASIN Immediate Major Basin /U Basin A D DO'vl} mrSrf 2t ✓,222-- 2,9 7- I Basin B DUN/4-M F5N n- -✓s Water Quality treated volume or wetpond Vr Basin C ) ' ,/k Basin D . DESIGN INFORMATION INDIVIDUAL BASIN A B C D Water Quality design flow NIA- N/r+ Water Quality treated volume or wetpond Vr q2 x 5 5 to ) ' ,/k rPN.;✓.d"lj.2?::4: �t1i.r�n. [*,);'�il k'S Fd:iSSli: r..: +Fn;1:Yi:'Y..:., a.. Hoar ..n..w..�..,�..,. »...........__ ..... . . KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL STORMWATER FACILITY SUMMARY SHEET Development Y-a0t/P /Arm 771 Location 7 1M W ; iv4- Developed Site: Acres /2.77" L Number of lots •/4 Number of infiltration facilities on site: ponds vaults vaults 2- tanks tanks Flow control provided in regional facility (give location) Nf Number of detention facilities on site: _L ponds No flow control required Exemption number Downstream Drainage Basins Date / 2l/ 5/ 9 9 Number & type of water quality facilities on site: biofiltration swale (regular /wet/ or continuous inflow ?) b- B45tcombined detention/WQ pond (WQ portion basic or large ?) combined detention/wetvault compost filter filter strip flow dispersion farm management plan landscape management plan sand filter (basic or large ?) sand filter, linear (basic or large ?) sand filter vault (basic or large ?) stormwater wetland wetpond (basic or large ?) wetvault oil/water separator (baffle or coalescing plate ?) catch basin inserts: Manufacturer pre- settling pond pre - settling structure: Manufacturer flow- splitter catchbasin 1998 Surface Water Design Manual 9/1/98 1 DESIGN NFORMATION, cont'd TOTAL INDIVIDUAL BASIN `ainage basin(s) Onsite area A • B C D /!1, O 2, q-1-1 Offsite area NJsf• NJA Type of Storage Facility PoND 7 PL Live Storage Volume 5 6 L Predeveloped Runoff Rate 2 -year , /Sfo 7- , 115" 10 -year /, 03 ,L13 100 -year /, 7d ..3 5 Developed runoff rate 2 -year , 'F- 66' , I 1 2. 10 -year /, 01 , I '12 100 -year ?.3„ -2 . 1 L Type of restrictor oasFC.r •. ot=F='C' Size of orifice restriction No. 1 / "1,06" . 1 " No.2 • 3,o" ,B5" No. 3 No. 4 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FLOW CONTROL & WATER QUALITY FACILITY SUMMARY SHEET SKETCH All detention, infiltration and water quality facilities must include a sketch per the following criteria: • 1. Heading for the drawings should be located at the top of the sketch (top right -hand corner). The heading should contain: • North arrow (point up or to left) • D9# • Plat name or short plat number . • Address (nearest) • Date drawn (or updated) • Thomas Brothers page, grid number 2. Label CBs and MHs with the plan and profile designation. Label the control structure in writing or abbreviate with C.S. Indicate which structures provide spill control. 3. Pipes — indicate: Pipe size Pipe length Flow direction Use s single heavyweight line 4. Tanks — use a double, heavyweight line and indicate size (diameter) 5. Access roads • Outline the limits of the road • Fill the outline with dots if the road is gravel. Label in writing if another surface. 6. Other Standard Symbols: • Bollards: • • • • • • • • • Rip rap 000000 000000 Fences --x---x---x---x---x---x-- • Ditches 7. Label trash racks in writing. 8. Label all streets with the actual street sign designation. If you don't know the actual street name, map. 9. Include easements and lot lines or tract limits when possible. 10. Arrange all the labeling or writing to read from left to right or from bottom to top with reference oriented heading. 11. Indicate driveways or features that may impact access, maintenance or replacement. consult the plat to a properly 9/1/98 1998 Surface Water Design Manual 2 Job Number Sheet of Designed KL_ Drown BFI. accw KL Approved EL__ Dote 12/8/99 Scale: Horizontal Vertical GHA �/,�� 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251 -6222 u (425)251 -8782 FAX w CIVIL ENGINEERING, LAID PLANNING, � eNC‘af,� SURVEYING, ENVIRUNIIEMAL SERVICES For: GROUP HEALTH TUKWILA, WA Title: 1 a ne• P \SDSKPROJ\ 390 \EXHBIT \73 0 X5DWG D /Tine 12/15/1999 09 52 Scale: 1-30 Ben Xre1a Z7390 8,27390 T 0 z D c rn n z Retention/Detention Facility 110 MAINTENANCE AND OPERATIONS MANUAL • A wet/detention pond composed of two cells will collect runoff and release the water to an off-site conveyance pipe at pre-developed runoff rates. A flow control structure, located near the northwest corner of the pond, is designed to release water at • the pre-developed rates. This catch basin with riser structure should be kept clean and inspected frequently to insure performance. The wet pond portion of the stormwater facility is designed to treat • stormwater runoff by removing oils and heavy metals. The planting scheme within the wet pond must be maintained in a good condition at all times. All trash and debris should be removed from the pond at regular intervals. Maintenance for all drainage facilities shall be performed in accordance with the following schedule of maintenance standards from the 1998 King County Surface Water Design Manual. • 7390.002 LBEWjssism) Maintenance Component General Side Slopes of Pond Erosion Storage Area Pond Dikes Emergency Overflow /Spillway (- APPENDIX A .,.. MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 1 - DETENTION PONDS Defect Trash & Debris Poisonous Vegetation Pollution Unmowed Grass/ Ground Cover Rodent Holes Insects Tree Growth Sediment Settlements Rock Missing KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Conditions When Maintenance Is Needed Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Any poisonous or nuisance vegetation which may constitute a hazard to County personnel or the public. Oil, gasoline, or other contaminants of one gallon or more or any amount found that could: 1) cause damage to plant, animal, or marine fife; 2) constitute a fire hazard; or 3) be flushed downstream during rain storms. If facility is located in private residential area, mowing is needed when grass exceeds 18 inches in height. In other areas, the general policy is to make the pond site match adjacent ground cover and terrain as long as there is no interference with the function of the facility. Any evidence of rodent holes if facility is acting as a dam or bean, or any evidence of water piping through dam or berm via rodent holes. When insects such as wasps and hornets interfere with maintenance activities. Tree growth does not allow maintenance access or interferes with maintenance activity (i.e., slope mowing, silt removal, vectoring, or equipment movements). If trees are not interfering with access, leave trees alone. Eroded damage over 2 inches deep where cause of damage is still present or where there is potential for continued erosion. Accumulated sediment that exceeds 10% of the designed pond depth. Any part of dike which has settled 4 inches lower than the design elevation. Only one layer of rock exists above native soil in area five square feet or larger, or any exposure of native soil at the top of out flow path of spillway. Rip-rap on inside slopes need not be replaced. A •2 Results Expected When Maintenance Is Performed Trash and debris cleared from site. No danger of poisonous vegetation where County personnel or the public might normally be. (Coordination with Seattle-King County Health Department) No contaminants present other than a surface film. (Coordination with Seattle/King County Health Department) When mowing is needed, grass/ground cover should be mowed to 2 inches in height. Mowing of selected higher use areas rather than the entire slope may be acceptable for some situations. Rodents destroyed and dam or berm repaired. (Coon nation with SeatttefGng County Health Department) Insects destroyed or removed from site. Trees do not hinder maintenance activities. Selectively cultivate trees such as alders for firewood. Slopes should be stabilized by using appropriate erosion control measure(s); e.g., rock reinforcement, planting of grass, compaction. Sediment cleaned out to designed pond shape and depth; pond reseeded it necessary to control erosion. Dike should be built back to the design elevation. Replace rocks to design standards. 9/1/98 1998 Surface Water Design Manual ' . , • , ••••; • • • y , • ,• APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Maintenance Component General Filter Bags NO. 2 - INFILTRATION Rock Filters Side Slopes of Pond Emergency Overflow Spatvray Settling Ponds and Vaults 9/1/98 Defect Trash & Debris Poisonous Vegetation Pollution Unmowed Gress/ Ground Cover Rodent Hole Insects Sediment Sheet Cover (If • Applicable) Sump Filed with Deb Sediment and • (If Applicable) • Filled with Sediment and Debris Sediment and Debris Erosion Rock Missing Sediment Conditions When Maintenance Is Needed See 'Ponds' Standard No. 1 See 'Ponds' Standard No. 1 See 'Ponds' Standard No. 1 See 'Ponds' Standard No. 1 See 'Ponds' Standard No 1 See 'Ponds' Standard No. 1 A percolation test pit or test of facility indicates =f woddng at 90% of its designed . If two inches or more sediment is present. remove. Sheet cover is visible and has more that three 1/44nch holes in it. My sediment and debris Ming mutt to 10% of depth from sump bottom to bottom of outlet pipe or obstructing flow into the connector pipe. Sediment and debris Ill bag more than 1/2 full. By visual inspection. little or no water lbws through filter during heavy rain stomts. See 'Ponds' Standard No. 1 See 'Ponds' Standard No. 1 Remove when 6' or more. A-2 Results Expected When Maintenance Is Performed See 'Ponds' Standard No. 1 See 'Ponds' Standard No. 1 See 'Ponds' Standard No. 1 See 'Ponds' Standard No. 1 See 'Ponds' Standard No. 1 See 'Ponds' Standard No. 1 Sediment is removed and/or facility is cleaned so that infiltration system works according to design. Sheet cover repaired or replaced. clean out sump to design depth. Replace fitter bag or redesign system. Replace gravel in rock filter. See 'Ponds' Standard No. 1 Note: Sediment accumulation of more than 25 inches per year may indicate excessive erosion is occurring upstream of the facility or That conveyance systems are not being property maintained. The contributing drainage area should be checked for erosion problems or inadequate maintenance of conveyance systems if excessive sedimentation is noted in an infiltration facility. Check twice a year during first 2 years of operation; once a year thereafter. Clean manholes/catch basins, repair damaged blots/outlets, dean bash racics. • 1998 Surface Water Design Manual 'MaHntenance Defect Component Storage Area Catch Basins APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 3- CLOSED DETENTION SYSTEMS (PIPES/TANKS) Debris and Sediment Joints Between TanerRiPe Section Tank Pipe Bent Out of Shape Cover Not in Place Locking Mechanism Not Working Plugged Air Vents One-hall of the cross section ol a vent Is blocked at any point with debris and sediment Accumulated sediment depth exceeds 10% of the diameter of the storage area for 14 length of storage vault or any point depth exceeds 15% of diameter. Example: 72-inch storage tar* would require cleaning when sediment reaches depth of 7 inches for more than 16 length of tank. Any crack alias/mg material to be transported into • facility My part of tank/pipe is bent out of shape more than 10% of Ws design shape Cover is missing or only partially in place. Any open manhole requires maintenance. Mechanism carnal be opened by one maintenance person with proper tools. Bolts irdo frame have less than 14 inch of thread (may not apply to sell-loddng Nds.) One maintenance person cannot remove lid after applying 801bs of lift. Intent is to keep cover from searing off access 03 maintenance. King County Safety Office andfor maintenance person judges that ladder is unsafe due to missing rungs, misarignment, rust, or cracks. Cover Difficult to Remove Ladder Rungs Unsafe 1998 Surface Water Design Manual Conditions When Maintenance is Needed See 'Catch Basins Standards No. 5 A3 Results Expected When Maintenance Is Performed Vents free of debts and sediment NI sediment and debris • removed from storage area. Alt joint between tank /pipe sections are sealed Tank/ pipe repaired or replaced to design. Manhole is dosed. Mechanism opens with proper tools. Cover can be removed and reinstalled by one maintenance person. Ladder meets design standards allows maintenance person safe access. See "Catch Basins" Standards No. 5 9/1/98 APPENDIX A NO. 7 - ENERGY DISSIPATERS External: Rock Pad Dispersion Trench Pipe Plugged with Sediment Not Discharging Water Property Internal: Manhole/ Chamber Missing or Moved Rock Perforations Plugged. • Water Flows Out • To of 'Distributor Catch Basin. Receiving Area Over-Saturated Worn or Damaged Post. Baffles, Side of Chamber Other Defects 1998 Surface Water Design Manual MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILMES Only one layer of rock exists above native soil in area five square feet or larger, or any exposure of native soil. Accumulated sediment that exceeds 20% of the design depth. Visual evidence of water discharging at concentrated points along trench (normal condition is a "shee( flow" of water along trench). Intent is to prevent erosion damage. Over 1/2 of perforations in pipe are plugged with debris and sediment. Structure dissipating flow deteriorates to 1/2 or original size or any concentrated worn spot exceeding one square foot which would make structure unsound. See 'Catch Basins" Standard No. 5 A-7 Replace rocks to design standards. Pipe cleaned/ flushed so that it matches design. Trench must be redesigned or rebuilt to standards. Clean or replace perforated pipe. Maintenance person observes water flowing out during any storm less than the design storm or its causing or appears likely to cause damage. Water in receiving area is causing or has potential No danger of landslides. of causing landslide problems. Facility must be rebuilt or redesigned to standards. Replace structure to design standards. See 'Catch Basins' Standard No. 5 9/1/98 C APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Maintenance Components General Wire Fences Maintenance Component General NO. 8 - FENCING Defect NO. 9 - GATES Missing or Broken Parts Erosion Damaged Parts Deteriorated Paint or Protective Coating Openings in Fabric Defect Damaged or Missing Members Openings in Fabric Conditions When Maintenance Is Needed Any defect in the fence that pem>its easy entry to a facility. Erosion more than 4 inches high and 12 -18 inches wide permitting an opening under a fence. Post out of plumb more than 6 inches. Top rails bent more than 6 inches. Any part of fence (including post, top rails, and fabric) more than 1 foot out of design alignment. Missing or loose tension wire. Missing or loose barbed wire that is sagging more than 2 -1/2 inches between posts. • Extension ann missing, broken, or bent out of shape more than 1 1/2 inches. Part or parts that have a rusting or scaling condition that has affected structural adequacy. Openings In fabric are such that an 8 -inch- diameter baN could fit through. Conditions When Maintenance is Needed Missing gate or locking devices. Broken or missing hinges such that gate cannot be easily opened and dosed by a maintenance person. Gate is out of plumb more than 6 inches and more than 1 foot out of design alignment Missing stretcher bar, stretcher bands, and ties. See `Fencing' Standard No. 8 Results Expected When Maintenance Is Performed Parts in place to provide adequate security. No opening under the fence that exceeds 4 inches in height. Post plumb to within 1 -1/2 inches. Top rail free of bends greater than 1 inch. Fence is aligned and meets design standards. Tension wire in place and holding fabric. Barbed wire in place with less than 3/4 inch sag between post. Extension arm in place with no bends larger than 3/4 inch. Structurally adequate posts or parts with a unifomh protective • coating. No openings in fabric. Results Expected When Maintenance is Performed Gates and Locking devices in place. Hinges intact and tubed. Gate is working freely. Gate is aligned and vertical. Stretcher bar, bands and ties in place. See "Fencing' Standard No. 8 9/1/98 1998 Surface Water Design Manual A -8 Maintenance Component Pipes Open Ditches Catch Basins Debris Barriers (e.g., Trash Rack) Maintenance Component General Trees and Shrubs APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILII'I7ES NO. 10 - CONVEYANCE SYSTEMS (PIPES & DITCHES) Defect Sediment & Debris Vegetation Damaged Trash & Debris Sediment Vegetation Erosion Damage to Slopes Rock Lining Out of Place or Missing (If Applicable). NO.11- GROUNDS (LANDSCAPING) Defect Weeds (Nonpoisonous) Safety Hazard . Trash or Litter Damaged Conditions When Maintenance is Needed Accumulated sediment that exceeds 20% of the diameter of the pipe. Vegetation that reduces free movement of water through pipes. Protective coating is damaged; rust is causing more than 50% deterioration to any part of pipe. Any dent that decreases the cross section area of pipe by more than 20%. Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Accumulated sediment that exceeds 20 % of the design depth. Vegetation that reduces free movement of water through ditches. See 'Ponds" Standard No.1 Maintenance person can see native soil beneath the rock lining. See 'Catch Basins: Standard No. 5 See `Debris Barriers" Standard No.6 Conditions When Maintenance is Needed Weeds growing in more than 20% of the landscaped area (trees and shrubs only). Any presence of poison ivy or other poisonous vegetation. Paper, cans, bottles, totaling more than 1 cubic foot within a landscaped area (trees and shrubs only) of 1,000 square feet. Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees or shrubs that have been blown down or knocked over. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. A - 9 Results Expected When Maintenance Is Performed Pipe cleaned of all sediment and debris. All vegetation removed so water flows freely through pipes. Pipe repaired or replaced. Pipe repaired or replaced. Trash and debris cleared from ditches. Ditch leaned/ flushed of all sediment and debris so that it matches design. . Water flows freely through ditches. See 'Ponds' Standard No. 1 Replace rocks to design standards. See 'Catch Basins' Standard No. 5 See `Debris Barriers" Standard No. 6 Results Expected When Maintenance is Performed Weeds present in less than 5% of the landscaped area. No poisonous vegetation present in landscaped area. Area clear of litter. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Tree or shrub in place free of injury. Tree or shrub in place and adequately supported; remove any dead or diseased trees. 1998 Surface Water Design Manual 9/1/98 Modular Grid Pavement Condition When Maintenance is Needed Results Expected When Maintenance Is Performed Shoulders and Ditches Vegetation in Road Surface Erosion Damage Trash and debris exceeds 1 cubic foot per 1,000 square feet i.e.. trash and debris would fill up one standards size garbage can. Debris which could damage vehicle tires (glass or metal). Any obstruction which reduces clearance above .road surface to less than 14 feet. Any obstruction restricting the access to a 10 to 12 foot width fora distance of more than 12 feet or any point restricting access to Tess than a 10 foot width. When any surface defect exceeds 6 inches in depth and 6 square feet in area. In general, any surface defect which hinders or prevents maintenance access. Weeds growing in the road surface that are more than 6 inches tall and Tess than 6 Inches tall and less than 6 inches apart within a 400 - square foot area. Build -up of sediment mildly contaminated with petroleum hydrocarbons. Erosion within 1 foot of the roadway more than 8 inches wide and 6 inches deep. Weeds and Brush Weeds and brush exceed 18 inches in height or hinder maintenance access. 9/1/98 A -10 iv Roadway free of debris which could damage tires. Roadway free of debris which could damage tires. Roadway overhead clear to 14 feet high. Obstruction removed to allow at least a 12 foot access. Road surface uniformly smooth with no evidence of settlement, potholes, mush spots, or ruts. Road surface free of weeds taller than 2 itches. Removal of sediment and disposal in keeping with Health Department recommendations for mildly contaminated soils or catch basin sediments. Shoulder free of erosion and matching the surrounding road. Weeds and brush cut to 2 inches in height or cleared in such a way as to allow maintenance access. 1998 Surface Water Design Manual APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 13- WATER QUALITY FACILITIES t.) Biofiltration Swale Maintenance Defect Component Biofiltration swate Sediment Accumulation Sediment depth exceeds 2- inches on Grass Layer Vegetation Inlet Outlet Pipe . Inlet/ outlet pipe dogged with sediment and/ or debris. Trash and Debris Trash and debris accumulated in the bio- swale. Accumulation Erosion/ Scouring Where the bio -swale has eroded or scoured the bottom due to flow c hannekzation, or higher flows. NO. 13- WATER QUALITY FACILITIES (CONTINUED) B.) Grasslined Filter Strips Maintenance Defect :omponent Filter Strip Sediment Accumulation Sediment depth exceeds 2 inches. on Grass Layer Vegetation V -Notch Pipe Weir Condition When Maintenance is Needed When the grass becomes excessively tall (greater than 10- inches); when nuisance weeds and other vegetation starts to take over. Condition When Maintenance Is Needed When the grass becomes excessively tall (greater than 10- inches); when nuisance weeds and other vegetation starts to take over. Trash and Debris Trash and debris accumulated on the filter Accumulation strip. • Erosion/ Scouring Where the filter strip has eroded or scoured due to flow channelization, or higher flows. When the V -Notch pipe becomes damaged or clogged with sediment/ debris. A•11 Results Expected When Maintenance Is Performed No sediment deposits on grass layer of the bio-swale, which would impede filtration of runoff. Vegetation is mowed or nuisance vegetation is eradicated, such that flow not impeded. Grass should be mowed to a height between 4 inches and 9 inches. No dogging or blockage in the inlet and outlet piping. Trash and debris removed from bioswale. Bioswate should be re- graded and re- seeded to specification, to eliminated channeled flow. Overseeded when bare spots are evident. Results Expected When Maintenance Is Performed No sediment deposits on grass layer of the filter strip, which would impede filtration runoff. Vegetation is mowed or nuisance vegetation is eradicated, such that flow not impeded. Grass should be mowed to a height between 4 inches and 9 inches. Trash and Debris removed from filter. Strip should be re- graded and re- seeded specification, to eliminate channeled flow. Overseeded when bare spots are evident. Cleaned and properly functioning weir, such that flows uniformly spread. 1998 Surface Water Design Manual 9/1/98 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES C.) Wetponds Maintenance Defect Component wetpond Vegetation 9/1/98 Sediment Accumulation in Pond Bottom Erosion Settlement of Pond Dike/ Berm Rock Window Condition When Maintenance Is Needed Vegetation such as grass and weeds need to be mowed when it starts to impede aesthetics of pond. Mowing is generaiy required when height exceeds 18- inches: Mowed vegetation should be removed from areas where it could enter the pond, either when the pond level rises, or by rainfall runoff. Trash and Debris . Accumulation that exceeds 1 CF per 1000 -SF of pond area. Inlet/ Outlet Pipe Inlet/ Outlet pipe dogged with sediment and/ or debris material. Sediment accumulations in pond bottom that exceeds the depth of sediment zone plus 6- inches, usually the first cel. Oil Sheen on Water Prevalent and visible oil sheen. Erosion of the ponds side scopes and/ or scouring of the pond bottom, that exceeds 6- inches, or where continued erosion is prevalent. Any part of these components that has settled fl- inches or lower than the design elevation, or inspector determines dike/ berm is unsound. Rock window is clogged with sediment. Overflow Spillway Rock is missing and soil is exposed at top of spillway or outside slope. A -12 Resifts Expected When Maintenance Is Performed Vegetation should be mowed to 4 to 5 inches in height. Trees and bushes should be removed where they are interfering with pond maintenance activities. Trash and debris removed from Pont No dogging or blockage in the inlet and outlet piping. Removal of sediment from pond bottom. Removal of sediment from pond bottom. Scopes should be stabilized by using proper erosion control measures, and repair methods. Dike/ berm is repaired to specifications. Window is free of sediment and debris. Replace rocks to specifications. 1998 Surface Water Design Manual 7 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 13 - WATER QUALITY FACILITIES (CONTINUED) c , .: l.) Wetvauks `, aintenance Defect Component WetvauIt Trash and debris accumulated in vault, pipe or inlet/ outlet, (includes floatables and non - fioatables). Sediment Accumulation Sediment accumulation in vault bottom that in Vault exceeds the depth of the sediment zone plus 6- inches. Trash/ Debris Accumulation • Damaged Pipes Access Cover Damaged/ Not Working Vault Stricture Damaged Access Ladder Damage 1998 Surface Water Design Manual Condition When Maintenance Is Needed Inlet/ outlet piping damaged or broken and in need of repair. Cover cannot be opened or removed, especially by one person. Vault: Cracks wider than 1/2 -inch and any evidence of soil particles entering the structure through the cracks. or maintenance/ inspection personnel determines that the vault is not structurally sound. Baffles corroding, cracldrg, warping and/ or showing signs of failure as determined by maintenance/ inspection staff. Ladder is corroded or deteriorated, not functioning property, missing rungs, has cracks and! or misaligned. A -13 Results Expected When Maintenance is Performed Trash and debris removed from vault. Removal of sediment from vault. Pipe repaired and/ or replaced: Pipe repaired or replaced to proper working specifications. No cracks wider than 1 /4-inch at the joint of the inlet/ outlet pipe. Vault is determined to be structurally sound. Repair or replace baffles to specifications. Ladder replaced or repaired to specifications, and is safe to use as determined by inspection personnel. 9/1/98 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 13 - WATER QUALITY FACILITIES (CONTINUED) • E.) Sand Filters ( Maintenance Defect Condition When Maintenance Is Needed Component Above Ground Sediment Sediment depth exceeds 1/2 -inch. Accumulation on Grass Layer Below Ground Vault. 9/1/98 Trash and Debris Accumulations Sediment/ Debris in Yard Drains/ Clean - Outs] Vegetation Sand Filter Media Prolonged flows Short Circuiting Erosion Damage to Slopes Rock Pad Missing or Out of Place V -Notch Pipe Weir Damaged Pipes Sediment Accumulation on Sand Media Section Sediment Accumulation in Vault Trash/ Debris Accumulation Sediment in Drain Pipes/ Yard Drains/ Cleanouts Trash and debris accumulated on sand filter bed. When the yard drain CB's and dean -out become full or partially plugged with sediment and/ or debris. When the grass becomes excessively tap (greater than 6-inches); when nuisance weeds and other vegetation starts to take over. Drawdown of water through the sand fitter media, takes longer than 24-hours, and/or flow through the overflow pipes occurs frequently. Sand is saturated for prolonged periods of time (several weeks) and does not city out between storms due to continuous base flow or prolonged flows from detention facilities. When flows become concentrated over the sand filter rather than dispersed. Erosion over 2- inches deep where cause of damage is prevalent or potential for continued erosion is evident. Soil beneath the rock is visible. When the V -Notch pipe becomes damaged or dogged with sediment/ debris. Any part of the piping that is crushed or deformed more than 20% or any other failure to the piping. Sediment depth exceeds 1/2 -inch. Sediment depth exceeds 6- inches in vault bottom. Trash and debris accumulated in vault, or pipe inlet/ outlet, floatables and non- floatables When drain pipes, cleanouts, and yard drains become full with sediment and/ or debris. A-14 Results Expected When . Maintenance is Performed No sediment deposit on grass layer of sand filter which would impede permeability of the filter section. Trash and debris removed from sand filter bed. Sediment, material from the CB's and clean-outs removed. Vegetation is mowed or nuisance vegetation is eradicated, such that flow is not impeded. Usually requires replacement of top 6 to 12- inches of media. May require replacement of entire sand fitter section, depending on section. Limit the low, continuous flows to a small portion of the facility by using a low wooden divider or slightly depressed sand surface. Flow and percolation of water through the sand fitter is uniform and dispersed across the filter section. Slopes should be stabilized by using proper erosion control measures. Replace or rebuild the rock pad to design specifications. Clean and property functioning weir, such that flows uniformly spread. Pipe repaired or replaced. No sediment deposits on sand filter section, which would impede pemieability of the filter section. No sediment deposit in the first chamber of the vault. Trash and debris removed from vault, and inlet/ outlet piping. Remove the material from the facilities. 1998 Surface Water Design Manual NO. 13 - WATER QUALITY *FACILITIES (CONTINUED) -- E.) Sand Filters (Continued) Maintenance Defect — Component APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Dasnaged Pipes Access Cover Damaged/ Not Working Vault Structure Damaged; Includes Cracks in Walls, Bottom, Damage to Frame and or Top Baffles Access Ladder Damaged Conditions When Maintenance is Needed Below Ground Short Circuiting When seepage/ flow occurs along the vault walls Vault ( continued) ' and comers. Vertical Riser Pipes Plugged, failure due to craeldng deformation. Flows tend to back-up in first chamber of the vautt. Inlet or outlet piping damaged or broken and in need of repair. Cover cannot be opened, one person cannot open the cover, corrosion/ deformation of cover. Cracks wider than 1/24nch and any evidence of soil particles entering the structure through the cracks,' or maintenance/ inspection personnel determines that the vault is not structurally sound. • Cracks wider than 1/2-inch at the joints of any inlet/ outlet pipe or any evidence of soil particles entering the vautt through the walls. Baffles corroding, cracking, warping and/ or showing signs of failure as determined by maintenance/ inspection person. Ladder is corroded or deteriorated, not functioning properly, missing rungs, cracks, and misaligned. A-15 Resufts Expected When Maintenance is Performed Sand fitter media section re-laid and compacted along perimeter of vault to form a semi•seal. Clean out the riser pipe; replace pipe as needed. Pipe repaired and/ or replaced. Cover repaired to proper working specifications or replaced. Vault replaced or repaired to design specifications. No cracks more than 1/4-inch wide at the joint of the inleV outlet pipe. Repair or replace baffles to specifications. Ladder replaced or repaired to specifications, and is sate to use as determined by inspection personnel. 1998 Surface Water Design Manual 9/1/98 1/. �.:rk,tri su'xK+Ka 1 . Y!. Y.• t: sf. CS: [ �: 01GWm +f+..u,eti.aca�we..«........ APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 13 - WATER QUALITY FACILR1ES (CONTINUED) F.) Leaf Compost Filters Maintenance Defect . Component Above Ground Open Swale Below Ground Vault Sediment accumulation on Geo- Textile/ media Trash and debris accumulations Sediment/ debris in drain/ yard drains/ dean -outs. Vegetation Leaf Compost Media Short - Circuiting Erosion Damage to Slopes Damaged Geo- Textile Fabric. Rock Pad Missing or out of place Damaged Pipes V -Notch Weir Assemblies Sediment Accumulation on Geo- Textile/ Media. Sediment Accumulation in Vault Trash/ Debris Accumulation Sediment in Drain Pipes/ Yard Drains/ Clean -Outs Conditions When Maintenance is Needed Sediment depth exceeds 0.25 - inches. Trash and debris accumulated on compost filter bed. When the yard dram CB's and dean -outs become full of sediment and/ or debris. Vegetation impending flow through section, or encroaching into compost media. Drawdown of water through the leaf compost, takes longer than 12- hours, and/ or flow through the overflow pipes occurs frequently. When Channeled flow occurs over the leaf media; and where flow perks through the media at the baffles. Eroded damage over 2- inches deep where cause of damage is prevalent or potential for continued erosion is prevalent. When fabric is torn, deteriorated, raveled, etc. Sod beneath the pad is visible. Any part of the pipe system that is crushed, damage due to corrosion, and/ or settlement Flow is not being uniformly spread over filter media. Sediment depth exceeds 0.25 - inches. Sediment depth exceeds 6- inches in first chamber. Trash and debris accumulated on compost filter bed. When drain pipes, dean -outs, yard drains become full with sediment and/ or debris. Results Expected When Maintenance Is Performed No sediment deposits on fabric layer which would impede permeability of the fabric. Trash and debris removed from compost filter bed. Remove the accumulated material from the facility. Vegetation is mowed or eradicated such that flow is no longer impeded. Replace media with new to design specifications, in addition to replacing fabric. Flow is uniform over the entire width of the media section, and concentrated percolation does not occur at the baffle walls. Media needs to be graded and reset at the baffles to form a seal. Weir plate may need to be adjusted in addition. Slopes should be stabilized by using proper erosion control measures. Fabric replaced as necessary. Replace or rebuild the rock pad to design standards. Pipe repaired or replaced. Clean, repair or replace the weir systems. No sediment deposits on fabric layer which would impede permeability of the fabric and compost media. No sediment deposits in vault bottom of first chamber. Trash and debris removed from the compost fitter bed. Remove the accumulated material from the facilities. 9/1/98 1998 Surface Water Design Manual A -16 .w<uw:+vww! aiiCastvintot ;dd 49uks . Below Ground Leaf Compost Media APPENDIX A . MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 13 - WATER QUALITY FACILITIES (CONTINUED) :.)Leaf Compost Filter (Continued) Maintenance Defect Condition When Maintenance Is Needed Component Short Circuiting Plugged/ Damaged Elbows Damaged Geo- Textile Fabric Rock Pad Missing or Out of Place Damaged Pipes Access Cover Damaged/ Not Working V -Notch Weir Assemblies Vault Structure Includes Cracks in Wall, Bottom, Damage to Frame and/or Top Slab Baffles Access Ladder Damaged . 1998 Surface Water Design Manual Drawdown of water through the leaf compost, takes longer than 12- hotxs, and/ or overflow occurs frequently. When seepage occurs along the vault wall and comers occur. Flow tends to backup unusually high in the first chamber of the vault Fabric is tom, deteriorated, raveled, etc. Soil beneath the pad is visible. Any part of the pipes that are crushed, damaged due to corrosion and/ or settlement. Cover cannot be opened, one person cannot open the cover, corrosion/deformation of cover. Flow does not spread uniformly over filter media by weir section. Cracks wider than 1/2-inch and any evidence of soil particles entering the structure through the cracks, or maintenance/ inspection personnel determines that the vault is not structurally sound. Baffles corroding, cracking warping, and/ or showing signs of failure as determined by maintenance/ inspection person. Ladder is corroded or deteriorated, not functioning property, missing rungs, cracks, and misaligned. Cracks wider than 1/2 -inch at the joint of any inlet/outlet pipe or any evidence of soil particles entering the vault through the walls. A -17 Results Expected When Maintenance is Performed Replace media with new • compost to specifications, in adddion to replacing fabric. Percolation of water occurs along the walls and comers and not through the media section. . Media needs to be re-set along the vault wall and comers to fomh a semi -seal. Clean out the elbow fittings and/ or replace if damaged. Fabric replaced as necessary. Replace or rebuild the rock pad to design standards. Pipe repaired and/ or replaced. Cover repaired to proper working specifications or replaced. Clean, repair and/ or replace the weir plate section, or adjust height Vault replaced or repaired to design specifications. Repair or replace baffles to specification. Ladder replaced or repaired and meets specifications, and is safe to use as determined by inspection personnel. No cracks more than 1/4-inch wide at the joint of the inlet/ outlet pipe. 9/1/98 Infiltration Pond Vegetation sup Sand Fitter Layer Sediment Accumulation in Pond Bottom Trash and Debris Inlet/ Outlet Pipe Erosion Sediment of Pond Dike/ Bemi Rock Window Overflow Spillway Infiltration Vault/ Sediment Tank Accumulation in Vault Trash and Debris Accumulation Access Cover Damaged/ Not Working Tank or Vault Structure Damaged APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 13 - WATER QUALITY FACIUTIES (CONT1NUM G.) Infiltration Ponds Maintenance Defect Component Condition When Maintenance is Needed Vegetation such as grass and weeds needs to be mowed when it starts to impede infiltration function. Mowing is generaiy required when height exceeds 12 inches. • Sand filter layer has sediment deposits that exceeds 12 -inch or the infiltration rate of the sand layer is less than 2 in/ hr. Sediment accumulations in pond bottom that exceeds 12 -inch in depth or percolation test of the pond indicates facility is only working at 90% of it's design percolation rate. Accumulation that exceeds 1-CF per 1,000 -SF of pond area Inlet/ outlet pipe dogged with sediment and/ or debris material. Erosion of the pond's side slope and/ or scouring of the pond bottom, that exceeds 2- inches, or where potential for continued erosion is prevalent My part of these components that has settled fl- inches or lower than the design elevation, or where potential for continued erosion is prevalent. Rock window is clogged with sediment. Rock is missing and soil is exposed Tanks: Sediment depth exceeds 6- inches in depth. Trash and debris accumulated in tank, vault or connecting pipe. Includes floatables and non - fioatables. Cover cannot be opened or removed, especially by one person. Tank: Joints between tank sections failing, such that leakage occurs and. or material being washed through into facility; or maintenance/ inspection person determines the tank is not structurally sound. Results'Expected When Maintenance is Performed Vegetation should be mowed to 2- inches in height Trees and bushes should be removed where they impact the infiltrating area of the pond. Remove sediment and top layer of sand, and replace in kind per specification. Removal of sediment from pond bottom. Trash and Debris removed from pond. No dogging or blockage in the inlet and outlet piping. Slopes should be stabilized by using proper erosion control measures and repair methods. Slopes should be stabilized by using proper erosion control measures and repair methods. Window is free of sediment and debris. Replace rocks to specifications. No sediment deposits in tank bottom. Trash and debris removed from each facility. Cover repaired or replaced to proper working specifications or replaced. Tank replaced or repaired to design specifications. 9/1/98 1998 Surface Water Design Manual A -18 G.) Infiltration Ponds (Continued) r Maintenance . Defect Component Conditions When Maintenance is Needed Vault: Cracks wider than 112 -inch and any evidence of soil particles entering the structure through the cracks, or maintenance inspection personnel detemtines that the vault is not structuraNy sound. Ladder is corroded or deteriorated, not functioning properly, missing rungs, has cracks and/ or misaligned. • APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Results Expected When , Maintenance is Performed 1998 Surface Water Design Manua! A - 19 9/1/98 .. _.�.,........e -w. iron. raa�u�c!' nnxk�. ro+. ,kxi- Xavbuln:eOW:nawx>ixw..se,u APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 14 - OIL CONTROL FACILITIES A.) Oil/ Water Separators ( Maintenance Defect \_... Component API Type OWS Monitoring Sediment Accumulation Trash and Debris Accumulation 00 Accumulation Damaged Pipes Access CoverDamaged/ Not Working Vault Structure Damage - Indudes Cracks in Walls Bottom, Damage to Frame and/ or Top Slab Baffles CPS -Type OWS Monitoring Access Ladder Damaged Sediment Accumulation Trash and Debris Accumulation 00 Accumulation Condition When Maintenance is Needed Inspection of discharge water for obvious signs of poor water quality. Sediment depth in bottom of vault exceeds 6- inches in depth. Trash and debris accumulation In vault, or pipe inlet/ outlet, floatables and non- floatables. 00 accumulations that exceed 1 -inch, at the surface of the water Inlet or outlet piping damaged or broken and in need of repair. Cover cannot be opened, one person cannot open the cover, corrosion/ deformation of cover. Cracks wider than 1/2 -inch and any evidence of soil particles entering the structure through the cracks, or maintenance/ inspection personnel determines that the vault is not structurally sound. Baffles corroding, cracking, warping and/ or showing signs of failure as determined by maintenance/ inspection person. Ladder is corroded or deteriorated, not functioning property, missing rungs, cracks, and misaligned. Cracks wider than 1/2 -inch at the joint of any inlet/ outlet pipe or any evidence of soil particles entering the vault through the walls. Inspection of discharge water for obvious signs of poor water quality. Sediment depth in bottom of vault exceeds 6- inches in depth and/ or visible signs of sediment on plates. Trash and debris accumulated in vault, or pipe inlet/ outlet, floatables and non- floatables. 00 accumulation that exceeds 1 -inch at the water surface. Resutts Expected When Maintenance is Performed. Effluent discharge from vautt should be dear with out thick visible sheen. . No sediment deposits on vault bottom which would impede flow through the vault and separation efficiency. Trash and debris removed from vault, and inlet/ outlet piping. Extract ofl from vault by • vactoring. Disposal in accordance with state and local rules and regulations. Pipe repaired or replaced. Cover repaired to proper working specifications or replaced. Vault replaced or repaired to design specifications. Repair or replace baffles to specifications. Ladder replaced or repaired and meets specifications, and is safe to use as determined by inspection personnel. No cracks more than 1/4 -inch wide at the joirit of the inlet/ outlet pipe. Effluent discharge from vault should be dear with no thick visible sheen. No sediment deposits on vault bottom and plate media, which would impede flow through the vault and separation efficiency. Trash and debris removed from vault, and inlet/ outlet piping. Extract oil from vault by vactoring methods. Clean coalescing plates by thoroughly rinsing and flushing. Should be no visible oil depth on water. 9/1/98 1998 Surface Water Design Manual A -20 Catch Basin Catch Basin Inserts ntenance Defect ..omponent APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 14 - OIL CONTROL FACILITIES (CONTINUED) ,,... 1 OiV Water Separators (Continued) uenance Defect Condition When Maintenance is Needed CW )mponent Damaged Coalescing Plate media broken, deformed, cracked and/ or Plates showing signs of failure. ' Damaged Pipes Baffles Vault Structure Damage- Includes Cracks in Walls, Bottom, Damage to Frame and/ or Top Slab Access Ladder Damaged Sediment Accumulation Trash and Debris Accumulation Inspection Media Insert-Water Saturated Media Insert-Oil Saturated General . Inlet or outlet piping damaged or broken and in need of repair. Baffles corroding, cracking, warping and or showing signs of failure as determined by maintenance/ inspection person. Cracks wider than 12 -inch and any evidence of soil particles entering the structure through the cracks, or maintenance inspection personnel determines that the vault is not structurally sound. Ladder is corroded or deteriorated, not functioning properly, missing rungs, cracks, and misaligned. Cracks wider than 12 -inch at the joint of any inlet/ outlet pipe or any evidence of soil particles entering the vault through the walls. Conditions When Maintenance is Needed When sediment forms a cap over the insert media of 'the insert and/or unit Trash and debris accumulates on insert unit creating a blockage/ restriction. Inspection of media insert is required. Catch basin insert is saturated with water, which no longer has the capacity to absorb. Media oil saturated due to petroleum spill that drains into catch basin. Regular interval replacement due to typical average lice of media insert product. A - 21 Results Expected When Maintenance Is Performed Replace that portion of media pack or entire plate pack depending on severity of failure. Pipe repaired and or replaced. Repair or replace baffles to specifications. Vault replaced or repaired to design specifications. Ladder replaced or repaired and meets specifications, and is safe to use as determined by inspection personnel. No cracks more than 1 /44nch • wide at the joint of the inlet/ outlet pipe. Results Expected When Maintenance is Performed No sediment cap on the insert media and it's unit Trash and debris removed from insert unit. Runoff freely flows into catch basin. Effluent water from media insert is free of oils and has no visible sheen. Remove and replace media insert Remove and replace media insert. Remove and replace media at regular intervals, depending on insert product. 1998 Surface Water Design Manual 9/1/98 638 24.0. 2 ENTRANCO ENG. DdTM: (1) • GEC Tukwila office 2 993.81-60 E Marginal ay S /Pacific Highway •8 /9 .Boeing Access Rd .2010 Vol w /pro j oct trips -. All • Peak • Hour • • • BIGNAL97 /TEAPAC[Ver 1.01] -.Dia lay of Intersection Parameters Ray: VOLUMES -- > 201 227 2 I. minas 24.0 12.0 24 0 v LANES 2 1. _ 1 1202 12.0 1 562 24.0 2 750: 12.0 Q008/007 / \ North 0 408 393 Phasing:. SEQUENCE 24 0.0; 24.0 12.0 PERNSV N N N N 0 2 1 OVERLP Y Y Y Y LEADLAG LD LD 04/06%00 MTM 2010wpam.for (1) GHC Tukwila Office 2 99181 -60 E Marginal Way S /Pacific Highway 3/3 Boeing Accena Rd 2010 Volumes w /projoct tripe - AM Peak Hour SIGNAL97 /TEAPACLVer 1.01] - • Capacity .Analysis Summary Intersection Averages: Degree of Saturation (v /c) 0.83 Vehicle Delay 74.8 Level of Service E Sq 24 Phase 1 Phase 2 Phase 3 Phase 4 * * / ** / \ North EB Approach 16:26 FAX G /Cr0.122 G= 14.7" Y +R- 5.0" OF 0.0% C =120 sec Ss Approach NB Approach G /Co0.414 G= 13.6" Y+R- 5:0" OFF =16.4% :n.;.^szv :;Y- u;:.+a:i V=t';i .,�r..r•:5,.:�i: ,z�Y :�. _. ..,.: � <ar�;u:M x�e..,- or�r4 ,•:.r >wr.,�n<,.....,........, .,.�,...rR..__......_. G/C =0.418 Gm 50.2" Y+R= 5.0" OFF=31.9% ENTRANCO ENG. < ++ ++ G /Ce0.179 G= 21.5" Y +R- 5.0" OFF=77.9% 007/007 03/30/00 17:11 :02 G -100.0 sec - 83.3% Y020.0 sec = 16.7' Fed= 0.0 sec a 0.0% 1 L Group 1 La?es! Regd /C Used l SC GE v/c I Delay 1 8 10% 9 Queuo 32.4 C === = = = =G-- "le== =0 = = = =.1.==a == 0=.'io0 - 0= == 000=00000= = = ===..==== = = ==v• G RT 24 0.270 0.738 2051 2055 223 0.109 4.5 A 49 ft TH 12/1 0.296 0.278 177 512 252 0.487 36.9 D+ 307 ft LT 242 0.267 0.122 1 391 254 0.606 52.4 *D 188 ft 76.9 E 0 0 0C. 00C .7 == =00000m0= = == =00- 00= =e==0- .000= = ==000 * -eC== = =0000 -00 RT TIi ! 24/2 10.290 10.114 l 821 1 1 374 1 453 10.481 1.124 1 136.2 1 *F 1 339 ftl WB Approach 96.5 F =00 -- =0000=0==00.. - X00 === = = =0=oo0= == === =.==== = == moo-- 0=0 = == == LT 1 12/1 10.313 0.531 10.179' 0.418 1 571 1 740 1 833 10.984 1.126 1 108.3 1 *F 1 817 ft' ! 73.1 E = =mu= ===0==00=W00000==00. 00 == = = = =00000- === = = = ===00 000 0or0 1 LTtRT1 14/2 10.344 10.418 1 1183 I 1436 1 791 10.551 1 126.8 l +1 388 ft i ,5 f/, S):i'.• i v::tfi....:i:fi r ,.:::,i;%N: (..,, l %.,... Cr< :S,„ f w.. ^ :.'.4 : ..a - .4; .<•, - y •\�. , ;,� . /Z'•,w.TR. . C!Ma:Y•: ..l!Y•Yif i•�S' \4�:y./ %::^:R s 7;. ^•.: :.�.;. :.A,y/:`x•:.YYm .:vr...y :.. ;, :.J .,., : .. ., } �, �... iY.'. 4. v' i•:.ti^ wi�il:/.; >• 3E G F1C�lY : 7: <, �Q : „,„:„ . . 3� :l aveto r,MWMvfi ect:b > ;., .. ::�� - :.�, ..:: sa -. NAME OF DEVELOPMENT: International Gateway East II DATE: 7/27/2000 DEVELOPMENT ADDRESS: 12401 E. Marginal Way S.Tukwila, WA 98168 PERti1fTNO.:121q -055 f_D 944 ,/- c) CASH ASSIGNMENT NAME: Sabey Corporation TEL NO. 206- 281 -8700 SHALL BE REFUNDED BY MAILING TO: ADDRESS: 12201 Tukwila International Blvd. (please print) CITY/STATE/ZIP Seattle, WA 98168 - 5121 DESCRIPTION OF [TEhtS TO BE COMPLETED (REFERENCE PLANS/DOCUMENTS WHERE ITEMS ARE DESCRIBEDI: •.-- -: Perform Wetlands Mitigation Work. in accordance with documents by Altman Oliver and Associates W1 through W4. As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ 64, 261.15 ($150% of value to complete work described above) and attach supporting documentation for value of work. 1 will have this work carried out and call for a final Inspection by this date: 4 / 01 / 01 1, or risk having the City use these funds to carry out the work with their own contractor or in -house manpower. If I fail to carry out the work, I hereby authorize the City to go onto the property to carry out completion of the above deficiencies. I further agree to complete all work listed above prior to requesting inspection and release of these funds. SIGNED: . _,_, ,,l . (), TITLE: Sabey Construction,PM ' ><_' t �ltt 7�to • 'a i FUND IS AU �n:<�� TH FUN THIS IZ HOR ED TO BE ACCEPTED. SIGNED: DEPARTMENT HEAD: ,/- c) AMOUNT: . i ! 1 7,/ e / /) CASH • CASH L UIVALENT / DEPOSITED THIS DATE: 7/17/Fl CITY RECEIPTNO.A ,)sgiog3/ziye�RECEIVED BY: :SEC •T DEVELOPERS REPRESENTATIVE: CHECKED BY: o e 'comp o' b et: com plete i ILry CI of Tukwila DEVELOPER'S PROJECT WARRANTY REQUEST FORM °d�fiY�'cle 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS AUTHORIZED BY: : >S CTION 4 >(talii. carnmeted ° 8 CASH EQUIVALENT- Lb I I tR AUTHORIZING RELEASE CASH CfTY CHECK NO. 1tstaffJ `.I Upon completion through Section 2, Finance personnel shall send copies to: - Developer - Finance Department AMOUNT: RELEASED THIS DATE: RELEASED BY: DEPARTMENT: All worf< identified in Section 1 of this form has now been complete and retumed to department which authorized warranty. I hereby request inspection and release of my cash/cash equivalent. DATE: I have reviewed the above work and found it acceptable and therefore authorize the release of the above cash assignment. , FINANCE DE Upon completion cf entire form, Finance personnel shall send copies to: - Developer - Finance Department 9� !� .. "...:. nr•r1 STATE OF WASHINGTON) BOND NO . ss. COUNTY OF KING ) Intergate East II LLC By We, Sabey Corporation, Manager , as principal, and Travelers Casualty and Suret Company of America a corporation organized under the laws of the State of Connecticut , and duly authorized to transact business in the State of Washington, as surety, are held and firmly bound unto city of Tukwila State of Washington, in the amount of Sixty Four Thousand Two Hundred Sixty One and 15 /100 For the payment of which sum we bind ourselves, and each of our executors, administrators, successors and assigns, jointly and severally. Now, therefore, the conditions of these obligations are such that the principal will Perform Wetlands Mitigation Work To be completed within one year from the date of bond approval or as later amended and evidenced by a letter of acceptance, then obligation shall be void; otherwise to remain in full force and effect. Upon the failure to the principal to perform the terms of this bond, the Surety shall either perform the terms of the bond itself or shall, upon written demand by the Manager of the City of Tukwila, remit to the City of Tukwila the amount of the bond or such lessor amount as may be specified in the demand. The amount demanded by the manager or his /her designee will be a good faith estimate of the actual cost of repairs. We further agree that if it is necessary for the City of Tukwila to take any legal action against any signatory to this agreement to assure the proper completion of this project, the City of Tukwila will be entitled to its reasonable costs and attorney's fees. z S igned t 's 27th day of July e. Iegete E ast vII LLC by Sabey Corporation, Manager Principal 12201 Tukwila Int'l Blvd. 4th Floor Address Seattle, WA 98168 -5121 City, State, Zip 206 - 281 -8700 Phone Si CAD u s h i N a n e wts , 0 ) Name and Title CONSTRUCTION IMPROVEMENT BOND , 2000. Address Bellevue, WA 98004 City, State, Zip 425 - 709 -3600 Plme 1(a4.04(--PAed-c---- S ignature Karen P. Dever, Attorney -in -Fact Name and Title Travelers Casualty and Surety Company of America Surety 2233 112th Avenue NE TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA TRAVELERS CASUALTY AND SURETY COMPANY FARMINGTON CASUALTY COMPANY Hartford, Connecticut 06183 -9062 TRAVELERS CASUALTY AND SURETY COMPANY OF ILLINOIS Naperville, Illinois 60563 -8458 POWER OF ATTORNEY AND CERTIFICATE OF AUTHORITY OF ATTORNEYS) -IN -FACT KNOW ALL PERSONS BY THESE PRESENTS, THAT TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY, corporations duly organized under the laws of the State of Connecticut, and having their principal offices in the City of Hartford, County of Hartford, State of Connecticut, and TRAVELERS CASUALTY AND SURETY COMPANY OF ILLINOIS, a corporation duly organized wider the laws of the State of Illinois, and having its principal office in the City of Naperville, County of DuPage, State of Illinois, (hereinafter the "Companies ") hath made, constituted and appointed, and do by these presents make, constitute and appoint: Tim Church, Carl Newman, Peter H. Hammett, Susan B. Larson, Pamela Nelson, Deanna M. Meyer, Charles A. Szopa, Shauna L. Munro, Barbara It Johnson, Karen P. Dever or Jeffrey W. Parkhurst * * of Seattle, WA/Anchorage, AK, their true and lawful Attorney(s)-in-Fact, with full power and authority hereby conferred to sign, execute and acknowledge, at any place within the United States, or, if the following line be filled in, within the area there designated the following instrument(s): by his/her sole signature and act, any and all bonds, recognizances, contracts of indemnity, and other writings obligatory in the nature of a bond, recognizance, or conditional undertaking and any and all consents incident thereto and to bind the Companies, thereby as fully and to the same extent as if the same were signed by the duly authorized officers of the Companies, and all the acts of said Attorney(s)-in-Fact, pursuant to the authority herein given, are hereby ratified and confirmed. This appointment is made under and by authority of the following Standing Resolutions of said Companies, which Resolutions are now in full force and effect: VOTED: That the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President, any Vice President, any Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary may appoint Attorneys -in -Fact and Agents to act for and on behalf of the company and may give such appointee such authority as his or her certificate of authority may prescribe to sign with the Company's name and seal with the Company's seal bonds, recognizances, contracts of indemnity, and other writings obligatory in the nature of a bond, recognizance, or conditional undertaking, and any of said officers or the Board of Directors at any time may remove any such appointee and revoke the power given him or her. VOTED: That the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President or any Vice President may delegate all or any part of the foregoing authority to one or more officers or employees of this Company, provided that each such delegation is in writing and a copy thereof is filed in the office of the Secretary. VOTED: That any bond, recognizance, contract of indemnity, or writing obligatory in the nature of a bond, recognizance, or conditional undertaking shall be valid and binding upon the Company when (a) signed by the President, any Vice Chairman, any Executive Vice President, any Senior Vice President or any Vice President, any Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary and duly attested and sealed with the Company's seal by a Secretary or Assistant Secretary, or (b) duly executed (under seal, if required) by one or more Attorneys -in -Fact and Agents pursuant to the power prescribed in his or her certificate or their certificates of authority or by one or more Company officers pursuant to a written delegation of authority. This Power of Attorney and Certificate of Authority is signed and sealed by facsimile under and by authority of the following Standing Resolution voted by the Boards of Directors of TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY, FARMINGTON CASUALTY COMPANY and TRAVELERS CASUALTY AND SURETY COMPANY OF ILLINOIS, which Resolution is now in full force and effect: VOTED: That the signature of each of the following officers: President, any Executive Vice President, any Senior Vice President, any Vice President, any Assistant Vice President, any Secretary, any Assistant Secretary, and the seal of the Company may be affixed by facsimile to any power of attorney or to any certificate relating thereto appointing Resident Vice Presidents, Resident Assistant Secretaries or Attorneys -in -Fact for purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof, and any such power of attorney or certificate bearing such facsimile signature or facsimile seal shall be valid and binding upon the Company and any such power so executed and certified by such facsimile signature and facsimile seal shall be valid and binding upon the Company in the future with respect to any bond or undertaking to which it is attached. • IN WITNESS WHEREOF, TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY, FARMINGTON CASUALTY COMPANY and TRAVELERS CASUALTY AND SURETY COMPANY OF ILLINOIS have caused this instrument to be signed by their Senior Vice President, and their corporate seals to be hereto affixed this 15th day of July, 1999. STATE OF CONNECTICUT jSS. Hartford COUNTY OF HARTFORD CERTIFICATE • r On this 15th day of July, 1999 before me personally came GEORGE W. THOMPSON to me known, who, being by me duly sworn, did depose and say: that he/she is Senior Vice President of TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY, FARMINGTON CASUALTY COMPANY and TRAVELERS CASUALTY AND SURETY COMPANY OF ILLINOIS, the corporations described in and which executed the above instrument; that he/she knows the seals of said corporations; that the seals affixed to the said instrument are such corporate seals; and that he/she executed the said instrument on behalf of the corporations by authority of his/her office under the Standing Resolutions thereof. TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA TRAVELERS CASUALTY AND SURETY COMPANY FARMINGTON CASUALTY COMPANY TRAVELERS CASUALTY AND SURETY COMPANY OF ILLINOIS By George W. Thompson Senior Vice President \Y\fakAL.e.. t.trAtia My commission expires June 30, 2001 Notary Public Marie C. Tetreault I, the undersigned, Assistant Secretary of TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY, stock corporations of the State of Connecticut, and TRAVELERS CASUALTY AND SURETY COMPANY OF ILLINOIS, stock corporation of the State of Illinois, DO HEREBY CERTIFY that the foregoing and attached Power of Attorney and Certificate of Authority remains in full force and has not been revoked; and furthermore, that the Standing Resolutions of the Boards of Directors, as set forth in the Certificate of Authority, are now in force. Signed and Sealed at the Home Office of the Company, in the City of Hartford, State of Connecticut. Dated this 27 day of July , 2000 • By - Brian Hoffman Assistant Secretary, Bond . ••• ' 1 . • • • „ . • I understand that the Plan Check approvals subiect to errors and omissions and aorriniF:' FILE COPY • .111111101.111MNIIIIMMINIMMINIMIll • GEOTECHNICAL ENGINEERING STUDY PROPOSED GROUP HEALTH SOUTH BUILDING SOUTH .126TH STREET AND 35 AVENUE SOUTH • TUKWILA, WASHINGTON E-8983 November 17, 1999 PREPARED FOR INTERNATIONAL GATEWAY EAST II, LLC Kristina M. Weller, P.E. Project Engineer S. L Robert S. Levinson, P.E. Principal • Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 201 • Bellevue, Washington 98005 • (425) 643-3780 Toll Free 1-888-739-6670 t IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT More construction problems are caused by site subsur- face conditions than any other factor. As troublesome as subsurface problems can be, their frequency and extent have been lessened considerably in recent years, due in large measure to programs and publications of ASFE/ The Association of Engineering Firms Practicing in the Geosciences. The following suggestions and observations are offered to help you reduce the geotechnical- related delays, cost - overruns and other costly headaches that can occur during a construction project. A GEOTECHNICAL ENGINEERING REPORT IS BASED ON A UNIQUE SET OF PROJECT-SPECIFIC FACTORS A geotechnical engineering report is based on a subsur- face exploration plan designed to incorporate a unique set of project- specific factors. These typically include: the general nature of the structure involved, its size and configuration; the location of the structure on the site and its orientation; physical concomitants such as access roads, parking lots, and underground utilities. and the level of additional risk which the client assumed by virtue of limitations imposed upon the exploratory program. To help avoid costly problems, consult the geotechnical engineer to determine how any factors which change subsequent to the date of the report may affect its recommendations. Unless your consulting geotechnical engineer indicates otherwise, your geotechnical engineering report should not be used: • When the nature of the proposed structure is changed, for example, if an office building will be erected instead of a parking garage, or if a refriger- ated warehouse will be built instead of an unre- frigerated one; • when the size or configuration of the proposed structure is altered; • when the location or orientation of the proposed structure is modified; • when there is a change of ownership. or • for application to an adjacent site. Geotechnical engineers cannot accept responsibility for problems which may develop if they are not consulted after factors consid- ered in their report's development have changed. MOST GEOTECHNICAL "FINDINGS" ARE PROFESSIONAL ESTIMATES Site exploration identifies actual subsurface conditions only at those points where samples are taken, when they are taken. Data derived through sampling and sub- sequent laboratory testing are extrapolated by geo- technical engineers who then render an opinion about overall subsurface conditions, their likely reaction to proposed construction activity, and appropriate founda- tion design. Even under optimal circumstances actual conditions may differ from those inferred to exist, because no geotechnical engineer, no matter how qualified, and no subsurface exploration program, no matter how comprehensive, can reveal what is hidden by earth, rock and time. The actual interface between mate- rials may be far more gradual or abrupt than a report indicates. Actual conditions in areas not sampled may differ from predictions. Nothing can be done to prevent the unanticipated, but steps can be taken to help minimize their impact. For this reason, most experienced owners retain their geotechnical consultants through the construction stage, to iden- tify variances, conduct additional tests which may be needed, and to recommend solutions to problems encountered on site. SUBSURFACE CONDITIONS CAN CHANGE Subsurface conditions may be modified by constantly - changing natural forces. Because a geotechnical engi- neering report is based on conditions which existed at the time of subsurface exploration, construction decisions . should not be based on a geotechnical engineering report whose adequacy may have been affected by time. Speak with the geo- technical consultant to learn if additional tests are advisable before construction starts. Construction operations at or adjacent to the site and natural events such as floods, earthquakes or ground- water fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical report. The geotechnical engineer should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND PERSONS Geotechnical engineers' reports are prepared to meet the specific needs of specific individuals. A report pre- pared for a consulting civil engineer may not be ade- quate for a construction contractor, or even some other consulting civil engineer. Unless indicated otherwise, this report was prepared expressly for the client involved and expressly for purposes indicated by the client. Use by any other persons for any purpose, or by the client for a different purpose, may result in problems. No indi- vidual other than the client should apply this report for its intended purpose without first conferring with the geotechnical engineer. No person should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer. 9 1 1 1 3 1 1 s 1 November 17, 1999 International Gateway East 11, LLC c/o Sabey Corporation • 101 Elliot Avenue West, Suite 330 Seattle, Washington 98119 -4220 Attention: Mr. Bernard R. Martell Dear Mr. Martell: EARTH CONSULTANTS, INC. Robert S. Levinson, P.E. Principal KMW /RSL/bkm Earth Consultants Inc. (k,,terhnk•nI IingInI•rrs. (i11 wicta & tit winnnm•nI. l scientists E- 8983 We are pleased to submit our report titled "Geotechnical Engineering Study, Proposed Group Health - South R & D Building, South 126th Street and 35th Avenue South, Tukwila, Washington." This report presents the results of our field exploration, selective laboratory tests, and engineering analyses. The purpose and scope of our study was outlined in our November 16, 1999 proposal. Based on the results of our study, it is our opinion the site can be developed generally as planned. Support for the proposed building can be using conventional spread and continuous footing foundation systems bearing on competent native soil or on structural fill used to modify site grades. Slab -on -grade floors may be similarly supported. We appreciate this opportunity to be of service to you. If you have any questions, or if we can be of further assistance, please call. Sincerely, 1805 136th Place N.E., Suite 201, Bellevue, Washington 98005 Bellevue (425) 643.3780 FAX (425) 746.0860 Toll Free (888) 739.6670 3 INTRODUCTION ..... General ... Project Description . . SITE CONDITIONS .... . Surface ...... . Subsurface .. ... . . .. . Groundwater . ....... . Laboratory Testing ................ .... , DISCUSSION AND RECOMMENDATIONS .. .. General .... .: ............... Site Preparation and General Earthwork . .... . Foundations ......... ............. .... .. . Slab -on -Grade Floors ............. . Seismic Design Considerations ............. • • Excavations and Slopes Site Drainage Utility Support and Backfill Pavement Areas LIMITATIONS .... ............ APPENDICES Appendix A Appendix B Plate 1 Plate 2 Plate 3 Plate 4 Plate Al Plates A2 through A3 Plates A4 through Al2 Plates B1 and B2 Additional Services 12 Field Exploration Laboratory Test Results Vicinity Map Boring and Test Pit Location Plan Typical Footing Subdrain Detail Utility Trench Backfill Legend Boring Logs Test Pit Logs Grain Size Analyses 4 5 6 7 8 9 9 10 11 12 1 1 1 1 a 1 1 1 General Project Description E -8983 INTRODUCTION GEOTECHNICAL ENGINEERING STUDY PROPOSED GROUP HEALTH SOUTH R & D BUILDING SOUTH 126TH STREET AND 35TH AVENUE SOUTH TUKWILA, WASHINGTON This report presents the results of the geotechnical engineering study completed by Earth Consultants, Inc. (ECI) for the proposed Group Health - South R & D Building, South 126th Street and 35th Avenue South, Tukwila, Washington. The general location of the site is shown on the Vicinity Map, Plate 1. The purpose of this study was to explore the subsurface conditions at the site and based on the conditions encountered to develop geotechnical recommendations for the proposed site development. At the time our study was performed, the site, proposed building locations, and our exploratory locations were approximately as shown on the Boring and Test Pit Location Plan, Plate 2. We understand it is planned to develop a portion of the approximately 6.2 -acre site with a two -story office building. Based on preliminary design information provided by the client, the proposed building will have footprint of,40,806 square feet and will occupy the west - central portion of the site. The proposed building will be of concrete tilt -up panel construction with slab -on -grade and post- tensioned concrete floors. At the time this report was written, the proposed finish floor elevation was 44 feet. Based on our experience with similar projects and on data provided by the client, we anticipate wall loads will be on the order of five to six kips per lineal foot, column Toads on the order of one hundred twenty (120) to one hundred seventy (170) kips and slab -on -grade floor loads of two hundred fifty (250) pounds per square foot. In order to achieve construction subgrade elevations, we anticipate cuts and fills of five to ten (10)feet will be necessary. The building will be surrounded by asphalt -paved parking and driveway areas. Vehicle traffic will likely consist of passenger vehicles and occasional delivery trucks. i 3 3 Subsurface i 7 3 GEOTECHNICAL ENGINEERING STUDY International Gateway East II, LLC c/o Sabey Corporation E -8983 November 17, 1999 Page 2 If the above design criteria are incorrect or change, we should be consulted to review the recommendations contained in this report. In any case, ECI should be retained to perform a general review of the final design. Surface SITE CONDITIONS The subject site consists of a 6.2 -acre irregular shaped property located northeast of the intersection of South 126th Street and 35th Avenue South in Tukwila (see Plate 1, Vicinity Map). The site is bordered to the north by undeveloped commercial property, to the south by South 126th Street, to the west by 35th Avenue South and to the east by undeveloped and commercial property on the west side of East Marginal Way South. The site slopes gradually down to the east - northeast at a gradient typically less than 10 percent. There is an elevation change of about ten (10) feet along the approximately seven hundred (700) foot long, east -west axis of the site.' Portions of the site have been previously graded for existing asphalt paved access roads. It is our understanding the site was formerly occupied by a mobile -home park. No old foundations or slabs were encountered during our subsurface exploration. The western portion of the site is vegetated with grass, brush and localized small and large diameter trees. The eastern portion of the site is vegetated with small diameter trees and a dense understory of brush. Subsurface conditions were evaluated by drilling two borings and excavating nine test pits at the approximate locations shown on Plate 2. Please refer to the Boring Logs, Plates A2 and A3 and Test Pit Logs, Plates A4 through Al2, for a detailed description of the conditions encountered at each location explored. A description of the field exploration methods is included in Appendix A. The following is a generalized description of the subsurface conditions encountered. At our test pit and boring locations, we encountered a surficial layer of grass and topsoil. The loose surficial layer was four to six inches thick. The topsoil layer was characterized by its dark brown color, loose consistency, and the presence of organic material. Earth Consultants, Inc. 1 1 Perched groundwater seepage was encountered in Boring B - at nine feet below existing grade. In addition, zones of iron oxide staining and mottling were encountered at three to nine Jai feet below grade at nine of the eleven (11) exploration locations. As such, groundwater seepage may be encountered in site excavations if excavated during winter or spring. 1 1 3 GEOTECHNICAL ENGINEERING STUDY International Gateway East II, LLC c/o Sabey Corporation E -8983 November 17, 1999 Page 3 Underlying the topsoil at our boring locations and at seven of our nine test pit locations, we encountered two to seven and one -half feet of fill. The fill consists of loose to medium dense silty sand and sandy silt with varying amounts of gravel (Unified Soil Classification, SM and ML, respectively). The fill soils were characterized by the presence of trace debris comprised of organics, metal, concrete and asphalt debris. The fill soil were similar to the underlying native soils. Underlying the topsoil and fill where present, we typically encountered one and half to five feet of medium dense sandy silt (ML) over medium dense to very dense silty sand (SM) to the maximum exploration depth of sixteen and one half (16.5) feet below grade. Underlying the fill in Boring B -1, we encountered lean clay with organics (CL) to five and one -half feet below grade. In Test Pit TP -1, we encountered silty sand with organics and in Test Pit TP -2 we encountered fibrous peat to five feet below existing grade. Due to the presence of a dense growth of small diameter trees in the immediate southeastern portion of the site, we were not able to conduct subsurface exploration in this area. It is our understanding this area is outside of the proposed building area and will be occupied by an asphalt paved parking lot. After this area is cleared and cut down to grade, we should observe to site conditions in this area to verify the site conditions are as anticipated. Groundwater The contractor should be aware that groundwater is not static. There will likely be fluctuations in the level depending on the season, amount of rainfall, surface water runoff, and other factors. Generally, the water level is higher and seepage rate is greater in the wetter winter months (typically October through May). Earth Consultants, Inc. 3 ., 1 J 3 t 3 1 1 GEOTECHNICAL ENGINEERING STUDY International Gateway East II, LLC c/o Sabey Corporation E -8983 November 17, 1999 Page 4 Laboratory Testing Laboratory tests were conducted on representative soil samples to verify or modify the field soil classification and to evaluate the general physical properties and engineering characteristics of the soil encountered. Visual field classifications were supplemented by grain size analyses on representative soil samples. Moisture content tests were performed on all samples. The results of laboratory tests performed on specific samples are provided either at the appropriate sample depth on the individual boring and test pit Togs or on a separate data sheet contained in Appendix B. It is important to note that these test results may not accurately represent the overall in -situ soil conditions. Our geotechnical recommendations are based on our interpretation of these test results and their use in guiding our engineering judgment. ECI cannot be responsible for the interpretation of these data by others. In accordance with our Standard Fee Schedule and General Conditions, the soil samples for this project will be discarded after a period of fifteen days following completion of this report unless we are otherwise directed in writing. General DISCUSSION AND RECOMMENDATIONS Based on the results of our study, it is our opinion the proposed building can be constructed generally as planned. Building support can be provided using a conventional spread and continuous footing foundation system bearing on competent native soils or on structural fill used to modify site grades. We encountered localized areas of peat and silty sand and lean clay with organics north of the proposed building. In our opinion, if organic soils are encountered at the construction subgrade elevation the organic soil should either be overexcavated and replaced with structural fill or the foundation elements should be extended through the unsuitable soils to bear on the underlying medium dense to dense soil. Slab -on- grade floors may be similarly supported. This report has been prepared for specific application to this project only and in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area for the exclusive use of International Gateway East II, LLC and their representatives. No warranty, expressed or implied, is made. This report, in its entirety, should be included in the project contract documents for the information of the contractor. Earth Consultants, Inc. 3 1 1 The building and pavement areas to receive structural fill should be stripped g p pped and cleared of surface vegetation, organic matter, and any other deleterious material. Existing utility pipes to be abandoned should be plugged or removed so they do not provide a conduit for water 5 and cause soil saturation and potential instability problems. t t 1 Following the stripping operation, the ground surface where structural fill, slabs or foundations are to be placed should be observed by a representative of ECI. Proofrolling may be necessary in order to identify soft or unstable areas. Proofrolling should be performed under the observation of a representative of ECI. Soil in loose or soft areas if recompacted and still excessively yielding, should be overexcavated and replaced with structural fill to a depth that will provide a stable base beneath the foundation or general structural fill. The optional use of a geotextile fabric placed directly on the overexcavated surface may help to bridge unstable areas. For this application, Mirafi 600X or an approved equivalent should be used. t GEOTECHNICAL ENGINEERING STUDY International Gateway East II, LLC c/o Sabey Corporation November 17, 1999 Site Preparation and General Earthwork Earth Consultants, Inc. E -8983 Page 5 The loose fill and organic soil underlying portions of the site are unsuitable for support of foundation loads. In our opinion, these soils should be overexcavated from foundation areas and replaced with structural fill. Alternatively, foundation elements may be extended through the loose fill or organic soils to bear on underlying, competent native or fill soils. Based on the thickness of the loose fill and organic material we anticipate the overexcavation depth will range from two to five feet. The overexcavation width should extend at least one -half the overexcavation depth beyond the width of the foundation. The overexcavated soils may be used as structural fill provided they do not contain excessive amounts of debris and provided they can be adequately compacted. Based on the thickness of the topsoil and root layers encountered at our test pit locations, we estimate a stripping depth of six inches. Stripped materials should not be mixed with materials to be used as structural fill. 1 1 1 3 1 1 1 1 3 1 1 1 N on.aio. GEOTECHNICAL ENGINEERING STUDY International Gateway East II, LLC c/o Sabey Corporation E -8983 November 17, 1999 Page 6 Structural fill is defined as compacted fill placed under buildings, roadways, slabs, pavements, or other load- bearing areas. Structural fill under floor slabs and footings should be placed in horizontal lifts not exceeding twelve (12) inches in loose thickness and compacted to a minimum of 90 percent of its laboratory maximum dry density determined in accordance with ASTM Test Designation D- 1557 -91 (Modified Proctor). The fill materials should be placed at or near their optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. During dry weather, most soils which are compactible and non - organic can be used as structural fill. The non - organic site soils at the time of the subsurface exploration should be suitable for use as structural fill, provided the grading operations are conducted during dry weather. However, the site soils have greater than five percent fines passing the No. 200 sieve. Soil with fines in this range will degrade if exposed to excessive moisture, and compaction and grading will be difficult if the soil moisture increases significantly above its optimum condition. If the site soils are exposed to moisture and cannot be adequately compacted then it may be necessary to import a soil which can be compacted. During dry weather, non - organic compactible soil with a maximum grain size of six inches can be used. Fill soils for use during wet weather should consist of a fairly well graded granular material having a maximum grain size of six inches and no more than 5 percent fines passing the No. 200 sieve based on the minus 3/4 -inch fraction. A contingency in the earthwork budget should be included for this possibility. Foundations Based on the results of our study, it is our opinion the proposed building can be supported on a conventional spread and continuous footing foundation system bearing on competent native soil or on structural fill used to modify site grades. Exterior foundation elements should be placed at a minimum depth of eighteen (18) inches below final exterior grade. Interior spread foundations can be placed at a minimum depth of twelve (12) inches below the top of slab, except in unheated areas, where interior foundation elements should be founded at a minimum depth of eighteen (18) inches. Earth Consultants, Inc. 1 : 1 1 1 t 1 1 1 1 GEOTECHNICAL ENGINEERING STUDY International Gateway East II, LLC c/o Sabey Corporation November 17, 1999 Slab -on -Grade Floors Earth Consultants, Inc. E -8983 Page 7 With foundation support obtained as described, for design, an allowable soil bearing capacity ,3 of three thousand (3,000) psf can be used for structural fill and five thousand (5000) psf can be used for the dense to very dense native soils encountered approximately five feet below the existing grade on the west side of the site. Continuous and individual spread footings should have minimum widths of eighteen (18) and twenty -four (24) inches, respectively. Loading of this magnitude would be provided with a theoretical factor -of- safety in excess of three against actual shear failure. For short -term dynamic loading conditions, a one -third increase in the above allowable bearing capacities can be used. With structural loading as expected, total settlement in the range of one inch is anticipated with differential movement of about one half inch. Most of the anticipated settlement should occur during construction as dead Toads are applied. Horizontal loads can be resisted by friction between the base of the foundation and the supporting soil and by passive soil pressure acting on the face of the buried portion of the foundation. For the latter, the foundation must be poured "neat" against the competent native soils or backfilled with structural fill. For frictional capacity, a coefficient of .40 can be used. For passive earth pressure, the available resistance can be computed using an equivalent fluid pressure of three hundred fifty (350) pcf. These lateral resistance values are allowable values, a factor -of- safety of 1.5 has been included. As movement of the foundation element is required to mobilize full passive resistance, the passive resistance should be neglected if such movement is not acceptable. Footing excavations should be observed by a representative of ECI, prior to placing forms or rebar, to verify that conditions are as anticipated in this report. Slab -on -grade floors may be supported on competent native soil or on structural fill used to modify site grades. Disturbed subgrade soil must either be compacted in -place or replaced with structural fill. GEOTECHNICAL ENGINEERING STUDY International Gateway East II, LLC c/o Sabey Corporation E -8983 November 17, 1999 Page 8 The slab should be provided with a minimum of four inches of free - draining sand or gravel. In areas where slab moisture is undesirable, a vapor barrier such as a 6 -mil plastic membrane may be placed beneath the slab. Two inches of damp sand may be placed over the membrane for protection during construction and to aid in curing of the concrete. Seismic Design Considerations The Puget Lowland is classified as a Seismic Zone 3 in the 1997 Uniform Building Code (UBC). Earthquakes occur in the Puget Lowland with regularity, however, the majority of these events are of such low magnitude they are not felt without instruments. Large earthquakes do occur, as indicated by the 1949, 7.2 magnitude earthquake in the Olympia area and the 1965, 6.5 magnitude earthquake in the Midway area. There are three potential geologic hazards associated with a strong motion seismic event at this site: ground rupture, liquefaction, and ground motion response. Ground Rupture: The strongest earthquakes in the Puget Lowland are widespread, subcrustal events, ranging in depth from thirty (30) to fifty -five (55) miles. Surface faulting from these deep events has not been documented to date. Therefore, it is our opinion, that the risk of ground rupture at this site during a strong motion seismic event is negligible. Liquefaction: Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time during an earthquake. Groundshaking of sufficient duration results in the loss of grain to grain contact and rapid increase in pore water pressure, causing the soil to behave as a fluid. To have a potential for liquefaction, a soil must be cohesionless with a grain size distribution of a specified range (generally sand and silt); it must be loose; it must be below the groundwater table; and it must be subject to sufficient magnitude and duration of groundshaking. The effects of liquefaction may be large total and /or differential settlement for structures founded in the liquefying soils. In our opinion, the potential for liquefaction induced settlement of the medium dense to very dense soils encountered at this site should be negligible. Ground Motion Response: The 1997 UBC seismic design section provides a series of soil types that are used as a basis for seismic design of structures. Based on the encountered soil conditions, it is our opinion that soil type S from Table 16 -J should be used for design. Earth Consultant., Inc. t 1 1 1 1 1 a 7 Site Drainage Groundwater seepage was encountered at nine feet below grade in Boring B -1 and iron oxide staining and mottling was typically encountered at the other exploration locations to nine feet below grade. Based on the depth of anticipated cuts it is possible groundwater will be encountered while excavating for foundations or utilities. 1 1 _.,.- .......•...........,, w.xaue�.`nnar,.esj�naa >.v�a, o-..: n. er... w+ ..�...,....,......_ »,.___.._... GEOTECHNICAL ENGINEERING STUDY International Gateway East 11, LLC c/o Sabey Corporation E -8983 November 17, 1999 Page 9 Excavations and Slopes The following information is provided solely as a service to our client. Under no circumstances should this information be interpreted to mean that ECI is assuming responsibility for construction site safety or the . contractor's activities; such responsibility is not being implied and should not be inferred. In no case should excavation slopes be greater than the limits specified in local, state and Federal safety regulations. Based on the information obtained from the subsurface exploration, the loose to medium dense soils encountered at the boring at test pit locations would be classified as Type C by OSHA /WISHA. Temporary cuts greater than four feet in height in Type C soils should be sloped at an inclination of 1.5H:1 V. The underlying dense to very dense soils would be classified as Type B Soils. Temporary cuts greater than four feet in height in Type B soils should be sloped at an inclination of 1 H:1 V. If slopes of this inclination, or flatter, cannot be constructed, temporary shoring may be necessary. Shoring will help protect against slope or excavation collapse, and will provide protection to workers in the excavation. If temporary shoring is required, we will be available to provide shoring design criteria. Permanent cut and fill slopes should be inclined no steeper than 3H:2V and 2H:1 V, respectively. Cut slopes should be observed by ECI during excavation to verify that conditions are as anticipated. Supplementary recommendations can then be developed, if needed, to improve stability, including flattening of or installation of surface or subsurface drains. Permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. Earth Consultants, Inc. .li 3 3 t a GEOTECHNICAL ENGINEERING STUDY International Gateway East II, LLC c/o Sabey Corporation November 17, 1999 f E -8983 Page 10 If groundwater seepage is encountered during construction the bottom of the excavation should be sloped to one or more shallow sump pits. The collected water can then be pumped from these pits to a positive and permanent discharge, such as a nearby storm drain. Depending on the magnitude of such seepage, it may also be necessary to connect the sump pits by a system of connector trenches. The appropriate locations of subsurface drains, if needed, should be established during grading operations by ECI's representative at which time the seepage areas, if present, may be more clearly defined. During construction, the site must be graded such that surface water is directed off the site. Water must not be allowed to stand in areas where buildings, slabs or pavements are to be constructed. Loose surfaces should be sealed at night by compacting the surface to reduce the potential for moisture infiltration into the soils. Final site grades must allow for drainage away from the building foundations. The ground should be sloped at a gradient of three percent for a distance of at least ten feet away from the buildings, except in paved areas, which can be sloped at a gradient of two percent. Footing drains should be installed around the perimeter of the building, at or just below the invert of the footing, with a gradient sufficient to initiate flow. A typical detail is provided on Plate 3. Under no circumstances should roof downspout drain lines be connected to the footing drain system. Roof downspouts must be separately tightlined to discharge. Cleanouts should be installed at strategic locations to allow for periodic maintenance of the footing drain and downspout tightline systems. Utility Support and Backfill Based on the observed site conditions, the soils expected to be exposed by utility excavations should provide adequate support for utilities. Earth Consultants, Inc. t GEOTECHNICAL ENGINEERING STUDY International Gateway East II, LLC c/o Sabey Corporation November 17, 1999 1 s t 3 Pavement materials should conform to WSDOT specifications. The use of a Class B asphalt mix is suggested. 1 1 1 Pavement Areas Utility trench backfill is a primary concern in reducing the potential for settlement along utility alignments, particularly in pavement areas. It is important that each section of utility line be adequately supported in the bedding material. The material should be hand tamped to ensure support is provided around the pipe haunches. Fill should be carefully placed and hand tamped to about twelve inches above the crown of the pipe before heavy compaction equipment is brought into use. The remainder of the trench backfill should be placed in lifts having a loose thickness of less than twelve inches. A typical trench backfill section and compaction requirements for Toad supporting and non -load supporting areas is presented on Plate 4. Existing utility pipes to be abandoned should be plugged or removed so that they do not provide a conduit for water and cause soil saturation and stability problems. The adequacy of site pavements is related in part to the condition of the underlying subgrade. To provide a properly prepared subgrade for pavements, the subgrade should be treated and prepared as described in the Site Preparation and General Earthwork section of this report. This means at least the top twelve (12) inches of the subgrade should be compacted to 95 percent of the maximum dry density (per ASTM D- 1557 -91). It is possible that some localized areas of soft, wet or unstable subgrade may still exist after this process. Therefore, a greater thickness of structural fill or crushed rock may be needed to stabilize these localized areas. The following pavement section for lightly - loaded areas can be used: • Two inches of asphalt concrete (AC) over four inches of crushed rock base (CRB) material, or • Two inches of AC over three inches of asphalt treated base (ATB) material. We will be pleased to assist in developing appropriate pavement sections for heavy traffic zones, if needed. Earth Consultants. Inc. E -8983 Page 11 1 1 3 1 i 1 Additional Services As the geotechnical engineer of record, ECI should be retained to perform a general review of the final design and specifications to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in the construction specifications. ECI should also be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We do not accept responsibility for the performance of the foundation or earthwork unless we are retained to review the construction drawings and specifications, and to provide construction observation and testing services. 1 GEOTECHNICAL ENGINEERING STUDY International Gateway East II, LLC c/o Sabey Corporation November 17, 1999 LIMITATIONS Our recommendations and conclusions are based on the observed site conditions, selective laboratory testing and engineering analyses, the design information provided us and our experience•and engineering judgment. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the borings and test pits. Soil and groundwater conditions between borings and test pits may vary from those encountered. The nature and extent of variations between the exploratory locations may not become evident until construction. If variations do appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Earth Consuhants, Inc. E -8983 Page 12 Drwn. GLS Date Oct. '99 Proj. No. 8983 Checked MGM Date 10/29/99 Plate 1 1 1 1 1 1 1 1 r I 1 1 i 1 5 145Th 5T 146TH ST s 1 5 13151 139114 ST ,.. S 1401H ST • P0 141ST S 142ND ar J J d rH • ST vs 5 I LAKE.: AFAR ,1540, ST - --✓s y -•. I . pizA1 AKF. ,. 24TH Reference: Puget Sound Area (King Co.) Map 655 By Thomas Brothers Maps Dated 2000 ••I NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. SEATTLE TACOMA INTERNATIONAL Earth Consultants, Inc. Geolechnlcal Engineers, Geologists & Environmental Scientists Vicinity Map Group Health South Building Tukwila, Washington Drwn. GLS Date Oct. '99 Proj. No. 8983 Checked MGM Date 10/29/99 Plate 2 3 1 1 1 1 1 1 r 1 1 1 1 v; w z w t c*) 1- B-2 1 TP -21 (TTP -3 1T LEGEND B -1— i — Approximate Location of ECI Boring, Proj. No. E -8983, Oct. 1999 TP -1— i — Approximate Location of ECI Test Pit, Proj. No. E -8983, Oct. 1999 Proposed Building (This Study) Proposed Building ME MN MI MI (Not Included In This Study) Subject Site NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the Information resulting from black & white reproductions of this plate. Existing Asphalt Access Road L-� O TP -7 T _ 1 _ TP -5 I _ I 1 TP -4 — 1 TP -61 1 TP -8 0 R 1 • N. 1 1 I ▪ TP -1 1 B -1 S. 126th STREET b Existing Curb Line � I Ai To Be Revised 'F�� fTao s ry — — —' — — n n L 1 1 1 1 1 Z� r Approximate Scale 0 60 120 240ft. Earth Consultants, Inc. Geotechnlcal Engineers, Geologists & Environmental scientists Boring & Test Pit Location Plan Group Health South Building Tukwila, Washington 4 inch min. Diameter Perforated Pipe Wrapped in Drainage Fabric 6 inch min. VrL:r:;:it\1,145 ieW.a`` etk ra aM eillu ::I f..'L'Y , :;h; Mrctcw.a.w+r.+.r t 2 inch min. / 4 inch max. O Proj. No. 8983 Drwn. GLS Slope To Drain 12 inch —+.' min. SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING • • ° o . • O O O 0 ° • • • 0 ▪ *.op • ° • O O • • O 0 • \ .0 ••• . • • • • O O • . O - O • o • 0 o O o O ° ° • . ° p ° • • ° O ° ° • • 0 . • • • • o • O 0 o • 0 ° • O • 0 0 0 O O °; • 0 = . 0 ° 0 • • ° 0 .. '° 0..0 C e ' - ° 18 inch min. 2 inch min. LEGEND Surface seal; native soil or other low permeability material. Fine aggregate for Portland Cement Concrete; Section 9- 03.1(2) of the WSDOT Specifications. Drain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Do not tie building downspout drains into footing lines. Wrap with Mirafi 140 Filter Fabric or equivalent. Earth Consultants Inc. GrouxMlcd Entynecrs. Geologists & Environmental $CMtllb15 Date Oct. 99 TYPICAL FOOTING SUBDRAIN DETAIL Group Health South Building Tukwila, Washington Checked MGM I Date 10/29/99 I Plate 3 • Proj. No. 8983 1 Drwn. GLS 'Date Oct. '99 D D • o °o° 0 0 Earth Consultants Inc. Gmir Tnirnl Engineers. Gr olog Sls & I m9rmmentill tic rnnsis Non -Load Supporting Floor Slab or Roadway Areas Areas LEGEND: p As halt or Concrete Pavement or Concrete Floor Slab Trtfp Base Material or Base Rock Varies Backfill; Compacted On -Site Soil or Imported Select Fill Material as Described in the Site Preparation of the General Earthwork Section of the Attached Report Text. 1 Foot Minimum Varies Varies 95 Minimum Percentage of Maximum Laboratory Dry Density as Determined by ASTM Test Method D 1557 -78 (Modified Proctor), Unless Otherwise Specified in the Attached Report Text. Bedding Material; Material Type Depends on Type of Pipe and Laying Conditions. Bedding Should Conform to the Manufacturers Recommendations for the Type of Pipe Selected. TYPICAL UTILITY TRENCH FILL Group Health South Building Tukwila, Washington Checked MGM 1 Date 10/29/99 I Plate 4 3 3 t 1 1 8 1 1 3 3 ..,.....w ✓,nv r..r..><w.. �,. ,w. iXA!r="1fZtIIikNXN:i741VAUt rw rvrn ..w�ww.r.�...�..n.- r.......,. ,..._._ APPENDIX A FIELD EXPLORATION E -8983 Earth Consultants, Inc. Our subsurface exploration was performed on October 13 and 15, 1999. Subsurface conditions at the site were explored by drilling two borings to sixteen and one half (16.5) feet and excavating nine test pits to a maximum exploration depth of twelve and one half (12.5) feet below existing grade. The test pits were excavated by Sabey Construction, using a rubber -tire backhoe. The borings were drilled by Associated Drilling using a truck - mounted drill rig. Approximate boring and test pit locations were estimated by pacing from the site features depicted on the site plan provided by the client. The locations of the borings and test pits should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Boring and Test Pit Location Plan, Plate 2. The field exploration was continuously monitored by geologists from our firm who classified the soils encountered, maintained a log of each boring and test pit, obtained representative samples, measured groundwater levels, and observed pertinent site features. The samples were visually classified in accordance with the Unified Soil Classification System which is presented on Plate Al Legend. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and testing. Logs of the borings are presented on Plates A2 and A3, logs of the test pits are presented on Plates A4 through Al2. The final logs represent our interpretations of the field logs and the results of the laboratory examination and tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. The borings were drilled using hollow stem augers. In each boring, Standard Penetration Tests (SPT) were performed at selected intervals in general accordance with ASTM Test Designation D -1586. The split spoon samples were driven with a one hundred forty (140) pound hammer freely falling thirty (30) inches. The number of blows required to drive the last twelve (12) inches of penetration are called the "N- value ". This value helps to characterize the site soils and is used in our engineering analyses. These results are recorded on the boring logs at the appropriate sample depths. MAJOR DIVISIONS GRAPH SYMBOL LETTER SYMBOL TYPICAL DESCRIPTION Coarse Grained Soils More Than 50% Material Larger Than No. 200 Sieve Size And Gravelly Soils More Than 50% Coarse Fraction Retained On No. 4 Sieve Clean Clean Gravels (little or no fines) Ca d ( C n G n a n GW gW Well- Graded Gravels, Gravel -Sand Mixtures, Little Or No Fines • • ■ . . ■ Gp gp Poorly - Graded Gravels, Gravel- Sand Mixtures, Little Or No Fines Gravels With Fines ( appreciable amount of fines) GM gm Silty Gravels, Gravel Sand - Silt Mixtures j• / / 4S ' g GC gc Clayey Gravels, Gravel- Sand - Clay Mixtures Sand And Sandy Soils More Than 50% Coarse Fraction Passing No.4 Sieve Clean Sand ( little or no fines) , o 0 0 e o c G o 0 SW SW Well- Graded Sands, Gravelly Sands, Little Or No Fines d# �:' >►_ -..a.; �,, +;� �Q::; +::.: >:Q' # ":E :: $•:•P ? *:::::• #:.» SP Sp Poorly- Graded Sands, Gravelly Sands, Little Or No Fines Sands With Fines (appreciable amount of fines) SM SM Silty Sands, Sand - Silt Mixtures ��,��++!! ;r♦'>1 SC SC Clayey Sands, Sand - Clay Mixtures Fine Grained Soils More Than 50% Material Smaller Than No. 200 Sieve Size Silts And Liquid Limit And Less Than 50 Clays )111 ML ml inorganic Silts & Very Fine Sands, Rock Flot,r,Silty- Clayey Fine Sands; Clayey Silts w! Slight Plasticity i � � C / / CI Inorganic Clays Of Low To Medium Plasticity, Gravelly Clays, Sandy Clays, Silty Clays, Lean I I 1 I I I 1 !I QL OI Organic Silts And Organic Silty Clays Of Low Plasticity Silts Liquid Limit And Clays Greater Than 50 MH mh Inorganic Silts, Micaceous Or Diatomaceous Fire Sand O S S oi l s CH Ch Inorganic Clays Of High Plasticity, Fat Clays / /,, /� / OH Oh Organic Clays Of Medium To High Plasticity, Organic Silts Highly Organic Soils � er ` I t r J r� `t I P1 pt Peat,.Humus, Swamp Soils With High Organic Contents Topsoil ' y'L y y Humus And Duff Layer Fill •• • • • • • • H l hl Variable Constituents b Y 1 1 t 1 t 1 1 •e 1 1 1 1 1 C qu W P Pcf LL PI The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached Togs. TORVANE READING, tsf PENETROMETER READING, tsf MOISTURE, % dry weight SAMPLER PUSHED SAMPLE NOT RECOVERED DRY DENSITY, Ibs, per cubic ft. LIQUID LIMIT, % PLASTIC INDEX DUAL SYMBOLS are used to Indicate borderline soil classification. Earth Consultants Inc. (..01“ Iu 1H.J I :tot N t r , Gu ak, jU1S f IAn•Inr Y1 M 911,11 Stk.Y 111.1! I 2" O.D. SPLIT SPOON SAMPLER 11 24" I.D. RING OR SHELBY TUBE SAMPLER i WATER OBSERVATION WELL 2 DEPTH OF ENCOUNTERED GROUNDWATER DURING EXCAVATION = SUBSEQUENT GROUNDWATER LEVEL W/ DATE LEGEND Proj. No. 8983 I Date Oct . ' 99 11'iate Al Projed Name: Group Health South Building Sheet of 1 1 Job No. 8983 Logged by: MGM Start Date: 10/13/99 Completion Date: 10/13/99 Boring No.: B-1 Drilling Contactor. Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well IN Piezometer 4 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Grans 25.4 27.2 17.5 12.1 10 1 28 70/11" 70/6" )0>.. • , u H / / / 4 s 7 s 10 11 12 13 14 15 16 SM Dark brown silty SAND with gravel, loose, moist (Fill) — CL Mottled brown and gray lean CLAY, stiff, moist - contains organics ML Gray SILT with sand, medium dense, moist, mottled SM Grades to brown silty SAND, medium dense, wet - becomes gray, saturated at 9' - contains gravel, 43% fines - slight mottling, becomes moist at 10' -no recovery, increasing gravel Boring terminated at 16.5 feet below existing grade. Perched groundwater with enccuttiountered ngs at 9.0 feet during drilling. Boring b. dok' Esc. . d11►1l, (Qpiikfjf 1 � `� 11 Earth Consultants Inc . 1,) CrMri1mk'al Fnghte as, Geologists & Fnvlmnh, tval tie1,i,?I .: Boring Log Group Health South Building Tukwila, Washington Proj. No. 8983 l own. GLS ( Date Oct. '99 Checked MGM 1 Date 10/29/99 ( Plate A2 II Bori Log ua . 17 6 :..1P:3 ......._....._.. Subsur co nditions dep did represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nformation presented on this log. Project Name: Group Health South Building Sheet of 1 1 Job No. 8983 Logged by: MGM Start Date: 10/13/99 Completion Date: 10/13/99 Boring No.: 8-2 Drilling Contactor. Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol aid was '3d 43da0 IogwAS s3sn Surface Conditions: Grass • 13.3 9.9 10.1 47 54 38 888 +44 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 ML Dark brown sandy SILT, loose to medium dense, moist (FiH /Topsoil) — — SM Mottled brown silty SAND, dense, moist -trace gravel - brown, contains gravel, very dense -25% fines, decrease in silt content SM Reddish brown silty SAND with gravel, very dense, moist - unable to sample at 15' due to refusal on cobble Boring terminated at 15.0 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with cuttings. dins. 0 . 4n>,. 1 � � \ �i' 11 i1� \��6 fi Earth Inc. G:oereylnkJlEf1 4 bxn& .GobsiVShFitWmrmmervNkYeaulir.: Boring Log Group Health South Building Tukwila, Washington Pro). No. 8983 Dwn. GLS I Date Oct. '99 Checked MGM I Date 10/29/99 I Plate A3 1 1 1 1 i 1;. 1 1 D 1 1 Boring Log Subsurface conditions dep cted represent our observations at the time and loca Ion of this exploratory hole modliled by engineering tests, analysis an udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Information presented on this log. Project Name: Group Health South Building Sheet of 1 1 Job No. 8983 Logged by: DDT Date: 10/15/99 Test Pit No.: TP -1 Excavation Contactor: Sabey Ground Surface Elevation: Notes: General Notes W (90 loowAs olydelo Depth Ft. Sample iogwAs sosn Surface Conditions: Depth of Topsoil & Sod 6" 4.9 24.4 17.7 28.0 . ",," HOC �C M SM Light brown silty SAND with gravel, medium dense, moist (Fill) - asphalt and concrete debris at 1.5' 1 -- 2 3— 4 s 6 7 8 9 10 11 12 SM Dark brown silty SAND with organics, medium dense, moist SM Gray silty SAND, medium dense, moist ML Mottled gray and brown SILT, medium dense, moist Test pit terminated at 12.5 feet below existing grade. No groundwater encountered during excavation. :,o". 1I I /4. 44h. �� t r A f Earth Consultants Inc. ri O W Will/ 1 c.: orrc»» lral rnph, m:;. Gn>a ogt5r.;6Fnvlm,m,dx,l:it'Irnngs Test Pit Log Group Health South Building Tukwila, Washington Proj. No. 8983 I Dwn. GLS I Date Oct. '99 Checked MGM I Date 10/29/99 I Plate A4 1 1 1 1 1 1 1 1 1 Test Pit Log Subsurface conditions dep cted represent our observations at the time and Ioca ion of this expioratory hole modified by engineering tests, analysts an udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Name: Group Health South Building Sheet of 1 1 Job No. 8983 Logged by: DDT Date: 10/15/99 Test Pit No.: TP -2 Excavation Contactor. Sabey Ground Surface Elevation: Notes: General Notes W (%) IogwAg olydeJ9 aldweg '1J 4idaa USCS Symbol Surface Conditions: Depth of Topsoil & Sod 6 ": grass 9.6 30.3 14.9 •�� • ♦S♦ • •�•• •�•• • ; •�•�� . x`4 • 3 4 6 s 9 10 11 12 SM Light brown silty SAND with gravel, medium dense, moist (Fill) -trace small brick fragments -- = — r o!. PT Dark brown fibrous PEAT, soft, moist SM Gray silty SAND, medium dense, moist - contains light brown mottling •. Test it terminated at 12.0 feet below existing g grade. No groundwater encountered during excavation. aw. Esc. 44k\ th , ���Ji� �/ Earth Inc. G rd uikvlPn g Ir"a:n;. LvS & Fnvlrotmw,,r. Stimuli's Test Pit Log Group Health South Building Tukwila, Washington Proj. No. 8983 Own. GLS I Date Oct. '99 Checked MGM 1 Date 10/29/99 Plate A5 Test Pit Log 0 W 0 2 0 so to 1— S uosu rt ace con depicted represent our observations at the time and Iota on of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of nformation presented on thls log. Projed Name: Group Health South Building Sheet of 1 1 Job No. 8983 Logged by: DDT Date: 10/15/99 Test Pit No.: TP -3 Excavation Contactor. Sabey Ground Surface Elevation: Notes: General Notes W (96) I logwAs ol.ideio 4dutes t logw sosn Surface Conditions: Depth of Topsoil & Sod 6 ": blackberry bushes 17.5 8.5 16.4 8.1 ° x 2 3 4 5 6 7 8 9 10 SM Light brown silty SAND with gravel, loose to medium dense, most (Fill) ML Brown sandy SILT with gravel, medium dense, moist -57% fines __ SM Light brown silty SAND with gravel, medium dense, moist Test it terminated at 10.0 feet below existing g grade. No groundwater encountered during excavation. ii''' � 1". 4l4 II �� Earr Consu lran ts Inc. / I GxH rclunlC Mgt flr x. LS Fifvlraurwenrfl ; i drel w lin Test Pit Log Group Health South Building Tukwila, Washington Proj. No. 8983 I Dwn. GLS I Date Oct. '99 Checked MGM I Date 10/29/99 I Plate A6 Test Pit Log S u b surface conditions depicted represent our observations at the time and Iota on of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nformation presented on this log. Project Name: Group Health South Building Sheet of 1 1 Job No. 8983 Logged by: DDT Date: 10/15/99 Test Pit No.: TP-4 Excavation Contactor. Sabey Ground Surface Elevation: Notes: General Notes W (96) Graphic Symbol Depth Ft. Sample logwAs sosn Surface Conditions: Depth of Topsoil & Sod 6 ": blackberry bushes 18.6 21.0 10.8 11.2 µ . M • 2 s 4 5 6 7 8 9 SM Light brown silty SAND, loose to medium dense, moist (Fill) -trace gravel and organics ML Mottled brown sandy SILT, loose to medium dense, moist SM Brown silty SAND with gravel, loose, moist - becomes medium dense -26% fines 10 Test pit terminated at 10.0 feet below eAsting grade. No groundwater encountered during excavation. �_ . ,��r,�, .m E » ��� resultants Inc. ,. Ltin & I2W1rl u11MN11SC1P.i11Liri • ) ) ed ullCal r„ A � Test Pit Log Group Health South Building Tukwila, Washington Proj. No. 898 Dwn. GLS Date Oct. '99 Checked MGM Date 10/29/99 Plate A7 Test Pit Log c� w 9 rwunonro Subsurface conditions depicted represent our observations at the time and Ioca on of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of nformation presented on this log. Projed Name: S Sheet of Job No. L Logged by: D Date: T Test Pit No.: Excavation Contactor: G Ground Surface Elevation: Notes: General W W IWwAs otydeto Depth Ft. Sample 1ogwAs sosn Surface Conditions: Depth of Topsoil & Sod 6 ": blackberry bushes I r 28.6 3 �^ S SM L Light brown silty SAND with gravel, loose, moist (Fill) t — 2 ML M Mottled brown sandy SILT, loose to medium dense, moist SM B Brown silty SAND with gravel, medium dense, moist Test pit terminated at 8.5 feet below existing grade. No groundwater encountered during excavation. ; w ,u►•_ sh. 44I\ T Earth Consultants Inc. G Test Pit Log Test Pit Log Subsurface conditions depicted represent our observations at the time and loca on of this exploratory hole modified by engineering tests, ana an udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of nformatlon presented on this log. Project Name: Group Health South Building Sheet of 1 1 Job No. 8983 Logged by: DDT Date: 10/15/99 Test Pit No.: TP -6 Excavation Contactor. Sabey Ground Surface Elevation: Notes: General Notes W 06) Graphic Symbol Depth Ft. Sample iogwAs sosn Surface Conditions: Depth of Topsoil & Sod 3 ": grass & blackberry bushes 14.6 25.2 .',c X 1 3 4 5 6 7 8 9 SM Brown silty SAND with gravel, medium dense, moist (Fill) — ML Mottled brown sandy SILT, medium dense, moist - becomes gray - contains brown mottling Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during excavation. • iu'•. p\. �I4 ■ t , 1 � 1 I1'�fI Earth Consultants Inc. `�l G ,rdtn c M Pi Itw ,%. ltir+6 FnNmmtnwfl titir�uL,n Test Pit Log Group Health South Building Tukwila, Washington Proj. No. 8983 1 Dwn. GLS 1 Date Oct. '99 Checked MGM 1 Date 10/29/99 I Plate A9 ons depicted represent our observations at the time and Ioca on of this exp oratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of nformatlon presented on this log. Project Name: Group Health South Building Sheet of 1 1 Job No. 8983 Logged by: DDT Date: 10/15/99 Test Pit No.: TP-7 Excavation Contactor: Sabey Ground Surface Elevation: Notes: General Notes W (%) Graphic Symbol Depth Ft. Sample logwAs sosn Surface Conditions: Depth of Topsoil & Sod 6": grass & blackberry bushes' 12.6 14.0 13.4 1 2 3 4 5 6 7 8 9 SM Brown silty SAND, loose, moist SM Gray silty SAND with gravel, medium dense, moist -mottled, contains organics -46% fines ---- SM Brown silty SAND with gravel, dense, moist -becomes gray, moist to wet Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during excavation. do. il pl. 41 , ( o,l ov Earth Consultants Inc. a wi N tiff mop Crown mIc Erroltrrmi. Groicirlfr 1:1W1mninerirr11Sclenrtirs Test Pit Log Group Health South Building ' Tukwila, Washington Proj. No. 8983 I Dwn. GLS I Date Oct. '99 Checked MGM I Date 10/29/99 I Plate A10 Test Pit Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modlfied by engineering tests, analysis an udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nformation presented on this log. Project Name: Group Health South Building Sheet of 1 1 Job No. 8983 Logged by: DDT Date: 10/15/99 Test Pit No.: TP-8 Excavation Contactor. Sabey Ground Surface Elevation: Notes: General Notes W (%) IogtwAS alydBJO Depth Ft. Sample IogwAS s sn Surface Conditions: Depth of Topsoil 8 Sod 8": blackberry bushes 8.6 8.0 7.3 SM Light brown silty SAND, loose, slightly moist -_____ 2 3 4 5 6 7 8 SM Brown silty SAND with gravel, medium dense, most -becomes dense, 28% fines .. Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during excavation. 'I' 1" .‘44' h i i i . o,, Inc. MId \ 1/// N: 1tnic ng P. . C o ns ultants (111 ( ill v, III Test Pit Log Group Health South Building Tukwila, Washington Proj. No. 8983 I Dwn. GLS [ Da Oct. '99 Checked MGM I Date 10/29/99 I Plate A11 Test Pit Log 1 1 1 1 1 1 1 1 t • Subsurface conditions depicted represent our observations at the time and Iota ion of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfonnation presented on this log. Project Name: Group Health South Building Sheet of 1 1 Job No. 8983 Logged by: DDT Date: 10/15/99 Test Pit No.: TP -9 Excavation Contador. Sabey Ground Surface Elevation: Notes: General Notes W (%) Graphic Symbol aidwes 'id LOKI iogwAg sosn Surface Conditions: Depth of Topsoil & Sod 6 ": grass 8.1 s 7� 11.1 •�•�•� �• ♦•♦ •�•�• *♦ ' 'r 1 2 5 7 8 g 10 SM Light brown silty SAND with gravel, medium dense, moist (Fill) — ' OW %% •i • • • • • � �i •i ,. i •ii •••• •� SM Brown silty SAND with gravel, medium dense, slightly moist (Fill) - becomes loose -rebar at 4.5' — — ML Mottled gray sandy SILT, medium dense, moist SM Brown silty SAND with gravel, medium dense, moist Test pit terminated at 10.0 feet below existing grade. No groundwater encountered during excavation. dA' 0%. -Ian. ql� � � i iwilID Earth Consultants Inc. / �� GrOr st ink PngIntrAS .Cw:NV:As & Fnvlrtrin rnrflkynulvs Test Pit Log Group Health South Building Tukwila, Washington Proj. No. 8983 I Dwn. GLS Date Oct. '99 Checked MGM 1 Date 10/29/99 ' Plate Al2 Test Pit Log S ubsurface conditions depded represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nformation presented on this log. Earth Consultants, Inc. it4 (V!) C) O U7 7• 0 11 0 G E ro W R1 I.--s I— rt cn m CO 0 CI .~ D t r CO Co o • -•m r• tro SIEVE ANALYSIS SIZE OF OPENING IN INCHES 1 NUMBER OF MESH PER INCH, U.S. STANDARD 100 90 80 70 60 50 40 30 20 10 0 o o o 0 M N I I II I I I 1 I L_ 111 "•1 1 l_ F I I 1I 1II 1 1 1 1 I COBBLES 0 0 0 0 CO w COARSE 0 0 0 a M N GRAVEL 0 03 tD FINE O O 0 M Tt 1 O ( CO 0 0 . M N .- CO (D t M N .- CO (D GRAIN SIZE IN MILLIMETERS o • COARSE 1 MEDIUM SAND FINE 0 0 a 0 0 0 p 0 O 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 O 0 O FINES 10 20 30 40 50 60 70 80 90 100 O O KEY O p-- -- O Boring or Test Pit No. B -1 B -2 TP -3 DEPTH (ft.) 7.5 10 4 USCS SM S ri HYDROMETER ANALYSIS GRAIN SIZE IN MM DESCRIPTION Gray silty SAND Brown silty SAND Brown sandy SILT Moisture Content ( %) 17.5 10.1 8.5 LL PL Mil Midi INN Mill WM Mill WI L. Mit41 rt 0 HL7 G) £� H. � Cr) N �m lb 0> r rt r' o m o • 0 N• oc SIEVE ANALYSIS SIZE OF OPENING IN INCHES { NUMBER OF MESH PER INCH, U.S. STANDARD 100 90 80 70 60 50 40 30 20 10 csc 0 0 0 o 0 M N tr. a M N N t .-' o o 0 o 0 w 0 0 0 V M N V ' N r(7 N 7 0 CO m I COBBLES COARSE 1 FINE 111 GRAVEL O W r N M • U)t 0 i? W 8 8 M N N O O O O p 0 O 0 0 0 0 . 0 N . III L 7 \/ Iit vt C7 N C0 W V C) C' r. O O GRAIN SIZE IN MILLIMETERS • • COARSE 1 MEDIUM 1 FINE SAND sf CI N 0 0 0 O O O • 0 0 o 0 o FINES R M N 0 0 0 10 20 30 40 50 60 70 80 90 100 0 0 KEY 0 0 Boring or Test Pit No. TP -4 TP -7 TP -8 DEPTH (ft.) 10 2 9 U S C S SM SM SM I HYDROMETER ANALYSIS 1 GRAIN SIZE IN MM 1 DESCRIPTION Brown silty SAND with gravel Gray silty SAND with gravel Brown silty SAND with gravel Moisture Content ( %) 11.2 12.6 7.3 LL PL International Gateway East II, LL.0 c/o Sabey Corporation 101 Elliot Avenue West, Suite 330 Seattle, Washington 98119-4220 Attention: Mr. Bernard R. Martell Earth Consultants, Inc. I understand that the Plan Check approvals are subject to errors and omissions and approval of .,,, ..,:,hnrize the l )lation !r; STRUCTURAL CALCULATIONS FOR GROUP HEALTH R & D Phase II (Bldg. B) TUKWILA, WASHINGTON December 15, 1999 ENW Project No. 99124000 -3 CODE: 1997 UBC WIND: 80 MPH, EXPOSURE "C" SEISMIC ZONE: 3 Contents: Roof R1 — R5 Floor F1 — F7 Foundation FDN1 — FDN4 Pre -Cast Concrete Walls W1 — W9 Lateral L1 — L35 ENGINEERS NORTHWEST, INC. P.S. - STRUCTURAL ENGINEERS 6869 W00DLAWN AVENUE N.E. SEATTLE, WA 98115 (206) 525.7560 FAX (206) 522.6698 N0137QQIW 0138 Of r 1 4900 � O rC r T C. 1z ` CITY OF TUKWILA DE 1 6 1999 PERMIT CENTER 'OS NO JOB NAME 6A0U I' H C/4/.. rf1' n d- Y> at-PC DATE / () —/ 9? SUBJECT � n0UF orfIGN SHEET �l OF BY ;6 - ZZk 2io /j -r ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 PL= rT p Jf (co,v /ErtvAr,VE) LL = .Zr d'Ji JNow w/p2lFrIN6 ryr'c'c roil r Wry= o.oy (6.z) = a'g r - W�,, o.otr (c.t) - irr -tP Z 2 k 2 S' v/ / 3'S c2 6 2' o c TYPI .9L sfif CH204'4 ; Aire. = O.OY(6.2)30 o,or(6.2) = 7.7S UJE 36 VG .s■ 7.7Sk Ar° /i 6M durroAr e. GRt° P Cc7 t. rAl 6 i-7 E 1. 6 i 7 ,Q =Yo W = 0.04 (4 0. (0 kit x =0 2- w = 0.0Y C r )Z E '30 Ao Co r P /''- f kit "to 6Y elf Y) re./ r1 = (7Y k' f 47 t � s w2 S Y 27r rorIL Ct24ret rQ: I.2S(3 &= X9.31 r•rgt [Q. It(*cr,e,' = 3,p,7 s tb o.aftkv o iota? k o 1LY k.0 r • . • , - /6.7 k /6.7 k aurto:RUNK A)C W2 776 ri c ENGINEERS NORTHWEST INC. sug W000LAWITAVE11.67 (SLUR SEATTLE, WA. 98115 SNOW DRIFT CALCULATION USING the 19971113C,199620CA or 1994 ABCCI(ASCE 7-93) INPUT ( U or B- or S) : - IS ROOF PROJECTION AT BUILDING PERIMETER? Le. PARAPET?L!..L1INPUT (Y or N) INPUT THE DESIGN.SNOW LOAD pet IS THE SNOW LOAD A "ROOF SNOWLOAD OR A "GROUND" SNOW L6AbY . rn INPUT (R or G) . - irn IS THIS DRIFT ON A "LOWER ROOF" or AGAINST A "ROOF PROJECTION ?"- INPUT (LrorRp) . - HEIGHT OF UPPER ROOF or TOP °PROOF PROJECTION =i• 34.09jfeet HEIGHT OF LOWER orBOTTOM OF ROOF PROJECTION 4:310; CODE LIMITS ON Wb MAX.= 50 feet • MIN. = 0 feet hb = 1.34 P8's" 357 psf D = 18.64 pef SNOW DRIFT LOADS NEEDTO' SE CONSIDERED t feet 44f = 3.75 feet • Ce = 0.7 Pr= 2E00 psf I =: I • Wb -020- feet Design Wb = 60" feet hd = 1.31 feet Wb = 50 a Roof projection P 64- (per ft. of drift) DRIFTING : Drifting Snow Page 1 feet roQf voilation ir EL 34.00 Wd/3 (ft.) = 1.76 Pd.(pcf)=, 24.4 SHEET Wd (ft) = 5.24 FOR JOISTS or PURLINS LOCATED PERPENDICULAR TO THE DRIFT JOIST REACTIONS & MOMENTS Root DL Span (ft.) = t 4 0 4C be >=Wd = 5.14 Joist spacing (ft o/c) 1 R (#) = 3514 3166 2817 703 R (#).= 3806' 3454 31132 761 X (0 V=0) - 20.08 18.09 16.10 20.08 ft (from left end) M (k-ft.) = 3528 28.63 22.68 7.06 Equiv. unit load (pit) = 176.4 176.8 177.2 35.3 (bending) Equiv. unit load (pit) = 190.3 192.0 193.9 38.1 (shear) Equiv. unif. load (pit) =. 190.1 192.0 193.9 38.1 Max. (bending & shear) Rev.Ut7V57 tOrte/119 .SeoviStals I r:�..... .41.tiatrai.s1471T1IdrJrwar r wu ueo+. ...s.. ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 4 C oe No. JOB NAME DATE SUBJECT iooF SHEET A OF BY T,L., Hv '3c uNint NorE orI 2 t/t : Uwlr + Stme t cun8 = Ps k W/ X 30 PA/Air ail CD r1 Ef'�ar►zJ AJ (n /'at, u rC TO CO or d°11"1-c) 1, rRs4 Ro• f a JCL, Wt u/ = o,ss(8s)k + o,ov (6.z) + o,or k P z 30' Aa E F 1rtn\ r9rEt, A tip .raarEcr ro (Z =Z4.o k z /1:. /. 7? (? 0 : 193 9 5 f , : g 7.7 w7Y xrs" 5 =/Pe 0 a w s E2211\(7Co) 31Y I2 ' I Z9 El Cosa) vE✓t I ,"'l C.9 r 'OA/ YY7 .:* ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 -(206)525-7560 - FAX # (206) 522-6696 \voe No JOB NAME DATE nao F Cc SUBJECT SHEET Y OF BY 11 "' HyPc w4/1 Coe. r r‘ J ( Jr( rtIEVIOUJ lkirrr FOR. LOAPJ) 30,'k zyo k ,1 eves 01) = izo av 707")1. COL ' OL itacr/o," Z;•° r.ovk vie ZY j„ t,s- aa vf3 3o.8 4- e6.0 ts 7.(er 7r.o k .7/ curt 31 4 1V.11,., t3ek ore rflotijurrrit co, jce IAN? worm r C2 I/. 0,07 kirCIELF • • • X 1 to47 ENGINEERS - NORTHWEST INC. P.S 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6696 cos No JOB NAME g- p DATE SUBJECT HOOF CUniT SHEET .- OF r BY T.L. NVPG up.., r Co/4 r co rr. 8FA2 / J J C 9 r Vl y x 6? = JEA Pt#T£ r= Z o,'kr(6 ) rGAr,t ro 1 . 4 a .- ZA� i 0 rnt enir (1 7 - 7:I /\1 21 (6) = rZ6 k - r� , - _ t.y_7 k-': < 3 , 2/ ( /I42) = 3, 1'7 A4'„ 7 ?. ( , w EL. 0 _ /2( 2�•7 V/ EC FHroan CArAc,rr ; ) - 0 = l l?'y_ c /1'.? •. Fv- /Y.Y(oiylr) ,NOTE 1 JEF- 41=irf1tAL C Fon. %. JE CT, gNJ RA✓rry 14A° / oat) Ef = o rer f� = 0, 4'/s V,90 < ZY ¢ = ✓G2 t41 Eft (y = s,zs(z.71) / Y• 2 ,h� 0 7.x // = Y(o.gz0 t = 7. Y2 c( IF:71. :(•.Ite: 7.4V of welts t✓NIC/a /)CT 171 ' 6 0 6 < 3.?) ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522-6696 1. t tt • .• •, c0 8 NO. JOB NAME 10-17 DATE SHEET Ft SUBJECT FL.002 0E1ICA/ BY T s L • F tuorz Pc • To rta L Girteert. criftezr/Ftmli •, y cuAlc erAi 13-FosV1toli In EGA/. $ ritioJAUtief po\ISC TY(/cPC. • 70)1r . = 30 R= PP PL 33-3 4 I /,3 16.0 3. 0 C 1110E2 1 /crow TO TOL LOA r) tf7,3 k ror'c co ACPcr/014 r7.3) Yt,1 cejg. s--0 r iF + zo p epstrir,./.11. Li. Su if ref:PVC/OLE. (loo 'if IL P../Cir Tour PO/tr/f/pm e arc r (SO loo) 6,z I30 (Jr o 0 (6.2.) = zo r _if U)( 2VL9 930/Z0 e. TOUT" CIROC it= TRIO • Altera 31( 7. 931 it = 0.&P (Jo — /co) r. 0 r1P /SO' wt (7° +3o) 6.2 (30) 4.2) le.91/1. t2L =10,07 (30)* ,,o,g3, 4. 0,03(30) z. > tyo% itoVG5 4.1 A • ENGINEERS .__.....WEST INC. P.S. 6869 WOO E. - SUITE 205 - SEATTLE, WA 98115 - 1206)525-7560 - FAX # (206) 522 -6696 Coe No SUBJECT JOB NAME 674 R d" D DATE Ftoort 6It CO Nr SHEET FZ OF Elv ray/ye UU LE NorE VEJTI(3u LE /S oei w Fcmc 6u7T pr\ ow GRrp wou. cc DEJ /GivrEP AJJ U$ \.,NG fu LL FLovR ARCM (FN r u,tE' OL = 3 o r� € LC. . lob psF TL= fro "If BY 350 " -0' - 40' -0' 31'- ACS _ 6 EQ SPCS ODD 5 EQ —.,� — — _ BAY ` 5 Ee Eivra-Y !a FF piJ�6N GALC/ L -3.1 „g ry,sk OPEN — S x�G 47 wti xs0 L -3.1 1 L___t I / Is v+zvxG 1` O . 1s.9k T L _3 11. AA IM 3 ,q I 5N LaCAln 122A.I+ ` I w t't 40VG T i t 4 0 vt, oe P 3.1 , ....... j r _.... -4" C I 22GA FORAILOK DECK CI !TYPE I ON B N ID O As • ENGINEERS .__.....WEST INC. P.S. 6869 WOO E. - SUITE 205 - SEATTLE, WA 98115 - 1206)525-7560 - FAX # (206) 522 -6696 Coe No SUBJECT JOB NAME 674 R d" D DATE Ftoort 6It CO Nr SHEET FZ OF Elv ray/ye UU LE NorE VEJTI(3u LE /S oei w Fcmc 6u7T pr\ ow GRrp wou. cc DEJ /GivrEP AJJ U$ \.,NG fu LL FLovR ARCM (FN r u,tE' OL = 3 o r� € LC. . lob psF TL= fro "If BY ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 SEATTLE, WA 98115 - 12061525 -7560 FAX # (206) 522-6696 oe No. SUBJECT JOB NAME FLrDR oEJ/GN FNr2y VEIT'O" C NT n 1_ 0 «rE . ToiJr : w = r1- = l YC h' w R4-19 j fte IL I re..L • p / pl - .ro t 1 1w 7 VARIfJ 3' e R^ ' O j 0 CENrra. o,►s - (‘) = o.50 111P Z , 0.70 (r)ft. /4er k 2.7( d'= irk e x - �• (13M 0) .a f,,e . ..r ye., A \/$ JS grr, C) i f .70 w = o. 20 kLF esR.r► r + iv,. '✓E DATE SHEET F BY T , L• . b/S (6 J' = p..3-1 ✓ OF Z 11 6.1 ttN4!` 3.ok 4.4Y4 6.ttk I I d . d � — Ji 4 L �l' Yo Yy ly.yy/, /yyyk u ! W'21 L1 = 3IC 0, to kit 70' 6.s• l e ly,sol■ x "'Joe No. SUBJECT ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE; WA 98115 - (206)525 -7560 - FAX # (206) 522 -6696 JOB NAME fL002 conic rN7, y /Vfl i / ewL r ark ,e 26 w. o.'r(lo 37 O I/CAlto •uTu /) R .-n w.= 0,rr(r) =O,3Of' u <c( • u.'r (r+?) z o,(0 9 < )cc 2 - 0 l.1r 1 E x �� We (7o 7o + ro 2Y3 - 12 • W zY k C2 • is h' f ic Y.: 27 1,✓/ykzz 0 0.7rkfN • o. /r (/o' 131 At Do = 0.1s (30) = L.2r k.(P o 0, k tF r1= ISY it' frey'I 77» w2/xYY f 'Z i,Prkti c x < DATE SHEET FY OF BY T' sl* F•n. eLtVgr,R H•1Jr I•r....r (,-prop) ie 6,/r- rem. (ark r , ,.) . . 0.6. 6.07 2.2r kir (III 1� 1(1 0.7r1411 di` --- /C'-- 26•Y l 17.17& veiis13GLE oerN/Nc. 1t4FILL � — Z OFP ( Lop 'w( e /I i1-S4 JfoE, 3, ?k t 2.0 A train J rn.i..ur r,l 7.r .0 110%)7uiJrj ( ^6^ I r'Ir' I -lol 3Y,s14 z ,tit wearH not ENGINEERS - NORTHWEST INC. P.S. 6869 W00DLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 52 -6696 Joe NAME Act-9 DATE SHEET Fr OF B No SUBJECT FLoon 1lt/CN Cover E/vrez y JOFF ►T (PP\ UNIFORM LuA0 = 330 1- z r c 3.s fLF of PECk. Lono • G./: fJ a Iwo = SS (sar) = o.Iyy /•\AY z I`L -'. e TN r r : /, 3 k /`1 n.v e h\ i n fop,. = / Y. f k. Ottr/tICC ER. ▪ D, 033 Gi% 9.P3 Y M = 9.13 (z) ° /9.7h' e. ' fn = 9'.f 4^4 Ise k TJ Ygyx k♦ W/Z k/ fpr.4 ' 2f. .r /7o 1.Y aTrr = re+ PC' 3 �L 2 !‘ (o.aooy?8) + 943 007 3 (t9ooe) /3o • o + ;0 Pt 1 I r / /o' t 0. /1 k 9. F3& TS 10 y y 4 %e ,4444 w/Z >c /? BY 1 ' L " CG RTA/N t -/Att. vt 37o p f 3 4 CONC W/ 2Z GA a -f ,murk wf _ 30.5 (Awe 3s" '�d. $C rrar' U:ze o. ?srM, 2.3' t lo' 9P ?k o. ;et k = 3 (1z) = / l.su k2:' ✓ 0 = 0.31 < o.so ✓ • , . • • • ; • • ., • • „ • • • Joe No SUBJECT _ ,•_*.............. • . , • • • • . • , . . . . . . , • • • , • . , • • .. . • . . . • • . • . , . , . , • . , , ., . , . • • , , . . • . . • • • • • • . • . . . • • ENGINEERS—NORTHWEST INC. PS. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - 12061525-7560 - FAX # (206)5224696 JOB NAME Ftou cof r itY ..roFi:17 co ^Jr- r. 1s- 0,1v e I.oek • r- y.ork -1=• (t: 0,90 k 6 TOTAL 1.0 O) 0 N CO = COL HT a t ttr .i/6"14 O.C9C7 Ce C2 /.23 I.2) /6•Y rif Cv' 2.Y (i2) = /VVraf 2. /3 7-5 yxy), E A = o./r' Oz.3 is) I.74 t4JC v 6 I: C /yy )(FPI)) 7 4Y it i Zti(12 0 ) 0 4- 1.04' .r.ta ItPitier DATE SHEET Fg OF BY Tt- o:oVt7 y f_sa )0 Po ) o.69 Jyy } 294 - C Mat) 776X Y x%y p.zz. (0,p)) /1.7 ENGINEERS- NORTHWEST INC. P.S. 6869 W00DLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX • (206) 5224696 JOB No. JOB NAME na-o DATE SUBJECT FLo v t2 CON T. SHEET F OF 7 BY ?.L, F2uun ; BEAry e CRi 0 QE 7 • IT t-'( , e / 2 . 3 - t r. (/ -. S) = V7 ! Y !Z = l .s t/5" - 4. a z. 1 £r= az + ir- r+/ = k F1C A al 'L _ ? = /? f 3 Fy.r A ao 41 sZ r 13/A0 TutJT REgcr/ t/ Rr (704-r0) sal = /y.7 k t = /Y.7 1-0.031-(7.s.) =irk pit. 7C k' Ire ".0 = 3? w/6 x 3/ ) j .. -' : y7 ✓ w/ x26 o No curtrA /&Ih,1q Gdavi r r 00 ,40 N4'itC : (JE,E FRAmwe erti ,, TJ 6CVk %y GARcE /0 h - /0 cart /-\--1 30 . (fi IN x y OiitFtrlaN ENGINEERS-NORTHWEST INC. PS. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (201) 522-6698 L B NO. Jos NAME SUBJECT TYPICAL_ FOarlA/G 01:1/CA/ rortii. fritER FOOTIAIG to Ar2J " LOCATION P ToriaL FTC sIzif cimmt frx ,13,3 164 F8' .---->T7A t76 •g ,'Y 13Y I Y F 1 s ry4, 93 CO IY2- 7,zr iY6 0,/0 (6 FS c,3 c ,y 17Y F7. • it f 6 c,s 13 y 1 7 - - 7.2T - IY4 C,‘ is C,7 IS F 16 • G .0Y P 1Y6 c i3Y F7,Ir . iy4 c 0,2 13Y F7.2s" , Ilti 0 •1.IY r-'7,2C oll r:) t7y F7.tr Pit o, r 1 l'i 1=7,2s" IV g Q,6 is F7. 11- ' / IC 0,) is"3 F 14r 0 g i 13Y r7.2.s" oil 0,5 / 3y F7,2r Ott t7 io 13Y Fvzs /y1 0, # 1Jy r-7.24 IYI DATE SHEET F 1 OF BY 5F-E tqt: • iHrel Fuit rzuo7 Pei 16 IV CAPPc17,E.1 FOOTING SCHEDULE Project Nanie::GROUP HEALTH R & D BLDG: Run description:TYPICAL INTERIOR FLITTING sTART*4G soulitE F001140 SIZE4F?);' • - ENDING SQUARE FOOTING SIZE...(F?)..8 , • IC011tiG SIZE NCREMENTS. (n)...25 . • ALLOWABLE SOIL PRESSURE..(KSF) 3 MIN FOOTING DEM (IN) 14 . DIST: FftOkt BOT OF FOOTING 10 CG OF REI3AR..(IN).A _ FIG PALL(k) D(in) ASx(in2) F5 • 70.6 5x5x14.0" 1.51 F5.25 77.9 5.25x5.25x14.0" 159 • - , • F5.5 85.5 5.5 I 4.0" 1.66 F5.75 92.6 5.75it5.75x16.0" 1.99 • F6 100.8 6'x6'x16.0 2.07 F6.25 109.4 6.25 2.16 • F65 118.3 6.5x65'xI6.0" 2.36 • F6.75 126.4 6.75x6.75x18.0" 2.62 . • - F7 136.0 TxTx18.0" 2.72' 17.25 '145.9 7.25 2.85 173' 154.7 7.5'0.5)(20.0" 3.24 17.75 165.2 7.75'0.75N20.0" 3.35 F8 176.0 8'x8'x20.0" 3.46 • CONCRETE STEEL Fy...(KSI) 60 MIN REBAR SIZE MAX REBAR MIN REBAR SPACING..(IN)..10 AS y(in2) Radx Rein( Y 1.51 416 416 1.59 416 46 1.66 416. 416 1.99 516 516 2.07 516 516 216 516 * 2.360 616 616 2.62 £/6 .616 2.72 716 716 2.85 716 716 3.24 816 (316 3.35 .816 816 3.46 816 81e• ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 - LB No SUBJECT .JOB NAME Y` roan 46 PKJ /(N (OngT Floors #46 REOCT/ON! t4 F6:0x /0' 69= 60 1f TN:wJ✓Er r Re/NF ol_IP - y_ /'p �=s a. = 0, S - 9 09J r . Hf DQT49 • 0,yo ct A c.N1)Tt4011.,91 e C4 13, 1 C , 1 , 1 /2 C,/2 o it 11 ti u a y ( c'` 4 /Z) GHECk a = _tgay o, ?o (6 0, 1 o 0.1r(3)12 o, o o D (/Y) /Z - /. 33 (o, ?o) . , y ,; L raw /.2s- (30 19.'tk £ FLoarc = ?. or (3// c 4 k I PA j r k . •i J-s 7. 2 sy ‘0 N 0,00 /P c(n) - Z.33 A DATE SHEET Fd" ? OF BY L. o.9( o.S /0 1 = lf.00 /D 6 T�A^v� ✓ERIE 5oT •u-� p r y rO yy Q d r ENGINEERS — NORTHWEST INC P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 (2061525.7560 - FAX # (206) 522-6696 ` JOB No SUBJECT JOB NAME a" TyeIcAL //vr co C OEJ /CA/ V 317,7Y k C I Er Coo CALu r 16 r /S /ELF vt = 3P7,91 +.0.8 = /3Sk TJ J ?.kiy. k1'- = l EC Ftoatt. [Witt CAJ� / f kir Cant? C J = Y7,3 /- 33.3 _ io.l k CAJk 2 , Ivo. /k it LoA f ro = 9 Y.s cook/ CrNTRrc Lont, w /("IotIFNT h= / ZU it UJC M : /y 0) = 9.3311. hl = /rOz) = l Fa. = 2/.7 k r 3. /r 1114,► - DATE SHEET FO" y OF Y BY . L., Z Tr PE` j n,crl o)= /80 /6rk > / 3Y k 61- a.rr (q.3") = s t k 4 4 = 12u 'rot h... 7..f rep = YS:96 7 � = S. / (1'0 = 3.27 / 8.d' H 40. ./, C --- {b = /s. 3' 4- 3.27 = 0 49 9 u J £ TJ eX px ✓ Fti V / y3.46/ ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 FAX # (206) 5224698 -JOB No JOB NAME SUBJECT WALL 0EtICN Fo,e G2Nv/ TY f dur- or- PLAIve 1.0•00.r iy rt. eNL wt = o, it k.lr QEJ)CA/ Loon. on/ P ►t of = /S (30 = 22.c ' ,IF Ll z. (2.0) = 37r �.�(r ( ooF (.#491. .AC -' (30) - /oro ric � LL = S0 (30). 7s-o coNCC,v- ranrEV La AO Frw''\ • CoN1, oR.2 Ea Co.'C�EN r/U� e LAY( LCU6L 3 ece LL. = 37S (Zr + = C.Pl k GU MCEN r / tic Lo la 0 I :nor\ Jae. # Ct19 g/MC ; 31 6 .mull. Roof 4e - Pc itooFf, #A•a 'tEL raft () cone. „L = azr (ar't3) + IZ.o 00) (ZS +3) 4- 120 (6)3. = LY. z. z. r3 EFErc To FOLLOW Fait OUT-Or- j''LI3Nr pA , L IPF_.1i R r ff2 ro r, "-i - CAL Cl Ft 2 NN - pthive p�N,EL nr I/ GN. DATE SHEET w OF 9 BY ' t, = 0. /z (3) 0.01(6) = o.y2 k.�f LJo 2troutf 37 r �/� j 1,/oc /esodal 7ra4'4 1tooF + l'NL A Gov( (CAI. CuCr+rI ' To 2 +4 FLaatt L./NZ") = - 9s+ = y.64 2 Height (ft) Width (ft.) Sill height (ft.) Loads - vertical CONCRF�T 1997 UBC WALL Materials Concrete 5,000 - psi Reinforcing 60,00p psi Wall with #4 @ 16 in.. @.centerline Wattthn:knaas is 9:25 in. Tributarywidttris t5:1 ft. Reveal depth is .75 in. d pos (inward )-bending= 4.25 d neg(outward) bending = 4.25 Jamb Reinforcing is eachtace Jamb thickness is 9.251n. Jamb width is 31. The jamb steel is the only- reinforcing-considered. d pos (inward) bending = 7.43 -75- d neg(outward) bending= 6.68-75 coyer to face of verticalrebar nutsldP face = 1.5 .lnside.face = .75 Geometry elevation (ft.) # of design segments roof elevation = 15 ft. 20 Left opening 9 25 3 Right opening Jamb width 0 0 3 0 W 2 Engineers Northwest Date 10/28/99 Time 6:12 :34 PM 6869 Woodlawn AVE NE Sheet Seattle, WA 98115 GROUP HEALTH R & D BLDG ph 206525 7560 fax206 5226698 TYPICAL 3 -0WALL PIER DESIGN - wal 995er 1.11 Teas 1 1 -- I,/o r E: 71 -111 PI a 0 EL AifV'AEI Cils FACIC • •. Z 1.-17) • /1 crcMAUL pMEM 13124 ArcE tl7 At 2(0,10 0.6t A craAL h CA f cE IN -r[ANf nrJ1CN ar Weight of door / glass in opening = 10 zero means the hole is open thus no EQ or wind force. Loads shown wilt be multiplied by the tributary width eccentricities are positive inward from inside face of wall Dead Live Wind eccen (in.) LL type Ledger loads (klf) 1.05 .75 0 3 floor load Concentrated toads*(k) 24.25 5.8t 0 -4.63 roof toad Concentric Toads (klf) .42 0 0 floor load Canopy loads (klf) 0 0' � snow road Canopy load CG is measured positive outward from face of wall C.G. of load Bev ottop support (ft) Vertical spread (ft) 0 .0 0 Loads - horizontal Wind loads based on code-criteria- Code Toads were input for wind.farces. The fallowing.are.applied.above the slab. The distribution varies per code: The foHwing are based on - the roof elevation. Inward pressure psf =20,8 - outward prescu1e -sf = 20,8 wind speed mph =80 wind exposure- C wind importance factor =1.0 The seismic factor is based.on.1997JJBC.criterla.. T.he wall weight +. opening weight is multiplied by. this factor. Seismiczone is 3. Importance factor is 1.0 Soil type is SC -Near- source factor is 1 Seismic factor Eh =444 Ev =0.165 The coefficient of friction 'soused in.conjunctlon.withlhe lateral soiLpressure to.determinethebase fixity. Coefficient of friction = .3 Active equiv fld press pct! ff = 25 Passive equiv fid press pcf / ft = 250 Elevation of the backfill on the outside face of wall (0 is slab level) = 0 t1 C a2 "iril Engineeer� Northwest 6869-W -AVE- NE. Seattle, WA 98115 ph 206 -7560 fax 522 Load Cases oat case oad case oad case oad case oad case oad case oad case oad case oat case oad case oad case oad case oad case oad case oad case oad case oad case UBC 1914.8:2: T UBC 1914.8.2.2 UBC 1914.8:2.3 UBC 1914.8.3 UBC 1914.8.4 oad case 1 oad case 2 oad case 3 oad case 4 oad case 5 oad case 6 oad case 7 oad case 8 oad case 9 oad case 10 oad case 11 oad case 12 oad case 13 oad case 14 oad case 15 oad case 16 oad case 17 Vertical service toad stress < 0 :04Yc okay As <= pMax okay phi'Mrr> Mcracked see table trrlow Mu <_ .phi *Mn see table below • Service deflection <= 1/150 see table below Mcracked Mu / phMtn / phi'Mn 27 % .26 .96 27% 20% 27 % 29 % 27' % 20'% 27 % .29 % 27% 21 % 27% 24% 27% 9% 27 % .-23. % 27 % 17 % 27 % 22 % 27% 20% 27 % 25.96 27% 20% 27% 25% 27% 10 % 27% 1796 CONCRVE•.WAL -L DESIGN 1997 UBC t) 1 :41?+ 1.7Lf+ 1:7Lr t.7Ls+ 1.7H 2) .75(1.4D + 1.7Lf + 0.0Lr + 0.OLs + 1.7H + 1.7W) 3) .75(1.417+ 1.7Lf + 0:0Lr + 0:0ts + t 7Ffi -1.7W) 4) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H + 1.7W) 5)" .75(t.4D'+ 1.7Lf + 0.Otr+ 1.7t_s/2+ t.71+ - t.7W)' 6) .75(1.4D+ 1..7Lf +0.0Lr+ 1.71.s+ 1.7H+ 1.7W/2) 7) .75(t41Y + t:7tr+ aOtr + t7Ls + t:714 - t7W/2) 8) .9D + 1.6H + 1.3W 9)' .9D + 1.6H - t.3W 10) 1.2D + 0.5Lf + 0.01r + 0.2Ls + 1.6H + 1.0E 11) t2D"+ O5Lf + OOtr + 0.2ts + t6H -1.0E 12) 1.2D + 1.0Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E. 13)' 1:2D + tOLf O:Ot.r+ 0:2Ls t6H -1.0E 14) 1.2D + 1.0Lf + 0.0Lr +0.71s + 1_6H + 1.0E 15)' t217+ 1.Otf + OEOtr + 0 + 1.6H -1.0E 16) .9D + 1.6H +1.0E 17)' .9D+ 1.6H t0E Summary of Results ..Desiga.is.okay _Date . =28/99 . Time .8:12:34 PM Sheet- -GROUP-HEALTH-R.& i7 BLDG 'TYPICAL 3-0 WALL PIERDESIGN iwilg&ver 1 :11 page 2 A level of 100% is the maximum allowed Maximum wall reactions at service level - Absolute values / tributary width. These reactions come from various cases andmay or may not sum to rem Horiiz. Reaction (g slab level.(plf) .225 Vert. Reaction (dl footing rever(plf) 5;T43 W3 UBC 1612218 UBC 161221 8190922 UBC 16172 T & 190912.2 UBC 1612.2.1 & 1909.2.2 UBC 16122.1 & 19092.2 UBC 1612.2.1 81909.2.2 UBC 161271& 190922 UBC 1612.2.1 81909.2.2 Service deflection /- t./150 33% 094 10% 0 .10 0% 3% t% 5..% 2% 6% 796 .6 .% 2 % 6% 0'% 3.96 UBC 1612.2 t 81909.2.2 UBC 1612.2.1 UBC 161221 UBC 1612.2.1 UBC 161221 UBC 1612.2.1 UBC 16172.1 UBC 1612.2.1 UBC 167.2.1 s P W w zS m c W CA n d44QR44444544 -4R 4ST4' . oeggeqSbioQ"QqQ q ddQ4Qg44 OUCit4dpddq g�g8008�l38o'd8�14a�3.8S d4 4gg44 4444gQ44444q s�$ggg8$$8�$gg�s�� d4R444T44g44 444 q Qdq s8�g ^a.�8 $go g$gagggs d4R44944 ;44Rg4a4q{t4.4q ss.s$�ggssgggss • oq7 gg44444gq4q44qgdd • OMWO .gsaos�saQssggas.ss gggqq44g4IM. s Sgs�F38�$8�$g��ob" • o9ft9q . 44 4q 44 4gQcPd a o4 44 WAVIM. �esQeoS. ob�oss o ddddd000gdopdopdo�aod n. 64R 44 40 $ q/ RR .4Rq esSoo sSss o ddp4'Rg44 44t1ddciddOddq � d49g4 ;44g44!44t44R44o a o49646so9 . • 1 C :0 $ sgaa �NN 004 t � NNN O 4 OCOO d44444444444449 ” :. g as s $s s a s , N ddg4 d dOo ddd. 8 481212 "a "" 38.a" ,: . �. d4g4444g44R44444444gd amt"01O"fNf O . CONCRETE-WALL-DESIGN 199TUBC Enginerprs Northwest • -Date .10/28199 Time -0:12:35P 8889-Woodlevin ANIE NE- 1 Seattle, WA 98115 ' . -GROUP-f4EAL1I4R-8.D BLDG ph fax 206 . rePICAL 3-0 PIER DESIGN- -vedas-ww 1:11 Vertical- Service Loads. Units are kips positivels.domvatard segment 1 . 2 3 4 '5 .1 7 'A _9 - .10 - 11 :12 13 14 15 15 17 o. o. 0. a, o. o. 0. o„ 0,. o. 0. o. 0. o. 0. 19 65.81 60. 60. 60. 60. 48.38 48.38 48.38 48.38 65.71 65.71 66.71 65.71 65.71 66.71 54.06 54.06 18 6766 61.35 61.35 61.35 - 1115 . 4972 -4912 - 1721 -6721 1721 1721 - 11721 . 1721 15.58 56.58 17 681 62.00. 62.60 82.89 02.es 51.07 51.07 51,07 51.01 68.71- 68.71 51571. 68.71- 6571. 6071. 57.09 51.00 16 69.86 64.04 64.04 64.04 64.04 52.41 52.41 52.41 52.41 70.21 70.21 7021 7021 7021 7021 58.50 54.80 15 70.11 64.3 64.3 64.3 -114,3 -5267 - 52.67 -.5217 - 5297 .70.5 -70.5 70.5 -70.5 40.5 .70.5 -58.68 55.68 14. 7037- 6456- 6456. 64.56- 6416 52.93- 52.92 52.93- 52.93- 706 708- 70.1 708- 702 70.11- 50.17 50.17 13 70:63 64.82 64.82 64.82 64.82 53.19 53.19 53.19 53.19 .71.09 71.00 71.00 71.09 71.09 71.00 50.46 59.616 12 rope - 15.06 65.08 85.06 15318 13:45 -13:45 .13.45 - 1315 • 71.36 71.38 71.36 71.36 71.38 . 7116 16.75 - 611.75 7115- 6624- 65,34 66.34- 65.34- 5271- 53.71- 53.71- 53.71- 71.87 71.67 71.67. 7167 7167 71.67 6004. 60.04 10 71.41 85.6 65.6 66.6 65.6 53.97 53.97 53.07 53.97 71.96 71.96 71.98 71.96 71.96 71.06 60.33 80.33 9 7167 -45.86 66.86 65.86 .4528 -54.23-54.23 .-5423 -.54.23 -72.25 .7225 72.25 -.72.25 -7225 -72.25 -10.62 10.82 8- 7123- 6512 66.12 e6.12 8012 5449- 5440- 5440- 5540- 72.51. 72.54 72.54- 72.54- 72.54-- 72.54- GOAL 8092 7 72.19 66.38 66.38 66.38 66.38 54.75 54.75 64.75 54.75 7283 72.83 72.83 72.83 72.83 72.83 6121' 61:21 6 nag 16.64 66.64 66.64 . 16314 - 1501 15:01 -1611 -1521 . 73:12 - 73.12 73.12 -. 73.12 . 73.12 73.12 - 619 11.5 S 72.71 66.1 66.9 66.0 66.9- 5627 5522 56.27 55.27 73.41- 73.41 73.41- 73.41 73.41. 73.41 e1.79 6579 .4 72.97 67.16 87.16 67.16 67.16 55.53 56.53 55.53 56.53 73.7 73.7 73.7 73.7 73.7 73.7 82.08 62.06 3 , 7431. 68.5 68.5 68.5 48.5 56.88 -5618 -5068 --51.88 -7521 -7521 7521 -75.2-1 .7621 -75.21 . -13.58 -13.58 2 75.66- 69.85 69.85 69.85 410.85 5822 5822 5822 5622 7071. 76.71 76.71. 7671 76,71 75.71 66.01- 65.06 1 77. 71.19 71.19 71.19 71.19 59.57 50.57 59.57 59.57 78.21 78.21 78.21 78.21 7821 78.21 66.50 66.50 0 78.34* 72.53 72.53 72.53 . 7213 1021 - 1021 - 1011 . -60.91 -79.71 79.71 79.71 79.71 79.71 • -79.71 .1616 1609 • , , 1 Horizontal Service Loads Units are kips positive is inward Load-Case sagn0M1 2 3 4 5 6 7 8 .9 -10 11 12 -13 44 -15 46 -17 20 0; 0.121- -0.121 0.121- -0,121 000. -0.081- 0421 -0.121 0.211 -0214 0,211. 4211 0214- -0,214 0211- -0211 19 0. 0243 -0243 0243 -0243 0.121 -0.121 0.243 -0243 0.407 -0.407 0.407 -0.407 0.407 -0.407 0.407 0.407 18 0. •-0,343 -0243 0243 -4343 4A21 -0.121 -0.243 -0243 -0.301 -0301 -0201 -0.301 -0.301 -0.301 -0,391 -0301 17 O. 0.243 -0243- 0243 -0.243- 0.121- -0121- 0243. -0243- 0.375. -0375. 0.375 -0.375 0.375. -0.375- 0375-- 4.375 16 0. 0243 -0243 0.243 -0243 0.121 -0.121 0243 -0243 0.227 -0.227 0.227 -0.227 0.227 -0.227 0.227 -0.227 15 0. • - 0243 -0.243 0243 :0243 4:121 0243 4.243 . 0.00 0.00 0.00 400 0.00 400 OM 409 14- 0. 0.243- 4243 0243- 4243- 0121- -0,121 0,243 4,243- 0.085 -0086. 0086- 40814 1101114 ems ems -0.w 13 0. 0.243 -0243 0243 -0243 0.121 -0.121 0.243 -0243 0.062 -0.082 0.082 -0082 0.062 -0.082 0.082 -0.002 12 0. ' - 0:243 4243 0243 4243"0121' 4121 - 0249 - 4243 - 0076 '41076 . 14078 4076 0078 . 4078 - 0206 ;0078 14. O. 0,243 -0,243.• 0,243- -0,243. 0.124 4421 0243- -0.243. 0074- -0.074 0074- 4,074. 0.074. -0.074- 0.074- -0074 10 0. 0243 4243 0.243 -0243 0.121 -0.121 0.243 -0243 0.07 -0.07 0.07 -0.07 0.07 -0.07 0.07 -0.07 9 0. - 0243 44243 0243 4243 - 0121 4.121 - 0243 4243 '0085 '4:086 0205 4.085 -0.086 4556 - 0205• 40115 0, 0243- -0243. 0243. -0,243- 0.121 -0421- 0243- -0.243 0011- -0.061 0.061 -0.061- 0061 -00111- 0.011- -0011 7 0. 0243 -0243 0243 -0243 0.121 -0.121 0.243 -0243 0.068 -0.058 0.068 -0.058 0.068 -0.058 0.068 -OM 6 0.. -0243 ---0243 0243 -0243 -0.121 ---0,124 0.243 -0,243 -0068 -0,068 -0,068 -0068 -0066 -0.068 -0068 -0011 5 O. 0.243 -0.243- 0243- 4243-- 0.121 -0121 0243- -0,243. 0.061- -0.0514 0050 -00650.060 -0.060 0058- -0.058 4 02 0.243 -0243 0243 -0243 0.121 -0.121 0.243 -0.243 0.14 -0.14 0.14 -0.14 0.14 -0.14 0.14 -0.111 3 0. - 0243 '4243 0243 - -0243 .21• - 0243 - 4243 0222 4222 0222 4222 - 0.222 4222 -0.2n 41222 2. 0243- -0243. 0243- 4243- 0.121 -0121: • 0243 -0243 0222 -0222 0222 -0222 0222 4222 0.222 -0222 1 0. 0243 -0.243 0.243 -0243 0.121 -0.121 0243 -0243 0222 -0222 0222 -0222 0.222 -0.222 0222 -0222 0 O. • 21.' 0. 0. '0. - 0. - 0. -0. '0. • 0. 0. - 0. '0. '0. - O. 'V. - CONCR.TEIAIALLDESIGN _ , . . -. , ., , 1997 UBC I'v 0 ' • ' - - s • . •L-' Engineers Northwest " Date 10/28/99 trim 6:12:38 PM 6869 Woodtawn AVE NE Sheet - • - ' Seattle, WA 98115 - GROUP HEALTH-R4D BLDG ph 206'5257560' fax 206 522 TYPICAL 34 WALL PIER'DESIGIct wel196 vet 1.11 CONCRTE-VVALLDESIGN 14/7 • 1997 UBE alginates : Northwest _Date 10/28199 Time .8:12:37Pht 6869Wdodrawn AVE'NE Sheet Seattle, WA 98115 -GROUP.HEALTHR.& D BLDG pv206525-7560 fax 208.522.8898- TYPICAL 3-OWALL PIER-DESIGN weld* vet 1.11 4008 6 FactorectMorntnt Units are ft-kips positive causes outside face ofwalito be in compression Laed Case segment 1 I 2 3 4 "5 "8 '7 "6 - 9 - 10 "11 12 '13 14 15 " 17 20 0. 0. O. 0. 0. 0. o. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 19 -2537 -17.08 41.5 -17.06 ".215'-151L 4DA • '439 :1t08 -15:4 -1 11133 4591 -1 2Z57 -18:91 "4237 1 846 -12:12 18 -2449.14.1 -22.06-14.1 -22.06-1621-20.48-4.1 -12.68-13.12-19.67-16.48-23.05-16.46-23.06-6.52 -13.02 17 -23.28 -11.34 -23.57 -11.34 -23.57 44.35 -20.44 -1.85 -14.03 -11.25 -19.65 -14.42 -23.00 -14.42 -23.09 -4.99 -13.51 16 -2211PI 1 8.82 4423 -8.82 "-24.23 =1231 -1 2027" 0:17 '15:15' 478 1 1933 "42:78 " :12:75 " 435 42:6 15 -20.71-8.52-24.634.52-24.03-10.97-19.961.95-16.03-8.51 -19.15-11.33-22.00-11.33-22.00-2.95-13.45 14 -19.474.45-24.78-4.46 -24.76-9.44 -19.523.49 -16.06-7.35-16.56-9.90-21.32-9.96-21.32-2.14.132 13 -1114 -2.62. 44.63 4.62 "4433 - 4.02. -1 1834. "435 :17:05 7 337 :1735 4.73 40:45 4.73 :20.45 .4.43 1 12.85 12 -18.8" -1.01 -2424 -1.01 -2424 4.71 -18.23 5.86 -17.19 -5.27 -17.04 -7.55 -19.46 -7.55 -19.46 -0.79 -12.4 11 -15.430.36-23.580.36-23.58-5.52-17.396.68 -17.09-4.36-16.154.45-18.37-8.45-18.37-0.24-11.68 10 -1105 13 -22.87 1.5 ' =4.44 1 1832 - "727 * 431 - -1501 -5:42 47.18 * 4718 - 023 -1 1116 9 -12.672.41 -21.49 2.41 -21.40-3.47-15.327.62 -16.16.2.74-14.08-4.46-15.01-4.46-15.910.64-10.57 • 8 -1127 338 40116 336 -WM -2.62 -14.007.73 -15.32-2.03-12.93-3.56-14.553.56-14,560.97-0.81 7 ape 3.52. -18.38 3.52. 1 1838 1138 - 4175" - 73 -1424 1 139 •4171 -2.7343.13 '2.73 *-12.13 114 '407 6 -8.443.73-16.463.73 -16.45 -126 -1127 7.23 -12.92-0.81 -10.42 -t95 -11.63 -1.95 -11.83 1.44 -1.9e 5 -7.013.7 -1427 3.7 -14.27 -0.75 -0.68 6.62 -11.36 -0.29 -9.06 -124 -10.06 -1.24 -10.061.50 -7.11 4 -5/13 7343 -11.85 343 1 1135 - -w3s 7 577 61* 1 938 1)18 2:63 -0.58 "432 438 '432 137 4118 -4.14 2.93 -92 2.93. -92 -0.09 4.12 4.68 -7.520.40 4.05 -0.07 4.62 -0.07 432 1.6 -4.9 2 -2.7 2.19 -6.3 2.19 . -6.3 0.07 -4.18 3.36 -5.23 0.57 -423 02 -4.50 02 -4.59 1.3 -3.49 .1.. -3.17 1.22. =3:17 - 1332. '.2.05 - 1.79 :Z71 - 0.42. =217 0.24. 4:33 - 024 "0:77 =um 0. 0. 0. 0. 0. 0. 0. 0. o. o. 0. 0. 0. 0. Engin.ers Northwest 6889 VV lawn AVE NE Seattle, WA 98115 ph 206 7560 fax 206 5226698" CONCREIE ANALLbEiC441 19974.1BC • Date 10128/99 Time 6:12:37 PM Sheet •GROUP-HEALTHA4 -0-BLDG TYPICAL a-CrWALL PIER DESIGN 411gali Vertical Factored Loads Units are kips positive is downward losaCase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 20 0. 0 0 0. 0. 0. a 0 0 0 0 0. a a a a Gr 19 97.37 65.68 65.68 65.68 65.68 65.68 65.68 43.54 4354 73.45 73.45 79.26 79.26 79.26 79.26 50.73 50.73 18 99(25 17:09 1715 13749 1115 - 6119 -8719 -4415 - 4435 35:33 75.53 1134 . 9114 11.14 -1114 1213 1213 17 101,15. 61.5 68,5 615 655- 61.5 511.5 45.96. 46.96- 77.2 77.2 83.02 83.02 13.02 63.02 5554- 5554 16 103.02 69.91 69.91 '89.91 69.91 09.91 89.91 47.17 47.17 79.08 79.08 84.9 84.9 84.9 84.9 5596 54.95 15 1C2118 /019 - 1019 . 70.19 /019 7019 70.19 --47:4 ---47.4 7545 65.26 15:26 -8626 - 85.26 15.23 1523 14- 10334-- 704415 70.46. 70.48- 7546- 7546- 70445 4564- 47.64-- 79.15 79.81 85.0 8512 15482 8562 565- 13 104.11 70.73 70.73 70.73 70.73 70.73 70.73 47.87 47.87 80.17 80.17 85.99 86.90 86.99 85.99 55.77 55.77 12 1834447 -71. 74. 71. -74. -71. --71. -4311. --41.11 40.54 -80.55 -96.36 45.35 .418.35 -14.35 4644 •-1804 11 104.64 71.28- 7128 71.28 71.28- 71.28- 7126 4534- 4534- 80.9 80.9 86.7* 8631 88.71- 86.71 58,33 5.32 10 106.2 71.56 71.55 71.55 71.55 71.55 71.55 48.58 48.58 81.27 81.27 87.08 87.06 87.06 87.06 56.50 56.59 9 106T .3182 1152 71.82 - 7412 .7112 -.71:62 -4851- -4611 ..1e3 1113 8716 11144 - 6744 .4716 '18118 . 1816 ▪ 101.93- 72.1 72.* 7241- 72.1- 72.1- 72.1- 4504- 4504- 61.95 81.99 87.85 37.81- 87.85 87.11- 57.14-- 57.14 7 10629 72.37 72.37 72.37 72.37 72.37 72.37 49.28 4928 82.38 82.36 88.17 88.17 88.17 88.17 57.41 57.41 6 10506 . 7214 7214 7216 32134 7214 .- 7215 -4551 -4551 8232 - 1212 •• 9813 11213 '1613 -8613 12116 - 1718 5 107.02. 72.92 72.92: 72.92 72.92 72.92 72.92 49.715 40.75 8506- 63.06 885 88.9 869 81.0. 5716. 57.96 4 107.39 73.19 73.19 73.19 73.19 73.19 73.19 40.96 49.96 83.45 83.45 89.26 89.26 89.26 89.28 58.23 58.23 3 10527 14.6 74.6 74.6 - 741 -746 . -746 -.6119 .61.11 -85.33- .15753 91.14 - 8114 -1114 -9114 .1584 11134 2 415.15 7901 76.01 7501- 76.01- 714* 7505 524- 52.4- 8721- 8721 93.03 9502 93402 9502 64.05- 6505 1 113.03 77.42 77.42 77.42 77.42 77.42 77.42 53.61 53.61 89.09 89.09 94.9 94.9 94.9 94.9 82.46 62.45 O 11411 -78,84 -7844 7565 -7844 .31.14 -.4442 -5582 •90.98 --.90.96 96441 -18.78 --98.711 -06A -4511 -4386 • Horizontal- Factored Loads - .Units are kips positiveis inward segnient 1 2 3 4 :5 6 .7 " 8 19 '10 11 - 12 - 13 - 14 'is .18 . • , 20- 0, 0,16- -0.16 0.16: -0,18. 0,06- -0,08- 0.16 418 0.3- -0,9 0.3- -0,3- 03- -03. 0.3. 43 19 O. 0.31 -0.31 0.31 -0.31 0.18 -0.18 0.32 -0.32 0.57 -0.57 0.57 -0.57 0.57 -0.57 0.57 -0.57 18 0. - 0:31 431 0.31 70.31 - 0.18 4.16 0.32 - 43:32 - 0:55 -O.56�65 456 4550.56 4.55 17 0, 0.31. -031 0.31. -031. OAS -0,16- 0.32 -0.32 0.52 -052 0.52 -0.52 0,52 -0.52 0.52 -0,52 , 16 • 0. 0.31 -0.31 0.31 -0.31 0.16 -0.18 0.32 -0.32 0.32 -0.32 0.32 -0.32 0.32 -0.32 0.32 -0.32 15 0. -0,31 -0.31 0.31 -031. -0,16 -048 .0.32 -0.32 - .0.1.3 -0.13 0.13 -43,13 .4.13 -0.13 -0.13 -0.13 14- 0. 031 -031 0.31. 431- 0,16 -0.16- 0.32 -0,32 042 -0,12 0.12 -0.12 0.12 -042 0.12 -0l2 .13 O. 0.31 -0.31 0.31 -0.31 0.16 -0.16 0.32 -0,32 0.11 -0.11 0.11 -0.11 0.11 -0.11 0.11 -0.11 12 " 0.31 -0.31 0.31 -0.310:16 4:18 . 0.32 4:32 --0:11 • - 4.11 . 0.11 4.11 '0:11 -0:11 011 4)11 • ‘. - . 11 0. 0.31 41111 031 -03$ 0.16 -0.16 0.32 -0.32 0.1 -0.1 0.1.. -0.1 0.1- -0.1 0.1 -0.1 0.31 -0.31 0.16 -0.16 0.32 -0.32 0.1 -0.1 0.1 -0.1 0.1 -0.1 0.1 -0.1 9 0. , • : 0.31 -0.31 0.31 -431 0.18 -0.16 -0.32 -0.09 .0.09 -0.09 -0.09 -0.00 -049 - 000 & • O. 0.31- -031: 0.31 . -031. 0,16- -048 032 -0,32 0,09- -009 0.00 - -0,09 0.013 -000. 0.09: -0.09 0.31 -0.31 0.16 -0.16 0.32 -0.32 0.08 -0.08 0.08 -0.08 0.08 -0.06 0,08 -0.08 0.31 • 4.31 - 0:16 - 0.16 - 0.32 - 4332 -. 0.06 406 0.06 4.08 - 0.06 456 - 006 -0.08 0.31 -ea' ais -0.18- 0,32 -033 0.011 -0.08 0.01- -0.08- 0.08- 43,08. 0,06. -0.06 .•;•. • : . 4 0. 0.31 -0.31 0.31 -0.31 0.16 -0.16 0.32 -0.32 0.2 -0.2 0.2 -0.2 02 -0.2 0.2 -0.2 3 O. -0.31 -0.31 0.31 -0.31 -0.16 -0.18 .4.32 -0.32 -0.31 -031 0.31 -0.31 -0.31 . -031 .0.31 0.31 -0.31- 0.16 -0,16- 0.32 -0.32 0.31- -0.31 0.31 -031 0.31- -031 0.31 -0.31 0.31 -0.31 0.16 -0.16 0.32 -0.32 0.31 -0.31 0.31 -0.31 0.31 -0.31 0.31 -0.131 - 0. •0. - 0. - - 0. 0. oB No SUBJECT ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525-7560 - FAX # (206) 5224696 0 .108 NAME G2oue 1-I EALr q !e 1-n DATE LA T'tYtAL Qs -!IGd, SHEET L I OF BY r 7 iAE+� ✓10 o. 7.Y, rcrwc3t F_ -W 17,r«cr/oW ;toot V/< o,13tL0.0 S(Yzo0a) +- FLo ". V1= t 0,171 / 0.06 (bz000 + 9 10 1 28 27 2i 25' A REA = yZo0o J•t �E1�1�►F_TE✓� = z,Yo + 700 = 9 Yo )-f !volt :— fE►Jm1C 60VErrNI oven. w/*io F. xcErr fog /`11/vo?? .I rrzu ci urt1 (cANor,EJ , GLAzioac ETC) — RooF rllA1'11ILA nl_JICNFD AS Rex, ISLE.. 2Y YS 23 t/ ft 17 /Y Y 7 Z L5 7011 3z 2u /9 /s J6 17 /p FL q ua rl-I -laC1' 0£1/0 -'8 D AI rticlo- 9 f3Ase 514f Arc, : � Z.S r; ti✓ = 2,7 (o..73)/.o b✓ = 0 ,183W us 3' R = " h✓= 0.13/14 j,2 1.Y (RATIO the Rr Y—s ; /,13 Furl 121APN2AC/A Fo✓LCES (3£E 0/AP CAL[J)) JHEA1W Y N -s OirtECT /u/.1 04. lwnG 1 erns i all:IVN6 _ (+NL, 4 CLA21N6. ROOF Vet= 0,131 /(o.o/r) *170 700 0. 11( 10) o, oz8 6) J+ ZYo (o.ex(0)i-o.oz8(3)1=0,13► -302 ).Z6 °L prim - IT o/4 1 Pii•JecJ 4 - c LAZ , 1 t FLoon VF = 0.171 x0.06 (azono) 1- 700'Eo,it(9) +o.OZp(6)3 t 2Y0 Coat (9) 4. o.ot1 (6) a o.I 3 :Yiy 1,SAJE SHEAR -s £ =7Y7 .L 1 470 +Zyoro.12(► +700[ 4.0.00)]7: 0,17t 610P +'899 = 2.63k v10E0,1t(9) 1- o 7oo( o,uz8(6)],1 = o,1T/(t�to f ' ' YeY k I i ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6696 (jOBNO. JOB NAME R J7 SUBJECT 1.--Air/2 L ((emir) VEAT o tINr/ory .- b,A /HK•ACt■ Forzcis VERT /irony o /jr t ur /UN Zook 36?Y 6 0 7 - , o SS /0 389 a S8 LEVEL orApN2ArL Fu rtccs N -.J 012r0', E -w 912ECrioN h w1, �c I,S62o Fn = (✓ -P w'. I)* Fie (k) E •7y7✓ c yr 4 ; .........,11,,.....14 w. DATE SHEET La OF BY T L. V _ 7Y7 k Nare : on/LY O'APHILAGt■ $J't J- PErtf_rv.oico.mn ! 1'NN[LI ArtE &Nev. (lei raevutot (ie . Fx e RooF - - /699 \ 329 = 329 k ) IHEET Folt V699+•302 ) • L/_ vt F I" 5 WX . 1.0 Cw We = 0,33 Wr, !•1A (Ca. : 0. 33) RATIOJ) w ` r 0.3" Co. Wr. = 0,16S• VT, P\iiJ ✓EL Fx gr Wrx Fex 329 329 /699 /699 0,i9Y /09 33o _ . 329 6s 339y So9 p,/6i r+%n 339Y s R 2I5" Ms llu8 Ito? o,19y Ira zrrk 24 Z77 Y es , Zp2o 392e 0,16r�:., ut y6s-k 0.9 1af T 31 1 . . t . . . . L t. S I . [ I I • . I I ! I ! t I , c .. L f . 4. _ , —1--- - I zoNE� V Joe No SUBJECT ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 N 16.`l 116•Z Bowe JOB NAME C2oMe HEALTH R }n imrendit. rzooF LATEIPAL biAeoRAGa. OFJ Y2fI` /It/1C. FON.E 0 S Wet.° 3.4 v., N xvw�.r........ _... ...... ....w. .....«•!. vnMS. WwwnnrtY +0.Y'.CCW3fani.FeK�eT.raln.ww.». 7 wEct C 7 weto 0.,— Tats o.Y7 0.59 2I s s , I yr' 0.21 N -s ( 4 = 3 7 ° 0,7 351) PIAPHILACM ExrEr J LOAD! AnE AI I Put' • /� 171RN Pfitv36ti\ /t(.IIETIONt AItE FACT Lie W c Z I _ /, 80 gip To Re R C Y ern. /0Z 2.9 trip% 3. I20 NurE : /lbw r,)i9/ 9Cfv ITILEJJCJ' P,IZ To 1'c wsttL ANCNORi161C GOvEItNs /IT ENO Wi)t.LJ (GRID. U d - CR►n l?) ;IE4 r/LL/k✓nIG. DATE SHEET L OF BY 7-4 CO CO r 2r' 22 6 H113 3‘ Oe ck w'puonLE wFLO d- 6t4T7'ON puNc al /T0e wr:L, 14:4 = z y o r iP ifio e--et 6420 cr" Y id (6. 5 1.13 Oof) = o.3 S F !, . 3ro r o•IY ies cA c f 0.43 . O•ry re ot' _ _ 98 , , I Y Joe No SUBJECT ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 N 16.`l 116•Z Bowe JOB NAME C2oMe HEALTH R }n imrendit. rzooF LATEIPAL biAeoRAGa. OFJ Y2fI` /It/1C. FON.E 0 S Wet.° 3.4 v., N xvw�.r........ _... ...... ....w. .....«•!. vnMS. WwwnnrtY +0.Y'.CCW3fani.FeK�eT.raln.ww.». 7 wEct C 7 weto 0.,— Tats o.Y7 0.59 2I s s , I yr' 0.21 N -s ( 4 = 3 7 ° 0,7 351) PIAPHILACM ExrEr J LOAD! AnE AI I Put' • /� 171RN Pfitv36ti\ /t(.IIETIONt AItE FACT Lie W c Z I _ /, 80 gip To Re R C Y ern. /0Z 2.9 trip% 3. I20 NurE : /lbw r,)i9/ 9Cfv ITILEJJCJ' P,IZ To 1'c wsttL ANCNORi161C GOvEItNs /IT ENO Wi)t.LJ (GRID. U d - CR►n l?) ;IE4 r/LL/k✓nIG. DATE SHEET L OF BY 7-4 CO CO r 2r' 22 6 H113 3‘ Oe ck w'puonLE wFLO d- 6t4T7'ON puNc al /T0e wr:L, 14:4 = z y o r iP ifio e--et 6420 cr" Y id (6. 5 1.13 Oof) = o.3 S F !, . 3ro r o•IY ies cA c f 0.43 . O•ry • ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 FAX # (206) 522 -6696 C Joe No. JOB NAME n4-17 DATE SUBJECT LArEmAL CONr SHEET Ly OF BY ALL 6 EJ /yore:— ALL EXTr/t/aR PA NFLf Z�' 9. % AAC AOTNJTE THrckNEJJ 70. ACCONn•T Fug 0d£N /'-'CJ rtricne. e » 'e Ca Ci io ® J- O EXCEPT END BAY! DH ry" lrF.Twtry G rt1n0 11 JCJ NErr J NEEr F° R EN rp,v pNCda 6.7,x',9,10, 11,1213, zo, zi ,'Li,23 , Zy,2.r 26,'27) JOLI° PA WEL- ► = 15 d . 31 ( HEAD) Joararacr.h = 6 = 0,1 d 3r ( 7A'wJ) riERJ le2 1 3 = 0, /0 0. .7 0 = 0, V AT as 3.o ' 2.0 R=2 g Q = 0,13 t 0.'70 f- 0,03 C 046 0 .7/ 1 / lIt• D = 5. _ /,y7' ,/63 (9.tr) _ 2,03 ' S.31t To Eau l vAC ENr 6 r 3' 6 row. = 0•188 ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206) 525.7560 - FAX # (206) 522 -6696 `-Joe No. J08 NAME DATE SUBJECT GRTFR AL SHEET Ls OF BY T•I IZ161r?1T1,C1 (Cf'Jr) cnio UJ_© PRKF_LI co NT f /F_C /AL rANEL w/o ovrc a ex/o0 arras e.:Ew C) .1-C) pNI_ 0 /OLIO ti : 1r = o. '7 /\/.LIp = S.31 E 11101.= o•lrf a 31 l-IFAO 0.19 P1 E2 Q 9 -.90 d s r R (D b = 3.0 e 00278 of 3 13J000 HFA .SPEC ;AC ENO !'ANF,L W/o Doan ; 4 JvLIo = o.lyp 0 0,0r9 TAM t3 0E2 CO 1, = 6 1.20 n =1.1 a ti = 6 z 2.0 2 0.71.y d. 3 g� = 0,13 - o.b'S6= 0.9b'6 A N `. aT C DJ 3 6 e . / .o/ y (y.z ) r. 1.77 0 r,312. —_� n opcw,Nt t 1.01? 31 r 0,7, (5 3/ Ea = 0.(3 4- o, . ? + 0,030 = o.ss" •PEN.wc • . • f o = 1.972. ( 9 -zr) . 3.19 s--,312 1 3.0 rive. !! r,19, Z� PR•Vell ON Citib two 129"1 T. L. 7 CI cc Ca.: picit = /.y, cc V. J 0 9 PI ret 4 c vo d z JILL 11 7. 3 = 0,10 at 2,.zr h ir = 10 tg.t•Lt =5 ENGINEERS-- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - 12061525-7560 - FAX # (208) 5224898 Joe No. JOB NAME g. " DATE SUBJECT SHEET OF L rEftnt. PicioirIEJ BY r• itcH' .L = o•ct ) 0.21 d 29.1T HEnG. = 0.21 2.9.1r = 0.067 of't' IffZ, (wog gg• hero oss 0 ,70 = (. ( = 2..e Ir rA ICU a ICTWIrf:A/ e- w/o Oo • et. 0,20 — o.Oil a-Yo J7,0 r. 4034- 0,03 r• 1,2Z 630pq., X Oat 6 ( r) 3 ENGINEERS INC RS. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 • FAX # (206) 522-6696 No. JOB NAME itt dos SUBJECT rfr:/tAt. MN EL IOC 77 Et (COA'r) o eirk ts- Pint IY 2 PIER It OZ. 03.4 .51.10 St 1? '{.lo ° /u 0 y 21/ Ip. 19 /o E = 6.30 t Z.00 t l6 (Y. /o) } y.10 4 10.19 = /GU 13 21 rY•to ?Y I 3`I•Ail 3Y.VP 2.00 Z6 7 Y.Yy ffER 0 1 to .2.0 d Z 3./ ° i• 03 - /8 Y.So % 3i - (0.7_u 4 •. Zo !r 3Y•Yt yr /0 3r Y9 2Y 7Y- Y1 , Y-Y7 Z(Io.Z.o) 4- 2( ?.40) +. /i(yr0) /00 % P ,`. L T 7Y.Ys 2 2 7 3 y Y9 ?Y• Y9 7Y•Y9 3Y% Y9 21 20 7Y•Y9 3Y. Y9 3Y S SSe 02 NorE : o' .y O12EGT JMEAR (w /u TorwoM j-uttcEl A2E UJF.n yk2E To . comrmit£ RIG lo,T1EJ Fait comecerAT1ua of P /9 1� 71 J Jr 6( I. a F ,. {n .cl I /P I ill /II I» IIJ I1 1 rY.2o Zo pNL if EVz36ok :MAYINf = 36° _ Yr% 7Y7 20 Cal n fA G2ry £ V= 3a'Y1' Ao Jr°ny JHEA2 38Y : SZ 7y? 6 7E/ I6N = /.0P E— k' 12/2Ec; t f,v @cc wcA tNT CO cn 2 m m r °O 0 0 m m z i - - �� l 13 II Ir 6I I' el I I Io I n I n ii I ,r rb r 7 " 'Y j ' 4 I eirk ts- Pint IY 2 PIER It OZ. 03.4 .51.10 St 1? '{.lo ° /u 0 y 21/ Ip. 19 /o E = 6.30 t Z.00 t l6 (Y. /o) } y.10 4 10.19 = /GU 13 21 rY•to ?Y I 3`I•Ail 3Y.VP 2.00 Z6 7 Y.Yy ffER 0 1 to .2.0 d Z 3./ ° i• 03 - /8 Y.So % 3i - (0.7_u 4 •. Zo !r 3Y•Yt yr /0 3r Y9 2Y 7Y- Y1 , Y-Y7 Z(Io.Z.o) 4- 2( ?.40) +. /i(yr0) /00 % P ,`. L T 7Y.Ys 2 2 7 3 y Y9 ?Y• Y9 7Y•Y9 3Y% Y9 21 20 7Y•Y9 3Y. Y9 3Y S SSe 02 NorE : o' .y O12EGT JMEAR (w /u TorwoM j-uttcEl A2E UJF.n yk2E To . comrmit£ RIG lo,T1EJ Fait comecerAT1ua of P /9 1� 71 J Jr 6( I. a F ,. {n .cl I /P I ill /II I» IIJ I1 1 rY.2o Zo pNL if EVz36ok :MAYINf = 36° _ Yr% 7Y7 20 Cal n fA G2ry £ V= 3a'Y1' Ao Jr°ny JHEA2 38Y : SZ 7y? 6 7E/ I6N = /.0P E— k' 12/2Ec; t f,v @cc wcA tNT CO cn 2 m m r °O 0 0 m m z Input suazirzicelh sffackied thus Job number 40114400ii Job name &Rowse AL 97 UBC Section 1630.1.1 Redundaer.y.Eactor (forsheanwalls ) Definitions:- 1)-Wall sumation-of-piers-hr D line 2.) Pier = a segment.ofa wall Direction of earlhquakengEM oweArtiit Wall on Orkl Line A A A Pie % of story shear to this wall = %_otwall.shear to this pier Lengthof-this pier( Aefground-aree-of the structu . • %_of_story_shear.to this pier re-= p CalC: • DrieetiOn ef earthttuakeTI1E1Z: Wail on Grid Line ••••• - Pier M:= 31`018 ... 20 % of story shear to this wall = .. . 52 52 52 °ALotwalLsbeatto this pier.= iU41112::;i: Length-of-this pier :,.:.. Aefground-aree-of-the structure)-=-: 42000- 42000- 42000- 42000 ftz %of stcry_shear to this pier = riga • p calc.= . _ ENGINEERS-NORTHWEST, JNC.R.S. 6136 T ME: (SUITE SEATTLE, WA.-02115 _4.89_ 0110, 0.098- 0.000 140- 000, _ - 140- 0,00, • - p-design-=- 1.00- For-E-W-Shearwalle- _ 5.30 2.03 (Lasa. LOLL 0.56_ 1..00- - out Output _ 2,24 2.03 _ 0.078_ 0.068 025- 0.56 - -Output -- 6.30 :OMB. 1- (Log ft. ' ' ::::::::::: SHEET t- 9 OF Rev3118/99 NOTE r- Warder for p design to therrrtmax:= 7 must not exceed 0.975 % of thestory_shear par lineal foot of pier. brother words a 20'-0Iong 13/2W99 rho shearweils— teiewAs .•„:,... • .*; : •••• ••••• - ' • ' • • • , . • , , „ • . . . .„ • • , • ' " • '' • • • „ ENGINEERS—NORTHWEST INC. PS. 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522-6696 ( -Joe No. Joe NAME ee--17 SUBJECT LMTC/LAL. ftE:Vidtabo9A/Ce C&Awr 0/0te C 710 h/ " 7 0 / A Lt.J (cat) 0 0 weal mine) 1 " 14 L 2 • f b • r9.61 p, e,.. 2v.P% % B3,Y % arp‘ led 04, J Cite° 3 Yi 33.cy cr. z. (3. Jrrity s DATE SHEET OF BY '.."/" 1/b f/.9 7 it7 1 /. 25 - Ni itte cry, /v art/ = /66.9y k J rimy /14#t 414Y r• 22.3 7y7 sfE. filerr" ENGINEERS-NORTHWEST, INC.P.S. 6869 (SUlTE2o5) - SEATTLE, WA. 98115 Input= Job number Job. name 97 UBC Section 1630.1.1 Redundancyfactor forsbeatwalls.) DefibRions:- t) Walt sumafton ofpiers in a line 2.) Pier = a segment of a wall Direction ofearthquake Wall on Grid Line Pie % of story shear to this wall %_otwallsbearto.this pier_=k*,21 Langth.otthispier 114 , A .p*2521: . „ As( ground-area-of the-structure)-=F-44211L141 42000- 42000- %_otstory_sheartathis.pier= DitectiOn ofearthquakeT7779 Wall on Grid Line % of story shear to this wall = WotwalLsitearta this piet= Length-of-this pier - Aafgrotmd-arefrof-the-structur4= %.of. story. shear_ to .thisi _pe r.= pLcalc ci= 2A5_ 0.098- 1,0'1- . Output.- Output. 126- 1,01- .Output .227. 0.eat - Output -0.91 0.037 - -0,67 - Output OutpUt 20.50_ t1.94 - 0.068- 0.064 - 0,57 3.3e - 1,00- 1,00, Pier .. ................................... .ririfilY1.6 p-design-=- 1-25- for N-S-Sheerwalls- p-design-=- 0.00- - For.- Shearwalic- SHEET 1 - 1 / OF Rev. 3118/99 , Y1,57,Y,55YeMnilrfekTftr?SWAY/Yi. , eeigied1WW1 .. . .......... . 1 .... ... .... . . ..... ...... '424 .... ........... ........................ 24— ft 42000 -42000- 42000- 8. _ Output _ 0.00 0.000 _ 0.00. Output Outtxti . 0.00_ 0.00' 0000 tL004 040- OM, _ 0.00- 2 ... . . ..... . .. . ....... . ........ ... .. .. rhcr shearwalls- . ..... .. .... ft. • 4 -, rtft 2000- ? NvrivOMV,Heia NOTE:- ltrorderfor- irdesigrr then-ri-mmt• 0 must not exceed 0.975 %-of-the-stoirit-shear-per-lineal-foot of pier. hrotherwqrds-a.20%01ong not camt mortrthan TOT26199 Rdnslis - .. ‘tirlatleill,_÷.rr 5.64 k 5.40 k 5.40 k 5.40 k ' 5.40k 9 .61 k • 33.64 k 13.58 k .61 lc 95 k 4.97 4,97 k .97 k 88.76 k C.M. : (175.00,60.00J 4.97 k 4.97 k 4.97 4.97 k 153.20 k 59 k }1 ;1'.1 Description RIGID DIAPRAGM Y-Y Axis Shear 747.00 k Min. X Axis Ecc X-X Axis Shear 747.00 k Min. Y Axis Ecc ...Shears are applied on each axis separately Wall Data Calculated Wall Forces Title : GROUP HEALTH R&D Dawn TOM L pate: Description :.pc PANEL RIGIDITIES Scope : 5:00 -% 5.00 % Label Thickness Length Height Wall Xcg Wall Ycg Wall Angle Wall End in ft It ft ft deg CCW Fixity Job a L lIn: 510001 Rigid Diaphragm Torsional Analysis Page 1 General tnformation X Axis Center of Mass 175.00 ft Y Axis Center of Mass 60.00ft Max X•Dimension 350.00 ft Max Y Dimension 120.00 ft 1 2.800 29.750 15:000 0:000 15630 • 90.0 Fix-Pin 1.0 2 0.630 30.000 15.000 0.000 45.630 90.0 Fix-Pin 1.0 3 1.560 30.000 .15.000 .0.000 75.630 .9139 Fix-Pin 1.0 4 2.800 29.750 15.000 0.000 104630 90.0 Fix-Pin 1.0 5 3.190 31.000 15:000 15:500 120.000 0.0 f ix-Pin 1.0 6 2.030 31.000 15.000 46.500 120.000. 0.0 Fix-Pin 1.0 7 2.030 31.000 15.000 77.500 120.000 0.0 Fix-Pin 1.0 8 2.030 31.000 15.000 108.500 120.000 0:0 Fix-Pin tO 9 2.030 31.000 16.000 139.500 120.000 • 0.0 fix-Pin 1.0 10 2.030 31.000 15.000 210.500 120.000 0.0 Fix-Pin 1-.0 11 2.030 31.000 .15.000 .241.500 120.000 110 Fix-Pin 1.0 12 2.030' 31:000 15.000 27Z500 120.000 0.0 Fix-Pin tO 13 2.030 31.000 15:000 -303.500 120.000 0.0 -Fix-Pin 1.0 14 1.760 31.000 15.000 334.500 120.000 0.0 Fix-Pin 1.0 15 2.800 29.250 15.000 350.00.0 1.04.630 90.0 Fix-Pin 1.0 16 1.560 30.000 15.000 350.000 75.630 90:0 Fix-Pin t 0 17 0.630 30.000 15:000 •350.600 45:630 90.0 -Fix-Pin 1.0 18 2.800 29.750 15.000 350.000 15.630 90.0 Fix-Pin 1.0 19 3.190 31.000 15.000 334.500 0900 0.0 Fix-Pin 1.0 20 2.030 31.000 15.000 303.500 0.000 0.0 Fix-Pin 1.0 21 2.030 31.000 15:000 272.500 - 0:000 .0.0 -fix-Pin 1.0 22 2.030 31:000 15.000 241.500 0.000 0.0 Fix-Pin 1.0 23 2.030 31.000 15.000 21.0.500 .0.000 0..0 Fix-Pin 1.0 24 2.030 3t000 15.000 139.500 0:000' 0.0 Fix-Pin 1:0 25 2.030 31.000 15.1300 108:500 • 0900 0.0 fix-Pin 1.0 26 2.030 31.000 15.000 77.500 0.000 0.0 Fix-Pin 1.0 27 2.030 31.000 15.000 46.500 0.000 0_0 Fix-Pin tO 28 3:190 31:000 15.000 15.500 omoo 0.0 Fix-Pin tO 29 7.250 30.000 15.000 • 31.000 75.000 90.0 -fix-Pin 1.0 30 9.250 20.000- 15:000 163.000 80.000. 90.0 Fix-Pin to 31 9.250 20.000 15.000 190.000 80.000 90.0 fix-Pin 1.0 32 7.250 30000 15.000 319:000 75.000' 90:0' Fix-Pin 1.0 Label Govern Ecc. for Max Torsion Direct Shear Torsional Shear Final Max Wail Shear ft k k k 1 -17.526 - 52:870 6.747 59:616 2 -17.526 12.051 1.538 13.589 3 -17.526 -29:841 3.B08 • 33.649 4 -17.526 52.870 6.747 59.616 5 7.936 - 54:329 1.312 - "55641 6 7.936 34.573 0.835 35.408 7 7.936 34573 0.835 65:408 8 7.936 34.573 0.835 35.4Q8 9 7.936 34.573 0.835 35.408 smem Rigid - Diaphragrn Torsional Page 2 :Dis 1 11 12 13 14 15 16 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 [ Summary RIGIUDIAPRAGAR X Distance to Center of Rigidity Distance- to Center of Rigidity X Accidental Eccentricity - Y Accidental Eccentricity 7:936 7.936 7.936 7.936 7.936 17.474 17A74 17.474 17474 7.936 7. 93 6 7.936 7.936 7.936 7.936 7.936 7.936 7.936 7.936 -17.528 -17.526. 17.474 17.474 175.026 ft 56 17.500ft _8.1300 ft Scope: 34.573 34.573 34.573 .34.573 29.975 54487 29.841 12.051 52.87D -54.329 34:573 _34.57.3 34.573 • 34.573 34.573 34.573 34.573 34.573 54.329 138.685 87.808 -87.808 138.685 Title: GROUP HEALTH R&D Day= TOM L Date: DascriPakam-PD PANEL RIGIDITIES 0.835 0.835 �8-35 0.835 0.724' 6.549 3.796- 1.533 6:725 0.630 0401 0.401 0.401 0.401 0:401 0.401 0.401. 0:401 0:630 14.563 0.770 • 0.956 14.515 35.4Q8 35.408 35.408 35.408 30.699 58.037 33687 13.584 59.595 54.959 34.974 34.974 34.974 • 34:974 34974 . 34.974 34.974 34974 54.959 153.248 88.578 -88.764 153.201- Controlling Eccentricities & Forces from Applied Y-Y Shear Xcm + .05*Max-X - X-cr = 17.474ft Torsion = 13,053.3erklft • Xcm - .054.4ax-X-X-cr = -17.526ft T-orsion= -13,091.64 k-ft Controlling Eccentricities-&- Forces-from Applied•X-X Shear Yo.m + .05*.ttdax-Y - Y-cr = 7.936 ft Torsion = 5928.44.k-ft Ycm - .05*Max - Y-cr =- -4.064 ft Torsion= -3,035.56 kit. Wirt lOve ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 5224696 JOB No. JOB NAME DATE SUBJECT LA 1 ,e2 A_ co N T SHEET L/r OF BY T •L T`1j'/CAL /At PLP/v /- Lf?T,f2! -1L J/•if.A2 doge_ ti 6 --› /3 d Z o --0- 2.7 L 31 ' V/_ 20.2. k 1 fc VA= 3 b5J/GA/ ; UGC /Z -S /.2 0 * /.o E t o.rL + 0,2 S I`1 = z6.6 (6) ??.8k z L.= 0,os (31 70 = //.6 k 2. 7— S =0.0?. (3,)30 =.r &' i z 7 R 1 P1 601 n.J Rn r. 79.P ( - o. t (9,ar)(32.) 3:0 1 0 ,, ca. d ore 2oorT wHf,tC 0 = 0,12 (Yo6) + 0.01(7s) t (o,os't o,o (22) - 0.0 13 ( 21) L 2 (£/•1„ =o) .•, I° = /.z (69.2) + 30.6 (z7) z.2.( tit) - 1 / + o,s (,/.6) + o,t. (s. ?) 18 Vw z flEtt o£J /Gp/ Vu = /, (/.08) 3S.i8 r 5-3.2k To rAL QoTH PI Ott (26.e 36 'X 9i " A= 333,1 30 0, 33 � = 0.s-cc, = o,/6r'C69.t) 6 - 0 r = 69.2k u. tk JEE / /7 J- L/8 Fon_ elz/t nrJlcW Cur191NEb AX/AL 4- aENrJ/,/C B0l?Nr itv Et.C/nrwrJ ? P /Yo•6 G 0,i As Ic = 0./ (333)J /66.5/4 ✓ /'\a = 79., _ /.0 ✓ ok io uE. trzh ✓u u.((3) Al . 0 , 0033 0 . z . r ) J 2. = o,,$, p = /, zv '• . A#12 -JoB No. JOB NAME DATE SHEET " OF BY ;e 00.,--oP-et.AAAr ne.frIciv r pop, rlawAt SUBJECT ENGINEERS- NORTHWEST INC. PS. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560- FAX # (206) 5224699 whtna IitW1UfIM'i`4kJ.GKV.45Gv1/idiiVYVY . _._ l lU/ L y `! ECAI:UL V3. UU - VORTTLAN1) CEMENT ASSOCIATION - 08:47:47 Licensed to: Licensee name not yet specified. C General Information: File Name: untitled.col Project: GROUP HEALTH R & D Column: 3 -0 PC PIER Code: ACI 318 -95 Run Option: Investigation Run Axis: Y -axis Material Properties: f'c = 5 ksi Ec = 4030.51 ksi fc = 4.25 ksi Ultimate strain = 0.003 in /in Betel = 0.8 Section: Reinforcement: # 3 # 6 # 9 # 14 No. 1 0.31 0.31 0.60 0.38 0.75 1.13 1.69 -6.0 6.0 15.0 Pu kip 0.11 0.44 1.00 2.25 2.3 2.3 -2.3 Muy k = ft PIE Rectangular: Width = 35 in Depth = 9.25 in Gross section- area, Ag =• 323.75• inA2 Ix = 2308.41 in ^4 Xo = O in Reber. Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Confinement: Tied; #3' ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.7 Pattern: Irregular Total steel area, As = 3.64.in ^2 a.t.1..12% Area inA2 X (in) Y (in) Area inA2 X (in) Y (in) Area inA2 X (in) Y (in) 0 ;31 0.60 0.60 Factored Loads and Moments with Corresponding Capacities: (see users manual fox notation) * ** Program completed- as requested!- {*.* Engineer: TL Units: English /cuMrnEff /eev -t fE'1M /c �'1onEl✓� .. Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = '29000 ksi Rupture strain = Infinity Iy = .33049,5 in ^4 Yo. = 0- in 0.50 0.88 1.27 .2.2 6 fMny k -ft ''fhn %Mu 357.-6 -6.0 15.0 -15.0 4.207 0.20 # 5 0.60 # 8 1.27 # 11 4.00 -2.3 2.3 -2.3 "0.31 LI? 0.63 1.00 1.41 0.60 -15.0 Page _�. 1....,._._..- untitled 0.31 0.79 1.56 6.0 -2.3 2.3 ea:,muu.a O 0 y + X 0 0 35 a 9.25 in Code: AM 311P95 Units: English Run axis: About Y -axis Run option: Investigation Slenderness: Not considered r:olumn - type: Structural 3rs: ASTM A615 Date: 10/29/99 - Time 08:47:53- P 1200 — PCACOL V3.00 (PCA 1999) - Licensed to:licensee name not..et.specified. File: untitled.col Project: GROUP HEALTH R & D PIER Column: 3-0 PC PIER ° El ilieer: TI.. fc = 5 ksi fy = 60 ksi -Ag =•323.75 - in "2 8 bars Ec = 4031 ksi Es = 29000 ksi As = 3:64inA2 Rho = 1.12% fc = 4.25 ksi e_rup = Infinity Xo •=6:00 in lx = 2308.41 •inA4 e_u = 0.003 in/in •yfo -= 0 OO in - ly = 33049.6in^4 Zeta1 = 0.8 • •Ciear•spacing•= 3:63 -in • Clear cover— 1:84 in Confinement: Tied {�hi(a) _• -0�, phi(b) O.9,- phi(c) _• O.7 ......... w.. ...... ...ur.nwr..toou[MMN001411.1Y,100.t NY 4121145011 064• 8.121. mnVe.Maenwr..n•w:...��._.�. ENGINEERS- NORTHWEST INC. PS. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 (206)525 -7560 - FAX # (206) 5224696 L os No JOB NAME I ` d- D DATE SUBJECT LATER. L SHEET L /9 OF WALL ANCHOrLA6E , EO-u f RXMENTI TyelcRL PC rA/vtL .'PCL ANCHortACE y� (R,"Fc (./t = 0.12 kit CCAnIk /6 wt c 0.o1 k/f r�= ar e " f3 III. �✓,. /•s (0,33) Y (o.11) = - 79 ply & rzOOF 3 , •s - (o.33) (o./t' = Z0 4 LLF Co LIME 3 W 0.70 ( 3 7) o, f z = z e e ft RHrlo L/ @ CLAz1NC e l'',9NtL w /a/°Env /NCJ caaa, - 0,ot M/,M, 0,/t 0 : /,C r 3.0 C.: 0,33 O.op3 L ✓ / t = 7 Lo p-e tJt „c = r/r e ” e PP NF_ L TA'1C s . (in r .Qf 67 6 1 Fu LL 1 t.UAD C rPne.r SS So 3? 3s BY 3 • • 6 3 6 3' r> More ; WI LL gNCl9u/2nCE 2F6LUl>'cEtlE•/rJ @ IZuoF LEVEL l7ON VAIty to ANY J /CN /F/CA/.!r 01F.CnFE nuE TO /MALL /NFLUF_•CE OC CCP7 /NC 'rLA-. FLola. n/FFE2I'VCC /J f /c/fip /cnNT but rO CLFt /ArC NaIV€ l treco ✓- ECCENTK,C1rIEJ AMC' 4CCOU ° Fort e ,°,tni I'£rt JEC. 1C33.2.41 3 1100 ANCHORAGE: R OPEN /N6J TgJo l,y (7Z0): oai• ItY e C2/0 A 4-E Tu1JTJ 6,t 4 'r= y.V6 k 1 304 c GR/b vK j mar/ C T: 3.6o k //'7,l 67 e Pia."; d t)p -o =-,) n c Iva -67r _ too r .LP Eccl~Nram Loon 6 Turin LOAe a n,e tt: £ R !r (6) f /oo (tr) y 6 -yo NFxr/HEEr r0 rl�fni ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 5224698 (..oe No. SUBJECT LHrfiz.AC Co�.T L4)LL I NCll0ltgcF_ G. r, gore/ '1J7 - R.? CUTE ()Vert 3 TOIJTJ Z.4 LcVEL Tl1�I .JOB NAME dt r}- nt FFEIt[Nc[ 6• yo - `/ = 0.97 k a pt. Tu1JTJ Fog Y.W i - 0. 97 = ; S,y3/t a car* tQC$ /('/ Fen Ax /,9G. n£1/LLV wITN 3s 0G / N / erCAtaL //4 EAR GOVErtew /,y(Y6-.-) — /•P6 _. QY JN£A2 FrL cr /o Al y Ye V.97 Lot" = . 0.7 L (3o) = Z/. ‘o k Dl.9rN2/)GP1 /aGr/aN JE//cN T = f(7 (/.y) 6.Yok Tyr y.•.y6it V.V' U • t y. ye Y. vac Tie' . 6" I S Y3 Y•5 f - yy0 - 4 JE THIJ' THrt“ - otlr 0.96 = ae.9 k ✓ TJ/'C6 CNAN)vF. t DATE SHEET LZ OF BY EA' h/ r, Vw = i.e'6 (/.r) = 2,71 k p ert or ',Eck Jyr ,4,t . z /•6o 0,'4 hlP 2. (20 Fame /,u(I,$) /,4'-71r Pia Tit oA (0V., = 0,9r (o.x.) 60 (0,6) = 6. /Z k > 2.79 k u N k 30 " Frto#.', wntt `i� ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - 1206)525-7560 FAX # (206) 522 -6696 ` No SUBJECT M 5)4(A/tWALC ON C2/0 m d Crc /b PANF Co ROOF JOB NAME .ikg (321 1 1.116 x26 /z rz.r k' NI -I 7 Y/ 0.8 hea rL 34, 6k O 1HRACFS COOL, Q go k / 3 coccrcro 1' /r .(L t-rx 2, P � 6) - z . AI 0 ct (Jz -n) i.7.0 .. d. L f /,u Fr Vgro e C) = z (3o) = 6o k 11 =L%.z (0,0 AO 6,0 . 3.9/ ( y X 12 0. 6 CULC.Ecfo C OT FLAN cc 132AC /ref DATE SHEET L21 OF BY T. I. •ia = 6 - - ',s Ai( / .. _O (rt) 1-7.r - 174 7.6 r 6.t( = yy.7t r1 /z.r k' 4. - rt.r oz) - 3,?( A.- F� zr h , . t o: /C 5 =tYk 1 = 3( (0,37r) /z r /6 2 k > 60 k %veto d° lr = /.7 (y) o.92p( /2,,z(v)) = /26h > bo FHt 1 = Y 9r k„ = f =3 Kix = /74 > - • . ? .Q . < /.l% (rho): 190 =r'6 Q etAcC e k, nift.„ T1/'/CAL - i - -4S- < /o 0 k .. _,..._wy......usnn.�un4shnwItertufturo ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - 1206)525-7560 - FAX # (206) 522 -6698 C No. SUBJECT Look . JOB NAME n}- WALL e G2/o t- CoLLECTOaJ (zoo F CoU,E Cro,. V A/0 rft y Sea eo= mow jLFrx /z Ito to, / / .Y Z, rs 73 3.�2(; j1 wiz y � U � efe,4 6 1 h 2 • k CG Alr (6o) z . /2o cr�J D V. e n = 3.76 (uo) -113 k g./2-17 L o.3 6,z (3o 77 0.67 < -� ✓ Y., = /.Y 0 to) l6P k fLn 0%4rt j X /Z � �/� = o.rsl t _ i, l °i • k -: (.7 (v) c.72P (l2) _76 k > Y2 ✓ G/�J Q oc *c • GJ :: (so f- MO ( f Yo = 0.97 MF frie FU l rt. ToIJr ✓/ f /y No LAr(rt'l.) 2 RIO P 0.9�(3 _ (09 k /1,;, • f .ti 9 ',( s-S-: , w/ f X y o f= 6P /-1 / - l ?'n d ;)* c 6•P6 . /3•Y = A 0 < l.7 ✓ r, (1 — te.9r (I— 6•V6 )Zy Fe. $ 173 / DATE SHEET L 2 Z OF BY 1 FLAr BAR Z p En !/of SEE A o.rr (.76) o.37r (Iz.) = P9 k>,. : ''a V ( P1 t pin Wi Yxyo fA = ?i : 6.P[kr: te.srA. / lt8 tb = f 3•Y k•� r► = ZY k•.• F e„ : se.77 b.. l7 )-1.. Loh 19 crvEnWJ K� c ► Yo r ( JOB No JOB NAME 0-4 SUBJECT • WALL. X Otto CD J-0 GoNT Cu CLIC Teal • V.(2.0) c o VIPXYo arrweetv o- ft t 4A -A, F„. ('— , ) C c ENGINEERS—NORTHWEST INC. PS. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 -12061525-7560 - FAX * (208) 5224898 • DATE SHEET 1 - 2 - 3 OF BY 7".. /13 k cur re /2, TN/zit co. J- I vertoCo re_ ft . • rtirrr F 9 .7( (0,37r)12.= /4'z6 • /.7 r.; /.7 (v) 0.?ze ( ia 4- 43.3")) /20 k • .11." c mreitrt in 4 oi %z: X 3 e le - = e.e 0 /2. Jrtte.7J -,) s 0 (t.r) v..° 2 ic Pert iroo Pelt OlJe 7"3.E .4Y./ (p, f•ri ) 7./4 e.t = k > z Co. ID 1)../e (io) : pine 0/toe = yog rerc /9f = al A ' 1 /74 It.1 134 / /, < /.7 te3r C- /3.4 \zy ' rf.72. 4 - � r'uo WR9.: A c.,- ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 - FAX # (206) 522-6696 No. JOB NAME n DATE SUBJECT fHEAJZwALL CIU' C oNT SHEET 1-71 OF (t..e/aLL /2 1-.7 1/ C 1 V. 1.y (Pa4 7Y1 /2.) /.zr = Z9 / k Z Rev- r ,t ` . = z (z 7 r4) rOu - _ 3,1k / IY. ;C < v4 < Z Pc y10/t.1; CAJZ r• euiV0ARy F-Lcr\FNrJ ? cwlAIecr/o/v ro Foo rl,G 31,73 (it) 7.2s 275-4 „ z /6 /s ✓ 29/ (3/,33) /.Y[?o ( + 06 ( /r)] cd {fin= 0.6 Neu (z "r) = 0.6 (Z74 ( 2 ?ioo !- 0',0039 (6 •••)) /00. = 6zo k > 29 / P =/s n :ls J S: Zy 3o ' J =LY / .2r(Yo = /,o I p :67 L :2 t.2r(70 t2.(1.s;) ( < 0.1 (z7s6) s = 137P & BY s k' p 67 L z Lt /6 fiansifrt EA (417 = 2 ( , r ) 4 - ( 7 ) + ? = zsak l2 -/ I :2 0 /.z (art) _ 702k /2 = Z l.a 0 f- /,6 L #- o. - S = t.z (zsz) 4- 1,6 (s6) + o•s (Y8) = y/6 k ✓' I2.-7 l.2 b i- L = /.z (2r) +/,6 4- 49.T (re) = ya7 -� ti, = 5276' - 0. s < / , ,M0 JO'tC /1)L. gayw.Any t2Caln h11aLL JrCEL i d y e /y EH FAcF Cn wAy °3 l = Z_i) = 0,003? > o,00zr 7 2rCIV) /`1oT = /oo (3 /) 4- (92.r +tr.o) /r. y7 /3 k' P1rt = 0,9 Or4-(7) 30 4- 88(30)7- 3Yo2 Ft' 2 Nor wortk1N6 rtW / /LE UrLiFT = ''7/3 — 3Yoz = `1z k 31 'Tu = /•Y (vt) - S9 k (JEt T -2,() svi'6 0''T., = 0.9 (J') o•Yy (60)= /90 k • f- /y jc 6" 1'L r r- 3 ( (o.73 6 = /62 k ✓ `�oB No SUBJECT ENGINEERS- NORTHWEST INC. P.S.. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX# (206) 522-6696 JOB NAME &4' 0 f NEA2vt/F►cL GR(p Ca)d- (�Z WJE MCtzxyo X f - (/D pt./ice') 11 = 32.6 et.%pro Co•'cite? RF_AlJlJc GUN 7" JL1OiNG CVMN ECT /O M TO FdOr" 'C. Vu= /.y (t.zs) C[0a tz3 = 326 k el k-A.004, l EA. 094 fHER(LetA r JT(LENGrN Vs a.sr Fj, = 2 (o.rS) 36 (iz)a•S ZJP( /.7 F J = i . 7 (L) (7.9Z,p. (z ). tZ = 227 k 72 .� Td' 0.85 c 0.7 (u.Ys 3 = '79 Fn= o:r(t.79) o k > 3z c = 3z.�7r) = /0,2 k_ ( 2 . i A rci ;e : / 0_2 0 .t9 u.c► X60 1;r4 7 2 .6 DATE SHEET L 2 S OF BY T --- e=3•7r 4-+ . /.7741' 3.75- ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206) 525.7560 - FAX # (206) 522 -6696 :JOB NO. .JO NAME �d 9 DATE SUBJECT fl�Lf)/tI✓ CR ® � Il SHEET OF BY /' F A/6 r�r r� 6 : rfty 8x yz x 2Y OV FRTIARN /A/C ASP M - /00 (2,42,67)+ /oP(I S27S k Mrt = 0.9 L82 (6) 4- (84'4-101) Ye. + 82(J6 z CK 7Z k r > /ler ✓ runt OrAr ; + E F 1' = Z.(Pt z? I LY /89 ys7 A e = E rti £r 5 yn x /.r,C -3e : (.r(yz.) -3 (1 - 2e 2 £P_ z (y; ?) 6x 8(Zr -s) 0f9O #- /• Y Eli _ . -z7rk' - / /.s' > ..' 7 r Os ft t. 1 °LY S!oo k -i — 43 (s,o) 4 = 0.9 [Z(8z)+18� c 3r8k Eel s-z7 - k' e = /6.6 )(= /3.2 — �~ z 2 (34) ) • 6.o k.f > V.0 ,va i Rr . vs it 2y '' S J'LAB oN FTG gr 04 (1'2.) t- 88t /0p *0] 3yr &'\z. sz7s Z /.0 3 ."'` to , :88 VL' ▪ 2 (3yr) = 197 k..4 ✓ ok (Z/, 6 ) 2.67 ,44.Je � x ys' x ZY '' PRlv,Ne p Fp, A /eG k Al Fn= o.Y(3ys ) l7P k t[AJL r,q,, PAt»NC( aar /N JL00 6 . - pert Pt,»J, ENGINEERS- NORTHWEST. INC. P.S 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206) 525 -7560 - FAX # (206) 522 -6696 L OB. No. Joe NAME rZw DATE SUBJECT SHro2t✓/9tt Cit.o + i, ca,-,z- SHEET 4 - Z7 OF BY 74. Tftn•fi vettlE (NC/1MQ, JeiL /1N = 3.17 (t.13) 0,e3) -3.Y Z) Z 3 117 it fi it? (/2000) - 3T 0,9 (1z) r. ) = a, oar: (r2) 20 (IM= s(y) = z u - O.?? 04 z LQ'C,TNO,,469c To.oNtvfn.rc Tap. l /, /v ,w T'o_ek. J V 0,P 1 - 0.004 ( /z) ZY 0, 2.6 Z A5 0,31 (r2) /y,3 Ad' 0,26 0.0033002.o = 0.79 . L (o. ),) = 0.6/ 4 ^z ttfe0,71 (12)c/S.s D. 6/ Ltiz E/fi is UVCKr ui n.e /A/C r7 =PZ C.= 2P = L y Vie A ENGINEERS - NORTHWEST 6869 WOODLAWN AVE. N.E. -SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX # (206) 522 -661 God t?FJ /G A! e PI9NF_ L F NGJ NurC ; cods T /L49J7 ptJK , . ro CO i`\ Pi?EJJ /0 ( c ()nue rt VA 77 ) 'AJn M or = 1 k' VE r2 7 4 _ r k ,7 iLeNO[2kF_JJ Bv2DFrtLmve 4 No6L,CET _ z 0'0 i /.f (,u) + 0,r(219 =36Y W/ ( /.2b ,& / a /6k /( ‘.1cP0 6EFk 7 L.29 30 FM- PC■ CoL tc,c.ro L7 DATE SHEET tar O 12/13/99 PCACOL V3.UU - PORTLANU•CEMENT ASSOeJJ.LiON •- 16:10:59 Licensed to: Licensee name not yet specified. General Information: File Name: untitled.col Project: Column: Code: Run Option: Investigation Run Axis: X -axis Material Properties: f'c = 5 ksi Ec = 4030.51 ksi fc = 4.25 ksi Ultimate strain = 0.003 in /in Betel = 0.8 Section: Rectangular: Width = 16 in Gross section area, Ag = 256 inA2 Ix = 5461.33 inA4 Xo = 0 in Reinforcement: # 3 # 6 # 9 # 14 No. 1 R &D BUILDING GRID 2 & 11 ACI 318 -95 Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area.(in ^2) Size Diam (in) Area (inA2) 0.38 0.75 1.13 1.69 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.7 Layout: Rectangular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 3.52 inA2 at 1.38% 8 #6 Cover = 1.5 in Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu kip 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 Mux k -ft 364.0 0.0 * ** Program completed as requested! * ** Engineer: TL Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Depth = 16 in Iy = 5461.33 inA4 Yo = 0 in 0.50 0.88 1.27 2.26 fMnx k -ft fMn /Mu 170.0 999.999 0.20 0.60 1.27 4.00 474-7 rwyU untitled 0.63 1.00 1.41 0.31 0.79 1.56 O O 16 x 16 in Code: ACI 318-95 Units: English Run axis: About X -axis Run option: Investigation Slenderness: Not considered • ^olumn type: Structural ors: ASTM A615 Date: 12/13/99 Time: 16:11:11 P (kip) 900 --..•. -200 — ,3 0 180 Mx (k-ft) PCACOL V3.00 (PCA 1999) - Licensed to: Licensee name not yet specified. File: untitled.col Project: R &D BUILDING Column: GRID 2 & 11 Engineer. TL fc = 5 ksi fy = 60 ksi Ag = 256 inA2 8 #6 bars Ec = 4031 ksi Es = 29000 ksi As = 3.52 inA2 Rho = 1.38% fc = 4.25 ksi e_rup = Infinity Xo = 0.00 in Ix = 5461.33 inA4 e_u = 0.003 in /in Yo = 0.00 in ly = 5461.33 inA4 3eta1 = 0.8 Clear spacing = 5.00 in Clear cover = 1.88 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.7 • ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX #E (206) 522 -6698 (. .JOB No JOB NAME SUBJECT S»EAlth/ALL O A/ C2 / PANEL 1.Z - 31 i/o/Ur cgvF r A N EL 3a ROOF CaLL(Cr0m! look .c Lc(crort 'wit x2C w/6 xt6 I f- , 0.1k 6 7 k c.1.uTctoit ` =z r xVO I wt rxro y I 1 L f /.O En cuLLCC1O t aETm✓F_E.N 0,0-- ✓n" a 0 = a.33 Cie) _ /90 k = 5,2(o,o /r)6.z330 /z,tC P w/6 )l26 44. = lyo = 4,2.3 k-; 7.6p I-1 /7.7.3 4- 3.11 /7.8 cuNNecr/eAr Pl.9TE err = o,,-( /0)3C = , 'o k . /yo ✓ = 2.' (/ 0 0) = 2_3.7 AI? 1.3 v r ° L • Zo 0 .azk + S = .S1< wr6 XU 19 YC4. 7. = ,7.r (ter Lae) y'/ •)r �6- 3.4/4,... C /.7 ✓ GI( DATE SHEET L3/ OF BY 7 ; 1 — o ,Ith =2Yh l (OPEN) Loamy , Lixr /^ PL / 2 % - Y En J ,vc @Gitrq� G -3.1 CR,o { = 0,3 V = 1 ., r9 _ 7o k L by =S-,s-"" PC 1 4).4 . 1( r tie ��. = O.Zr" fir: 90 k > 7a ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206) 525 -7560 - FAX #t (206) 522.6696 COB No. SUBJECT JOB NAME " fliCARWAGI_ aN Cato (CO • 6 Cat.Gre% o G F Iecr. t-1- Y.1) BFAtI Wf6)26 & = /3.9 k,: z.3.7(70) _ ,'63 k rir.Gt rc,alr / 'A. . 1 �— /63A t _o,,r 'EL* ro fr\afe It,rr = ,,, (.r) 0.,28((t) t _ / ?9A ✓ �— wftn ru w.Efr P..►►... 0 . 91 t 0y.0- L(y r)] " 11l k ✓ fGao r ( co c(, ci o 30P It SZ �J = z. C7) = I..r6 /20 WEtC t3LoO < /4094 frnt-NcTH = Fir + v1 ( PEA. Jl~cT Z z,?. x z = .36 (o.r) /y f- o.rr (?t) 0.2 (Z) y .r DATE SHEET L 3 OF BY - T;1, I rAG6E.R.eo 2 Row, Y e /P •� (z.3 2)s 3.ZCMr (dU� = o es- (0,z)(6o) t 9 /3.6 hi? ■ Afre0: /.y (/G.?) _ y.22. r, o.7 (eo) s#9 A r.e.A : S,•0 r:, (w/?)'o ah r• EK L Z Z �-G 23) co / cr w @ (S) 1 /. (60) = qv h (FE G --.,) PL r x . / ei-r = 042.3" Cr) .3t : /(z k L lvv(L rl (r " y(0,921)7(9 /. ) 2. : it; rC coN,v,C'cryonr L O WALL. V = /.r( Co) 7 = /o' k Ott F -7.1) A gra l _ /01 0 = Z.rz. At S7 H� - 3.d.✓ u.9 (Go) Pc 3 /47 k r3 J• , i : 0, 3r.5-(13) 36 = 174 A. Zito wJ �� '�rr.... 3.83k.Cf✓ �� .33 UP X ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522.6698 JoB No. SUBJECT JOB NAME (s I C/Lt ` 1. _/„+- c°Nr root, t. zr Ac 5., /9 tr = 9.25`(2 °) = Z2 z. 172 iscv -5 = z /OVA 1•2 O 4- /,6L t o.rJ rzr 4- /.[ On.) 4- o,r ('L,.r) _ l99 �-- /.2 h +-/.6S 1 ' at o- /,[ (z.$) +o.r(Yt) = /7( Inc. /.2s (Ay)L6 (3')4- s2 (/r) ( 33'6/ !`1 3,0 /. /z > /.o Vd (72(Zo) BUT VN = r7z < 3AL viT, d- M t-/At.L n .0 /^/ f: y e,y L. Er ( 0,2) . :: o,o03/ >o.00zr 9 23- 00 V^=0,6 �, (2 4 - to ,�) =0,6 (Z22u j (Jo .;-. 0,002/0000a/D /Ouv ' yiC / > /72 �. Co - ecr /o ., rd Fool-114e /1 or -• /. 2 r (VO 3/ ,L /, 2 r(sz) / s r) = O.9 Pq Z (E. 7a (2u) = f 1 ? k.. Z r 7 pig = 97,2 T u = /, y 637 z) = l36 k " ' > P ft C s e r e , = d , 9 0) 0,yy (fo) = /9 k /'/F r t u(M /NG T 'NJ /G£ UPC /Fr' DATE SHEET L 33 OF BY /'' v :P 172 it 98k d 0 %/2 L : 2y G O r, C2 NJ. .0,/.411`c = wok 3,0 .. A/0 Clauniv.gity O/fTA/CJ 2F&s; Z7 S7 kr ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 (206)525 -7560 - FAX # (206) 522 -6696 OB No JOB NAME Rd- DATE SUBJECT I rAtt. ✓ALL 6R)" ‘. Z coNr SHEET 63Y OF BY T .L. It /Q)NG V . /.y 0.z.r) 9e = /7a k Foor!/J6 ►2EJ /6N TRy c p' k ?Z'lc Z c - oven:rU R N /Arc : '910 sort 5 /)2(N6 ; 7 1.2x) LJE p Er\6toJ Js !,✓ *= 2 ( t(o =77 P)07- = YC(0 /4-z.) +st -t) = 2yoz MR.= 0,9 24-77) ft 4,(Z =Zss't > ti or / 2 L +-5 E r 12. . 7 2 i - - 7 7 4 - - 2/ Z k. S' : o - . 0.7 /.Y gin= ZyoZ k• e = £/) = Zyoz. ((, ?3 gr 2/2 (32.) 3 ( /i. . _ (Y, /14.0 - 2 fr _ z. (Zit) pk b' (iv) Zr):: Zyo Z. cRe.,c, ry = s' ( %z, p ,o ro Q < , ,0 jp= 0,9[24 - 77 + y .SJ = l7r'{f e ZYoZ 0.7 )<= ,,r(32) -3 63.7)= 6.8 r 2.((74) = 6 k -t > Y.0 X c f,r(3s) -3 (/2) mt.,. = ZOPr) = 3.Y2 kd t ( Y,0 ? ( 13.$) NJt 8x34 - x2.. / ✓ 0 2 Co /( . . (?.3 ( 29 _ a / 3) = /16, 1/7. A z 3 F0rr,6 TypE P,9 PIA i4-0014 " • , ENGINEERS-NORTHWEST INC. PS. 6869 WOODLAWN AVE, N. E. - SUITE 205 - SEATTLE, WA 98115 - 12061525-7560 - FAX #(206) 522-696 on No. JOB NAME itfr- DATE SUBJECT IL L#141-1 C /17 ( 67:1- ) — Q9 SHEET 1 - 3 BY :-/•Y (.74V2.) v. 71 A. 1lxi%JIullllllWV L1 ll r4,75 tin z FILE COPY I understand that the Plan Check approvals are subject to errors and omissions and a, orova'! of nian s.does not authorize the violatitttl SUPPLEMENTAL STRUCTURAL CALCULATIONS FOR INTERNATIONAL GATEWAY EAST (FORMERLY GROUP HEALTH R & D) PHASE I & II TUKWILA, WASHINGTON May 12, 2000 ENW Project No. 99124000 CODE: 1997 UBC SEISMIC: ZONE 3 WIND: 80 MPH, EXP. 'C' CONTENTS: LATERAL L36 PRE -CAST CONCRETE WALLS W10 — ENGINEERS NORTHWEST, INC. P.S. - STRUCTURAL ENGINEERS 6869 WOOOLAWN AVENUE N.E. SEATTLE, WA 98115 (206) 525.7560 FAX (206) 522.6698 MAY 1 2 2000 ) !WIRES 7/26/e° ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. JOB NAME g-12 ..s--y-00 DATE SUBJECT Nr w e09 ff V /J /OA/ SHEET W/ O OF BY I', L. /uoF nt_ ZZSJ' -�F L L. 325 e-1 f rt. o u /2 NF-v1/ rgNEL ►7 = /Oro 'zit' 1 LL 7io CoMCE•i TtZHT!'to LrAa p2or1 Reap Z ZS / 7 Y -t- 71 -/- 1 2 // BF_TwFEN G 2/of 0 .1-O (ICI ►7 l CONJ,O( ttrp co.ICFA.i tt,c e Lr vec 2 Z c e .= 3 3Y' _' 7. e Ir'AN•Rt 6 � 6' eiv ele,Ve O Z 3Q R o.f L ,L 0 -e TO 2•..( FLourt Li,' 17'0974 o.7c.ct PO f /0e (/Y,-) 2Y f 4 - /Z0 J 0) 3 = 36. 7Y lc e e z e'en) CONCEMT/C/C Lo, o F toti CLA11v6 0.0 / (9) = 0,10 Engineers Northwest Date 5/4/00 Time 4:45:53 PM 6869 Woodlawn AVE NE Sheet Seattle, WA 98115 GROUP HEALTH R & D BLDG W ph 206 525 7560 fax 206 522 6698 3 -0 WALL PIER DESIGN @ 40' PANEL wal198 ver 1.11 page 1 Concrete 5,000 psi Reinforcing 60,000 psi Wa ith #4 @ 10 in. . - me Da > f Nor Ga✓CR N • ft. t Fo LL 0.' /"C fog f ri4,4 J C � /C 4/: Materials bending = 4.25 Jamb Reinforcing is 7 #5 each face Jam kness is 9.25 in. Jamb.w' The jamb steel is the only reinforcing considered. d pos (inward) bending = 7.4375 d neg (outward) bending = 6.6875 cover to face of vertical rebar Outside face = 1.5 Inside face = .75 Geometry Wall thic 's 9 Rev- . •epth is .75 in. pos (inward) bendi elevation (ft.) # of design segments roof elevation = 15 ft. 20 Left opening Right opening Jamb width Height (ft.) 9 0 Width (ft.) 34 0 3 Sill height (ft.) 0 0 Weight of door / glass in opening = 15 zero means the hole is open thus no EQ or wind force. Loads - vertical Loads shown will be multiplied by the tributary width eccentricities are positive inward from inside face of wall Dead Live Wind eccen (in.) LL type Ledger loads (klf) 1.05 .75 0 4 floor load Concentrated loads (k) 36.75 7.5 0 0 floor load Concentric loads (klf) .1 0 0 floor load Canopy loads (klf) 0 0 0 snow load Canopy load CG is measured positive outward from face of wall C.G. of load Elev of top support (ft) Vertical spread of supports (ft) 0 0 0 CONCRETE WALL DESIGN 1997 UBC 'butary width is 20 ft. 3diS b? 47° ® v d fP 2(0, 6o)+ D (o. -' z I. 2,0 4,Ac: 1Li Pl Yl e ` J ke t 1` Loads - horizontal Wind loads based on code criteria Code loads were input for wind forces. The following are applied above the slab. The distribution varies per code. The follwing pressures are based on the roof elevation. Inward pressure psf = 20.8 outward pressure psf = 20.8 wind speed mph = 80 wind exposure C wind importance factor = 1.0 The seismic factor is based on 1997 UBC criteria. The wall weight + opening weight is multiplied by this factor. Seismic zone is 3 Importance factor is 1.0 Soil type is SD Near source factor is 1 Seismic factor Eh = 0.48 Ev = 0.18 The coefficient of friction is used in conjunction with the lateral soil pressure to determine the base fix ity. Coefficient of friction = .3 Active equiv fld press pcf / ft = 25 Passive equiv fld press pcf / ft = 250 Elevation of the backfill on the outside face of wall (0 is slab level) = 0 CONCRETE WALL. DESIGN 1997 UBC Engineers Northwest Date 5/4/00 Time 4:45:54 PM 6869 Woodlawn AVE NE Sheet Seattle, WA 98115 GROUP HEALTH R & D BLDG ph 206 525 7560 fax 206 522 6698 3-0 WALL PIER DESIGN © 40' PANEL waf98 ver 1.11 Load Cases oad case 1) 1.4D + 1.7Lf + 1.7Lr + 1.7Ls + 1.7H oad case 2) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H + 1.7W) oad case 3) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H - 1.7W) oad case 4) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H + 1.7W) oad case 5) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H -1.7W) oad case 6) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H + 1.7W/2) oad case 7) .75(1.40 + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H - 1.7W/2) oad case 8) .9D + 1.6H + 1.3W oad case 9) .90 + 1.6H - 1.3W oad case 10) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E oad case 11) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H - 1.0E oad case 12) 1.2D + 1.0Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E oad case 13) 1.2D + 1.0Lf + 0.0Lr + 0.2Ls + 1.6H - 1.0E oad case 14) 1.2D + 1.0Lf + 0.0Lr + 0.7Ls + 1.6H + 1.0E oad case 15) 1.2D + 1.0Lf + 0.0Lr + 0.7Ls + 1.6H - 1.0E oad case 16) .9D + 1.6H +1.0E oad case 17) .9D + 1.6H - 1.0E Summary of Results Design is okay UBC 1914.8.2.1 Vertical service load stress < 0.04f c okay UBC 1914.8.2.2 As <= pMax okay UBC 1914.8.2.3 phi'Mn > Mcracked see table below UBC 1914.8.3 Mu <= phi'Mn see table below UBC 1914.8.4 Service deflection <= 1/150 see table below Mcracked Mu Service deflection / phi *Mn / phi•Mn / L/150 oad case 1 23 % 50 % 17,% oadcase2 23% 39% 6% oad case 3 23 % 46 % 34 % oadcase4 23% 39% 6% oad case 5 23 % 46 % 34 % oad case 6 23 % 41 % 4 % oadcase7 23% 43% 13% oad case 8 23 % 24 % 1 oadcase9 23% 35% 23% oad case 10 23 % 38 % 10 % oadcasell 23% 45% 32% oad case 12 23% 42% 10% oad case 13 23 % 49 % 31 % oad case 14 23 % 42 % 10 % oad case 15 23% 49% 31 % oad case 16 23 % 27 % 4 % oad case 17 23 % 37 % 21 % A level of 100% is the maximum allowed Maximum wall reactions at service level - Absolute values / tributary width. These reactions come from various cases and may or may not sum to zero Horiz. Reaction © slab level (plf) 292 Vert. Reaction (41 footing level (plf) ; 5,456 Page 2 ost**.kaw 40 UBC 1612.2.1 & 1909.2.1 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 _ UBC 1612.2.1 & 1909.2.2 _ UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB NO JOB NAME r DATE -�`� SUBJECT NEI / r'N t- C SHEET OF 3 OF BY T L' P a.,9 o. i , >jjI6N /`1k. a. /o (y - Y.as /t� t (n - •VOS (tzo,') o , 9 ( 12 -) Cr .S) I' y ' 0 00 33 (!Z) S..i 0.22 • H t/ e 0, Z. (it)= /a.°/ fe,a. /0 sc. 0.ZZ Wgcl a r-1C 0 cc.4) t Tor ;(;E6 JEcr � - /y . : 1 ' Cu t rJ 3.G _ o,Go �t Vt -3.r�c pJ=19�) + ` z.ZBir = s. ro k I/frrc i 0- 1,PC<seN * 93 s j? C r 6 \ ,t- �. J ( 2.20 J SO 9 r f o.oy(6),ts 3.(k -7P 0,2 oh 9 C e - -7 , 4 , ✓ , 'L of . o.os hi/ 32 (0.33 ) 0.v? 0,10 k Q� ›. < 7 (32per ,;A. 17 k � 2.F Nri 7.'z. /0 K , 'R y s' vs7(6)= 3.yz , Coc.t-EcTOIL LOO //0A/ ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560- FAX # (206)522-6698 Joe No JOB NAME DATE SUBJECT r.E' n- .9 ce 7 A 7") • SHEET 43( OF BY / - 1 ••• • LORI: co ct. 4 - cron. e. 2,4 L,Evrt. to,v• c Z ‘.p E , 0 6 - ce L32 of oie(cr C A7441 ) rioart Col-4Fcron ir 2 -F( 67) = /rjf ca.() /,3 2 ,09.1 rei (4( 0,9 (‘61) # foR. C Mr nEs.r.uA Mo . „ • gy 70/./ 7" Coftic /4 A 13 = 6 /Iv .11.PC c t if 7 ".f 0,cf/cme Fore /oct er .,1 cp it 0 rzer,e12/C 2 /A = 0,/ (. 2) (30u, = 0.7 k CHORP c - rVorcirdi to ,14 C 6 " Project Info Project Address 1 2So �. 0144.4iN4L. w A 5. .4 Date eptz2(00 For Building Department Use Watts/ Fixture Watts Proposed Applicant Name: Lome mvg -Q2 4 Assoc./ /204m. 0 spru Applicant Address: 13oLAk.f SWag # SC4r7te 1 Applicant Phone: (2o6) '32t' - 2,S' Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Watts Proposed r re •; n�tiorl( 0PY 0.2 W /ft' / 22, S ST 2_4 tr/c) Open Parking 0.2 Wife Outdoor Areas are 0.2 W /1t2 /08 2 1 74? Bldg. (by facade) ^ti11ri that the he CI R .c1�.prrn;a45 Location (floor/room no.) �... Nu °' tier of ues Watts/ Fixture Watts Proposed r re •; n�tiorl( 0PY 0.2 W /ft' / 22, S ST 2_4 tr/c) Open Parking 0.2 Wife Outdoor Areas are 0.2 W /1t2 /08 2 1 74? Bldg. (by facade) ^ti11ri that the he CI R .c1�.prrn;a45 r , f 1 O 11 1. ri S'k 3 Bldg. (by penm) t ,,n(icti Note: for building extenor, choose either the facade area or the penmeter method, but no both) Total Allowed Watts 5' 3 i 0 t, • t �,�, r r„ ... , . r ., . Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts Location Description Allowed Watts per ft or per If Area in ft (or If for perimeter) Allowed Watts x n2 (or x If) Covered Parking 0.2 W /ft' / 22, S ST 2_4 tr/c) Open Parking 0.2 Wife Outdoor Areas 0.2 W /1t2 /08 2 1 74? Bldg. (by facade) 0.25 W /ft 1 O 11 1. ri S'k 3 Bldg. (by penm) 7.5 Wilt Note: for building extenor, choose either the facade area or the penmeter method, but no both) Total Allowed Watts 5' 3 i 0 t, Lighting Summary LTG-SUM W 1994 asnin9ton SL?te Nonresidential Energy Code Compliance Forms Project Description (..1 New Building CI Addition Maximum Allowed Lighting Wattage (Interior) From Table 15-1 (over) - document all exceptions taken from footnotes Total Allowed Watts Proposed Lighting Wattage (Interior) (May not exceed Total Allowed Watts for Interior) Maximum Allowed Li htin Wattage (Exterior Proposed Li Wattage (Exterior) (May not exceed Total Allowed Watts for Exterior) Total Proposed acts may not exceed Total Allowed Watts for t_zteffor 41) ❑ Alteration Apnl, 1994 Compliance Option CI Prescriptive CI Lighting Power Allowance ❑ Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive BLPA spaces clearly on plans.) Alteration Exceptions (check appropriate box) CI No changes are being made to the lighting ❑ Less than 60 % of the factures are new, and installed lighting wattage is not being increased Location (floor /room no.) sr r s 200 299 Occupancy Description OFFICf:: no ce SS Pc. 4"/r S Occres PLAAIIIS Allowed Watts per ft 1.2 (. 2- 1. 0 Area in ft 2.11,4-44 t" 3� e46 2.11 [ 4 4• Allowed x Area 14 ST, 046 34 Z77 S e48 /604 LA dtat Proposed Watt JUN 7 2 2 OO PERMIT CENTEF, i FRANKLIN ENGINEERING MECHANICAL CONSULTING December 14, 1999 RE: Group Health I & H - Bldg B Heated space applies to entire building. Floor Over: Metal joist, 3 -1/2 ", with R-11 batt insulation. U =0.14, default. Slab on Grade: No Insulation. SC = Shading Coefficient X99- ()1139 Suite 256 Seattle WA 98101 I understand that the Plan Check approvals are subject to errors and omissions and approval of doe not '3 Uth(IrI ?C t vlf +I cfSrl1� 1f' • f 104 Third Avenue P H 206 623 -7255 Please note that these values are minimum insulation for code compliance. Higher insulation values may be installed. FAX 206 623 -7403 franklin@wolfenet.com ENVELOPE SUMMARY Vertical Glazing: U =0.50, SC =0.45. Unlabeled glazing - 1/2" space Argon, low -e (0.10) fixed, default. Or certified tested assembly per NFRC. Doors (Opaque): Uninsulated metal, U =1.2, default. Other Roof: R -19 rigid insulation on metal deck. U =0.05, calculated. Wall Type 1 (Opaque): Concrete, 6 ", furred with metal studs, 3 -1/2 ", 24" oc with R -11 batt insulation, U =0.11, calculated. Wall Type 2 (Opaque, Spandrel Glass): Metal stud, 3 -1/2 ", 24" oc with R -11 batt insulation, U =0.13, default. y OIALE` `C' 'i; Tr ix Ek ;t 1401/ 0 I RECEIVED CITY OF TUKWILA DEC 1 6 1999 PERMIT CENTER Space Heat Type O Electric resistance ® All other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be included in the Gross Exterior Wall Area if they are insulated to the level required for opaque welts. Total Glazing Area Electronic version: these values are automatically taken from ENV -UA -1. (rough opening) Gross Exterior (vertical & overtxl) divided by Wall Area times 100 equals %Gllaziing 9216.0 28200.0 X 100 = 32.7% Option Check here if using this option and if project meets all requirements for the ConcretellMasonry Decision ® � Option. See cision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly beiow. Project Info Project Address Group Health - aidb a Date 12/14/99 Tukwila, Mt For Building Department Use Applicant Name: Applicant Address: Applicant Phone: 1997 Washington State Nonresidential Energy Code Compliance Forms Compliance Option 'Refer to Section 1310 for qualifications and requirements Notes: 1997 Washin. on State Nonresidential Ener Code Corn • iance Form Envelope Summary Climate Zone 1 ENV -SUM 'Project Description New Building ❑ Addition ❑ Alteration ❑ Change of Use Envelope Requirements (enter values as applicable) Fully heat /cooled space Minimum Insulation R- values Roofs Over Attic All Other Roofs Opaque Walls Below Grade Walls Floors Over Unconditioned Space Slabs -on -Grade Radiant Floors Opaque Doors Vertical Glazing Overhead Glazing Maximum U- factors Maximum SHGC (or SC) Vertical/Overhead Glazing Semi- heated apace* Minimum Insulation R- values Roofs Over Semi- Heated Spaces' ❑ Prescriptive IN Component Performance (See Decision Flowchart (over) for qualifications) See Summary Sheet First Edition, June 1998 ❑ ENVSTD ❑ Systems Analysis Opaque Concrete/Masonry Wall Requirements Insulation on interior - maximum U- factor Is 0.19 Insulation on exterior or integral - maximum U- factor is 0.25 If project qualifies for Concrete/Masonry Option, list walls with HC a 9.0 Btu/ft °F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 205b in the Code. Wall Description (including insulation R -value & position) U-factor Project Address Group Health - Bldg E Date 12/14/99 Space Heat Type 0 Electric resistance ® All other For Building Department Use Glazing Area as % gross exterior wall area 32.7% Prop. ( 40.0% Max.Target Concrete/Masonry Option 0 Yes ® No Notes: If glazing area exceeds maximum allowed In Table, then calculate adjusted areas on back (over). If Concrete/Masonry Option is used, Target U- factors, SHGC and Glazing % will be different than shown below. Refer to Table 13-1 for correct values. Building Component List components by assembly ID 8 page # Proposed UA U- factor x Area (A) = UA (U x A) U- factor Target UA x Area (A) = UA (U x A) 1 flume I feo!3laA U =0 .500 Plan ID:Double Pane U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.500 9216.0 4608.0 0.500 9216.0 4608.0 Glazing % Electric Resist. Other Heating 0-15% 0.40 0.90 >15.20% 0.40 0.75 >2030% not allowed 0.60 >30-40% not allowed 0.50 (see Table 13-1 for ConclMasonry values) I wpm ago I SOPPY IMO U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: Glazing % 0-15% >15.20% Electric Resist. Other Heating 0.80 1.45 0.80. 1.40 not allowed 1.30 not allowed 1.25 for ConclMasonry values) s{ooa U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: >2030% >3D-40% (see Table 13-1 • woo an�o U =1. 200 Plan ID: Uninsulatad Hital U= Plan ID: U= Plan ID: 1.200 90.0 108.0 0.600 90.0 54.0 Electric Resist. Other Heating 0.60 0.90 Ja R= Plan ID: R= Plan ID: R= Plan ID: Electric Resist. Other Heating 0.031 0.036 s;ooa Jag o R =19.0 Plan ID:higid on metal deck R= Plan ID: R= Plan ID: 0.050 42200.0 2110.0 0.050 42200.0 2110.0 Electric Resist. Other Heating 0.004 0.050 Opaque Walls* I R =11.0 PlanlD :concrete /at1 studs R =11.0 Plan ID: spandrel R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: * *Note: sum of Target Areas here should equal 0.110 17934.0 1972.7 0.130 960.0 124.8 Target Opaque Wall Area (see back) 0.140 ** ** 18894.0 2645.2 Ordinary Metal stud Conc(int) Conc(oth) Electric Resist. Other Heating 0.062 0.14 0.11 0.14 0.19 0.19 0.25 0.25 *IIo(V1 apeio R= Plan ID: R= Plan ID: R= Plan ID: Note: if insulated to levels required for opaque walls, list above with opaque walls Ordinary Metal stud Electric Resist. Other Heating 0.062 0.14 0.11 0.14 u, .puooun /MA OS clan I R =11.0 Plan ID: Metal frame R= Plan ID: R= Plan ID: R= Plan ID: 0.140 200.0 28.0 0.056 200.0 11.2 Electric Resist. Other Heating 0.029 0.056 I 0 9 .00 et 1 , apei6 R= Plan ID: vninsulated R= Plan ID: R= Plan ID: R= Plan ID: 0.730 940.0 686.2 0.540 940.0 507.6 Electric Resist. Other Heating F.54 F=0.54 (see Table 13-1 for radiant floor values) For CMU walls, Indicate core Insulation material. For compliance: . _ Totals 71540.0 ! 9637.7 Totals) ` 71540.0 9936.0 1997 Washin on State Nonresidential Ener Code Corn *fiance Form Envelope UA Calculations Climate Zonel ENV -UA 1997 Washington State Nonresidential Energy Code Compliance Fortes roposed Total Area shall equal Targe r otai Area, ana zl rroposea 1 o[si uA shall not exceea r argec r oral UA. First Edition, June 1898 Layer Description Detail R-value Exterior Moving Air ' AF.Q,-, , ee , 0.17 • Surface Concrete 6" 0.78 • A B 3-1/2" mtl, 24"oc -11 R 6.60 • C GWB wer 0.50 b D E Interior io Surface Still Air eticegik,,.1 Tr".:44.419ii ass 1. Total Column 8.73 2. U-value, Invert amount in line 1 0.11 ' ..: . .. , . • • ' ', ::/ - :: .:2„ ' ': -,,;., : ; • ' ' ',•. , ' i - ; ' • ::. ' : .. : : , , .,, :.'; :, ;- '‘ • • ' '' , - • . . .. , ,, -.."„' : ':.,,`c :::: ...: ', , .• • .: : .:.:'..-:------- FRANKLIN ENGINEERING MECHANICAL CONSULTING 1904 Third Avenue Suite 256 Seattle WA 98101 Wall U-value Calculation - Conc w/int insul. • PH 206 623-7255 FAX 206 623-7403 frankiingwolfenet.com Layer Description Detail R-value Exterior Moving Air ji.,.,.D. c ,,,4l, - 4. ' *1.03 0.17 • Su Bulk-up Roofing 3/8" 0.33 • A • B Rigid Insulation R-19 19.00 ) C Metal Deck 0.00 D E Interior Surface Still Air -oe!-t' tRbfr` '4.44), 424 as, 1. Total Column 20.11 2. U-value, invert amount in line 1 OLEO FAX 206 623-7403 franklIngwolfenet.com FRANKLIN ENGINEERING MECHANICAL CONSULTING Roof U-value Calculation - R-19 on metal deck ipol- Third Avenue Suite 256 •, Seattle WA 95101 • 4 . i '<N +'S es "go i a1( +Le. City A 0'' v ^kK % . I I. wro•t 1 toe !.PC<' es( I �: to 5•.�..• Cow. 41•" vfM i • r o► Lc•�t 1 �C FE Ai ty c '0I Jcy,, REVI Q . I. . • NO EXCEPHON TAKEN MAKE CORRECTIONS NOTED REVISE & RESUBMIT' 0 REJECTED .W racks/ is for moral confo,n ee with connect dcalnarn ar4, aad dove not Mina the contractor of kit 'e. n:�tuli► bad p! with pplicabit date* date* r ! for coN1 Ii110 3 4 p Locilica . • a1 • ' :. ' '•'1•!' wp;a axe �;�, ' I • .i.. rH w.n .•, 6 3130 Depot Rood, Hayward, California 94545 • Tel. 510 7815631 Fa: 510 783-3468 Conlrador's License 465453 0 • Material Safety .Data Sheol, • 1 ' 1 . 1: pownwrompnw•corrrtitrytmfirofflivretyrwrr , lo 800-535-5053 7 ---- 31 30. De pu 1 ltd . Hayward ,CA 94545 CNN Hem. 510-783:5631 C on s C.hein i_c a L, Inc. • 11... 1., fru olltirt WENTITY r:1 1i.11111: 1144;1 nit 1111 Ilows ny ttne%y my) . • • ramify llama N / A N/A ' . , . .T.M.4R1,440/41 VT", Seal and Tilt GOO 1-3Fxrnom 2. - II AZAIll H R11; - I rd . inch•iiiiiljoin vottlinitttoti;Iiii•m1P A common ntotniTC17 7 1 ‘.---"..."."7-- ; . . e. - ! /5-09-2 15.45% • . llusehold Una Whip IttnItel UTTIMirmeTTiane • 50 ppm joluene : .,,, - 11.6.a.% minerai Spirits -- - . •••••••1•••••••••••••••••••••••• ••■•■•••••••••••••■•••■■•• ITUUtafl ' l ' i l'11 .1 :3 __ . ., . 6 6:981 . il 8 2-114pm-----,-7. ;!• ,.. iumurtot4 3 - 1411/141CA I, & (111111ilhaliAla UllAitAurignintien Oirlrn & Expludon Unto) t••••wlr.•••••••••••••••.••••••.• ..itrid I 1.1111....,) 2. tzt•.K.....-:,..---.,-•---;:4.:. ---, ity IlitItniso1%) • 14 / Iti A nolly Olt . 6 I) 2 1 . - . ) 5 i Wo . Nill initi oh* Ued.with solvent odor 1720 ( - r 1..4nt . hoe ,,- u 1 17a01011W - (k111 AulaP1011 WA In Al, % ity l'oltom • tit< mbilla Dry ca TIMptlelUtO .161,11,4h.,..d.,. Op 601 enter fire area 'without proper protective equipment. _ . . N1OSH approved sel f-contained breathing apparatus, - — 11,4,11“ Do not enter fire area without proper protective equipment. .• • .4 • 4. NIOSH apprdved sel f- contained breathing ap paratus " . ' :4 • • 4 • 4. . • iit11d1h, in Wain ' Ath•kigled,9!...,14••.+440•4••to•••••••••m•,,... ••• • . • . 1 • • - • • , • • • Seal and •Tilt 600 p.,,..m,wnwiwirmioneemolowinromimumnesrvioreankli co no, N/A N/A 'N/A • • hot* February1998 .57011; • ' '•'•• of syli • '•-• Visoltusit : I g t . N ' 13 u A 0 c 1 ) ; 6 0 • , • • • • • • 23 • 4 ii i. I 4 •- I'IIYSICAI. IIAZAIII)S • el.blllly 1100.04 I.I ('owlltlun. 81.b1. M InAv°l4 Keel) away from heal, . sparks and open f lames . No smoking (u.lr�.i.laA.r.I) Strong Oxidizing .agents O.cnn. +.o.lIIun l'to.lutl. Carbon monoxide can form upon incomplete combustion li..a.lout ti.y Occur 1T%amilllno. 1'olying.lt.11on Will Nat Occur p(1 to Avoid N / A SECTION r, - IILAiiI II IIA7.AIl1►S 1'ht..hard , 1.1"Jt V.lu• " • 2 O O I) p 111 Wyo. mut I. Acul. Ilymptom. of Egmont. • Ovw.goetoe N / A 2. Cluonie Ov.t.gpo.ut•'• ,. N / A • IIN Co dllinn. (I .a..rdly Arw►.vaI 1l'y E.po•uu• Liquid is i r r i t a t i n g Mk authorized avast hauler .��.....,.., .m.+ -�. -._...,_......•... ie�r,+: nuala 'tbi-1M7 +� FwfSPY= �tiittiv /aP:A. r, a6°lR�!tttfD:"ivw:�w ,+- ,_..,._.,_. to skin a'nd eyes. Vopor can • be narcotic in high concentration. Christtiq .t.ii ..(:ueh • il.Iluu.iTa.ltuio Yee i`j� a 1'01.'11l.ICuclnos.n MCI II rle i4opm . ry Na ISI � ii-A u r i U� I Oslo ' N I. A �iZ R 1 N / A . I Egio.ut• 1 Jndt Vd Itodt U..41 N/A u 17,17. «1.,t« EVt's r usll eyes imllediat:ely w111 large mounts of water for at least 15 minutes. et medical att:en. Itmla1 euve victim to fresh air gi�v• a of cal es)ir. r i no b'r athi1 , t 1' (1 Attn. S allcnred :Give _arse alie Qf wa r. educe ail 11io .. , Id _._ 0 1. ( ua 1 'tn. sucrIor 0 - H1'LCIAL I'IIO'IY:CI'ION INFORMATION UnIA Y..`t j /lonui.aplu No , 1 No 19 1�K.Ily 6% try NIOSII.:Appr•ove.d respr.,iator v �il e` j u a t c, i s Ott x i s lc.l l I.t lsate volcl 4il1 x1 pattern i o avoid vapor I'tot.clly• limits _ab0Y� u+ay... Wear in )erv�iousJ . t loves 1 Ital•cllo■ Use softy eye wear uwlla "g"' R' + °' "'" "t Apr •n att.e protective clothing to prevent skin contact 8I,CCION - SPECIAL PRECAUTIONS AND SPILL/LEAK PROCEDURES • hyena/ono to bk Tokio In n.twuing and fitot..• Keep away from heat ,sparks' and open flame. Ground all con 1a l ner.s Chu_ lnllr_i11S1_ IZt' " transforming t i s uid rt.e.utl ° "' Use in a well ventilated area. Keep away -from heat and open flames. Cu . int. TA e... 4I.I «I.I+.1.1....J «I Although flash point is high, treat'as a flammable 'liquid: IMI'011'l'AN'I' Do not Soave any blank spaces, II requited Information 1w unnvallulllu, un4uuwn, or duo, nut apply, on ludlut►lu, 1. He wants a good curing compound. 2. He wants good parting qualities. 3. He wants clean good appearing paintable panels. nm. sa—. �n : :a,,;.7YY' ^rS�si:H;;!C+'!�".;, :i•Ti: :4;:r±Y��'isr,! ?5Lr'SFt B O N D B R E A K E R S CONCRETE SLAB CUR /NG BONDBREAKER COATS !drow.+xrn :.. ...r,r w BONDBREAKERS are one of the more essential materials to be provided for tilt -up or precast construction. Most tilt -up projects require a bond- breaker' that will perform multiple tasks and will allow future trades to work over the concrete surface. The general contractor is looking for THREE major results when he purchases a tilt -up bondbreaker: 1. The first function of a bondbreaker is to be a curing compound applied IMMEDIATELY after the final steel trowelling has been performed. It is im- portant that the curing compound be applied immediately after trowelling in normal weather. It is EXTREMELY IMPORTANT during hot or windy weather that the curing coat be applied as close to the trowelling work as possible.-- - This curing action helps provide concrete that will gain full strength and make good wearing surfaces. 2. The curing coat is the primary bondbreaking coat for the tilt -up work which follows. Keep this point in mind when discussing the bondbreaker with your customer. 3. Always apply the curing coat at an area coverage of not more than 400 square feet per gallon at the proper time and in an even application. 4. DON'TS: Don't allow the curing coat to be applied too late. Don't allow the curing coat to be too light in application. Don't forget to ask the factory for instructions on special cases. 1. The bondbreaker coats are applied after the wall panel forms are in place and normally the day before the steel is placed. 2. It is a proven point that TWO BONDBREAKE'R COATS applied in cross direc- tions is preferred to one heavy coat because: a. All of the area is more likely to be sufficiently covered with an even coating. b. Clean paintable panels will be obtained because there will be no puddling of excess material. 3. Follow manufacturer's directions on placing concrete. 4. Stacked panels will part easily by following normal curing and bond- breaking directions. Panels used as casting surfaces should be hard trow- el finished for best results. 5. Broom finished surfaces may be used as coating surfaces. The curing coat should be heavy and the bondbreaking coat built up of several coats. Caution should be exercised in placing the concrete. coned. • BONDBaZAKERS (cont'd) - 2 - 6. Paper cured or water cured concrete may be used as panel casting areas, after certain precautions have been taken: a. Water MUST be fogged onto the concrete to saturate the concrete pores. Allow no standing or puddled water. Apply two or three bondbreaker coats until visual coverage has been obtained. By following these directions the panels will lift easily. If water is not used to sat - urate the concrete prior to the bondbreaker application, you will have no assurance that as many as ten coats of bondbreaker will be suffi- cient, because of the penetration factor. Tilt -up panel top surfaces should be cured, with the area coverage of not more than 400 square feet per gallon of material, upon completion of the final trowelling. PAINTING 1. Most all bondbreakers can eventually be painted over, (with the exception of wax base compounds). provided the applications are normal and the coverages are close to the manufacturer's recommendations. Resin or Rosin, bondbreakers must never be painted over visible material as it will eventually break down and allow paint to peal. 2. Stained and dirty panels caused by too heavy an application should be cleaned before painting. 3. Most bondbreaker manufacturers make recommendations regarding painting in their brochures. TILE 1. Tile applications are successful over most bondbreakers, (except wax base compounds). Normal weathering and cleaning precautions are sufficient. 2. Most manufacturers recommend cut -back or solvent type adhesives be used for tile where possible. The reason for this is that the solvent will pen- etrate any dust or residue and grip the concrete as it should. Water emulsion adhesives are successful on very clean concrete but will fail where dusty con- ditions exist and this is possible on any tilt -up job. FLOOR H RUEERS 1. Concrete floor hardeners may be applied over, or through, most bondbreakers, (wax base materials are the general exception). 2. As a general rule, precast jobs that are normal will proceed as they should. When something out of normal is going to be attempted, check eve,ithing thoroughly before proceeding with the job. If you don't know the answer try to get one. Don't give wrong information to the customer. The results could be disastrous Shelf Life: 1 year in unopened containers. Packaging Information: 55 Gallon Drums Gross Weight: 450 lbs. Cube: 10,7 Shipping Classifications: Motor Freight Class: Concrete Waterproofing Compound Item 33880 (S -2) — Class 55 Technical Data Bulletin Contractors Chemical Inc. 3130 Depot Road, Hayward, CA 94545 -2708 (510) 783-5631 • FAX (510) 783.3468 Product: Seal and Tilt 600 V.O.C. Product Description A clear, long chain co- polymer water repellant bondbreaker for concrete construction. Uses: Tilt -up bondbreaker. lift slab bondbreaker, steel and wood Corm release. • Coverage: 400 square feet per gallon as the primary bondbreaker coat. 400 square feet per gallon as the final bondbreaker coat. Forms: steel, 1000 feet per gallon. Wood, 800 square feet per gallon. Application: By hand or power sprayer. Technical Data: Light, very sprayable consistency, sprayable at 35° F. Apply Seal and Tilt immediately after final troweling as this is your primary bondbreaker coat on tilt -up projects, Concrete treated with Seal and Tilt may be painted using standard painting procedures. Primer is recommended. Tile, carpets. hardeners, and sealers may be applied over concrete treated with Seal and Tilt. Follow manufacturer's instructions on surface preparation prior to applying hardeners, sealers, and epoxy coatings over surfaces treated with Seal and Tilt. Power scrubbing is recommended. Meets air pollution require- ments. Precautions: Use with adequate ventilation. Do not use near open flame. Warranty: Purchaser must determine proper installation of product as neither seller nor manufacturer has any knowledge or control concerning the purchaser's use of the product. No express warranty is made R seller or manufacturer with respect to the results of any use of the product. NO IMPLIED WAR- A NTIES, INCLUDING OUT NOT LIMITED TO AN IMPLIED WARRANTY OF MERCHANTABILITY, OR AN IMPLIED WARRANTY OF FITNESS FOR A PARTICULAR PURPOSE, ARE MADE WITH RESPECT TO THIS PRODUCT. Neither seller nor manufacturer assumes any liability for personal injury, loss or damage resulting from the use of this product. In the event that the product shall prove defective, buyer's exclusive remedy shall be as follows: Seller or manufacturer shall, upon request of buyer, replace any quantity -of the product which is proved to be defective, or shall. at its option, refund the purchase price for the product upon return of the product. 5 Gallon Pails Gross Weight: 40 lbs. Cube: 1.1 All weights approximate. Date Job Number 7390 G o "a d o • 1. ��uriuv� -. G • r • r 18215 72ND AVENUE SOUTH KENT, WA 98032 . (425)251 (425)251-8782 CIVIL ENGINEERING, LAND pIJWNINC, e r,NQ a Goitt.O. SURVEYING, ENVIRONNEHTAL SERVICES '1.1/•'Y Deilgnod Drown :'_ Checked AP' provid Data Scales r ort :onto! Vertlool ;.l t Dots Title: °r' GROUP HEAL TUKWILA' Revision r. ,L. '1 •.,i } d�t.tlt�i 'r i • cal d • Sheet of • . rox • : ; , , • 18215 72ND AVFNUE SOUTH KENT, WA 98032 (425)251-6222 -8782 FAX CML. ENCINEERINO, LAND P1AN'NING, SURVEYINO, EtVIROHHEtEALI'SplACES . wl Scale: Designed — Drawn Checked • Approved ' Vertloal" .• Horizontal • $ or: • • H . • • GROUP HEALTH TUKWILA , • s : ,4 • ' • • , • ' .0 If• • • '' • ‘•,, • 1 • if: .01 ■• • 11111.1•111 anat. • •••••,■•■11.1■•■—IM a•• • , , . • •10•4 • • ! • t, ; • , , . ' • Ia • a 111 't • . ::!•;;.• co: 4 -10 Off Streot.Parldng Aroa Dintonsions • • TPAC:18.56.040 . . . - • . A B. C:. D E _...... ... ' ' V - , •-'-' Parking Angie Stall Width Stall Aisle Width Curb Length Unit Width Depth 1 Way Traffic 2 Way Traffic 1 Way Traffic 2 Way Traffic 1 0 r 8.5 6'. 8.5 12 12 20 20 7ft 23 28 29 36' 37 30' 8' 8.5 9 ' 9.5 15' 17' , 17.5 18 11 11 - 11 11 20 20 20 20 16' 17 18 19 41' 45 46 47 54' 54 55 56 48' . • IP 8.5 • 9.5.. .:: :, . . : 17' 19.5 20 12.5 12.5 12 12 20 20 20 20 11.5" 12 . 12.7 \ 13.4 46.5 51..5 S2 % 52 • 54' 59 60 60 7 • :" 1 - OW • ir.- . . .. 8.11". . ' • ,.,. 2: • -.:. -... 9.5. ' ': iir: 21 2t. 21:-. • 17.5" 17.5 17' 16.5 20 . 20 20 20 92 1 9.8 1 10.4 ' 11 . 53.5' 59.5 . 59 58.5 .62. 62 ' ' 62 • 90' _ 8' U' • MIMI 9.5' 16** 19: BUNN 19 24 24- 13111111111 22 25 25 MN 24 r 8.5 9 9.5 56' • 62 .63 61 • 60 $7* 62 62 'Thus fixes are for um: With compact cam only. My bays that contain combined compact and nomad spaces shall be designed for mond spaces. Aisle (D) Pa .0 Stall Depth mendicubr *•:. to Aisle ( C %Length (E) Curb St l Width or DR* ( IV * 13°r Able or Street ■•■ Angled Parking Unit Wth (F) Parallel Parking Off...Street Parking Area Dimensions • Figure 18-6 ? T. •...:.: \.. n +'n..:. r.:.::�.r.r ? v.. �.:> 5: •.....�2� + .::.<d.wv..:.: .. 4: \, ;. :: •.v .vr . ..: ..... . .. . . .: r ?r:.? S: ?: . .n�i ;•r : ?: "�. Y:wr v�� :.; :. .:! ::. : �:: •% ^:.:. .:. . .w .: wv : r'.:.: : ; %.i: ' ':) ter r ,::.: tiS::3s . 1-: $:.: : .i> . . $E � F 1. Ql+f :.! x . ;; :: Ifo: be filterftrr <.b �de veto r:: >faut : e d. b .Ct sfa NAME OF DEVELOPMENT: International Gateway East II DATE: 7/27/2000 DEVELOPMENTADDRESS: 12401 E. Marginal Way S . Tukwila, WA 98168 PERMIT NO. :011 - j1 3a CASH ASSIGNMENT NAME: Sabey Corporation TEL NO. 206 - 281 -8700 i SHALL BE REFUNDED BY MAILING TO: ADDRESS: 12201 Tukwila International Blvd. (please print) CITY/STATE/ZIP Seattle, WA 98168 - 5121 DESCRIPTION OF ITEMS TO BE COMPLETED (REFERENCE PL ANS/OCCUMENTS wHEAE ITEMS APE OESCRI8ED): ••-- -: Perform Wetlands Mitigation Work. in accordance with documents by Altman Oliver and Associates W1 through W4. As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ 64, 261.15 ($150% of value to complete wo described above) and attach supporting documentation for value of work. I will have this work carried out and call for a final Inspection by this date: ( 4 / 01 / 01 1, or risk having the City use these funds to carry out the work with their own contractor or in - house manpower. If I fail to carry out the work, I hereby authorize the City to go onto the property to carry out completion of the above deficiencies. I further agree to complete all work listed above prior to requesting Inspection and release of these funds. �( �1- C J , SIGNED: • TITLE: Sabey Construction,D`t • • Z D A 0 ' > ` � ). 1 � • • =• 'i� • �' •a�• THIS FUND IS U H RI T ED U O BE ACCEPTED. SIGNED: C', / DEPARTMENT HEAD: c\ -' AMOUNT: 1 / I . f ( 4 2 ' / e A CASH • CASH n UIVALENT • DEPOSITED Tri1S DATE: - 7.'7_ 7 -.7 P CITY RECEIPT NO. - /' (( 4 •- 7 , RECEIVED BY: 6,,, S�FIt?�3'j CHECKED BY: ''( CASH 'to b e CORID 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS DEVELOPER'S REPRESENTATIVE: e.' = Millet Ct Y :staf f) CITY CHECK NO. .7 Cu ys City of Tukwila DEVELOPER'S F . tOJECT WARRANTY REQUEST FORM I :comp f et'ed by Elty sfa • AUTHORIZED BY: ('() CASH EQUIVALENT - LETTER AUTHORIZING RELEASE Upon completion through Section 2, Finance personnel shall send copies to: — Developer — Finance Department — Permit Coordinator, DCD All wort identified in Section 1 cf this form has now been complete' and returned to department which authorized warranty. I hereby request inspection and release of my cash/cash equivalent. DATE: I have reviewed the above work and found it acceptable and therefore authorize the release of the above cash assignment. AMOUNT: RELEASED THIS DATE: •J '/- /Gi DEPARTMENT: RELEASED BY: , FINANCE OE= Upon completion cf entire form, Finance personnel shall send copies to: — Developer — Finance Department ; — Permit Coordinator, DCD) STATE OF WASHINGTON) CONSTRUCTION IMPROVEMENT BOND BOND NO ss. COUNTY OF KING ) Intergate East II LLC By We, Sabey Corporation, Manager , as principal, and Travelers Casualty and Suret. Company of America a corporation organized under the laws of the State of Connecticut , and duly authorized to transact business in the State of Washington, as surety, are held and firmly bound unto city of Tukwila State of Washington, in the amount of Sixty Four Thousand Two Hundred Sixty One and 15/100 For the payment of which sum we bind ourselves, and each of our executors, administrators, successors and assigns, jointly and severally. g Y Now, therefore, the conditions of these obligations are such that the principal will Perform Wetlands Mitigation Work To be completed within one year from the date of bond approval or as later amended and evidenced by a letter of acceptance, then obligation shall be void; otherwise to remain in full force and effect. Upon the failure to the principal to perform the terms of this bond, the Surety shall either perform the terms of the bond itself or shall, upon written demand by the Manager of the City of Tukwila, remit to the City of Tukwila the amount of the bond or such lessor amount as may be specified in the demand. The amount demanded by the manager or his/her designee will be a good faith estimate of the actual cost of repairs. We further agree that if it is necessary for the City of Tukwila to take any legal action against any signatory to this agreement to assure the proper completion of this project, the City of Tukwila will be entitled to its reasonable costs and attorney's fees. ' gned t 's day of July , 2000. gste E ast vII LLC by Sabey Corporation, Manager Travelers Casualty and Surety Company of America Principal Surety 12201 Tukwila Int'l Blvd. 4th Floor 2233 112th Avenue NE Address Address Seattle, WA 98168 -5121 Bellevue, WA 98004 City, State, Zip City, State, Zip 206 - 281 -8700 425 - 709 -3600 Phone ���f Plio e n Ito t CAD C SliCE Ly W � s hl. .m.. wurpt, Ort) Name and Title Signature Karen P. Dever, Attorney -in -Fact Name and Title POWER OF ATTORNEY AND CERTIFICATE OF AUTHORITY OF ATTORNEY(S) -IN -FACT KNOW ALL PERSONS BY THESE PRESENTS, THAT TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY, corporations duly organized under the laws of the State of Connecticut, and having their principal offices in the City of Hartford, County of Hartford, State of Connecticut, and TRAVELERS CASUALTY AND SURETY COMPANY OF ILLINOIS, a corporation duly organized under the laws of the State of Illinois, and having its principal office in the City of Naperville, County of DuPage, State of Illinois, (hereinafter the "Companies ") hath made, constituted and appointed, and do by these presents make, constitute and appoint: Tim Church, Carl Newman, Peter H. Hammett, Susan B. Larson, Pamela Nelson, Deanna M. Meyer, Charles A. Szopa, Shauna L. Munro, Barbara R. Johnson, Karen P. Dever or Jeffrey W. Parkhurst * * of Seattle, WA/Anchorage, AK, their true and lawful Attorney(s)-in-Fact, with full power and authority hereby conferred to sign, execute and acknowledge, at any place within the United States, or, if the following line be filled in, within the area there designated the following instrument(s): by his/her sole signature and act, any and all bonds, recognizances, contracts of indemnity, and other writings obligatory in the nature of a bond, recognizance, or conditional undertaking and any and all consents incident thereto and to bind the Companies, thereby as fully and to the same extent as if the same were signed by the duly authorized officers of the Companies, and all the acts of said Attomey(s) -in -Fact, pursuant to the authority herein given, are hereby ratified and confirmed. This appointment is made under and by authority of the following Standing Resolutions of said Companies, which Resolutions are now in full force and effect: VOTED: That the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President, any Vice President, any Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary may appoint Attorneys -in -Fact and Agents to act for and on behalf of the company and may give such appointee such authority as his or her certificate of authority may prescribe to sign with the Company's name and seal with the Company's seal bonds, recognizances, contracts of indemnity, and other writings obligatory in the nature of a bond, recognizance, or conditional undertaking, and any of said officers or the Board of Directors at any time may remove any such appointee and revoke the power given him or her. VOTED: That the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President or any Vice President may delegate all or any part of the foregoing authority to one or more officers or employees of this Company, provided that each such delegation is in writing and a copy thereof is filed in the office of the Secretary. VOTED: That any bond, recognizance, contract of indemnity, or writing obligatory in the nature of a bond, recognizance, or conditional undertaking shall be valid and binding upon the Company when (a) signed by the President, any Vice Chairman, any Executive Vice President, any Senior Vice President or any Vice President, any Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary and duly attested and sealed with the Company's seal by a Secretary or Assistant Secretary, or (b) duly executed (under seal, if required) by one or more Attorneys -in -Fact and Agents pursuant to the power prescribed in his or her certificate or their certificates of authority or by one or more Company officers pursuant to a written delegation of authority. This Power of Attorney and Certificate of Authority is signed and sealed by facsimile under and by authority of the following Standing Resolution voted by the Boards of Directors of TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY, FARMINGTON CASUALTY COMPANY and TRAVELERS CASUALTY AND SURETY COMPANY OF ILLINOIS, which Resolution is now in full force and effect: VOTED: That the signature of each of the following officers: President, any Executive Vice President, any Senior Vice President, any Vice President, any Assistant Vice President, any Secretary, any Assistant Secretary, and the seal of the Company may be affixed by facsimile to any power of attorney or to any certificate relating thereto appointing Resident Vice Presidents, Resident Assistant Secretaries or Attomeys -in -Fact for purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof, and any such power of attorney or certificate bearing such facsimile signature or facsimile seal shall be valid and binding upon the Company and any such power so executed and certified by such facsimile signature and facsimile seal shall be valid and binding upon the Company in the future with respect to any bond or undertaking to which it is attached. ( TRAVELS' . . .>ASUALTY AND SURETY COMPANY OF' ;RICA TRA r ELERS CASUALTY AND SURETY COMPANY FARMINGTON CASUALTY COMPANY Hartford, Connecticut 06183 -9062 TRAVELERS CASUALTY AND SURETY COMPANY OF ILLINOIS Naperville, Illinois 60563 -8458 :f :;v Jii:+,;'R •i; ii :::::.':':}:,:i:::i:.j'.;:::: SEC TION' 7 .... , . e : ;filled . ,, b .. :dive ,, er >f rzed :b ,, :> s ............:.:. NAME OFDEVELOPMENT _d,�, 7 I R4 ,„„ r 1, > ,,,,„.. ) C e , 8 22,c. DATE: 4 120 / DEVELOPMENTADDRESS: J26-0 / `mil mi i,p0 Guls PERMIT NO.: - 6 9 35" CASH ASSIGNMENT NAME: jTi.7 (2, , f X j am) r .. TEL NO a 2Q — /.- q.�00 SHALL BE REFUNDED �. BY MAILING TO: ADDRESS: /, ( - /,� ,rn,9�nti„ / g1 eat ZOb- 57/ -0322- . (please print) CITY /STATE/ZIP 4,i , ,'/, /.o. A Pe/G8 DESCRIPTION OF ITEMS TO BE COMPLETED (REFERENCE / �// Ok / PLANS'COCUMENTS WHERE ITEMS ARE DESCRIBED): 5, YE 1,4,,. � crSc.7J1,4,,. ' 93 -' (� ,,.,.,.,./ /,4../ rr s / () � - c�., ,e l, ? , ,'. D " rte �� ., �,- — ., ��//�� • rGx 7 / _ -2., _ S„ - A . ' COO '- _.. . . . (•.. Spr n.,k�2 M- 9 ./s As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ //;560 -- ($150% of value to complete work described above) and attach supporting documentation for value of work. I will have this wcrk carried out and call for a final inspection by this date: (060 / ?5 /[)( ), or risk having the City use these funds to carry out the work -with their own contractor or in -house manpower. If I fail to carry out the work, I hereby auth City to go nto the property to carry out completion of the above deficiencies. I further agree to comp all: ork listed v nor to requesting inspection and release of these funds. • 9��1 SIGNED: r TITLE: (- , r 1 )) //Fr.t.,t,.e SIGNED: AMOUNT: C) CASH CITY RECEIPT NO. TiON.:'3 CHECKED B o`becvrfple ti. "..<' P :fed yG ty . ; st i3> coRi pleted �?, ? &1173 ,._ �'ay deue. 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE fdF FUNDS DEVELOPER'S REPRESENTATIVE: opei ave r SFCTfOfil 4 (fn he cramplefed by Ct.. sial CASH CITY CHECK NO. DEVELOPER'S PFOJECT WARRANTY REQUEST FORM ft r11444. CEIVED BY: OesiR �o3s65147 nti�wriil lNArwmo�naMi .. �..+wv.vmv�iiwi AUTHORIZED BY: CASH EQUIVALENT - Lt I I tR AUTHORIZING RELEASE Upon completion through Section 2, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD THIS FUND IS A DEPARTMENT HEAD: I 0 BE ACCEPTED, j �l j JJ�� �/ • CASH EQUIVALENT DEPOSITED THIS DATE: 4- 62 - 01141 "‘"' All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my cash/cash equivalent. DATE: (Dl t O viewed the above work and found it acceptable and therefore authorize t release of the above cash assignment. AMOUNT: i JZ i7)0 RELEASED THIS DATE: //-1-0/ RELEASED BY: bitk YL DEPARTMENT: , FINANCE DEPT. Upon completion of entire form, Finance personnel shall send copies to: - Deveioper - Finance Department - Permit Coordinator, DCD 9: Z00121 STATE OF WASHINGTON) BOND NO. 08 B103565147BCM ss. COUNTY OF KING ) We, Sabev Construction, Inc. , as principal, and Tritvelers Casualty and Surety ompany of America a corporation organized under the laws of the State of .Connscticut , and duly authorized to transact business in the State of Washington, as surety, are held and firmly bound unto Ciaof Tukw.,ila State of Washington, in the amount of One Hundred Twr ve Thousand Fivejlundred For the payment of which sum we bind ourselves, and each of our executors, administrators, successors and assigns, jointly and severally. Now, therefore, the conditions of these obligations are such that the principal will Complete Work for InterGate Fast — Group Heajth Protest as per Permit Number D99- 0439 for ColumILWraps atjuidina Entry and Site Landscape — Consistjtz of (108) Deciduous Trees. (12) Everareer_Trees,1160) La Shrubs, (325) Native /Wetland Shrubs (200) Small Shrubs, 8,000 S.F. of Ground Cover, (36) Sprinkler Heads To be completed within one year from the date of bond approval or as later amended and evidenced by a letter of acceptance, then obligation shall be void; otherwise to remain in full force and effect. Upon the failure to the principal to perform the terms of this bond, the Surety shall either perform the terms of the bond itself or shall, upon written demand by the Manager of the City of Tukwila, remit to the City of Tukwila the amount of the bond or such lessor amount as may be specified in the demand. The amount demanded by the manager or his/her designee will be a good faith estimate of the actual cost of repairs. We further agree that if it is necessary for the City of Tukwila to take any legal action against any signatory to this agreement to assure the proper completion of this project, the City of Tukwila will be entitled to its reasonable costs and attorney's fees. Signed this 12th day of Sabev Construction, Inc. Principal 12201 Tukwila ] '1 Blvd, 4`' Fl_ Address Seattle. WA 98168 - 512 ____ City, State, Zip 206-281-8700 Phone CONSTRUCTION IMPROVEMENT BOND d March , 2000. Travelers Casualty and Surety Company of America Surety 2233 112' Avenue NE Address B Jlevue, WA 98004 City, State, Zip 425- 709 -3600 Signature - t . Karen P. Dever. Attorney -in -Fac HISN /WIs ad Phoi � /'• L9PL60L9Z6 %dd Lt :CT TOOZ /ZT /C0 sk;+•sr.:.e - e : (11 -00 Standard) coo! d TRAVELERLASUALTY AND SURETY COMPANY OF Al( _::tICA TRAVELERS CASUALTY AND SURETY COMPANY FARMENCTON CASUALTY COMPANY Hartford, Connecticut 06183 -9062 POWER OF ATTORNEY AND CERTIFICATE OF AUTHORITY OF ATTORNEY(S) -IN -FACT KNOW ALL PERSONS BY THESE PRESENTS, THAT TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COWAN'S!, corporations duly organized under the laws of the State of Connecticut, and having their principal offices in the City of Hartford,. County of Hartford, State of Connecticut, (hereinafter the "Companies ") hath made, constituted and appointed, and do by these presents make, constitute and appoint: Victor E. Parker, Tim Church, Carl Newman, Peter H. Hammett, Pamela Nelson, Deanna M. Meyer, Karen P. Dever, Barbara R. Johnson, Charles A. Szopa, Shama L. Henry, Jill Wallace, of Blllevue, Washington, their true and lawful. Attorney( s) -in -Fact, with full power and authority hereby conferred to sign, exec to and acknowledge, at any place within the United States, the following instrument(s): by his/her sole signature and act, any and all bonds, recognizances, contracts of indemnity, and other writings obligatory in the nature of a bond, recognizance, or conditional undertaking and any and all consents incident thereto and to bind the Companies, thereby as fully and to the same extent as if the same were signed by the duly authorized officers of the Companies, and all the acts of said Attorney(s)-in-Fact, pursuant to the authority herein given, are hereby ratified and confirmed. This appointment is made under and by authority of the following Standing Resolutions of said Companies, which Resolutions are now in full force and effect: VOTED: That the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President, any Vice Pres dent, any Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary may appoint Attorneys -in -Fact and Aguas to act for and on behalf of the company and may give such appointee such authority as his or her certificate of authority may iprescribe to sign with the Company's name and seal with the Company's seal bonds, recognizances, contrauts of indemnity, and other writings obligatory in the nature of a bond, recognizance, or conditional undertaking, and any of said officers or the Board of Directors at any time may remove any such appointee and revoke the power given him or her. VOTED: That the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President or any Vice 'President may delegate all or any part of the foregoing authority to one or more officers or employees of this Company, provided that each such delegation is in writing and a copy thereof is filed in the office of the Secretary. VOTED: That any bond, recognizance, contract of indemnity, or writing obligatory in the nature of a bond, recognizance, or conditional undertaking shall be valid and binding upon the Company wham (a) signed by the President, any Vice Chairman, any Executive Vice President, any Senior Vice President or any Vice President, any Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary and duly attested and sealed with the Company's seal by a Secretary or Assistant Secretary, or (b) duly executed (under seal, if required) by one or more Attorneys -in -Fact and Agents pursuant to the power prescribed in his or has certificate or their certificates of authority or by one or more Company officers pursuant to a written delegation of authority. This Power of Attorney and Certificate of Authority is signed and scaled by facsimile (mechanical or printed) under and by authority of the following Standing Resolution voted by the Boards of Directors of TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY, which Resolution is now in full force and effect: VOTED: That the signature of each of the following officers: President, any Executive Vico President, any Senior Vice President, any Vice President, any Assistant Vice President, any Secretary, any Assistant Secretary, and the seal of the Company may be affixed by facsimile to any power of attorney or to any certificate relating thereto appointing Resident Vice Presidents, Resident Assistant Secretaries or Attorneys-in -Pact for purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof, and any 'such power of attorney or certificate bearing such facsimile signature or facsimile seal shall be valid and binding upon the Company and any such power so executed and certified by such facsimile signature and facsimile seal shall be valid and binding upon the Company in the future with respect to any bond or undertaking to which it is attached, 2LLSN /ALBS ,3Sd L9PL6oLSZ6 XVd L6: CT Tooz /zTfco IN WITNESS WHEREOF, TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY have caused this instrument to be signed by their Senior Vice President and their corporate seals to be hereto affixed this 16th day of January 2001. STATE OF CONNECTICUT } SS. Hartford COUNTY OF HARTFORD P00(21 a TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA TRAVELERS CASUALTY AND SURETY COMPANY FARMINGTON CASUALTY COMPANY By ?" George W. Thompson Senior Vice President On this 16th day of Ianuaty, 2001 before me personally came GEORGE W. THOMPSON to me known, who, being by xnc duly sworn, did depose and say: that he/she is Senior Vice President of TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY, the corporations described in and which executed the above instrument; that he/she knows the seals of said corporations; that the seals affixed to the said instrument are such corporate seals; and that he/she executed the said instrument on behalf of the corporations by authority of his/her office under the Standing Resolutions thereof. � vy\Q‘ALIL c ti.rAvuLa My commission expires June 30, 2001 Notary Public Marie C. Tetrsauit CERTIFICATE 1, the undersigned, Assistant Secretary of TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY, stock corporations of the State of Connecticut, DO HEREBY CERTIFY that the foregoing and attached Power of Attorney and 'Certificate of Authority remains in full force' and has not been revoked; and furthermore, that the Standing Resolutions of the Boards of Directors as set forth in the Certificate of Authority, are now in force. Signed and Sealed at the Home Office of the Company, in the City of Hanford, State of Connecticut. Dated this March , 2001 Karl M. Johanson Assistant Secretary, Bond 12th day of S.Lsua /aeri a h0'1,601,M XYd eP :CT ToOZ /ZT /Co Department of Community Development Steve Lancaster, Director Steven M. Mullet, Mayor November 1, 2001 Dear Ms. Dever: Release of Bond Bond No. 081SB103565147BCM Karen P. Dever Travelers Casualty and Surety Company of America 2233— 112th aVenue NE Bellevue, WA 98004 This letter hereby authorizes the release of the bond referenced above in the amount of $112,500 for the column wraps at building entry and site landscaping for the property located at 12501 East Marginal Way South; Tukwila. I have enclosed a copy of the bond for your reference. If you should have any questions, please contact our office at (206)431-3672. Sincerely, Brenda Holt Permit Coordinator encl xc: Sabey Corporation 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 September 24, 2001 Karen P. Dever Travelers Casualty and Surety Company of America 2233 — 112th aVenue N • Bellevue, WA 98004 RE: Release of Bond Bond No. 81SB103317617BCM Dear Ms. Dever: This letter hereby authorizes the release of the bond referenced above in the amount of $64,261.15 for the wetlands mitigation work for the property located at 12401 East Marginal Way South, Tukwila. I have enclosed a copy of the bond for your reference. If you should have any questions, please contact our office at (206)431-3672. Sincerely, Brenda Holt Permit Coordinator encl xc: File No. D99-0438 ile No D99 0439 Sabey CorpOiation City of Tukwila Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431-3670 • Fax: 206-431-3665 PARKER I SM I TH I FEEK FACSIMILE TRANSMITTAL To: Doug Miller/Sabey Construction, Inc. Fax #: 206-281-0920 RE: City of Tukwila Bond Date: March 12, 2001 Pages: 4 • THE INFORMATION CONTAINED IN THIS FACSIMILE COMMUNICATION IS PRIVILEGED AND/OR CONFIDENTIAL INFORMATION INTENDED ONLY FOR THE USE OF THE INDIVIDUAL OR ENTITY NAMED ABOVE. IF THE READER OF THIS. COVER PAGE IS NOT THE INTENDED RECIPIENT, YOU ARE HEREBY NOTIFIED THAT ANY DISSEMINATION, DISTRIBUTION OR COPYING OF THIS COMMUNICATION OR THE INFORMATION CONTAINED IN THIS COMMUNICATION IS STRICTLY PROHIBITED. IF YOU HAVE RECEIVED THIS COMMUNICATION IN ERROR, PLEASE IMMEDIATELY NOTIFY US BY TELEPHONE AND RETURN THIS FACSIMILE TO US AT THE ADDRESS LISTED BELOW VIATHE U.S. POST SERVICE. THANK YOU. Attached you will find the improvement bond you requested to the City of Tukwila. I will send the original bond via ovemight to your office. Let me know if you have questions or need anything additional. Thank you. From: Karen Dever Dept: Parker, Smith & Feek, Inc. Surety Department 2233 112th Avenue NE Bellevue, WA 98004 (425)709-7467 Fax (425)709-3600 Phone Tooe HISNVAIHS AScl L9tL60L9Ct Xyj Lt:CT TOOVVE/C0 '4O6/ 30 2000 lb:er rAI 2505 .189492 Bernard Martell Sabey construction 101 Elliot Ave. W. Suite 40 Seattle, WA 98119 SPECIALIZED LAND S►PECIALIZEL N ED SCAP1 NG, 1 NC. 10524 "A" Street S. Tacoma, WA 98444 ffice 253 -536 -9393 Fax 253 -536 -9492 Re: Group Health Support site (International Gateway), Wetlands mitigation Bid . Attn: Bernard, Thank you for the opportuni (dated June 15, 2000) for ex below. Plan numbers: Wetland Miti Alternates and Addenda: N GENERAL. EXCLUSIONS IN ADO 1- Removal and/or In 2- Erosion control. 3 -Supplying or install 4- Excavation of Well 5- Construction of an 6- Correcting drainag 7- Clearing of invasiv 8- Performance bond. 9- Resoration of dam GENERAL STIPULATIONS IN AD 1 - Sub grades by Gen 2- Onsite materials (lo others. 3- Topsoil shall be pa 4- Brushpiles in wetla 5 -A staging area shat 6 -SLI will place up to excavation. 7 -Plant prices am rail plants will occur only when co 8 -SLI shall be notffle opportunity to co 9 - SLlwill notberesp responsible for da 10 Temporary power 11 -Final acceptance Bid Thank you for your consider June 30, 2000 to submit a bid on this project. I would like to reference the original bid lusions and stipulations with the following additions based on the plans listed ation plan, W1.0 — W4.0, dated 5-30-00 by Altman Oliver Associates, L.L.C. ne ON TO ORIGINAL BID: allation of silt or protection fencing. tion of Bentonite Clay Liner nds ponds or planting area. rock walls. problems resulting from improper grading done by others. plant species and Horse Tail control. e done by vandals or acts of God. ITION TO ORIGINAL BID: ref Contractor shall be (+ or-) 1/10'. s, snags, boulders, etc.) to be used in wetlands are to be carefully stockpiled by Ilel to sub-grade as measured vertically at stated depth of 6 ". d areas, to be located and placed by others. be provided by general for landscaping use. 24) 2 -3-man rocks, as specified, if rocks are excavated and saved during site ctive of being able to use, as specified. bare mot plants. Planting of these ditions permit their success. Within 4 days of intent to back - charge any work. This will give SLi the ct said deficiencies. risible for locating anything not locatable by Locates, Inc. SLI will not be ge to utilities not accurately located by others. nd water will be available to irrigate wetland area at the time of planting. f wetland (not entire site) constitutes the beginning of the one-year warranty, Landscaping Credit for changes Wetlands olantingllrrigation S 42,841.00 ion regarding this project, Sincerely, � J Geoff eery Estimator Q02 February 12, 2001 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 Attention: Mr. Bernie Martell Subject: Reference: Earth Consultants, Inc. Geotechnical Engineering study E-8806, dated August 11, 1999 Dear Bemis: Final Report Construction Monitoring Services Group Health - Buildings A and S East Marginal Way South a South 124 Shiest Tukwila, Washington Earth Consultants, Inc. Supplemental Recommendations E-8806, dated November 18, 1999 . ii**71-88015-3 Dcl 0 At your request, we provided construction monitoring services at the subject site. Earth Consultants, Inc. (ECI) earlier prepared the referenced geotechnical engkteering study and supplemental recommendations for the project. Our services 'for the construction phase of this project included providing on-sits observations and testing on a part-time basis from June 8, 2000 to February 7, 2001. ECI representatives made a total of sixty-nine (69) site visits to observe or test the soil conditions for the building pad subgrade, building foundation subgrade, utility trench backfill, pavement subgrade, Allen Block wall foundation subgrade and backfille rockery foundation subgrade and sidewalk subgrade. 1B05. 136th Place N.E., Suite 201, Bellevue, Washington 96005 Bellevue (425) 643-3780 FAX (425) 746-0860 Toil Free 888) 139-6670 • • • Sent b;Z: Earth Consultants Sabey Corporation February 12, 2001 ECI representatives conducted one hundred seventy -five (175) field density tests in accordance with ASTM Test Designation . 02922 (Nuclear Gauge Method). Seven representative soil samples were returned to our laboratory for maximum dry density tests in accordance with ASTM 1557 -91 C (Modified Proctor). Density test results indicate adequate compaction at the tested locations of the building pad subgrade, building foundation subgrade, utility trench backfill, pavement subgrade. Allen Block wall backfill and sidewalk subgrade. ECI representatives observed and tested the building foundation subgrade to be in a dense condition and suitable for the allowable soil bearing capacity of 3,000 psf. ECI representatives observed the Allen Block wall and rockery foundation subgrade to be in a dense condition. An ECI representative observed the pavement subgrade to be in a stable and unyielding condition. Based on our observations and testing, to the best of our knowledge, the earthwork was performed in accordance with our recommendations and the approved plans._ We trust this letter meets your needs. If you have any questions, please call. Respectfully submitted, EARTH CONSULTANTS, INC. C if tt # 4 Lewis A. Conklin, CET _ , Field Manager CA S' • Kyle R. Camp Manager of Gs 425 748 0880; 02/13/01 9:30; J602 #408;Page; 3%3 Earth Consultants. low. E- 8806.3 Page 2' • ;4 February 7, 2001 0-91M-13675-0 , • Dear Mr. Leng: • • • AMEC Earth & Environmental, Inc. (AMEC) respectfully submits this letter as our summary of special inspections for the above-referenced project. • • AMEC performed inspections as • requested and scheduled by representatives of your firm beginning on July 3, 2000 through • January 18, 2001. Details of these inspecbons are contained in our Daily Field Reports Nos. 1 through 76. These reports, copies of which have been previously distributed, form the basis for L. requiren1qvi, AMEC . • i thkriltiaC InspectiOrOi'for the following: .• • • , .!•,. • •; . . . . , Cortcrete Placesnen :I; . . • Epoxy Anchor Installations; • Structural Steel Fabrication and Erection; • welding: • High-strength I3olting; • Epoxied Anchors/Dowels; and • Metal Decking. r Sabey Construction, Inc. • 12201 TUkvajleernabonal Boulevard, F,ourth Floor Seattle, Washington 98168 Attention: Mr. David Leng Subject: Summary of 8 • Building Pern 099-0438 and 099-0439 Intergate East T Group Health Buildings A and B • Tukwila, Washington • • • . • ' . • • • '• •„ „. . • .•...•.•;. . • • : • • • • • •.• rials Testing qf our inspections. In accordance with the Uniform Building Code and project i • 144• •; vo.t" • ..... • ,„ easy COn■svoloolili4 Huith Buildreidoi Phone: (206) 2414240 Fax: (206) 281-0920 , tot,. 4 if4 r0:: 14, jj 1..f • ; • . . , . 1111 i!"144is3„*1-01i:IS)lt1110 In general our opinion conformen . ht th , kespectedopproved and in our daily field. by the stru e If you have questions or desire additional inforrnallon;Please Call at your'cOnvenience. • .4v.? r • • • • 'Ci•ra; • • Sincerely, AmEc Earth I Environmental, Inc. • Associate l'RWKSSOdp • • Distribution: Mark Velasouez, Balmy Construction Tom Lankton, Engineers Northwest City of Tukwila Building Department • • • 1-. • • -7 13 , 71. • • t: 4 • • • • (,••• • IA 4 4 :0 1 • ..•••• • . . • .1 r . ii...:) , :. , ...p,.• . ,.../.,.... A 4. I '':. r I.:, : j•I • '.• • . t ' ''' ''. ' P' ../ '.-•• - 1*. ' %. ' 4-0 4: 1" t• -1 • • r ''' '". - , T.ticiht:.% :tli ti ,44; , 41.1..:11$440,1v. •:..... ,, . ii.. .r.:''.1;.•, ,.: '1? 1PM • '1: A • ;. 41. ; • fj.• ••h• • • ...,•• •••■•• isme.111.7iSobs • .. " • 1 • • ct 2.j", • •. . ,;JIA;:.,. • • • • • L:441 . 1 . .."t• ■.• 4 : • for"... ,1:i • ot, February 2, 2001 Roger Carlson 130 Lakeside, Suite 250 Seattle, WA 98122 RE: CORRECTION LETTER #1— Revision #2 Development Permit Application Number D99 -0439 Group Health — Building B 12501 East Marginal Way S Dear Mr. Carlson: City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director This letter is to inform you of corrections that must be addressed before your revision #2 to 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. encl Brenda Holt Permit Coordinator xc: File No. D99 -0439 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206.431.3665 City of Tukwila ublic Works Department Review. Comments FILE D99- 0439. & D99 -0438, Revision #2 APPLICANT Group Health Building DATE: 11/27/00 REVIEWER: Contact Mike Cusick at 206) 433-0179 if you have an questions regarding the following comments. ▪ On Sheet C3 of 7, revise drawings to include width of driveway and reference Tukwila detail RS -9. On Sheet R5 of 6, revise the location of Bollards & Chain. You moved the driveway to Sheet R4 of 6 without moving Bollards & • Sheet R4 of 6, provide the centerline station of the driveway and reference detail RS -9: CIVIL ENNNEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES TO: Mike Cusick RE: International Gateway East II "4 1." Tukwila, WA 98188 City of Tukwila Public Works Department 6300 Southcenter Boulevard LETTER OF TRANSMITTAL Four additional sets of the civil plans are enclosed as requested. cc: Dan Balmelli, Barghausen Consulting Engineers, Inc. Signed: DATE: August 29, 2000 Courier SENT VIA: OUR JOB NO: 7390 Karl undberg, P.E. Project Engineer ti • RECEIVED AUG 2 9 2000 TUKWILA PUBLIC WORKS 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 FAX www.barghausen.com 7390t.033[KWLAbsd] July 14, 2000 Mr. Roger Carlson 130 Lakeside, Suite 250Suite 100 Seattle, WA 98122 Dear Mr. Carlson: Ciiy of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director SUBIECT: CORRECTION LETTER #2 Development Permit Application Number D99 -0439 International Gateway East II — Building 'B' 12501 East Marginal Way South 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 review comments from the Public Works Department. At this time the Building Department, Fire Department and Planning Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your review 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 the City of Tukwila Permit Center at (206) 431- 3671. Sincerely, Tammy Beck Permit Technician Enclosures File: D99- 04391t2 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206. 431.3670 • Fax: 206-431-3665 MEMORANDUM Review Comments: Department of Community Development Steve Lancaster, Director TO: Nora Gierloff, Associate Planner Steve Lancaster, DCD Director FROM: Gary Schulz, Urban Environmentalist DATE: July 12, 2000 Steven M. Mullet, Mayor RE: Group Health Cooperative — International Gateway East II Building A Permit D99 -0438. Sensitive Area Mitigation Review I have reviewed this submittal (date — stamped Received 6/5/2000) related the wetland mitigation plan for Phase 1 and 2 of this project. This review is for the building permit for Building A located on the Phase 1 portion of the site. The wetland mitigation for both Phase 1 & 2 sensitive area impacts will occur on the northwest comer of the Phase 1 site. The mitigation site provides more than the standard area for wetland creation at the required replacement ratio of 1.5 to 1.0. I recommend approval of the Wetland Mitigation Plan (Overview Plan Sabey Construction - Group Health Support Facility, Altmann Oliver Assoc. 5/30/2000) based on my review comments. The Plan is very thorough but I have also listed one condition related to design. 1) Total wetland fill for Phase 1 and Phase 2 is 6.216 square feet instead of 4,968 square feet as shown on the Plan. The Plan is providing 11,887 square feet of created wetland (1.9 to 1.0 replacement). 2) The Plan would provide an enhanced wetland buffer, adjacent to new development, for the minimum buffer distance of 15 feet. The enhanced buffer area is 6,101 square feet. 3) The mitigation site would allow preservation of existing wetland (approximately 1,250 square feet). This small area will be enhanced as part of the overall plan. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206.431.3665 Group Health Mitigation Memo July 12, 2000 Page 2 4) The mitigation site is physically separated from the stormwater pond as it will be slightly higher and drain into the pond. However, hydrology for the new wetland will include rooftop runoff. This may be a benefit if the water quality is not detrimental. Wetland monitoring for a 3 -year period will include water quantity and quality. The runoff water will be detained in an underground tank. Adjustment to the inflow rate from the roof top runoff will be possible with the outlet of the tank. 5) In addition to the wetland mitigation, the stormwater pond would be enhanced with native plants to integrate habitat with the wetland mitigation. The enhanced stormwater pond is an area of about 25,000 square feet. 6) A Tree Permit, related to wetland alteration, is required. The applicant has provided tree survey information and tree replacement calculations per the tree regulations (TMC 18.54). It appears that 84 trees will be planted for this requirement This requirement is being provided within the Wetland Mitigation Plan because there will be 185 trees planted in this area. Review Conditions 1) The elevations within the created wetland are critical as they allow water to evenly flow through the wetland. The Plan Specifications recognize the need for accurate survey data. The series of log weirs will control and direct the flow of water moving towards the stormwater pond. It appears that most of the log weirs are notched at the same elevation as the wetland area behind them. If this is the design, there will be no storage or holding of water behind these features and this may affect creation of new wetland. Prior to construction, this design element must be re- evaluated to determine if weir elevations should be higher. Please let me know if there are any questions regarding this review and recommendation. Cc: Brenda Holt, Permit Coordinator (CnpHlth-GatewyE) Review Comments Public Works Department • FILE: -40111W, D99-04 • APPLICANT: • Group Helath (Iinationa1 Gateway East II) DATE: June 30, 2000 PLAN REVIEWER: Contact Mike C.isick at (206) 433-0179 if you have any questions regarding the following comments. • See redline drawings for plan comments. The redline plan set shall be returned to the City of Tukwila Public Works Department. 2. Provide calculation showing the amount of new impervious surface areas in S 124 St, • S 126 St and 35 Ave S. 3. See the color markup of existing conditions basin map. This mark up shows how the basin acts in the existing conditions based on the March 31, 2000 wetland study of the site. Please revise your base assumptions to reflect the wetland study and as- built of east-west road S 125 St, dated 9/13/90. 4. See the T.I.R. dated May 15, 2000 for redline comments. 5. The civil drawings submitted for Building B were reviewed on 6/14/00 as part of the submittal for D99-0438. Attn: Bob.Benedicto Tukwila Building Department 6300 Southcenter Blvd. Tukwila, WA 98188 The following is a response to your written comments dated February 7 to the International Gateway II, Building `B' Plan review (Application No: 99- 0439): Sheet Number Response 1 A0.2 It is proposed that the occupancy will be `B' Office & 'F2' low hazard factory or industrial. The Tenant Improvement submittal will qualify the uses and areas. (We are not contracted to do this work.) 2 A2.1 A note has been added to the floor plans to provide quick response sprinkler head in lieu of areas of evacuation per WAC 31 -30 -1104. 3. A2.1, 2.3 & 2.4 A wall legend has been added to the floor plans 4. A4.4 The stair walls and doors are called out to be 1 -hr. construction. 5. A4.1 thru A4.4 All roof insulation is called out as R -19. 6. Washington State Nonresidential Energy Code Compliance Form attached. 7. A2.3, A2.4 Two drinking fountain per floor are shown on the enlarged core plans ' 8. A0.2 A note has been added to provide "bidder design" mechanical drawings as a Deferred City Submittal. Sincerely, Roger Carlson Project Architect RC:c . LANCE MUELLER & ASSOCIATES /ARCHITECTS ` °`CorrccJ i Le:wet ▪ • I 1)q9- Oti 39 RECEIVED CITY OF TUKWILA JUN 2 2 2000 PERMIT CENTER Attn: Nora Gierloff Tukwila Planning Department 6300 Southcenter Blvd. Tukwila, WA 98188 The following is a response to your written comments dated December 28 to the International Gateway II, Building 'A' Plan review (Application No 99-0439): 1 The project received a SEPA DNS on April 24 and a BAR approval April 2 27 . A1.1 Drive aisle widths have been changed from 23'-0" originally shown to 24%0". Sincerely, LANCE MUELLER & ASSOCIATES/ARCHITECTS Roger Carlson Project Architect RC:c encl. 1 ABOEIVED OrrY OP TUKWILA JUN 2 2 2000 PERMIT CENTER Engineers Planners Snrveyors May 24, 2000 File No. 26-99-005-024-02 Mr. Duane Griffin • City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 • Subject: Building Permit Plan Review - Final Submittal International Gateway East II — Building b (D99-0439) Dear Mr. Griffin: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments. Enclosed are the drawings, structural calculations, geotechnical report, and correspondence from the engineer for your records. If you have any questions or require any additional clarification, please call. Sincerely, Director, Structural Engineering Group Da id :. Swanson, P.E., S.E. Eerron P. Smith, E.I.T. Plan Review Engineer bjr\26se\planrevw\tukwila\99MO24r2.doc\fps Enclosures cc: Roger Carlson, Lance Mueller & Associatates Washington Oregon Alaska Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741-3800 Fax: 425 741-3900 07/12/00 WED 09:46 FAX 206 281 0920 May 21, 2000 Sabey Corporation 12201 Tukwila International Blvd., 4 Floor Seattle, WA 98I68 -5121 Attention: Bernard Martell Subject: Group Health IGE -II Rooftop A/C Unit Noise Study Dear Bernard: Sabey Corporation This report summarizes my findings regarding the issue of outdoor noise radiation from the rooftop units serving the proposed Group Health project at International Gateway East —II in Tukwila, WA. These findings are based on the 8/19/99 site plan and zoning map that you mailed to me.on May 17, 2000. The site is bounded by 35` Avenue S. to the west, S. 124 Street to the north, East Marginal Way S. to the east, and S. 126 Street to the south. This design shows two buildings, each with two McQuay model R.1 packaged rooftop units mounted near the center of the roof. Based on this information, the source property and all adjacent properties to the west, north, and east are zoned MIC/L or MIC/H. These are industrial zones as far as the Tukwila noise ordinance is concerned. The property to the south is zoned LDR, which is residential. According to your marked -up site plan, there are six single - family residences directly across S. 126m Street to the south. Your plan also shows the existing grade to decrease in elevation from the west corner of the site to the east corner of the site. The Tukwila Noise Ordinance (Chapter 8.22) restricts noise levels between adjacent industrial properties to no more than 70 dBA (day or night). If the receiving property is zoned residential and the source is on property zoned industrial (as it is along the south property line of this project), noise levels must be less than 60 dBA during the day and 50 dBA at night. Night is defined as extending from 10 :00 pm to 7 :00 am. Noise data for the McQuay rooftop A/C units were obtained in a fax dated 5/10/00 from John McCallum of the Norby Company, the local representatives for McQuay. The noise data was given in terms of the octave band sound power levels, with an overall A- weighted sound power level of 101 dB (ref. 1 picowatt) for each rooftop unit. BCOUSTICS,Inc. Consulting Services in Sound & Vibration Control terry G. Lilly, PE. Preicent 3266 NW Village Park Drn e Issaquah, WA 98027 Phone (425) 649.9344 Fax (425) 649-0737 07112/00 WED 09:47 FAX 206281 0920 Group Health IGE -1I 05/21/00 • Page 2 of 2 Sabey Corporation .,fl000STICS.InC. The sound pressure level from each rooftop unit•was independently calculated at each receiver location, then summed logarithmically to determine the total noise level with all four units running simultaneously. This acoustical analysis took into consideration the spectrum of the source, the distance to each rooftop unit, and the acoustic shielding provided by the building roof parapet. Although the mechanical units will be shielded around the perimeter by a visual screen, this analysis did not consider any noise reduction that might result from the presence of the visual screen. The predicted maximum noise level along the west and east property lines with all four units operating is 57 dBA. This is 13 dBA below the 70 dBA permitted by the noise ordinance. The predicted noise level along the north property line is 52 dBA, which is 18 dBA below the noise ordinance limit. The predicted noise levels along the south property line (which is residential on the south side of S. 126 Street) are presented in Chart 1. Noise levels are predicted for each house, with House #1 representing the residence farthest west (closest to 35` Avenue South) and House #6 representing the residence farthest east (closest to East Marginal Way S.). Daytime noise levels are expected to be higher than nighttime noise levels because the cooling loads are reduced levels.. at night, and fewer condenser fans (the prima outdoor noise source in these units) will be running during these hours. As you can see from Chart 1, the daytime noise levels are well below the 60 dBA daytime noise ordinance criteria along the entire south property line. At night, all six houses are expected to be at least 1 dBA below the 50 dBA nighttime criteria. Based on these findings, it appears that the proposed equipment will be in full compliance with the Tukwila Noise Ordinance. Consequently, no special noise mitigation is recommended. If you have any questions regarding these findings, do not hesitate to give me a call. Very truly yours, JGL Acoustics, Inc. OelAi (.5( 6 Jerry G. Lilly, P.E. President Member INCE, ASA, NCAC encl. 07/12/00 WED 09 :47 FAX 206 281 0920 60 55 a 50 m a) a) J a) U, 45 N a) c 0 CD 40 35 30 Sabey Corporation X1004 Group Health IGE -II Chart 1. Predicted HVAC Noise at South Property Line 1 2 3 4 House # • Day ® Night 5 6 May 3, 2000 Bob Fadden Lance Mueller & Associates 130 Lakeside Suite 250 Seattle, WA 98122 Dear Bob, Ch of Tukwila cc: Brenda Holt, Permit Coordinator Morn's Files \Group Health \DAR revisions.doc RE: Group Health Building Permits D99 -0438, D99 -0439 you have any questions about these comments please call me. Sincerely, Nora Gierloff Associate Planner 1 Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director I expect that you will be resubmitting your permits for buildings A and B now that you have received design review approval. I have a few comments on items that should be addressed in that submittal: 1. The drawings need to be revised to reflect the BAR approved design. These changes include relocation of the dumpsters and loading docks to the eastern edge of the buildings and revisions to the mechanical unit screening. Any deviations from the approved design could trigger another round of review. 2. Site plan changes include revisions to the stormwater /wetland replacement area in the northwest corner of the site and related modifications to the landscaping and parking. The minimum aisle width for two way traffic is 24', not 23' as shown on the plans. A noise study demonstrating that the HVAC equipment will meet the standards in Tukwila's Noise Ordinance TMC 8.22 must be submitted prior to issuance of building permits per the SEPA determination. Under the General Notes section add a statement that exterior construction activities are limited to daylight hours between 7:00 AM and 7:00 PM per the SEPA determination. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 -3670 • Fax: 206.431.3665 w. n�wr�wra .tAV�wwvrxh4:WfiN .,Wm . 04/'00/00 10 :23 FAX Fax v To: Of: Fax: Phone: Subject: Brian- Thanks, Marc ® For Y Information r Items Transmitted / Message: wilt 2L9RTn"lhT� i1 R' 'Q%�"�•�SY1Kt1 ENTRANCO ENTRANCO'ENG. Date: 04/06/00 ❑ For Review ❑ Please Reply 10900 NE 8th Street, Suite 300 ' Bellevue, Washington 98004 Phone (425) 454 -5600 • • Fax (425) 454 -0220 • www.cntranco.cnnl Brian Shelton, P.E. From: Marc Mizuta City of Tukwila Project Name: GHC Office 2 (206) 431 -3665 Project Number: 99181 -61 (206) 433 -0179 cc: Raid Tirhi Updated Memorandum for Mitigation Costa and Neighborhood Impacts and LOS calculations No. of Pages (Incl. Cover): 7 Original to Follow: ❑ Yes ® No Per your request, attached is the updated memorandum that will replace the mitigation section in the traffic study that was submitted on March 22, 2000. We have changed the memo to reflect Raid's revised section on the Traffic Monitoring Program. Furthermore, attached is the LOS calculations at the E Marginal Way S/Pacific Highway S/S Beoing Access Rd intersection. We changed the phasings and left everything else the same. Please call me at (425) 974 -8121 if you have any questions. Dci - oss (Pi< ti-RA 6 E) D ci.a —043 3Lbc, 474- ti 39 11.66 " The Informadon in this Fax Is confidential and proprietary and Is Intended only for the lndlvidual(s) or entity(les) named on the cover sheet. ti you are not the Intended reciplent(s), disclosure, copying, distribution, or use of this information I. prohibited. If you do not r e all of the pages or have received this transmittal In error, please notify us Immediately at the number above, A -07 (Rev. 12/99) 001 /007 04/08/00 1 . r 16:24 F MEMORANDUM Date: April 6, 2000 w. proJ.c1zI 9I Imam OO1msho10331.doc (03/3 VOO) Imp 1 ENTRANCO ENG. !C'.F` -•'; ; s W "aT.::..'K^I': r::??I ^��Y'f. ^'r.nm: �Hf.ttrxwrn.- r....r�..n,.., To: Brian Shelton, P.E. City of Tukwila From: Marc Mizuta Torsten Lienau, P.E., P.T.O.E. Entranco Subject: Updated Group Health Parking Garage and ternational Gateway East Development Mitigation Fees and Neighbor •od Impacts Entranco Project No. 99181 -61 This memorandum is an addendum to the Group Health •perative (GHC) Parking ' Garage and International Gateway East Development Tra Study, dated March 22, 2000 and re (aces the mitigation section on pages 31 to 33. The completion of the GHC Parking Garage and Intematio al Gateway East Development will impact the following projects: • New Traffic signal at East Marginal Way South/So 112th Street • ew Traffic signal at East Marginal Way South /Sou 130th Street • ew Traffic signal at South 133rd Street/SR 599 On & Off Ramps • East Marginal Way South widening between Boeing Access Road and South 115th Street • . South 124th Street/GHC Main Entrance driveway realignment and signalization For all Of the projects mentioned above, it was determined that the a.m. peak hour produced the greatest amount of project trips from both developments. Therefore, mitigation costs were associated with a.m. peak hour project volumes as a worst -case scenario. Costs associated with each project have been separated for the GHC Parking Garage'and International Gateway East Development. The GHC facility was previously occupied by other tenants, who had participated in traffic impact fees when they occupied the building. The previous tenants of the GHC facility pald impact fees for 395 a.m. peak hour trips and 377 p.m. peak hour trips. The GHC facility would be responsible for the current traffic impact fees of the City of Tukwila for trips over the vested trips covered by the previous tenant. Because no documentation could be provided by the GHC facility regarding the use of a Commute Trip Reduction (CTR) program and/or the continued use of this program after the garage Is constructed, the City requested that 800 employees be used for the Impact fee calculations for the existing GHC facility, instead of 650 employees which was 11002/007 ''.04/08/00 16:244 FAX ;]. :1:.:n:':SS?�9:FV.rh atheN'ax : t' bG+ tYHNf: it�tzttdASM: X ,.het*1STYaa!!knsa�4'�N+c'wi:+N awnwaw,v er...wn...« ................ _.�.__- ENTRANCO ENG. • •doc ted in the March 22, 2000 traffic study. The reasoning is that the City has no gua a (through a documented CTR program) that the 2 shifts and flex schedules curr used at the GHC facility will continue in the future. The use of 800 employees resu a slightly higher trip generation rate for the GHC Parking Garage development. It sh also be noted that the 800 employees are used for calculating traffic impact fees • only • Nev Traffic Signal at East Marginal Way South/South 112th Street Sign.I warrants were satisfied in 2000 without the projects, as well as 2000 with the projects. In addition, the LOS in 2010 with project trips during the a.m. and p.m. peak hours was LOS F. Because the signal is warranted without the projects, the City only requires the developer to pay a proportionate share toward the total cost of the improvement (approximately $200,000) rather than paying for the entire signal installation. Project trips from each development were divided by the difference between 1999/000 existing modified a.m. peak hour volumes (1,104) and 2010 a.m. peak hour volume-is (1,971 trips) to determine the percentage each project pays toward this signal. Th4 International Gateway East development produced 28.5 percent of the trips through this intersection while the GHC Parking Garage produced 7.3 percent of the trips through this intersection. • International Gateway East — $57,057 (247 trips) • GHC Parking Garage - $14,553 (63 trips) New Traffic Signal at East Marginal Way South /South 130th Street A signal warrant analysis in 2000 and 2010 with project trips did not warrant the installation of a signal. However, the LOS at this intersection during the p.m. peak hour will be LOS F in 2010 with the project trips. For this reason, the City has requested that a signal be installed at this intersection. The two developments will be responsible for installing a signal at thls intersection. Each development will pay a percentage of the total cost based on the number of trips each project sends through this intersection. • International Gateway East — 79 percent of total project costs (247 trips) • GHC Parking Garage — 21 percent of total project costs (65 trips) New Traffic Signal at South 133rd Street/SR 599 On & Off Ramps This project is on the City of Tukwila's TIP list and has a cost of $81 /trip. • International Gateway East — $8,910 (110 trips) • GHC Parking Garage — $2,349 (29 trips) East Marginal Way South Widening between Boeing Access Road and South 115th Street The International Gateway East and GHC Parking Garage both impact this City TIP project. According to the City of Tukwila, this project has been updated from the original TIP list and the widening of East Marginal Way South extends from Boeing Access Road to South 115th Street. The City has determined that the Impact fee associated with this wpro)60007101Aplmwn00/msheIC73 doc (0341/00) Imp 2 11003/007 _..__..� -..,,.„ r...,..•. �..,...k-.,., c^ m ur++, s�nxzLMst:;+ avh:. Ye:n,•'1`a.H':.rxd:uetui�atc's: x1 J+ J.' wC: 9' � ih�5eau: 1'« a 4�re :��Kn;can:�9x�vcr.5�herrY.arstlt »'++J0. ey>.m snot+•. n+ iuw. xe.. n�„ roa�w., w.....,..,.,........ ....__._..__.�...._.._.�.._.r.. _....... '04/08/00 18:25 FAX Summary of Mitigation Costs w: prof sctuh9101 /1.tmomccamsMp731.0oc (OVa1/00) Imp ENTRANCO ENG. M project is $613 /trip and has requested that 804 employees be used to calculate the mitigation costs for this project • International Gateway East — $148,959 (243 trips) • GHC Parking Garage — $39,845 (65 trips) South 124th Street/GHC Main Entrance Driveway Realignment and Signalization A peak -hour signal warrant analysis in 2010 with project trips was conducted at the East Marginal Way South /GHC Main Entrance Driveway intersection. Results indicated that a traffic signal is warranted at this intersection. A pea k -hour signal warrant analysis in 2010 with project trips was also conducted at the East Marginal Way South/South 124th Street Intersection. Results did not warrant a traffic signal.' However, potential developments within the vicinity could warrant a signal at this interjection in the future. A signal at both of these locations would not be recommended and vifould not be practical because these Intersections are too closely spaced; the intersections of South 124th Street and GHC Main Entrance Driveway with East Marginal Way Sopth are approximately 150 feet offset from each other. Therefore, the City has requested that South 124th Street and the GHC Main Entrance Driveway be reconstructed so that thspy are directly across from each other. This signal would benefit trips entering and exiting the International Gateway East development because queues could potentially block the East Marginal Way South /South 124th Street intersection If the streets were not re- al(pned. At this time, no costs are associated with this project However, each project will pay a percentage of the total cost based on the number of rips each project sends through this intersection. • International Gateway East — 56 percent oft tai project costs (274 trips) • GHC Parking Garage — 44 percent of total pro ject costs (214 trips) 3 485 i Project International Gateway East Project Cost/ Trips Trip GHC Parking Garage Project Cost/ Total Cost Trips Trip Total Cost E Marginal Way S/S 112th Street Signal E Marginal Way S/S 130th Street Signal S 133rd St/SR 599 On & Off Ramps Signal E Marginal Way S (Boeing Access Road — S 115th Street) S 124th St/GHC Main Entrance Driveway Rechannellzation and Signal 247 $231 247 *M. (0 110 $81 243 $613 274 1t0 $57,0i7 7, 63 $231 $14,553 /dof 85 • % of total t otal s �5t t $8,910 29 $81 $2,349 5148,859 65 $613 $39,845 I %� of 214 ,1'b % of total ost ^ I tote ost Total Impact Fees Sts $,747 4 593 lEs(b i52 ,/ I004/007 1 448 87,740 •'04/06/00 16:25 FAX W C 1 t" tF: V' xN.: 1 il6 , «Ct0 , :i`.c`!'t,!'ir: C. w: ptolodu0titat A•unem00/mshe10311.doe (O313tl00) Imp 4 ENTRANCO ENG. j'. In addition to the mitigations that were mentioned above, we would also recommend constructing the three left-turn lanes that are recommended along East Marginal Way South or providing a two -way left-turn lane along East Marginal Way South beginning north of South 124th Street and ending south of the south entrance to the International Gateway East Development. With either of these mitigation measures, on- street parking on East Marginal Way South (along frontage of both developments) and South 124th Street (north of International Gateway East Development) should be eliminated and no parking signs should be installed in these areas. The developer would provide street frontage improvements along the public street frontage where improvements are not in place, such as on East1Marginal Way South, South 124th Street, and South 126th Street. Further investigation og parking restrictions along South 126th Street (south of International Gateway Vast Development) will be conducted by the City of Tukwila. When the parking restrictionsPhave been determined, the developer will provide the parking signs, which would minimize the Impacts of on- street parking in the neighborhood. Parking on other neighborhood streets would be mitigated by the Neighborhood Traffic Management Program. Neighborhood Traffic Management Program For SEPA transportation mitigation purposes, the City of Tukwila has conditioned the property owners of parcel numbers (734560 -0490, 734560-0430, 734560 -0385, 734560 - 0580) to sign a developer agreement to establish and provide a neighborhood traffic monitoring program. The program is to assure that traffic impacts related to the development arising in the residential neighborhoods will be addressed and resolved. If deemed necessary, the property owners of the proposed development will rovide traffic calming devices and improvements that are approved by the city engineer: To determine if and when appropriate traffic calming devices are needed, the program shall monitor and analyze the following criteria: • License plate and directional daily traffic counts • Accident history analysis • Speed study ' • Review of neighborhood complaints • Perform public meetings to compile and understand complaints and propose solutions The data mentioned above need to be collected at the following four locations: • S 126th Street — west of E Marginal Way S • S 128th Street — east and west of E Marginal Way S • S 130t Street — east and west of E Marginal Way S • 40th Ave S — South of S 130th Street The Neighborhood Traffic Monitoring Program will be done on an annual basis or as directed by the city engineer depending on the type and number of complaints received. . The program will commence one year from the issuance of certificate of occupancy of the first building and continue for a period of up to five years thereafter or as directed by the city engineer. • Page 1 BUILDING DIVISION REVIEW Tukwila Building Division 6300 Southcenter Blvd. Tukwila, WA 98188 206 / 431 -3670 Date: February 7, 2000 Project Name: International Gateway East II, Bldg. B Application #: D99 -0439 Plan Reviewer: Bob Benedicto 1. Group "F" Occupancies include the use of a building or a portion thereof, for assembling, disassembling, fabricating, finishing, manufacturing, packaging, repair or processing operations that are not classified as Group H Occupancies. Group F, Division 1 Occupancies includes moderate hazard factory and industrial occupancies, Group F, Division 2 Occupancies includes low hazard factory and industrial occupancies. Indicate which use (division) is intended in this building and qualify this use by indicating the resulting product or process. 2. Show a proposed method for compliance with UBC Section 1104. "3. Provide a schedule that will identify and correspond to the wall types that are keyed on the plans. 4. If the stairwells are developed to accommodate exiting requirements for future tenant improvements, detail br otherwise note the required fire rating of the stair enclosures and the appropriate fire rating of the doors which provide access to the stair wells. 5. The installation of thermal insulation at the roof is noted as R -19, R -23 and R -30. For the purposes of field inspections, please clarify which will be used. 6. Show compliance with the lighting and controls requirements of the Washington State Nonresidential Energy Code. 7. Provide at least one drinking fountain. Re: UBC 2903.4.1 & 1105.4.1. 8. The building must provide ventilation in accordance with the Washington State Indoor Air Quality Code. Mechanical systems are required to comply with Chapter 14 of the Washington State Nonresidential Energy Code. Show compliance on the plans. Note: If this is a "bidder designed" system list it under deferred submittals and state the requirements of UBC 106.3.4.2, Ciiy of Tuk Department of Community Development February 7, 2000 Roger Carlson 130 Lakeside, Suite 250 Seattle, WA 98122 RE: CORRECTION LETTER #1 Development Permit Application Number D99 -0439 International Gateway East II — Building `B' 12501 East Marginal Way South Dear Mr. Carlson: 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 Building Division, Planning Division and Public Works Department. At this time, the Fire Department has no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. 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 xc: File No. D99 -0439 Steve Lancaster, Director • 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • Fax: 206-431-3665 January 14, 2000, Roger Carlson 130 Lakeside, Suite 250 Seattle, WA 98122 RE: Preliminary Review Comments International Gateway East II — Building A (D99- 0438), Building B (D99•-0439) Dear Mr. Carlson: City of Tukwila Department of Community Development The Tukwila Planning Division and Public Works Department have completed their review of the application materials you submitted on December 16, 1999. The attached comments and/or corrections must be addressed before we can recommend approval of your permit(s). Please be aware that you will probably receive comments and/or corrections from other City departments, as well. When you re- submit your corrected plans to the Permit Center for further review, your re- submittal must respond to the comments of all City departments at the same time. You will know when you have received the comments of all departments involved with your project, when you receive a "Correction Letter" from the City's Permit Coordinator. The Permit Center cannot accept your re- submittal until after you have received the Correction Letter reflecting all departmental comments and/or corrections. In the meantime, if you have questions regarding the attached Planning Division comments and/or corrections, please contact Nora Gierloff, Associate Planner, at (206)431 -3141 or the attached Public Works Department comments and/or corrections, please contact Mike Cusick, Associate Engineer, at (206)433 -0179. If you have other questions regarding the status of your permit application, please contact the Permit Center at (206)431 -3670. Sincerely Brenda Holt Permit Coordinator encl Xc: Nora Gierloff, Associate Planner Mike Cusick, Associate Engineer File No. D99 -0438, D99 -0439 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206. 431.3670 • Fax: 206. 431 -3665 j Reid iddleton January 13, 2000 File No. 26 -99- 005- 025 -01 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal International Gateway East II Building B (D990439) Dear Mr. Griffin: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The following comments should be addressed by the permit applicant. 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. 1. The Foundation notes should reference the supplemental letter by Earth Consultants, Inc., dated November 18, 1999. 2. The notes for concrete cover over the rebar should be clarified on Sheet S4.2a. 3. Spread footings at Grids B -3, B -10, C -3, and C -10 are shown as an F7.25 on Sheet S 1.1 b; however, calculation page FDN1 shows that F7.75 and F8 footing types are required. 4. A TS 10x4x 1/4 entry soffit is called out along Grids A and E between Grids 6 and 7 on Sheet S 1.2b; however, a TS 10x4x5/16 is required per calculation page F5. 5. Collector elements are not shown on Sheet S2.1 b along Grids 6.2 and 6.8 between Grids D and E. Calculations verifying adequate shear strength in the floor diaphragm to transfer lateral forces should be provided. Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741.3800 Fax: 425 741.3900 Mr. Duane Griffin 0. City of Tukwila • January 13, 2000 File No. 26-99-005-025-01 Page 2 I Sincerely, . Reid Middleton, In Section F/S2.1b does not indicate a maximum distance from the bottom tie to the top of footing. The bottom tie shall be located not more than one half a tie spacing above the top of the footing per UBC Section 1907.10.5.4. 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. • Biao Huang, TI.T. Plan Review Engineer • i • avid B. Swanson, P.E., S.E. Director, Structural Engineering Group bj626se\planrevw\tukwila\994025r1.doc\bbh cc: Roger Carlson, Lance Mueller & Associates Reid iddleton PUBLIC WORKSIDEPART ENT COMMENTS DATE: January 10, 2000 PROJECT: Group Health (International Gateway East 11) PERMIT NO. D99 -0438, D99 -0439 PLAN REVIEWER: Contact Mike Cusick at (206) 433-0179 if you.have questions regarding the following comments. 1. The sanitary sewer plans need to be reviewed by the Val Vue, Sewer District. • 2. The water plans need to be reviewed by Water District 125. 3.. See redline drawings for plan comments. The redlined plan set shall be returned to the City Of Tukwila Public Works Department. 4. The storm drainage calculations in T.I.R. need to match the data on the plan sheets. 5. Please provide calculations.for off site storm drainage in the R.O.W. _. • 6. Public storm water from R.O.W. cannot be combined with on -site storm water . There needs to be two separate storm drain systems. 7. Section 3 of the T.Q.R. Refernces the 1991 King County Surface Water Design . Manual (KCSWDM). •• This edition of the manual cannot be used for any portion of . this project. 8.. Please show all invert elevations and pipe sizes for the existing storm drainage system for the on-site improvements and adjacent off -site streets. 9. The basin areas for existing conditions area to equal the basin area for the proposed conditions. • 10. A separate T.I.R for proposedparking garage on the east side of East Marginal Way South will be required by the City Of Tukwila Public Works Department. 11. The City Of Tukwila does not allow the use of corrugated metal pipe in the R.O.W. The existing 15" corrugated metal pipe near South 124 Street needs to, be replaced with a new N -12 or concrete pipe located in the R.O.W. { ` • •'•' � {�- • DATE: December 28, 1999 PROJECT NAME: Group Health Building B PLAN CHECK NO.: D99-0439 PLANNING DIVISION COMMENTS Contact Nora Gierloff at (206) 431-3670 if you have any questions regarding the following comments. The project has not received a SEPA Determination or had its hearing before the Board of Architectural Review. Though you have the right to submit for building permits they cannot be issued until you have those approvals. Any work dope prior to those approvals is at your own risk as conditions may be imposed that affect the building or site design. The minimum aisle width for perpendicular parking with two-way traffic is 24 feet, not the 23 feet shown in some places on the site to: CANom's Files1Group Health\Building Permit Comments.doe • • • December 28, 1999 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review • International Gateway East II — Building 'B' (D99-0439) 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 City of Tukwila Department of Community Development encl xc: Permit File No. D99-0439 • John W Rants, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • (206) 431.3670 • Fa.* (206) 4313665 City of Tukwila Department of Community Development • John W.. Rants, hfayor Steve Lancaster; Director • December 28, 1999 Roger Carlson 130 Lakeside, Suite 250 Seattle, WA 98122 RE: Letter of Complete Application Development Permit Application Number D99-0439 International Gateway East II — Building '13' 12501 East Marginal Wy S Dear Mr. Carlson: This letter is to inform you that your permit application received at the City of Tukwila Permit Center on December 16, 1999, was reviewed at the December 21, 1999, plan review meeting. Your application has now been determined to be complete. Your permit has begun the plan review process, you will be notified of any required corrections or when your plan is approved. If you have any questions, please contact me at the City of Tukwila Permit Center at (206)431-3672. Sincerely, File: D99-0439 Brenda Holt Permit Coordinator 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • (206) 431.3670 • Fax (206) 431-3665 DEPARTMENTS: Buillding 1A1 Fire ( -2 70 -0 1 Wi 1 0 ' 4900 �/Vor<s Structural Pu li vr DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete TUES /THURS ROUTING: Please Route I i f Structural Review Required .i� I.:M i, %tv iyY:' ++iF'. �'T;...R - ;rFr,.. , s1•$'l' .i"t c'(::{ .., ..� •!Hti'R'•� gtLX,dAr.��� r { M 'hS`i T wRl' � �'l� � tr :7j.e.• h'e . �!.t" ,tty,�. tii.?�.s. �; 4f t r -�e PLAN REVIEW /I��UI�ING SLIP ACTIVITY NUMBER: D99 -0439 DATE: 10 -26 -2000 PROJECT NAME: GROUP HEALTH -BLDG. B SITE ADDRESS: 12501 E MARGINAL WY S SUITE NO Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # XX Revision # 2 After Permit Is Issued Planning Division Permit Coordinator n rlr DUE DATE: 10-31 -2000 Not Applicable No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE 11 -28 -2000 Approved n Approved with Conditionsn REVIEWER'S ITIALS: DATE: UV /1.1�I1 J'I A i D 2. -2-1) CORRECTION DETERMINATION: DUE DATE Approved n Approved with Conditions Ii Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: v'KKUUII tax er Not Approved (attach comments) ACTIVITY NUMBER: D99 -0439 DATE: 8 -29 -2000 PROJECT NAME: INT'L GATEWAY E II B (GROUP HLTH) SITE•ADDRESS: 12401 E MARGINAL WY S Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # XX Revision # 1 After Permit Is Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete IMIIIMIIP Y'MKUUI I.IO)C Nr, ;s:: t r ,;�y.�.., , ,...t.' ,.Y . : �.:x .z1 -•jail . ti - u,qu`.�u':Y ^v'��1t.��s,:A f,;,.. .,'t'�P'q'"?.rotas,� 5 !'S':1 p 'tt)r>,' . ?rti kibyra� .`7'US'F`C`jn,;, ,,, ' t?l, ein?: zi':N M�? w.. l`,,,. �, �' ��S.. TI: vF;:" M"• ��. ��tt' �'.'? �. r. a��: Nre' I. �. L Pe �1...+:.•...; t. t? 6FvK. Xr.: lr;. J.: il1'd�.Ue� -0.. ..�.r?fYia4..i� ,7uJ7 y.�7;;t51n1��a2�..�. .. .. . PERMIT p C00 Qp PLAN REVIEW�RuU ING SLIP APPROVALS OR CORRECTIONS: (ten days) Fire Prevention Structural TUES /THURS ROUTING: Please Route n Structural Review Required n n Incomplete n Not Applicable Comments: n Planning Division Permit Coordinator DUE DATE: 8 -31 -2000 No further Review Required n REVIEWER'S INITIALS: DATE: DUE DATE 9 -28 -2000 Approved ri Approved with Conditions ri Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved ri Approved with Conditions n Not Approved (attach comments) REVIEWER'S INITIALS: DATE: C +lt " .:t.'E'.�fW?e .�%S:�i.'k �.5�� ° i'k u.�t.S�c.r ...... t'.� r7x `h:a�.i� >.::��w�r }l..;Y.�.�P. zv�r !�'.�:h�t'.}.LGt....��7 =.�kr! J.��.'Y -, 4��.;�r.f.9n ��}.'� i•�r�•r'�.�� f +. .��.'t?.s DEPARTMENTS: B ' Division N OA Z _7-a0 ubl'c Works n� PL, pij I -a %' Complete V'RROUTE.DOC 5/99 RMIT COORD COPY PLAN REVIEW /ROUTING SLIP N UMBER: D99 -0439 DATE: 12-16-99 I jECT. NAME: INTERNATIONAL GATEWAY EAST II BLDG "B" Original Plan Submittal Response to Incomplete. Letter # Response. to Correction Letter # Revision # After Permit Is Issued Cj(0 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Fire Prevention MI Plann g Division AuUG l d�ncect Structural Permit Coordinator Incomplete TUES /THURS ROUTING: Please Route Structural Review Required Not Applicable us w DUE DATE: 12 -21 -1999 Comments: — 4 No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE 1- 18-2000 Approved n Approved with Conditions torvediin Lhv 'l WLI d 2 -1 CORRECTION DETERMINATION: Approved C Approved with Conditions REVIEWER'S INITIALS: Not proved (attach comments) REVIEWER'S INITIALS: DATE: DUE DATE Not Approved (attach comments) n DATE: r:F: ^- s; +,�,,.'.'r .1N ak�a.r ! C° "at= rN :G t: '' ",tb""�t,tYtM`fr+ti�eb",..,. r 'i. S` ^ "� f ; f.t y . M M W M:cli•yrr4a.d urkt:E; Ziiii,i2.;.h;.2.a`�:tn.'-«. ,.��x . n.. cgif ih. ��}:` 1a4�r: Pi,. t� ,......,,r.41+r'...X,:.$,•``.LS J.gn.Hfy...,.,il)i9s.: A w: ...4 i)s::er...i'�Y.: 4tL::�,'�d t' �'ti't',�tT.". b.:Fa ACTIVITY NUMBER: D99 -0439 DATE: 6 -22 -2000 PROJECT NAME: INTERNATIONAL GATEWAY EAST II-BLDG 'B' • SITE. ADDRESS: 12501 EAST MARGINAL WAY S Original Plan Submittal Response to Incomplete Letter # XX Response to Correction Letter # 1 Revision # After Permit Is Issued DEPARTMENTS: B d Division - K L: 151) .-- Public m Pe, W r c� t (0 - DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete TUES /THURS ROUT! Please Route REVIEWER'S INITIALS: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Structural Structural Review Required APPROVALS OR CORRECTIONS: (ten days) Approved U'RROU1E.DOC 5/99 Fire Prevention n REVIEWER'S INITIALS: Planning Division /406 1 -42'4° Permit Coordinator n DUE DATE: 6-27-2000 Incomplete n Not Applicable Comments: No further Review Required DATE: DUE DATE: 7 -25 -00 Approved with Conditions n Not Approved (attach comments) n DATE: CORRECTION DETERMINATION: DUE DATE Approved Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 101 1416 0 City of Tukwila Department of Community Development Steve Lancaster, Director ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # 2 after Permit is Issued Plan Check/Permit Number: r3F'7 -off 39 John W. Rants, Mayor CITY OFT )KWII A OCT 2 6 2000 PERMIT CENTER Project Name: 1J TEA lJ4T /o•v I}TCs y Li44,T 1 3C-0C - 6 Project Address: 12 0 l . in Af- GtruAL G/AV Sezn7 Contact Person: OG t9t O t - Phone Number: ( G ) 3 Z r- z cc' 3 L*vvcit m cf./it's—cc ,�// Summary of Revision: / r/ - l Sap F r 6 7'`2Uc (G cc is CS /4N 0 INT6L#t/# -L Fj2.c; Lb&es Tv 1L4 wC 144/ en 2 tsll t S Is,o k r T S 7`41 •z S 114 S ¶ ` Si°rt rw (c e> /Z(St d! i'Loo Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: [r Entered in Sierra on ID -2 o —act 06/29/99 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fay (206) 431-3665 City of Tukwila Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Fi 2q ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ©' Revision # / after Permit is Issued C{Z t� i?-1 l 54759 PER�MT CEft�T -ER Q Project Name: I vZ t a ( -sr /''„ xC ' * �-- f ' I ��� tr C ti , B Project Address: Contact Person: P4L Phone Number: 4`iS— 2- SJ --C' 2. Summary of Revision: /76 s Sheet Number(s): Jeer "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: "Entered in Sierra on ' z_� 1{' oV 393 John W Rants, Mayor Plan Check/Permit Number: p`7`/ Gy3/ REcato CITY OF TUKWILA AUG 2 9 2000 06/29/99 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 744;..:1 ?4:6,;. ':na-itnosdsRme,.Y .a 11.1. z.' ,'S,rannika.°i;�+t'itits - City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 ;+{., _..�� i .yws, x�s�, r � �'�.S�i• °< :Y.: t:� �� =aYn t••h� -r,. �' 4u r t,-'. nfa ,.2r�'ire�,«+,I.vGfi,1,+�,Lt,r�, Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: / �2- / Oa 0 Response to Incomplete Letter # ® Response to Correction Letter # 1 0 Revision # after Permit is Issued Project Name: INTERNATIONAL GATEWAY EAST II - BLDG `B' Project Address: 12501 East Marginal Way South Contact Person: Roger Carlson Phone Number: (20 4.) 32s- 266 3 Summary of Revision: % " E A?'1"A . I4 O Sheet Number(s): A o. 2, 4 2. I, A 2.3 4z .4, A 4• t, A4. A 4-.3f 4 4,4 4_ "Cloud" or highlight all areas of revision includin ' ate of revise Received at the City of Tukwila Permit Center by: 1 b ( r'1 l ir—Entered in Sierra on (p Plan Check/Permit Number: D99-0439 ra or TLK WILA z 2000 PERMIT CENTER 02/07/00 City of Tukwila Fire Department Fire Department Review Control #D99 -0439 (510) January 5, 2000 Re: International Gateway East II Building B - 12501 East Marginal Way South Dear Sir: John W. Rants, Mayor Thomas P. Keefe, Fire Chief The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Portable fire extinguishers shall be securely . installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored'to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC Standard 10 -1) Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 City of Tukwila Fire Department Page number Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that inspection was performed and shall identify the company,or person performing the service. (NFPA 10, 4 -3, 4 -4 and 4 -4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4 -4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) 2. Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207 -1212) No point in a sprinklered building may be more than 250 feet from an exit, measured along the path of travel. (UBC 1004.2.5.2.2) 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) Gates and barriers shall be openable without the use of a key or any special knowledge or effort. Gates and barriers in an exit shall not be locked, chained, bolted, barred, latched or otherwise rendered unopenable at times when the building or area Cerved by the exit is occupied. (UFC 1208.2) John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 City of Tukwila John W. Rants, Mayor Fire Department Thomas P. Keefe, Fire Chief Page number 3 When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress.1 (UBC 1003.2.8.2) Exits shall not pass through kitchens, storerooms, restrooms, closets or spaces used for similar purposes. (UBC 1004.2.2) When two or more exits from a story are required and when two or more exits froma room or an area are required, exit signs shall be illuminated. (UBC 1003.2.8.4) Manually operated edge- or surface - mounted flush bolts and surface bolts are prohibited. When exit doors are used in pairs and approved automatic flush bolts are used, the door leaf having the automatic flush bolts shall have no door knob or surface - mounted hardware. The unlatching of any leaf shall not require more than one operation. (UFC 1207.3) All exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 1 1/2 hours in case of primary power loss, the exit signs shall also be connected to an emergency electrical system provided from storage batteries, unit equipment or an on site generator set, and the system shall be installed in accordance with the electrical code. (UBC 1003.2.8.5) 3. Fire hydrants are required as detailed in City Ordinance #1692. 4. An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #1742) Local U.L. central station supervision is required. (City Ordinance #1742) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 575-4439 City of Tukwila John.. Rants, Mayor Fire Department Thomas P. Keefe, Fire Chief Page number Maintain a 3' clear space around the .sprinkler riser(s) for emergency access. (NFPA 13 4 -1.2) 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) 5. An approved manual fire alarm system is required for this project. The fire alarm system shall meet the requirements of the Americans With Disabilities' Act, chapter 51 -20 WAC (Chapter 31 Accessibility), N.F.P.A. 72 and the City of Tukwila Ordinance #1742. Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (1- 5.2.8.2)) 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 #1742) (UFC 1001.3) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 6. All electrical work and equipment shall conform Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 City of Tukwila Fire Department Page number 5 John W Rants, Mayor • Thomas P. Keefe, Fire Chief strictly to the standards of The National Electrical Code. (NFPA 70) An aisle to and workitng space shall be provided for each electrical panel. An aisle width not less than 24 inches shall provide access to the panel and 30 inches of working space shall be provided directly in front of the panel. (NEC 110- 16(a), NEC 110- 16(c)) Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) 7. Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. (UFC 901.4.4) 8. This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 9. All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (UFC 901.3) 10. An approved water supply capable of supplying the required fire flow for fire protection shall be provided to all premises upon which facilities, buildings or portions of buildings are hereafter constructed or moved into or within the jurisdiction. When any portion of the facility or building protected is in excess of 150 feet (45,720 mm) from a water supply on a public street, as measured by an approved route around the exterior of the facility or building, on -site fire hydrants and mains capable of supplying the required fire flow shall be provided when required by the chief. (UFC 903.2) 11. Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 45,000 lbs. 12. Every building shall be accessible to Fire Department Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 City of Tukwila John W. Rants, Mayor Fire Department Thomas P. Keefe, Fire chief Page number 6 apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" • vertical clearance. Access roads in excess of 150' shall be provided with an approved turn - around area. Access shall be within 150' of all portions of the buildings. (City. Ordinance #1846) "FIRE LANE - NO PARKING" areas were declared at your complex because of less than minimum clearances for fire department vehicle access. These areas are in need of re- signing or repainting per City Ordinance #1846 and Uniform Fire Code Section 10.206 as amended. Fire apparatus access roads "fire lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING ", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING ", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #1846) 13. For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around it's perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #1692) 14. Fire doors, fire windows and fire dampers shall have a label or other identification showing the fire protection rating. Such label shall be approved and shall be permanently affixed. (UBC 713.3) When fire dampers are required to maintain fire Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) S754404 • Fax (206) 5754439 City of Tukwila Fire Department , . Page .number- 7' 15. Provide fire department access from South 126th Street at two locations. 16. Ensure landscaping and light standards for the • parking lot do not impede ladder truck access. Contact this office for further details. Any overlooked hazardous condition and/or violation of the adopted Fire*or Building Codes does not imply approval of such condition or violation. Yours truly, • resistance of construction, they shall be installed in accordance with their listing and U.B.C. Standard #43-7. (UBC 713.11) The Tukwila Fire Prevention Bureau cc: TFD file ncd 510 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 3754404 • Fax (206) 5754439 Kind of Fixture Fixture Units No. of Fixtures Total Fixture Units Public Private Public Private Bathtubs and/or shower 4 2 Dental units or lavatory 1 1 Dishwasher 4 2 Drinking fountain (each head) 1 1 4. 4- Hose blbb or sill cock 5 3 2 G Laundry tub or clotheswasher 4 2 Sink, bar or lavatory 2 1 12, t Z. Sink, clinic, flushing 10 10 Sink, kitchen 4 2 Sink, other 4 2 Z. 4 Sink wash, circle spray 4 4 ' Urinal, flush tank 3 3 Urinal, pedestal 10 10 Urinal, wall or stall 5 5 �- Z Water closet tank 5 3 Water closet, flush valve 10 6 L. 7 Z KI \'G COUNTY Non- R &,idential Sewer Use Certication (To be completed for all new sewer connections, reconnections or change of use of existing connections. This form does not apply to repairs or replacements of existing sewer connections.) Pursuant to King County Ordinance No. 11034, all sewer customers who establish a new service which uses metropolitan sewage facilities after February 1, 1990 shall be subject to a capacity charge. The amount of the charge is established annually by the' King County Council but is limited by state law to $10.50 per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi- annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County's Wastewater Treatment Division at 684 -1740. (Please print or !1 .,___i e) Owner's Name G IL et� l� Property Legal Address: /,.L4, Subdivision Name Last, First, Middle Initial) Go, es.Meitt/N/ *(- Qt' S Lot # Subdiv. # Block # Property Street Address 51. Lt/ 4 £.IG 5771. T City, State, Zip SeCfe -TTL1 ' , kV /1 Owner's Phone Number (Z ) 4 ' 1 ' s - "2 1 3 Owner's Mailing Address: (if different from above) A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Total Fixture Units Residential Customer Equivalents (RCE) 20 fixture units equal 1.0 RCE Total No, of Fixture Units ForCiny° Account., #• .. , Monthly Rafe`ti" , SIX Montli'Due: 1058 (Rev. 11/86) 20 s.� RCE White - King County Property Tax ID # 7 3 4 TG a- G 4? 0 Building Name (if applicable) Party to be Billed (if different from owner) Party's Mailing Address: (if different from property address) or Property Contact Phone # (20(. ) ZO I - 4.20 City or Sewer District LJhE L, Uu/S SteslA Mt, f', gr, Date of Connection Side Sewer Permit # B. Other Wastewater Flow (in addition to Fixture Units identified in Section A) Type of Facility/Process: /1/b ,t1 Estimated Wastewater Discharge: /W4 Gallons/day Residential Customer Equivalents (RCE): 187 gallons per day equals 1,0 RCE Total Discharge (gaVday) A B 187 C. Total Residential Customer Equivalents: (add A & B) G. RCE RCE I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrected data for determination of a revised capacity charge. Signature of Owner/ Representative Print Name of Owner/ Representative Date Yellow - Local Sewer Agency Pink - Sewer Customer PART A: (To be completed by applicant) Site Address (Attach map and Legal Description showing hydrant location and size of main): 19- o f B. Ntn z-6 ► v y ,c' sy ;y ti.''� sS � V� .� •r•`i i.?i �+'1,.r ..�. t�Ofe'iitterito(ritatioit ei . ; 7: .. ; : .• .,� Y 50 :lef A .�ye '�:r:• . , f�w' *-6Wi 4v4ilk � 1 Name: 'Sf1'i.31 -� . LDS 511- kiCTL . Name: 1 9 Itih)SeN) t,A1,5ij.Tlp1b -1( Address: I Ol E u...1 o lt �E w S -rrLE Address: IS Z4 S ' 1 -N) Av S . FAit Phone: j - I —1- 1- 0 0 _ Phone: C.47x ZSI — 612-2- This certificate is for the purposes of: ❑ Residential Building Permit ❑ Preliminary Plat ❑ Short Subdivision 51 Commercial/Industrial Building Permit ❑ Rezone Q Other Estimated number of service connections and meter size(s): 3 Vehicular distance from nearest hydrant to the closest point of structure ft. Area is served by (Water utility district): ytiffl - Fg- DIST • 'f` 1 Ow r e Sign re: P N _ Date: /A- - 1 -}-ci, The proposed project is located within CITY OFT" IKWILA Permit Centel 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 Certificate of Water Availability PROJECT #: A• enc /Phone WTRAVAILDOC 6/5/96 (Required only if outside City of Tukwila water utility district) PART B: (To be completed by water utility district) (City/County) The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection: u w►. Ls-t A--p t v- /-1- ' C , t., /L f ' 14, C A , `f zS Z7 — zo) Art t7 t f (Use separate sheet if more room is needed) - ased upon the improvements listed above, water can be provided and will be available at the site with a flow of 701 qpm at 20 psi residual for a duration of 2 hours at a velocity of ? 1 fps as documented by the attached calculations. l hereby certify that the above information is true and correct. t ia? co . Agency /Phone 2- Z 'E1.5`rf7 H-ha /2— /tf — 9 9 Date Water Availability: ❑ Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item C2 are met. ❑ System isn't capable of providing service to this project. Date PART C: (To be completed by governing jurisdiction) Minimum water system improvements: (At least equal to B2 above) (Use separate sheet if more room is needed) Part A: (To Be Completed by Applicant) Purpose of Certificate: tin Building Permit ❑ Preliminary Plat or PUD • ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: ❑ Residential Single Family ❑ Residential Multi- Family 63 Commercial ❑ Other Applicants Name: So be Co ,,, s • f �, Phone: Diu s y 4 vl e.h y As7 _6 ii Property Address or Approximate Location: iz.yv/ E, Mefortiol t, 47 Legal Description(AttachMap and Legal Description if necessary): TgIx Loh et ff 4GZi ed Part B: (To Be Completed by Sewer Agency) 1. IN a. Sewe ervice will be provided by side sewer connection only to an existing 6 a size sewer feet from the site and the sewer system has the capacity to serve the proposed use. _ OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2) the construction of a collection system on the site; and /or ❑ (3) other (describe): 2. (Must be completed if 1.b above is checked) 14 a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. lI a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: a. District Connection Charges due prior to connection: GFC: $ SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $1090 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) il • b. Easements: ❑ Required ❑ ay be Rgquire ' c. Other: ( l., G r s L • ,r ho 1 a G f Lr t i - - % I fIcC)l Q kke of co hh eaten., By• l 'WORKINO TOWARD A AETTER ENVIRONMENT" ammi War SEWER DISTRICT A ral M Pt; r Title 14816 Military Road South P.O. Box 69550 Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 CERTIFICATE OF SEWER AVAILABILITY /NON- AVAILABILITY fil Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability I hereb certify that the above wer agency information is true. This certification shall be valid for one year . fro ate of signatur i ce.► /�/ V /09 ate 734560 -0490 734560- 0430 734560 -0385 734560 -0580 7390,004 i Please Remove And. Sign Identification Card Before Placing In Billfold F625- p52410O (8/97) • Detach And Display Certificate RECO AS AS PROVIDED BY LAW S NST CONT GENERAL REGIST. # EXP. DATE CCO1 . :- SABEYCI033RM,12 /31/2000 EFFECTIVE DATE.: 05/14/1997 SABEY, CONSTRUCTION INC:. . . 101 'ELLIOTT AVE . W -STE. 33 0 : _: SEATTLE- WA.- 98119 :' Signature Issued by DEPARTMENT OF LABOR AND INDUSTRIES COMMENTS: Type of Inspection: CGA //5 //0/ , p1/ *gill AfAI/t4 , 5 ,, /viwvt i ept loo g,t, .t4 , sc , I Sla� CAZ S /16 74-1 a 4 ,t.7 r,tv IP r i , /5z) G, AAA9.5 a.m. p.m. (4/4 r 2c4.4)`- . -- 7z. A 1 , I, I. .c.' t. _, 'A.., Ll ..d.Ll. kkal 1.41.0 1 At / 3/ di "1- ' 11 ,, . 5 �/C. n� A ie ce Gu ! (,k i / J 35- "4 SO ',""X ? 5 i wilh -/ r `-6►s�= '- Project: Type of Inspection: CGA Address: Date called: Specia instructions: e � Date wanted: a.m. p.m. Requester: Phone: ., nea a— NSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 ❑ Approved per applicable codes. .svu . wvH. �w.. wnw. ww�s 'awwss.e+2wru om-snvma.vewo..... PERMIT NO. (206)431 -3670 Corrections required prior to approval. Inspector: Date: / VCC) El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Fire Department TUKWILA FIE DEPARTMENT FINAL ,APPROVAL FORM' Permit No. John W Rants, Mayor Thomas P. Keefe, The Chief Suite # �.1�, �'1"'•��.� s �'Vi'.� �• it;, Y-, r�" '�'�r4.9'.1'�jyy�ry:,Y��..�.':,. ,. �;. y � ;r• � . :si�r ,Y� �:.q1I,. * -�r••. � .'�"u"• �•1 � Retain current inspection schedule Needs shift inspection Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: Authorized Signature FINALAPP.FRM GNIC .1K_ Approved without correction notice Approved with correction notice issued Z Date T.F.D. . Form F.P. 85 Z( C3 Headquarters Station: 444 Andover Park East • Tukwila, Washlnoton 98188 • Phone: (206) 575.4404 • Fax (206) 575.44,39 t':, June 3, 2003 Brian Ellingson Sabey Construction Inc 12201 Tukwila International BI 4th Floor Tukwila, WA 98188 City of Tukwila Department of CommuniOf Development • :; RE: Release of Bond Bond No 81SB103565116BCM Dear Mr. Ellingson: This letter hereby authorizes the release of the performance bond referenced above in the amount of $90,810.00 for the completion of the infrastructure associated with Intergate East II — Group Health located at 12401 East Marginal Way S, Tukwila, Washington. I have enclosed a copy of the bond for your reference. If you should have any questions, please contact our office at (206)431-3672. Sincerely, Brenda Holt Permit Coordinator encl xc: File No.1:19904313 and D99-0439 Steven M. Mullet, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-366S DATE: May 13, 2003 SUBJECT: Intergate East II — Group Health 12401 E. Marginal Way South Permit No(s). D99-0438 / D99-0439 • • • .../• The performance bond for this project, in the amount of $90,810.00, may be released. • MEMORANDUM BUILDING DIVISION — Brenda Holt, Permit Coordinator CI FROM PUBLIC WORKS DEPT. — David McPhers on See the signed Developer's Project Warranty Request Form — attached. t'k�y7sy�k'6 From Gary:Schulz To: Brenda Holt Dates ' 05/07/2003 3:35PM Subject: . Group Health Files Thanx for your help! The land use files are E99-0031 & L99 0074:' The maintenance and monitoring. info is probably in L99- 0074. You are looking for a letter from Altmann /Oliver regarding the estimated cost which is then used for the bond amount: The letter may be addressed to Ralph Hagler. If you can't wait till next week, you could tell Brian that we have the documentation that we released the wetland mitigation and apparently replaced it with the one he sent. us. Therefore, the bond for D99- 0438; $90,810 is related to Public Works infrastructure improvements. ;SEiC7xt�N: >�:.):.:::.:fo .. �Fll eaf`it » M , develo :,..,;.:_ r�l�a�tt : ?orueal >b; . • ,; > >: < :,; ? ; >::. > :: . � ' » >< � >` > < > > < < ><� >� >� <<�<:. .:�...:.... i C staff ). NAME OF DEVELOPMENT: / " .• • r ' ' .. DATE: r • DEVELOPMENT ADDRESS: r rk , PERMIT NO.: r CASH ASSIGNMENT NAME: r ( '"- Oa TEL NO. , _ a 2„ /--q SHALL BE REFUNDED -- ` BY MAILING TO: ADDRESS: / 2 s ,., 3 (please print) CITY /STATE/ZIP r rA ) �� , Y DESCRIP11ON OF ITEMS TO BE COMPLETED (REFERENCE • r r P 'N �� u.►1 6 R. u • . . • ' • ,• _ S • / D ' �, , „ Milli r � r .-, .., ,_ 5 r--- �L .� _ I: ` z • is As the gylner, or aut agent of the owner, I hereby submit cash or cash equivalent in the amount of $ g/D ($150% of value to complete work described above) and attach supporting documentation for value of work. I will have this work carried out and call for a final inspection by this date: (O,- / ,23 / 4/ ), or risk having the City use these funds to carry out the work with their own contractor or in -house manpower. If I fail to carry out the work, I hereby authorize t i : • to go ont • : • operty to carry out t completion of the above deficiencies. I further agree to complete : Iwo 'sted - • • e p '• r to requesting inspection and release of these funds. • SIGNED: • TITLE: t ��l' JPB ►EG : 2<'( orr1 l t (tob p ete d ; by�'C .. _.......... t SIGNED: kj Ir , , a {, / / � DEPARTMENT HEAD: AMOUNT: Ga' j `mil 0 C) CASH () CASH EQUIVALENT � �nat DEPOSITED THIS DATE z /42vfj � CITY RECEIPT NO. 4.5 S' t:',10-39-65/16.2 THI$ FUND IS AUTHO IZW TO BE ACCEPTED. RECEIVED BY: ta1,944— e co tedT6 deveto ` 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS DEVELOPER'S REPRESENTATIVE: e corn CHECKED BY: leti a ".».::,...::....»» ». »,..„..».�:.�...�,,::a��:•;.. ,...•... ..:..» w. w.»»» w»», �w.:..,. >»swm,..e..w...»,.+.•.»,..+.».. - »,....,...,..,w...w- .�.r..»» 17.9 OW. n...»... City of Tukwila DEVELOPER'S PR( JECT WARRANTY REQUEST FORM AUTHORIZED BY: Upon completion through Section 2, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my cash/cash equivalent. DATE: I have reviewed the above work and found it acceptable and therefore authorize the release of the above cash assignment. DEPARTMENT: Upon completion of entire form, Finance personnel shall send copies to: - Developer p �� - Finance Department •U - Permit Coordinator, DCD 4\0e1U_ o tie: ?complete i CASH CITY CHECK NO. AMOUNT: $qp ff /0, r CASH EQUIVALENT - Lb I I tR AUTHORIZING RELEASE RELEASED THIS DATE: ., _3 .03 RELEASED BY: , FINANCE DEPT. : ..... Y ,...:.:: . }. .: : : .... ...... ...:.:Y..:� ..::..:,::......:: :::::; : �: �:}:::::: : :::. :::::::: r:::: t::::: �:::::;::::::.:::;:::::;::::::;::::::::}: n �. Y}. �:...:::.}}:: t. Y:::}::: . . :Y:::�:.:v Y:. :... :... i71Cec!'��tt:> e . l r. ���ar�fhoruetl< « < :: >: <: }: >:: >.:::::;: <: <: ;.f.vn.: n.. r.v: .r. :.. rw fit. ]..• . n.r e.< . <: ri:{ : ..b . . tl ..fif9 D b CX s .: ..:: ...... .....:.\ ..: ... ............... ................ . .............. ..... ........................... ...... ........ n. ..... � . }.v. .i�:Li�;;:;:Ly:;' ttw::• } }: :..,<t .: r4 v.,rtm•. }.:: Ct `+ \•.2. NAMEOF DEVELOPMENT: y , di r - • U i 7 a DATE: DEVELOPMENTADDRESS: /,�.� !' 4 4 . - p 9 , CASH ASSIGNMENT NAME: , 4'" TEL. NO. .• _ .. /-4,260. SHALL BE REFUNDED �-- / BY MAILING TO: ADDRESS: / a t .. ,"ti,/ �3L (please print) CITY /STATE/ZIP l u, ti ,,, /, 2, 1 . �r` �� I DESCRIPTION OF ITEMS TO BE COMPLETED (REFERENCE ! PLANSID WHERE ITEMS ARE DESCRIBEDI: - CfSc'� � ' it _ 1 � /� / / OCUMENTS • 7%PF� f 25.1� /, 9 3s /,G - 4,,eyo cn.�le. -. �,.., -m. A... .. As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ %l9 g/ ($150% of value to complete work described above) and attach supporting document for value of work. I will have this wcrk carried out and call for a final inspection by this date: ( )5 / .2'3 / 6/ ), or risk having the City use these funds to carry out the work with their own contractor or in -house manpower. If I fail to carry out the work, I hereby authorize tie-C' to go ont he property to carry out completion of the above deficiencies. I further agree to complete fll work 'sted e p for to requesting inspection and ' release of these funds. • � �� SIGNED: / r TITLE: , r , • y I s f / THI$ FUND IS UT BE ACCEPTED. SIGNED: rx.l nnv1 a4 -( /�1 . A a t f / / utPA TM � HO IZ TO �'i • iL AMOUNT: Gj ' Si D C) CASH () CASH EQUIVALENT �� DEPOSITED THIS DATE: z le_ CITY RECEIPT NO. , 156 eem RECEIVED BY: Olt &-6--- 4 444.:: -. ,. :....,.... ,:: .vov trir:•Y...,'.;,::„; C obecompleted 72 HOUR NOTIFICATION INSPECTION AND RELEASE ; ' DEVELOPERS REPRESENTATIVE: b ei corr>iplate >4a CHECKED BY: DEVELOPER'S PR ()JECT WARRANTY REQUEST FORM evee_ p�rj FOR ) F FUNDS ::tsf to be .::complete staff) I have reviewed the above work and found it acceptable and therefore '5 1 a r utthor' ethe release of the above cash assignment. AUTHORIZE1 Bo c_yxn.0-k DEPARTMENT: ?Lk) CASH EQUIVALENT-Lk I I ER AUTHORIZING RELEASE Upon completion through Section 2, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD *sail ,s I unvrsia All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my cash/cash equivalent. DATE: AMOUNT: RELEASED THIS DATE: CASH CfTY CHECK NO. RELEASED BY: w 4We:.:.w...,w:._ .».,,. v.:eM,,.;.w.www.44.: ;. w.v.,.::onw:.. .. w....,,.,..ve.. n.wown.M..,s...,.,.....,..... ,...::4. ».,�...M..W...... »WO::y: Upon completion of send copies to: , FINANCE DEPT. entire form, Finance personnel shall L - Developer t� , n - Finance Department :V..0'9 ,� - Permit Coordinator, DCD . jt,�"'('; ,,\\, S, oat �?db • : PARKERI SM I TH I FEEK • FACSIMILE TRANSMITTAL To: Nora Gierlotf/Cfty of Tukwila Fax 0: 206.431-3665 RE: Sabey Construction, Inc. InterGate East — Group Health Project Date: February 22, 2001 Pages: THE INFORMATION CONTAINED IN THIS FACSIMILE COMMUNICATION IS PRIVILEGED AND/OR CONFIDENTIAL INFORMATION INTENDED ONLY FOR THE USE OF THE INDIVIDUAL OR ENTITY NAMED ABOVE. IF THE READER OF THIS COVER PAGE IS NOT THE. INTENDED RECIPIENT, YOU ARE HEREBY NOTIFIED THAT ANY DISSEMINATION, DISTRIBUTION OR COPYING OF THIS COMMUNICATION OR THE INFORMATION q0NTAINED IN THIS COMMUNICATION IS STRICTLY PROHIBITED. IF YOU HAVE RECEIVED TI-BS COMMUNICATION IN ERROR, PLEASE IMMEDIATELY NOTIFY US BY TELEPHONE AND RETURN THIS FACSIMILE TO US AT THE ADDRESS LISTED BELOW VIA THE U.S. POST SERVICE. THANK YOU, Nora, Following is the Completion Bond in the amount of 590,810 for Permit No. 438 for the above referenced project. The original will be delivered to Sabey Construction, Inc. tomorrow. If you have any questions, or need anything further, please let me know. Thank you, Karen Dever From Karen P. Dever kpdeverapsfinc.com (426) 709-3769 Dept: Parker, Smith & Feek, Inc. ; Surety Department 2233 112th Avenue NE Bellevue, WA 98004 (425)709-7467 Fax (425)708-3600 Phone a';MSa:':,i.�,.: 02/20001 16:44 FAX 4257097467 STATE OF WASHINGTON) . ss. COUNTY OF KING ) Signed this 22net day of Fearuary , .2001. Address Seattle, WA 98168 -5121 City, State, Zip 206 -281 -8700 C Name and Title PS #tTY /CNSTR CONSTRUCTION IMPROVEMENT BOND BOND NO. 81SB1035651I68CM We, Saber Constzuc ion, .as principal, and Trwva1prek Casualty and Surety ComDnv of Mme as corporation organized under the laws of the State of Connecticut , and duly authorized to transact business in the State of Washington, as surety, are held and fu bound unto city of Tukwila , State of Washington, in the amount of Ninety Thousand Eight Hundred Ten and No/ 100 For the payment of which sum we bind ourselves, and each of our executors, administrators, successors and assigns, jointly and sever 1y. 1 Now, therefore, the conditions of these obligationsare such that the principal will Complete Work for InterGate East - Group Heald) Proiec,t as per P ,it Number 438 • To be completed within one year from the date of bond approval or as later amended and evidenced by a letter of acceptance, then obligation shall be void; otherwise to remain in full force and effect. Upon the failure to the principal to perform the terms of this bond, the Surety sl t:�ll either perform the terms of the bond itself or shall, upon written demand by the Manager of the City of Tukwila, remit to the City of Tukwila the amount of the bond or suc1' lessor amount as may be specified in the demand. The amount demanded by the manager or his/her designee will be a good faith estimate of the actual cost of repairs. We further agree that if it is necessary for the City of Tukwila to take any legal action against any signatory to this agreement to assure the proper completion of this project, the City of Tukwila will be entitled to its reasonable costs and attorney's fees. 1210 Sabey Construction, Inc. Travelers Casualty and Surety Company of America Principal Surety 12201 Tukwila Intl Blvd, 4tb Fl. 2233 1T12Ah Avenu N F Address ! Bellevue, WA 98004 City, State, Zip 425 - 709 -3600 Phone Signature Karen; P. Dev' r. ' ' Attorney-in-Fact -' N and Title r • 02/2272001 16.. 45 FAX 4257097467 ^ ` PIE SRTY /CNSTR p TRAVELERS CASUALTY AND SURETY COMPANY OF AMELCA TRAVELERS CASUALTY AND SURETY COMPANY FA UM GTON CASUALTY COMPANY Hartford, Connecticut 06183 - 9062 ' POWER OF ATTORNEY AND CERTIFICATE OF AUTHORITY OF ATTORNEYS) -IN -FACT • 21003 YCNOW ttz PERSONS BY THESE PRESENTS, THAT TRAVELERS CASUALTY AND SURETY COMPANY OF ANIERICA,;�'RAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY, corporations duly organized under the laws of the State of Connecticut, and having their principal offices in the City of Hanford, County of I;lartford, State of Connecticut, (hereinafter the "Companies") bath made, constituted and appointed, and do by these presents make, constitute and appoint: John N. Zetketes, Victor E. Parker, Tim Church, Carl Newman, Peter H. Hammen, Pamela Nelson, Deanna M. Meyer, Karen P. Dever, Jeffrey W. Parkhurst, Barbara R. Johnson, Charles A. Szopa, Shauna L. Henry, of Bellevue, Washington, their true and Lawful Attorney(s)-in-Fact, with full power and authority hereby conferred to sign, execute and acknowledge, at any place within the United States, the following instrument(s): by his/her solegnature and act, any and all bonds, recognizances, contracts of indemnity, and other writings obligatory in the nature of a bond, recognizance, or conditional undertaking and any and all consents incident thereto and to bind the Companies, thereby as fully and to the same extent as if die, same were signed by the duly authorized officers of the Companies, and all the acts of said Attorncy(s) -in -Fact, pursuant to the authority herein given, are hereby ratified and confirmed. This appointment is made under and by authority of the following Standing Resolutions of said Companies, which Resolutions are now in full force and effect: VOTED: That the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President, any Vice President, any Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary may meant Attorneys -in -Fact and Agents to act for and on behalf of the company and may give such appointee such authority as his or her certificate of authority may prescribe to sign with the Company's name and seal with the Company's seal bonds, reognizances, contracts of indemnity, and other writings obligatory in the nature of a bond, recognizance, or conditional undertaking, and any of said officers or the Board of Directors et any time may remove any such appointee and revoke the power given him or her. VOTED: That the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice Presittnu or any Vice President may delegate all or any part of the foregoing authority to one or more officers or employees of this Company, provided +Eat each such delegation is in writing and a copy thereof is filed in the office of the Secrcttuy. VOTED: Thar any bond, recognizance, contract of indemnity, or writing obligatory in the nature of a bond, recognizance, or conditional undertaking shall be valid end binding upon the Company when (a) signed by the President, any Vice Chairman, any Executive Vice President, any Senior Vice President or any Vice President, any Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary and duly attested and sealed with the Company's seal by a Secretary or Assistant Secretary, or (b) duly executed (under seal, if required) by one or more Attorneys -in Fact and Agents pursuant to the power prescribed in his or her certificate or their cfc tiicates of authority or by one yr more Company officers pursuant to a written delegation of authority. This Pinwer of Attorney and Certificate of Authority is signed and sealed by facsimile under and by authority of the following Standing Resolution voted by the Boards of Directors of TRAVELERS CASUALTY AND SURETY, COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY, which Resolution is now in full force and effect; VOTED: That the signature of each of the following officers: President, any Executive Vice President, any Senic,� V ice President, ony Vice P r e s i d e n t , any Assistant Vice P r e s i d e n t , a n y S e c r e t a r y , a n y Assistant S e c r e t a r y , and the seal of the Company may b<+ d f x.d by facsimile to any power of attorney or to any certificate relating thereto appointing Resident Vice Presidents, Resident Assistant Secret it e t or Attorneys -in -Fact for purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof, arll any such power of attorney or certificate bearing such facsimile signature or facsimile seal shall be valid and binding upon the Company and any suc i . power so executed and =lifted by, such facsimile signature and facsimile seal shall be valid and binding upon the Company in the future with respect to any bond or undertaking to which it is attached. 02/22 %2001 16 :45 FAX 4257097467 STATE OF CONNECTICUT }SS. Hartford COUNTY OF HARTFORD > 4 PSF SRIVSNSTR P i' IN WITNESS WHEREOF, TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY have caused this instrument to be signed by(their Senior Vice President and their corporate seals to be hereto affixed this 20th day of November 2000. 121004 TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA TRAVELERS CASUALTY AND SURETY COMPANY FARMINGTON CASUALTY COMPANY By George W. Thompson Senior Vice President On this 20th day of November, 2000 before me personally came GEORGE W. THOMPSON to me known, vibe, being by me duly sworn, did depose and say: that he/she is Senior Vice President of TRAVELERS CASUALTY AND SURETY, COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY. COMPANY, the corporations described in and which executed the above instrument; that he/she knows the seals of said core rriions; that the seals affixed to the said instrument are such corporate seals; and that he/she executed the said instrument on behalf of the corporations by authority of his/her office under the Standing Resolutions thereof M CI" tarit My commission expires June 30, 2001 Notary Public Marie C. Tetrsault CERTIFICATE I, the 'undersigned, Assistant Secretary of TRAVELERS CASUALTY AND SURETY COMP.:, SY • OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY, stock corporations of the State of Connecticut, DO HEREBY CERTIFY that the foregoing and attached Power of Attorney and Certificate of Authority remains in full force and has not been revoked; and furthermore, that the Standing Resolutions of the Boards of Directors, as set forth in the Certificate of Authority, are now in force. Signediand Sealed at the Home Office of the Company, in the City of Hartford, State of Connecticut. Dated this `. 22nd day of February ,2001. Kori M. Johanson Assistant Secretary, Bond Ralph Hagler • 12201 International Blvd Seattle, WA 98168 • RE: InterGate East — Group Health Project Ralph: The remaining portion of work that needs to be complete on 124 street consists of storm system, sidewalk, curb and landscape. I have provided the landscape cost for completion. Sabey Construction shall complete the remaining items which consist of 410 L.F. of curb and gutter along with 410 L.F. of sidewalk. The total estimated cost for curb, gutter and sidewalk is $7,340.00. The Asphalt tie in is estimated at $6,500.00. The storm system portion will be near completion on February 14, 2001, the cost for possible remaining items that may not be completed by this date are estimated on the high side, this consists of clean and sweep roadway, clean out of catch basins along 124 and East Marginal way. The total estimated cost is $4,700.00. Total estimated costs for 124 street and East Marginal way are $18,540.00, should you need additional information please feel free to call my at 206-571-0322. • Sincerely, Sabey Car;tion / 1 Dougl." iller Project Manager-Group Health Project ARCHITECTURE Sabey Construction, Inc, 206/ 281.4200 main line CONSTRUCTION 12201 Tukwila International Blvd, 4th Floor 206/ 281.0920 fax line DEVELOPMENT Seattle, Washington 98168-5121 www.sabey.com �....,......,. .,.. uu, aik.' u4XU, GVtif+ �jt+ irYM: �+. a...«, w ...n.•.siwe..w....rw,.....,.... ' � 02/22/2001 11:31, 2064390100 SABEY ePorsrio CONSTRUCTION Vp / 2/ UA 1'fU 11: xe r'A r xe . =p a e b ey Co PAGE 01/01 MON : tt1..T i CLtt Feb. IS • 21 WA: 13 I P1 � 001 A ssaf 1�t.0 FAti 1i1. 1: ..- A 40 ALTMANN AL 1 libnuaep 13, 2001 Dogglas Millar • s•My. Constntetion 1 =501 Tukwila Itttartational hlaulevatd lh nirth floor. Seattle, WA R$16I -5121 FAX: I.106.ZS1.09Z0 Beferetloe: Group Health lt+cility - Wetland Mitigation Co vOdvn Subject Estimated Amount of Wart Coenplem Dar Doug, . Yesterday, I cotnple d a review of the w,d*1W miliption area at the Groin Health Facility in Tukwila. Grading was oompkiad last summer, with the majority of the plant ms$zial having been installed this winter. I would estimate that appmetimataly 1 es of the work is not complete to data which includes; planti about half at the shrubs and completing the l tv�ation • 1 It is my understanding that Baby is woquhal to post a hand for this uncompleted work I would estimate that thb work is valued at $10,000. At a bond amount of 1ll0% thin would equal *19,000. Northwe stain landseapo plans tort the work completed in the neat !kw ws**, at which tuna I will conduct a punch list review, a final ,anew, EolbuAd lay a war...through vo the City'. Environmental Planner. If you have any quations, or rued any additional information, plows-give n» a call at 423.333.4533. Airwercly, MN old 4,1 /1 one O1iv Project Manager cc: Ralph Hullo' - 1.206.721.0920 PO Iii 57$ . Cernatbn, WA 05014 •silos 471.sstd2i0 • roe ealentatee . anetwereneme.eam February 13, 2001 Sincerely, Mark Forslund Project Manager M Fg8 -13 -01 12120 FROM-Northwatarn .LandreapU Company pnAih automat Ph. (213) 848.8100 Fax(233) - 8187 Post Office Box 1118 Puyallup, WA 98371 Sabey Construction Attn.: Doug Miller 12201 International Blvd. Seattle, WA 98168 2 8107 T -479 P 002 /002 F -371 o rvirs r1 , rie w Northwestern Landscape Co_ RE: Intergate East — Group Health NWLC #958 Comp /etc Design, Construction a'PManmemenr .. If you have any questions regarding this, please contact me on my cellular 253.606.0531 or in our Redmond office 425.883.8838. Thank you. RRE MOND BRANCu Ph. (423) :. Fax (425) 883 -3846 Convulse'', Rep No BARTENL139P1 Doug: By Wednesday, February 14, 2001, the landscape for all portions of Phase Ion the Intergate East project will be complete. The exception is the area north of the project at South 124 Street. The area to the north of South 124 Street is not ready for Northwestern Landscape Company to work in. The total estimated value of this portion of work is $12,233. This price includes irrigation, soil preparation, plant material and labor. GENERAL CONTRACTORS LICENSE NO, BARTENL 130P1 An Equal Opportunity Employer r. Th ilxca 044 acC.04.4, ) FAd_ ea-z4 e 43‘ .) dt-r—d-- z "oat Iv/ i1ia4,i /Up e LZkt 4.J KgAavao TO/TO 39Vd NOIJOMISNOD AMVS g frt OOTO6EO9OZ EO:ET TOOZ/ZZ/ZO • 24* 1 W 14.C. • . Laf bec. e( 11.42 A.., £.1 - - I A. S4/5E, , declare as follows: 1. I am the Downer or authorized agent of the owner of the property, or (circle one) b) landscape architect who prepared the approved landscape plan, or c) landscape contractor hired to install the approved plantings, Dated LANDSCAPING DECLARATION responsible for executing the approved landscape plan for the property located at /a 4O/ - PA5/ keiL i front/ t )fy , Tukwila, Washington. The permits obtained for this project include: Building Permit D 9 - 4 Land Altering Permit MI Design Review Permit L - Other Permit 3. I certify that the landscaping and irrigation devices shown on the approved landscaping plans for this property have been installed in conformance with those plans as documented in the Landscape Checklist. 4. I understand that changes to any of the following aspects of the approved landscape plan require a revision to the plans and approval by the City of Tukwila. a) Minimum number of trees, shrubs and ground cover; b) Location of required plantings or planting areas; c) Substitution of species required by permit conditions to mitigate environmental impacts; d) Compliance with the Tree Ordinance for sensitive areas. NOTE: If any of these items have been changed do not sign this Declaration until a revised landscape plan has been approved by the Tukwila Department of Community Development. I declare under penalty of perjury under the laws of the State of Washington that the preceding is true and correct. , Washington. , City, State, Zip 206 - 281 - 8700 STATE OF WASHINGTON) ss. COUNTY OF KING ) We, Sabey Construction, Inc. , as principal, and Travelers Casualty and Surety Company of American corporation organized under the laws of the State of Connecticut , and duly authorized to transact business in the State of Washington, as surety, are held and firmly bound unto City of Tukwila , State of Washington, in the amount of Ninety Thousand Eight Hundred Ten and No /100 For the payment of which sum we bind ourselves, and each of our executors, administrators, successors and assigns, jointly and severally. Now, therefore, the conditions of these obligations are such that the principal will Complete Work for InterGate East - Group Health Proiect as per Permit Number 438 To be completed within one year from the date of bond approval or as later amended and evidenced by a letter of acceptance, then obligation shall be void; otherwise to remain in full force and effect. Upon the failure to the principal to perform the terms of this bond, the Surety shall either perform the terms of the bond itself or shall, upon written demand by the Manager of the City of Tukwila, remit to the City of Tukwila the amount of the bond or such lessor amount as may be specified in the demand. The amount demanded by the manager or his /her designee will be a good faith estimate of the actual cost of repairs. We further agree that if it is necessary for the City of Tukwila to take any legal action against any signatory to this agreement to assure the proper completion of this project, the City of Tukwila will be entitled to its reasonable costs and attorney's fees. Signed this 22nd day of February , 2001. Sabey Construction, Inc. Travelers Casualty and Surety Company of America Principal Surety 12201 Tukwila Int'l Blvd, 4th Pl. 2233 112th Avenue NE Address Address Seattle, WA 98168 - 5121 Bellevue, WA 98004 Pie � !4 .4 a re • Name and Title CONSTRUCTION IMPROVEMENT BOND City, State, Zip 425 - 709 - 3600 Phone 4- Signature Karen P. Dever, !` Attorney -in -Fact Name and Title BOND NO.81SB103565116BCM (5 -00 Standard) TRAVELED' 'ASUALTY AND SURETY COMPANY OF A ZICA . TRA _,.i,ERS CASUALTY AND SURETY COMPAN FARMINGTON CASUALTY COMPANY Hartford, Connecticut 06183 -9062 POWER OF ATTORNEY AND CERTIFICATE OF AUTHORITY OF ATTORNEY(S) -IN -FACT KNOW ALL PERSONS BY THESE PRESENTS, THAT TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY, corporations duly organized under the laws of the State of Connecticut, and having their principal offices in the City of Hartford, County of Hartford, State of Connecticut, (hereinafter the "Companies ") hath made, constituted and appointed, and do by these presents make, constitute and appoint: John N. Zefkeles, Victor E. Parker, Tim Church, Carl Newman, Peter H. Hammett, Pamela Nelson, Deanna M. Meyer, Karen P. Dever, Jeffrey W. Parkhurst, Barbara R. Johnson, Charles A. Szopa, Shauna L. Henry, of Bellevue, Washington, their true and lawful Attorney(s) -in -Fact, with full power and authority hereby conferred to sign, execute and acknowledge, at any place within the United States, the following instrument(s): by his/her sole signature and act, any and all bonds, recognizances, contracts of indemnity, and other writings obligatory in the nature of a bond, recognizance, or conditional undertaking and any and all consents incident thereto and to bind the Companies, thereby as fully and to the same extent as if the same were signed by the duly authorized officers of the Companies, and all the acts of said Attorney(s) -in -Fact, pursuant to the authority herein given, are hereby ratified and confirmed. This appointment is made under and by authority of the following Standing Resolutions of said Companies, which Resolutions are now in full force and effect: VOTED: That the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President, any Vice President, any Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary may appoint Attorneys -in -Fact and Agents to act for and on behalf of the company and may give such appointee such authority as his or her certificate of authority may prescribe to sign with the Company's name and seal with the Company's seal bonds, recognizances, contracts of indemnity, and other writings obligatory in the nature of a bond, recognizance, or conditional undertaking, and any of said officers or the Board of Directors at any time may remove any such appointee and revoke the power given him or her. VOTED: That the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President or any Vice President may delegate all or any part of the foregoing authority to one or more officers or employees of this Company, provided that each such delegation is in writing and a copy thereof is filed in the office of the Secretary. VOTED: That any bond, recognizance, contract of indemnity, or writing obligatory in the nature of a bond, recognizance, or conditional undertaking shall be valid and binding upon the Company when (a) signed by the President, any Vice Chairman, any Executive Vice President, any Senior Vice President or any Vice President, any Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary and duly attested and sealed with the Company's seal by a Secretary or Assistant Secretary, or (b) duly executed (under seal, if required) by one or more Attorneys -in -Fact and Agents pursuant to the power prescribed in his or her certificate or their certificates of authority or by one or more Company officers pursuant to a written delegation of authority. This Power of Attorney and Certificate of Authority is signed and sealed by facsimile under and by authority of the following Standing Resolution voted by the Boards of Directors of TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY, which Resolution is now in full force and effect: VOTED: That the signature of each of the following officers: President, any Executive Vice President, any Senior Vice President, any Vice President, any Assistant Vice President, any Secretary, any Assistant Secretary, and the seal of the Company may be affixed by facsimile to any power of attorney or to any certificate relating thereto appointing Resident Vice Presidents, Resident Assistant Secretaries or Attorneys -in -Fact for purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof, and any such power of attorney or certificate bearing such facsimile signature or facsimile seal shall be valid and binding upon the Company and any such power so executed and certified by such facsimile signature and facsimile seal shall be valid and binding upon the Company in the future with respect to any bond or undertaking to which it is attached. IN WITNESS WHEREOF, TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY have caused this instrument to be signed by their Senior Vice President and their corporate seals to be hereto affixed this 20th day of November 2000. STATE OF CONNECTICUT } SS. Hartford COUNTY OF HARTFORD TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA TRAVELERS CASUALTY AND SURETY COMPANY FARMINGTON CASUALTY COMPANY By George W. Thompson Senior Vice President On this 20th day of November, 2000 before me personally came GEORGE W. THOMPSON to me known, who, being by me duly sworn, did depose and say: that he/she is Senior Vice President of TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY, the corporations described in and which executed the above instrument; that he /she knows the seals of said corporations; that the seals affixed to the said instrument are such corporate seals; and that he /she executed the said instrument on behalf of the corporations by authority of his/her office under the Standing Resolutions thereof. r�oA:x. c ti7vtauli My commission expires June 30, 2001 Notary Public Marie C. Tetreault CERTIFICATE I, the undersigned, Assistant Secretary of TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY, stock corporations of the State of Connecticut, DO HEREBY CERTIFY that the foregoing and attached Power of Attorney and Certificate of Authority remains in full force and has not been revoked; and furthermore, that the Standing Resolutions of the Boards of Directors, as set forth in the Certificate of Authority, are now in force. Signed and Sealed at the Home Office of the Company, in the City of Hartford, State of Connecticut. Dated this 22nd day of February ,2001. By Kori M. Johanson Assistant Secretary, Bond lientb;4: Earth Consultants / 425 748 oleo; i February 12, 2001 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 Attention: Mr. Bernie Martell Subject: Find Report Construction Monitoring Swim Group Health — Buildings A and East Margret Way South & South 124* Street Tukwie, Washington Reference: Earth Consultants, Inc. Geotechnicai Engineering Study E -8806, dated August 11, 1999 Dear Bernie: Earth Consultants, Inc. Supplemental Recommendations E -8806, dated November 18, 1999 At your request, we provided construction monitoring services at the subject site. Earth Consultants, Inc. (ECI) earlier prepared the referenced geotDechnical engineering study and supplemental recommendations for the project. Our services for the construction phase of this project included providing on -site observations and testing on a part-time basis from June 8, 2000 to February 7, 2001. ECI representatives made a total of sixty -nine (59) site visits to observe or test the soil conditions for the building pad subgrade, building foundation subgrade, utility trench backfil, pavement subgrade, Allen Block wall foundation subgrade and backing, rockery foundation subgrade and sidewalk subgrade. '79ti.8805-3 0 1805. 136th Place N.E., Suite 201, Bellevue, Washington 99305 Bellevue (425) 643 -3780 FAX (425) 745 -0861 Toll Free (866) 7358670 Sent bq: Earth Consultants f Sebey Corporation February 12, 2001 ECI representatives conducted one hundred seventy -five (175) field density tests in accordance with ASTM Test Designation D2922 (Nuclear Gauge Method). Seven representative Boil samples were returned to our laboratory for maximum dry dimity tests in accordance with ASTM 1557-91C (Modified Proctor). Density test results indicate adequate compaction at the tested locations of the building pad subgrade, building foundation subgrade, utility trench backfiN, pavement subgrade, Allen Block well backfill and sidewalk subgrade. ECI representatives observed and tested the building foundation subgrade to be in a dense condition and suitable for the allowable soil bearing capacity of 3,000 psf. ECI representatives observed the Men Block wall and rockery foundation subgrade to be in a dense condition. An ECI representative observed the pavement subgrade to be in a stable and unyielding condition. Based on our observations and testing, to the best of our knowledge, the earthwork was performed in accordance with our recommendations and the approved plans. We trust this letter meets your needs. If you have any questions, please call. Respectfully submitted, EARTH CONSULTANTS, INC. Sf1.444. . 02‘44,%`,, Lewis A. Conklin, CET Field Manager o t Kyle R. Camp Manager of Gs LACIVICAine 425 748 0880; r.1131 I North caiwruna. Mg. 02/13/01 9:30; 11408;Page 3/3 E- 8906.3 Page 2 Sebey Construction, Inc. , 127 TUlevile.intemational Boulevard, Fourth Floor • 4): I Seattle, Washington 98168-5121 • February 7, 2001 0-91M-13675-0 Attention: Mr. David Leng Subject: Summary of S Building Pem 099-0438 and 099-0439 intergate East T Group Health Buildings A and B Tukwila, Washington Dear Mr. Leng: dais Testing Phone: (206) 241-8240 Fax: (206) 281-0920 AMEC Earth & Environmental, Inc. (AMEC) respectfully submits this letter as our summary of Special inspections for the above-referenced project. • AMEC performed inspections as requested and scheduled by representathres of your firm beginning on July 3, 2000 through January 16, 2001. Details of these inspections are contained in our Daily Field Reports Nos. I through 76. These reports, copies of which have been previously distributed, form the basis for ..thiefinaitumr of our inspections. In accordance with the Uniform Building Code and project. reinreMorts. AMEO porfornled inspectiOng*tir following: • . 1 Concrete Placement; ; . • Epoxy Anchor Installations; • Structural Steel Fabrication and Erection; • Welding; • High-strength Bolting: • Epoxied Anchors/Dowels; and • Metal Deddng. ir. Sincerely. - At/EC Earth & Environmental, Inc. - • , Timothy R. Associate • ,',.. 0 :*•i• :' - i-41'.(1' ••' ' .• ii •• ..,:t. it '1 i' V ' ii . .. ' i•' ‘ A .,„, f,,, 1.‘•,...44- 1. 1 • .:' • I4 4 ' • • .s. ,1 • ps!' :Oil '''' 1: •;'! ' ..,... . . . -.1.71' 4: • 14,1L.15`r": l':••• • '• • • • • • " • f , .;7^ • •••;"''', • f,s;• • r • V • tItit 11 ,.■••■• , ' • :;; • 10730;1451119/ Pr • t '4 • r .. , ; • • • • • IWIG 3110410114 ; I r,. Report of Compression Test Results Client: INTERGATE EAST II L.L.C., C/O SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE Mix and Field Data Cast Date: 11/21/00 Placement: SLAB ON METAL DECK AT C/9.5. Strength (Pc): Required : 4000 psi @ 28 Days Time Batch Time: Sample Time: Finish Time: Test Result Spec ID # ID 9335 A 11/22/00 11/28/00 7 4x8x0 12.56 27500 2190 8 11/22/00 12/19/00 28 4x8x0 12.56 52320 4170 C 11/22/00 12/19/00 28 4x8x0 12.56 48480 3860 D 11/22/00 1/16/01 56 4x8x0 12.56 56770 4520 Break Types -- (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed By Mix ID: 5500 Supplier: STONEWAY Load #: Truck #: 300 Ticket #: 176248 Plant #: Batch Size: 12 YDS Water: 10 GALS Admixture: - Distribution 8:52 9:30 9:45 ASTM -C39 Actual Date Age Nominal Area Compressive Strength Date Recd Tested (days) Specimen Size (sq in) (lbs) (psi) Client: Yes File: Yes Producer. Yes Others: Contractor: Report Date: January 18, 2001 Project #: 0 -91 M- 13675 -0 .. w ....`: a= _.a••. ».�1u,x: ..v..:.y .vn+n.�r a:aru�;.r.:�...k• Project Name: INTER -GATE EAST II BUILDINGS A Protect Address: 12401 EAST MARGINAL WAY Building Permit :'.091)4 -, Project Mgr: TIMOTHY R. HYDEN Architect: MUELLER Engineer: ENGINEERS NW PO Number: N/A Inspector: IKE COSTA amee Actual Soecs. Slump (inches) ASTM C -143: 6 5 Air Content (%) ASTM C -231: N/A Unit Weight (pcf) ASTM C -138: N/A Concrete Temp. ( °F): 84 50 -90 Ambient Temp. ( °F): 60 N/A Weather: N/A Remarks: REFERENCE REPORT #63, SET 58. Brk. Type/ % of Cure Req'd 55% CSH 104% CSP 96% CSP 113% RECEIVED FEB - 2 2001 BUILDING DEPARTMENT February 7, 2001 0 -91 M- 13675 -0 i4 ... • DEVE .GPMENT Sabey Construction, Inc. 12201 Tukwila International Boulevard, Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. David Leng Subject: Summary of Special Inspections and Materials Testing Building Permits 099- 0438'and D99 -0439 Intergate East Two Group Health Buildings A and Tukwila, Washington • Concrete Reinforcement; • Concrete Placement; • Epoxy Anchor Installations; • Structural Steel Fabrication and Erection; • Welding; • High- strength Bolting; • Epoxied Anchors /Dowels; and • Metal Decking. AMEC Earth & Environmental, Inc. 11335 N.E.122 Way, Suite 100 Kirkland, Washington USA 98034 Tel (425) 820 -4669 Fax (425) 821 -3914 www.amec.com one RECEIVED FEB C 9 2001 COMMUNITY DEVELOPMENT Phone: (206) 241 -8240 Fax: (206) 281 -0920 Dear Mr. Leng: AMEC Earth & Environmental, Inc. (AMEC) respectfully submits this letter as our summary of special inspections for the above - referenced project. AMEC performed inspections as requested and scheduled by representatives of your firm beginning on July 3, 2000 through January 16, 2001. Details of these inspections are contained in our Daily Field Reports Nos. 1 through 76. These reports, copies of which have been previously distributed, form the basis for this final summary of our inspections. In accordance with the Uniform Building Code and project requirements, AMEC performed inspections for the following: MIRKLAND _MAINNOL.IISHARED\WORDPROC\ Projects \13000s\13676 Sabey Construction \Group Health Buildinps.doc r • TRH/KSS/jdp Distribution: Mark Velasquez, Sabey Construction Tom Lankton, Engineers Northwest City of Tukwila Building Department Sabey Construction, Inc. February 7, 2001 • In our opinion, the work inspected as referenced in our daily field reports was performed in general conformance to the approved plans and changes approved by the structural engineer. If you have questions or desire additional information, please call at your convenience. AMEC Earth & Environmental, Inc. Timothy R. Hy Associate 0-91M-13625-0 Page 2 AKIRKLANILMAINWOLMHAREIMORDPROM Projects11300003675 Sabey Construction1Group Health Bulldingedoe • SUMMARY OF FIELD DOCUMENT TRANSMITTALS • • Document Type . Document No. Document Date Transmittal Date Inspection Reports • Laboratory Reports 73-74 Set 56 • 12/12-12/15/00 11/16/00 ' 12/22/00 12/22/00 , „.. .,,,•••••• :" ' med 11335 NE 122nd Way, Suite 100 Kirkland, Washington, U.S.A. 98034-8918 Tel (206) 820-4669 Fax (206) 821-3914 To: Intergate East Two, L.L.0 C/O Sabey Construction, Inc. 12201 Tukwila International Blvd. Seattle, WA 98168 Attn: Bernie Martell Enclosed for your review and records are our most recent Daily Field Reports and associated field correspondence pertaining to the above-referenced project. NW Engineers City of Tukwila .. . FIELD DOCUMENT TRANSMITTAL Date: December 22, 2000 Project Number: 0 Project Name: Intergate East Two, Building A & B Project Manager: Tim Hyden Permit No.: 099 0438 & D99 0439 attn: Tom Lankton attn: Building Department ill :: 1 " Y �! �. .'e'y i. % l n...' ` 1�,! 1 " M1 .•, 3 44;44444 •�(,war .Y.,7i.' tIT+V%uEhS�lt.4 ,n �S' VCi ^'�yw.5jl �''P:044WfF:^.r. , ::: 5�+.41%..�I:ai4 ,( APINIII�IENTSt;- w;,. .�; , t= f,, .�}py � ah:Rk .. 4.4A.. S.,,, t ,e.. A 1,)2 - a - ea ci IT v+SVa.( fide -1d 1 (se c4 t)-r-..:. )Re- ;A kJ i.1e4., I - - 7 ;AG cd I.k. refers 7o de. ) - ? -00, 4 ) 1 i 1t IAu.o k?ea. 04.--d. e s4,n er€'wr'r. r :Aa.dj� 7-1 e p f 0' Pm? ;Kt e,c f re vi o'+^ s. l (e- t. Ci I is ADe ,■. # ar 1 ' 73, da4d . /a- 1.2 -00. 1 ?Le..', .7 ti, .....a a 6 L. awe_ - ied.ri C4,-,sy p /.0 roc/. 711. Zs e- /ace 5 Kr, fans rl ' 23, dc-it 4. 1 a -t2- oo \ r I f, 3) � ° fe �f4.fvri� o ns , , , i rf -.- -1,,r ((� 1� Se[ound (2 " ) T 100 r fra -r^ ( Pt ) h i)lTer! co- e, • . Il 0 i S 10 Se a-4 C ( der +e btc. -.- _ bee. 4 D Li—L tie. / S , r 4/ ns,eck oak. fef 5 /,.2.b a.. a p e rogad s h oj o draw,:., S . e l) Con, el pIL Id / n r, eei r'v..,. 4r rlie a./ 44 g fa r/4.6 ei ec.1 v-..f CO Q /C E. M I ;47,0 t e.4 W I/ K t 4( S I, ( L 4 , ri e.t a e e-rf re v � r i o..., _ f . PROJECT NAME 5 rkk h& r 1 4'/f PROJECT NO. 0 - L"- t• /3lt ? r — [.> REPORT NO. z. 7 y ,..L''4 ADDRESS 12 yo / z Hp,r, y i ha. I CA) 'roc kl w : ( k4 WA RMIT N0. iy) 9- 0`l3 v DATE la - .1§ CLIENT C a-Ley •WEATHER \'`- r itit 1 PAGE (includes Test Reports) OF STRUCTURAL ENGINEER AMEC PROJECT MANAGER/PHONE NO. - 1" - ,‘........, Fl I ARCHITECT AMEC FIELD REPRESENTATIVE/PAGE NO. ,C CONTRACTOR S C.- LE V TYPE OF INSPECTION S t s • NEW INSPECTION c(RE•INSPECTION DAILY FIELD REPORT C . AMEC Earth & Environmental, Inc. 11335 N.E. 122 Way, Suite 100 Tel Kirkland, Washington 98034 Fax (425) 820 -4669 (425) 821 -3914 l . -r L '» / 114 �. AME IELD RE RESENTATIVE amec° SAMPLES'OBTAINED (NUMBER/SIZ r s .,PE) SUMMARY (,,, °s ;, , .:{; above were In general Yes ❑ No To the best of our knowledge, all items inspected as noted conformance with the approved plans and specifications. ❑ Preliminary Observations ❑ Deficiency Corrected - Report No. r.• A REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PEN • ■ r REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth & Environmental, Inc. (Rev. " 00) PROJECT NAME I'- ee J& r F 4 4-$ ( cnech oel�s -Cr 1 /J /( dg %41-- week Pa„ wi, PROJECT NO. D ?/M - /361 S`0 REPORT NO. a 7 ,) 1 Is i S 1 10 L Iii n, De 4 Oea,.. ' e l'f Ai V )/ t� / l � a' � Z / I Ara ; ••u. Y f /A � c , W , /414 I I L- /41 PAGE (includes Test Reports) ] o � OF DATE 1 .Z , 1 ert) t.. � �' 1 � C js .p S'1`.,�.',�,.N�„P�i:�'�M )}� ��. �1" M+) .L ` :� •x " �r,rir :'� .ad' : P.'r4 'Fi N '.. +.r�t�.t i� . �'�?� r ''i• - �'+: 'T'K "4 x st?is b +i l �n w • 4s-.. . 1,•Al� p,4 S '�.+.^.. x �- et 4�i li:� ° .. § y N fei .. ....; !: • y � �!U. .'!rf �T •T ^ i7�+7 E `.1,. .?•, i +" i'�.,• - '+w. ..i?RrZ�A'" caty ......3i';7,�'e;Cf,•. E n.�C aC��itta'•.,�'::a .,« 3 +r... ra+-l��' >r .r: > + '.�!xi ( cnech oel�s -Cr 1 /J /( dg %41-- week Pa„ wi, ,S'.�isperJtI S 5 1 5f, 2, 4 it 40.m, t s P 4.4 e ./ y vdl , c w ref f 6) ,irfP .et...f.d fndf- .. ;etc 10/frd cemliee .0,s i +o foaf . 0 itf lo Leis. ,) 1 Is i S 1 10 L Iii n, De 4 Oea,.. ' e l'f Ai V )/ t r 411;41teh Pali a( 5136; t 1.• ;e iA f �,rrf' •� " n f givt `( r , le dP her T o 7- o y 4 f Gr9>'.v le ! o r y`ra • f ki 6 ,-,J 1e e.11 ;vijpecle,41- Al ilk Flit stria-et' / 1 IAAS ,. cL ele'i& irr ken9;rleefS gt ttvif 111`r■- S . 444 d ,,+ / ■ ,^ u" /WC I. 9y (dt u ( I t • /t4 DJ{f1'ti..d Alf k: i *LC c 4 c/i we Mea ® Pel 'Q / i z aN c/ oo ( . ne / c .c iL Pe! / u `{.1 Rile rto4 eti y J • 6 el'n31 tart, t t ac ta-e .Ctbe no i; C; �d - 1 S&c p j; �( re- i 6. coed . I O A ., DAILY FIELD REPORT (cont.) AMEC Earth & Environmental, Inc. 11335 N.E. 122 Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 amec AMEC FIELD RFPRFSFNTATIVF REVIFWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDIN VIEW BY OUR PROJECT MANAGER This report is provided solely for the Information of our client. This report Is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth & Environmental, Inc. (Rev. 11/00) Attn: BERNIE MARTELL Mix ID: 5500 Supplier: STONEWAY Load #: Truck #: 300 Ticket #: 175263 Plant #: Batch Size: 12 YDS Water: - Admixture: - Time Batch Time: 7:04 Sample Time: 8:10 Finish Time: 8:25 Test Result Spec ID # ID 9288 A B C D Report of Compression Test Results Client: INTERGATE EAST II L.L.C., C/O SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 11/16/00 Placement: S.E. CORNER OF CLOSURE STRIP A GRID A/11 Strength (f c): Required : 3000 psi @ 28 Days Date Age Date Rec'd Tested (days) 11/17/00 11/23/00 7 11/17/00 12/14/00 28 11/17/00 12/14/00 28 11/17/00 Nominal Specimen Size 6x12x0 6x12x0 6x12x0 r Reviewed By Distribution Client: Yes File: Yes Produ er: Yes Others: Report Date: Project #: Project Name: Project Address: Building Pe Project M F: Architect: Engineer: PO Number: Contractor: Slump (inches) ASTM C -143: Air Content ( %) ASTM C -231: Unit Weight (pcf) ASTM C -138: Concrete Temp. ( °F): Break Types -- (Cn) Cone, (CSp) Cone - Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar amecok December 14, 2000 0 -91M- 13675 -0 INTER -GATE EAST II BUILDINGS A 1 ST MARGINAL WAY TIMOTHY R. HYDEN MUELLER ENGINEERS NW N/A Inspector: DAVE BERNIER Actual 5.5" 58 Ambient Temp. ( °F): 29 Weather: SUNNY Remarks: REFERENCE REPORT #58, SET 56. Specs, 5" N/A N/A 50 -90 N/A Actual Area Compressive Strength Brk. Type/ '1. of (sq in) (lbs) (psi) Cure Req'd 28.27 106540 3770 SH 126% 28.27 132790 4700 SH 157% 28.27 127720 4520 SH 151% HOLD COMMENTS a..5 5 Tait / JC •Qi 1 , • C v , i r Vd../ welt( •/.ts�l eel c-si : ` gQ / `r•4. s ag,c `,'A -. OT 1 LAM . /If r I' / /OK el j :? 6 ( cL II Grie, __/f IC!'e /(D& sLf9ec . /eM( /a. - /o Le . # 'c; 't h L/41 ...tbfo//ee #l., 1 5 newt + o ; c +D g i . J . i (c..le Cu7►ntc 1044., CAd,J 1• Le_ . 1401,2' tQG ' 0 / C -i-AwI /Q 4 II a S 6101pi /J t/r►!i4 ( St It d red , ho ir 7 ,2, ci ,'d /.7.- 8 -so . 42, /Re 4 /41/2./r •4r 2Cu /re, JI: / rs, /K . 1 > /4 ic ,kJ 7e e.... L t.de. /d & d a ilz-..l v-> s`re.4,. wJ/ ,‘? ,' II ``i3 \ 1 t n, o't co rye e! , 2h) doe , ,^ign iG(0f ' 4 5 9 m# C 1 I I. i ►'►01' c.sly 6l'Bd . e 31C,„0 ' laud A I LckEY 1 4:-r.tY 42.- /GtJ. pr 4-r 41-1 e..4q- r /Rib , ter V gl,1 / ii Ae - 7 . / r e ,f f, ,( Lcsas.444.te re -1-ke f ee- g/ /. 7 /fo, Oec4 0 live / 2 11/(1 - 7 co.-11) s'. 'di (e €...e /s 4.,..? i f i Li/m.4 p !/nG/1 / h, e /4C_[ . / / „,.". /► l/ 1../' Cl _ $e ar'i t.cieci si,e17 l f 7' �r , T kik . i ? o� /'r1,d 11 20 44 t r f rejov/ ;4 2 rPgv </e re , A.. i ,e k.--....... c p ri PROJF�j NAME _ j-kiki L a sf /e" �b99- o'n Si NO. -9 /ev - /3G 7s -0 REPORT NO. 7 3 (Indud.sT Rpat.) 1 OF 2, DATE / .2.. - oa ' / / l IV /24/0/ I / 2ff ( `.1✓f y •AGRA AG19376 (Rev.6/99) • ENGINEERING GLOBAL SOLUTIONS 11335 N.E.122n° Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 la THIS RE ORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PEN ,' r REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. AG • FIELD REP ESENTATIVE DAILY FIELD REPORT (cont.) REVIEWED BY (*CRETE ASTM C- GROUT ASTM C -1019 MORTAR (TYPE ) CMU (TYPE ) PRISM UBC 21 -17 SHOTCRETE ACI 506 R OTHER ASTM C -780 ASTM C -140 ME ■ , g(yoe4 Z at; 1( 441 PROJECT NO. S -i' //h - /767f REPORT NO. -I/ 71 rr /,�/ ) _ `/ �,Q /� /// /2 _I ,J / ©( AS& 1 4 . G./4V /liCkL41 /1/4 PAGE (Includes Test Reports) 2. OF '�i DATE l2.- /Z ^a6 FIELD DATA ((l ( BATCH DATA SUPPLIER f 6 TYPE OF CEMENT T- MIX NUMBER ?Z ST-0 b WEIGHTS PERYARD DESIGN ACTUAL TICKET NUMBER 1-Z /7931r CEMENT (LBS.) S—/ 7 Q TRUCK NUMBER ' V� 7 FLY ASH (LBS.) BATCH SIZE, YD' A COARSE AGG. (LBS.) 7k '' ?13e■ TOTAL PLACED /f) OF /D YDS COARSE AGG. (LBS.) WATER ADDED, GALS. re COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. / 2 FINE AGG. (LBS.) (, 5'; /Yfr t- DRUM REVOLUTIONS . WATER (LBS.) BATCH TIME 0 9.3 2 AIR ENTRAINMENT SAMPLE TIME /030 ADMIXTURE NO. 1 44401 "' S/- 7 /� o/ FINISH TIME ADMIXTURE NO. 2 SAMPLE AND TEST DATA SAMPLE SET / OF / LABORATORY SET # l.y 3 I.D. # C I ' --- SAMPLE LOCATION: &k le /- f/ 14 /' AI (6') 44 `) DESIGN STRENGTH , 3006 PSI @ Le DAYS , 'TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS) 7 -2st 2 SLUMP (ASTM C -143) j Y " SPECIMEN (NOJSIZE/TYPE) ci,y rfr_4 r1 , AIR CONT. (ASTM C -173/C -231) y I DATE SAMPLED / le-12' 00 AMBIENT TEMP ° F d/ y DATE RECEIVED 1 Z -/.7 -U v SAMPLE TEMP (ASTM C -1064) 2 2 c CURING CONDITIONS UNIT WEIGHT (ASTM C -138) HIGH/LOW TEMPERATURES YIELD (ASTM C -138) 'Nob appropriate test methods If different from those Indicated !� AG RA r 7 1 ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122nd Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 RA F LD REPRESENTATIVE SAMPLE STORAGE LOCATION AND COMMENTS REVIEWED BY TEST REPORT THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANG : DING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. AG19378 (Rev.6199) PROJECT NAME - 7,411e onTE EAST M311.+011.166 A PROJECT NO. 6 - Atm- Ib4.75 - d REPORT NO. ? I ADDRESS %Iv:A TePIST crei(i,el t-►P►ti.. wa-1, Ti xw 1 L4 uYi-s11104.'ro .J PERMIT NO. Den • 0 DATE 12.; la - iza o CLIENT 6 el Co051 crLOPJ WEATHER 013Q1 , 1 • 1 - c4 . yo° f PAGE (Includes Test Reports) I, OF I STRUCTURAL ENGINEER tkktwlrctLS t vt t1J AMEC PROJECT MANAGER/PHONE NO. TIM VAAO O ARCHITECT INNALILrt AMEC FIELD REPRESENTATIVE/PAGE NO. TL■ W% a / Pett.e bUS sonv-4 TYPE OF INSPECTION ST*LitYteiL. S'* f gi CONTRACTOR NEW INSPECTION / RE.INSPECTION .. � �1 it' .� , :�t. , .,.' U - "'� aiTt" _ ". t.. '-K11° .: )'. +l '� r 1:: Tom' `�;sr '�`'r... �'E�'� ?: / ,.� i : z : . 't3 F,+f �, ,: l . ' r , v ,. OMB - � , .' ::,: xy >' k F ` - n ' ' ... .: MIS Re 9021 I S S rid , 1i-g 0 •A-S 11'ee I - IIJ�RI.- R6t0oli -1 Go SI%)C. SIik �Lf41►o 1..1 ©S e)%1%6 Co 11.1 � ''" "A" Gv1t Sa cd40 L&Et -1- Ou L 1:0 4 Ri_x)Y- AO 01...0. 'S.t*iSle, -4 IoS Cac*NOf/ 1fc.. AJJC, 1; RF.V IAS I DE AC\E1z 1 1 lircS>t-VE its o1= 'niLso i. SOSPEL.11o$J S Q f .b ZC .b 't saw; - co Lcr+i3B0 1 3 c151 to . C.I DOER Ooli 1 G1►t.oii_ - tu u►) - S11aAE, Cc.L.unwi A1-so s1+EA9. '- wilt—L.5 fv4t boc..i O A►� Lacl-of drat *L1uoaS.. IAA 9 rlLilul3 S P�tcoislC'D E. cfEtA, OEe..t<w L. t CW%4J1INLP tbuTtoo Po001, SEAc'rt wu» f. •., 0 0 O01t- c DAILY FIELD REPORT AMEC Earth & Environmental, Inc. 11335 N.E. 122n Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 Pti (R5 rr3..1 MPS WOMAN ED NIMERISIZEITYP `$`a <: =` 1 , 011E — ?V. .a T ot •';. , . rij .Yt`' ',I'x:( ��,; ,. N � ; �t . � : a' •. ; . SUMMA Y ,' ,.r... r). To the best of our knowledge, all items inspected as noted above were in general Yes conformance with the approve; plans and specifications. No lir 4/ .i. LA4 j C Ff LD 'r' - ESE I ATIVE THI CO SIDERED PRELIMINARY AND SUBJECT TO CHAT ' ENDING REVIEW BY OUR PROJECT MANAGER S ❑ Preliminary Observations ❑ Deficiency Corrected - Report No. REVIEWED BY amec W v.S:NAY* tE •�14 This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth & Environmental. Inc. (Rev. 11/00) PROJECT NAME ■ 7 0.. te k I A ' 0 4t r‘c .ior Feria J ..t. Af if Vt.) Oe li )\ 4 file c,/,*(A., d roe(' Irarli 4 f 0 g ld i( 1 17 3 I h ouie- I li e PROJECT NO. REPORT NO. 7 7 ADDRESS i ... RL/ Ott k I lo.ri p. c. (Ai I l'..1c k ;( le, tti A PERMIT NO. •h 5 e Lis8 WEATHER Ovrtf 1 DATE / 2- 4-elb PAGE (Includes Test Reports) I OF CLIENT c )(IAN STRUCTURk ENGI*ER I 1 . Air tO AMEC PROJECT MANAGER/PHONE NO. ARCHITECT rt e 'Ie.( A FIELD EKRESENTATIVFJPAGE NO. C . 11 re i ( CONT7TOR j &J, e TYPE OF INSPECTION 0. SI 5 Et NEW INSPECTION • RE•INSPECTION 4r.:Via i; ZZZgctmjyrg gts 0 4t r‘c .ior Feria J ..t. Af if Vt.) Oe li )\ 4 file c,/,*(A., d roe(' Irarli 4 f 0 g ld i( 1 17 3 I h ouie- I li e 14 e.4.-7 1 rec v ;,- c i, cuniel : i - i' o-... a.. Lu d k . , ) 4 Ale Id, lb lie 1 al. e el . I 11) 11 1'5'11 ic:si weibir 63. hild i .e af pf 40 4 aryfax . dreAr fri 4 id J I , or ;dam 1 ;it . c-6.-1,.0..., pare Olt I . ) C) 6 f ;c a -c /s- 4 Lave io lieJ C e r h A e c. / . ' v . 1 5 t t e . . . . . 1 re u ;rad fo ( .,,,,J; 1 d) Zi., if + "io Aer p /) kle_. Ct.'''. r/eGi C; Arl b/r. 2 heed aniti;d4.41 , we /dr, ie e14-1v b e /2 # 4/4„ of ded it DAILY FIELD REPORT AMEC Earth & Environmental, Inc. 11335 N.E. 120 Way, Suite 100 Tel (425) 820-4669 Kirkland, Washington 98034 Fax (425) 821-3914 IL c (\ amec( . AMPLES,OBTAINED ; • s To the best of our knowledge, all items inspected as noted above were in general conformance with the approved plans and specifications. El Yes 0 No ' Preliminary Observations Deficiency Corrected — Report No. AMEC FIELD REPRESENTATIVE REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CH PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth & Environmental. Inc. (Rev. 11/00) / Attn: BERNIE MARTELL Time Mix ID: 5500 Supplier: STONEWAY Load #: Truck #: 422 Ticket #: 177064 Plant #: Batch Size: 10 YDS Water: 10 GALS Admixture: - Batch Time: Sample Time: Finish Time: Test Result 9375 12:30 1:15 1:30 A 11/29/00 B 11/29/00 C 11/29/00 D 11/29/00 Report of Compression Test Results Client: INTERGATE EAST II L.L.C., C/O SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 11/28/00 Placement: SLAB LINES 2 TO 1 AND A TO E. Strength (ft): Required : 4000 psi @ 28 Days Spec ID # ID Date Rec'd Tested (days) Date Age Nominal Specimen Size 12/5/00 7 4x8x0 28 28 Contractor: Report Date: Project #: Project Name: Protect Address: Building Permit: T( Architect: Engineer: PO Number: Slump (inches) ASTM C -143: Air Content ( %) ASTM C -231: Unit Weight (pcf) ASTM C -138: Concrete Temp. ( °F): Ambient Temp. ( °F): Weather: N/A Remarks: REFERENCE REPORT #65, SET 61. Actual Area (sq in) Compressive (ibs) 12.56 55740 Break Types -- (Cn) Cone, (CSp) Cone - Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed By Z(// 4-6c Distribution Client: Yes File: Yes Producer: Yes Others: C ci/Il@ December 7, 2000 0 -91 M- 13675 -0 INTER -GATE EAST II BUILDINGS A 12401 EAST MARGINAL WAY 099 -0438 Y R. HYDEN MUELLER ENGINEERS NW N/A Inspector: ABE HERNANDEZ Actual Specs. 5.25 5 N/A N/A 78 50 -90 47 N/A Strength Brk. Type/ • of (psi) Cure Req'd 4440 CSH 111% HOLD Report of Compression Test Results Client: INTERGATE EAST II L.L.C., C/O SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE Mix and Field Data Cast Date: 11/28/00 Placement: SLAB ON METAL DECK LINES 7.2 TO A TO E LINE. Strength (f c): Required : 4000 psi @ 28 Days Reviewed By Mix ID: 5500 Supplier: STONEWAY Load #: Truck #: 405 Ticket #: 176989 Plant #: - Batch Size: 10 YDS Water: - Admixture: Time Batch Time: Sample Time: Finish Time: Test Result Spec ID # ID 9374 A B C D Break Types -- (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution 10:00 10:45 11:00 Date Date Rec'd Tested 11/29/00 12/5/00 11/29/00 11/29/00 11/29/00 Client: Yes File: Yes ASTM -C39 Age Nominal (days) Specimen Size 7 4x8x0 28 28 Alt a/ Remarks: REFERENCE REPORT #65, SET 60. Producer: Yes Others: Actual Area (sq in) Report Date: Project #: Project Name: Proe _.. sss Building Permit: roject ' gr: Architect: Engineer: PO Number: Contractor: one December 7, 2000 0 -91M- 13675 -0 INTER -GATE EAST II BUILDINGS A EAST MARGINAL WAY 099 -0438 TIMOTHY R. HYDEN MUELLER ENGINEERS NW N/A Inspector: ABE HERNANDEZ Ambient Temp. ( °F): Weather: N/A Compressive (ibs) 12.56 43530 Actual Specs. Slump (Inches) ASTM C -143: 5 5 Air Content ( %) ASTM C -231: N/A Unit Weight (pcf) ASTM C -138: N/A Concrete Temp. ( °F): 72 50 -90 44 N/A Strength Brk. Type/ % of (psi) Cure Req'd 3470 CSP 87% HOLD Report of Compression Test Results Client: INTERGATE EAST II L.L.C., C/O SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 11/8/00 Placement: POUR BACK, BUILDING B E @ 4. Strength (f'c): Required : 3000 psi @ 28 Days Mix ID: 5500 Supplier: STONEWAY Load #: Truck #: 347 Ticket #: - Plant #: - Batch Size: 10 YDS Water: - Admixture: Time Batch Time: 8:11 Sample Time: 10:30 Finish Time: 10:50 Test Result Spec ID # ID 9232 A B C Break Types -- (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed By . �w :.sxsz,NV�tus?rh. Date Age Date Rec'd Tested (days) 11/9/00 11/15/00 7 11/9/00 12/6/00 28 11/9/00 12/6/00 28 Vid ctrta Nominal Specimen Size 4x8x0 4x8x0 4x8x0 Actual Slump (inches) ASTM C -143: 4 Air Content ( %) ASTM C -231: Unit Weight (pcf) ASTM C -138: Concrete Temp. ( °F): 60 Remarks: REFERENCE REPORT #57, SET 55. Distribution Client: Yes File: Yes Producer: Yes Others: ameco Report Date: December 7, 2000 Project #: 0 -91 M- 13675 -0 Project Name: INTER -GATE EAST II BUILDINGS A ( Permit: 099-0438 Contractor: o = . r: Architect: MUELLER Engineer: ENGINEERS NW PO Number: N/A Inspector: LISE EDDY Ambient Temp. ( °F): Weather: N/A 45 Actual Area Compressive Strength (sq in) (ibs) (psi) 12.56 56640 4510 12.56 77530 6170 12.56 75660 6020 ST MARGINAL WAY HYDEN Specs. 4 N/A N/A 50 -90 N/A Brk. Type /. % of Cure Req'd CSP 150% CSP 206% CSH 201% rKw Attn: BERNIE MARTELL Mix and Field Data Cast Date: 11/6/00 Placement: PANEL A N.E. LINE. Strength (fc): Mix ID: 9SK Supplier: STONEWAY Load #: Truck #: 340 Ticket #: 173169 Plant #: - Batch Size: 6 YDS Water: 90 GALS Admixture: - Time Batch Time: Sample Time: Finish Time: Test Result Spec ID # ID 9222 A B C Reviewed By Distribution 7:12 8:05 10:20 Report of Compression Test Results Client: INTERGATE EAST II L.L.C., C/O SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Specimen Type: CONCRETE ASTM -C39 Date Age Date Rec'd Tested (days) 11/7/00 11/13/00 7 11/7/00 12/4/00 28 11/7/00 12/4/00 28 Client: Yes File: Yes Nominal Specimen Size 2x4x0 2x4x0 2x4x0 • • Producer: Yes Others: ame Contractor: Actual Specs. Slump (inches) ASTM C -143: FLUID FLUID Air Content ( %) ASTM C -231: N/A Unit Weight (pcf) ASTM C -138: N/A Concrete Temp. ( °F): 64 50 -90 Actual Area (sq in) Ambient Temp. ( °F): 50 N/A Weather: N/A Remarks: REVIEWED PLANS, PSI NOT AVAILABLE. REFERENCE REPORT #56, SET 54. 3.14 3.14 3.14 Report Date: Project #: Project Name: Project Address• Quilding Per 9.9=0438 Project Mgr: Architect: Engineer: PO Number: Break Types -- (Cn) Cone, (CSp) Cone .Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar December 7, 2000 0-91M-13675-0 INTER -GATE EAST II BUILDINGS A 401 A ST MARGINAL WAY TIMOTHY R. HYDEN MUELLER ENGINEERS NW N/A Inspector: STEVE SCHMIDT Compressive Strength (ibs) (psi) 10070 3210 12850 4090 10820 3450 Brk. Type/ % of Cure Req'd PROJECT NAME TIVIrefikATE EAST Albs A s s PROJECT NO. o-gmM- I3coi 5- o REPORT NO. '7 o ADDRESS t ERS1 01f4ctr.+ Ty 1�w11.� .On PERMIT NO. O ° 1 o 1 ct- 1 1'643. DATE \- - 1-L.xu PAGE (Includes Test Reports) 1. OF _ _ _y et 1 t CLIENT SA( "'{ C1opS"L1loc-rioi WEATHERCIL,ptzQj , t.i• Nvittzt 1 40 - STRUCTURAL ENGINEER EV1(,» .*k4.S 0 I Lek.S1 AMEC PROJECT MANAGER/PHONE NO. - 7 - IvA voCeu ARCHITECT tNtic,U --i\ AMEC FIELD REPRESENTATIVE/PAGE NO. "TI I" ■-toet.I CONTRACTOR S PIS el TYPE OF INSPECTION SMV.. si‘ic ®'NEW INSPECTION in RE•INSPECTION t. ' f: / �t.'f %'.` `lY+r = N 1� )i. " L,t•'�+Fe'. •C s ti y 'f 1 's' r ; .e' '� e . : a. -1 .�.. �i} .. ', . '• µ .� �V: ^^ _7 R.tAgru•,n a t•.,t ,f �q}1 _ y,''{�_ �,i;',X�q. _....,,,• , "."- 7h .t''1. .C, .. F rt �`!' .t+ , 5,1 4 g : . 2„, } , rik ?54' MM E-NTS =�: t x , »_ ": ; , ?' ?r! , k " 4" ¢ ?" q..T:;' ... ,,, d • , ' �. i ¢' nirt?t. ?1�1 �M:it} �'�`tN' ; .�Y:t1ix -. r • .?e IA. �l � 4: : i"IYiiFd'FUh'•� ` �TEIZ�YR!T'�'►�: �''w � d e ^.J♦ It9J W O o► 1 Es" Fat, to suec'i ►o o o 0L -TJ V:1'► L s"Vcra w ti a ►.J (, colt. Q. NOW A Q. .91.013 A: 9c4'Gol"f'.n to Wictto0 o' - 'd1.‘O Flout, ,S'i'll 4. sii..k.l. FQJ w' +.3 L V$c,rel A -ro C. 1i AiO (P To 1 LAUe•S. 11 11/4"4ewto weL-OS ■Jta AS 1 0eflLth.,1 10 Vt4 GA QP1L_ N.Acse.,1/4ip cNN 1Z -5 -od. Mix tN Lotto S ORO 11•wc∎1 aarno Lei ED a1 ipbf icvca c t- More. ►0"7 Nulto (l5 c..5% u(.2 IN Q■/ %ou$ 9.efuii bt CT1 Eclo , 31 Q tt.12w(LON e0 11.1 SQ ez i W J v'F t%Stam► a b e 2 ura lfc i r t t L l A\ S►, le. \ u 1 Lt wi 4 S. Tat V c - A4. It, j wort o uts-w'o w1-r, 0 1. lutl.o 014 06( as KAPPA -o' '0_1, L.'n►'c G (o 4i4) 1 Ill ■ ►'a1 til•O a el.)wfcc -Uor15 of w12.N \al • lc> It4 si 6 11L,"1" d p tLAW0S Ncm..111 LA V r e$ 0� 5 W t oG A - L.Noi, ak.'twetuJ C. ' 1 LI". c.S % AL° WED VUVI'C To T S Ld' �►�1 �•+�Yc.t_TIOrJ e. o". ► 2•I f�..1+ ,.9 MD -to Fri P i1.uOtr�5 - t1141 t.1 tLf�ti�l �,1 P BFI. IFJ�n el..1611 Cc,cN ) —I- 641 c ,DAILY FIELD REPORT AMEC Earth & Environmental, Inc. 11313 N.E. 122 Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 AMPLESAESTAINEDi :.(4u,magR itzErry — UNIMARYlat To the best of our knowledge, all items inspected as noted above were in general conformance with the approved plans and specifications. THIS REPORT IS FIE I REPRESENTATIVE amecc ❑ Yes r or- 1z1° L'❑ Preliminary Observations Noinfilaft-IN011ieti. NI Deficiency Corrected - Report No.ia CtZ6, O9 a REVIEWED BY IDERED PRELIMINARY AND SUBJECT TO CI -l*NGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the Information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth & Environmental, Inc. (Rev. 11 /00) COMMENTS,, fbLoL,,4 . potroitineo 1059fcc-"fwrl oar 5Ew1..o Le/P.L.filao INCo F942 G9Ato 1.. -co to Ai.o A To D. 1uSPt-"ltoo PtoDsb.vo Pcm cPN o P rte. To SQt te. .,aEi lam S i 3o►ST ZO So1S'T 1lfLDfe2 0044,1 0044,1 cs r o ■ wF ; 3 e,f.7 Ti: S11C UJ 1U.. cooNt%G7eeNS _ TH Fot,ww tJJe - L - r4m5 u g..( kao,tia AA cti15610 . 01. 1J•kpt1 %kJ, 4tQ,: tl E'f 140 S e- 0 APC.L., -to PANEL cuNNraj."40 t, G Oofi.okt b o r 'L Los E AI 0.,ew►nN c nIPt - '4.aws uNt4.o weep cLevwtit b 15 c/3 , cI 5 (.J(o , Q13 015 GNO D/4 , t 3) Rlb N sots l a c t...ttaec._ Fits• y, '. 1 'N L.11 -Ic S N l L,sst..9 s 0- 34b,s-t -co 3 o tip./ /coming. eotatatr4 ( e o Latl4 GsTui a 5 tai-)0 ca Lo.. 4 5 ) 30%. - to wau_ P4Ntic i ribe0 oJ)`1 ) ! ' ' L A O S - PA aAso 3 LNE S Co) Srteast i u.. cctataticrt »as e. 131). A.3.0 c/a t ttoS ,, 1 \ u 4P9K+o%At_ 9¢0c+1 8t.i&taScti1 tMDtc r'elt•3 Is. 3 '/4 TS leer. NoT ap_d o»teko z 01 S-t c mcc- R co 1.1 to ‘(.1 NS . ( LNseE.c.-raw 4a+..1 a wo Vof• F-9.401& 4 colt ef*T HALF a- ra u) -ot -1v WO Iva ey t o W eLo s 14A0 NpT G ee l4 stax o.. z rce-le -En Cons 6€ c.w1A sAnef AN 0 i 11.101( -R'rEz relt+ieL - ros., waut..0 tape- Not mE0 - ro f iY(tou3 S,INC..- ItE *() %-ePT - n-t& sv* PROJECT NAME 'Sa �C-.RGPlit 63,51 0 A i 5 PROJECT NO. o-gltm- 13(075 -o REPORT NO. 70 114o1 EAST Mr Iv ALWA-{ ,.u.Kunt,c1 ,Wn PAGE (indude.TT.i Rporn) of OF DATE 1a -7 -00 �► AGRA AG19378 (Rev.699) • ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122nd Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 FIELD REPRESENTATIVE DAILY FIELD REPORT (cont.) THIS REPORT IS • NSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. REVIEWED BY PROJECT NAME k t , 4 e r 0 .. .i / A 46 PROJECT NO. 0. 9/r' - Liz 1 s -b REPORT NO. `.i. 6 9 ADDRESS i - a go i 17 rvtG. ri:,1a..I IA) TuLI..1;►ka, PERMIT NO. D5q /3 DATE / — 00 CLIENT y -lev WEATHER G -leas PAGE (Includes Test Reports) ( OF Z ...5o STRUCTURAL ENGINEER i= PL1) N. /4/... AMEC PROJECT MANAGER/PHONE NO. - r: v.a, Nydc ARCHITECT Mue //P( AMEC FIELD REPRESENTATIVEIPAGE NO. jam, R i t s CONTRACTOR S te, h J TYPE OF INSPECTION E. I l ;! NEW INSPECTION • RE- INSPECTION > t,, ' .,!ty, ;,. ;;.�,f.MS�1:r:; > „K1i ';v,..M .�.V ! Hr+:; ;c�: ”. :Z'” , } tir ,r, -�- ' , "�}? ...);_r.-}x,e'. i , �' l .fl ^t. .lt s , �t,,. r �. ��,•� - �2's�t ., . r. ;�?c# 'R�:. X44, ,�.`z ' � MM, a Yf� rh' s�G, Fiel7iYN.' I. �II ?'d.GN•►Y��l./J417✓}i�M 1' w.. «�,7.'..SL. � t r ., ; k�i. : X v.., e4e�+ �L1, YY�ie S�'= ' �r .R'1�'�1+Li4tNfiilYllS'r.•11�i r ~ M+.NFfl. :I,e,, r j� r�}S..' } r,% q�+ � • . °_� :�. . Ci eTQ fare d Ly PUr,P� - 0 C.. r"" 4 -∎vn Wa11S a roof a ea.a,`I',e -»t F , P 1(1 ,' r . /� TAP 43.# Of r. kv�o� J /r. c/ p r -s + l F us S /` /. 1- 14 4-; (ie.d we 41S i•• lace tote vszi r l re- steel. Zts (.. iolY7 r k per. 4 415 p ` / nn b I 1 1 9y_ ecRQ..,ie� /), �rn5D / erL I(eQl dec k.i,.f p re t, inch /ly i 4 fp€c 1Se o • See e- #c,cNrrlCr f i ee. h -i-0 e 4e s- .. 02.7a. - DA11ILY FIELD REPORT AMEC E "irth & Environmental, Inc. 11335 N.E. 122 Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 J— 'Y8 AMEC FIELD REPRESENTATIVE MPLES OBTAINED (NUMBER/SIZE/TYPE) ::: , h i4f,la l iF tt •,, + ty S To the best of our knowledge, all Items inspected as noted above were in general conformance with the approved plans and specifications. Yes ❑ No ❑ Preliminary Observations ❑ Deficiency Corrected — Report No. REVIEWED BY amec' THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE'PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth & Environmental, Inc. (Rev, 1' l CQKCRET ASTM - 9 GROUT ASTM C -1019 MORTAR (TYPE ) CMU (TYPE ) PRISM UBC 21 -17 SHOTCRETE ACI 506 R OTHER ASTM C -780 ASTM C -140 PR E er . k ` IJ6 PROJECT NO. o- s „n- i3J,i -a REPORT NO. 6 F • /20 ,4 /tary G/ / uckrv,l &� WI PAGE (Indudus Test Reports) OF . DATE /2 -G - Co FIELD DATA BATCH DATA SUPPLIER S TYPE OF CEMENT MIX NUMBER 4.6—S-p0 WEIGHTS PERYARD DESIGN ACTUAL TICKET NUMBER cr /7g y CEMENT (LBS.) s/ 7 zt TRUCK NUMBER It r/7 FLY ASH (LBS.) BATCH SIZE, YD / COARSE AGG. (LBS.) 4 " /930 - TOTAL PLACED o20 OF 33 YDS COARSE AGG. (LBS.) -i WATER ADDED, GALS. eel. COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. /2 FINE AGG. (LBS.) c - S /ys -St` DRUM REVOLUTIONS / WATER (LBS.) 25-6 a. BATCH TIME 06gJ AIR ENTRAINMENT r SAMPLE TIME 0 7 di o ADMIXTURE NO. 1 FINISH TIME ADMIXTURE NO. 2 SAMPLE AND TEST DATA SAMPLE SET (__OF / LABORATORY SET # tsz I.D.# / % 3 / SAMPLE LOCATION: 11 / i r rz.e ex, is-, t e ,- -q t. is 4'f DESIGN STRENGTH 3oaQ PSI @- DAYS _ 'TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS) ) _ 2V SLUMP (ASTM C -143) A/4 y • SPECIMEN (NOJSIZE/TYPE) _ yXg 'cr AIR CONT. (ASTM C -173/C -231) ,/ t DATE SAMPLED - G . AMBIENT TEMP. ° F 93 ° DATE RECEIVED 12_ 7 SAMPLE TEMP. (ASTM C -1064) ( y c CURING CONDITIONS UNIT WEIGHT (ASTM C -138) -- HIGH/LOW TEMPERATURES YIELD (ASTM C -138) .—. *Note appropriate tut method. If different from Mom Indicated tI4IGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122nd Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 TEST REPORT SAMPLE STORAGE LOCATION AND COMMENTS 691e ,rel , faxiX Side 6U AGRA FIELD REPRESENTATIVE REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PE ' G REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. AG19378 (R°v.699) COMMENTS . PROJECT NO. 4 •Q /N1 / v 4 Sr Yof i o e r V t t U c� ( hjc 1d .f R. I, irr. 2. ADDRESS /2 10, E 11oe id/ L41441(44/1 I) ..1.4.,././ 1 1 4d ) 7[ 4.4 7,, ® 6 l d . i9 ', - G �l - 7 .' e4..; e ,'J s / i r DATE /2 -3 7 re` , i r t ■. a 1' i T ;v... Ale ldl (Art_ nI / -c 7'o erea, -% C.J car. WEATHER 5bin 7 i) - IIV'eJe re -riee/ sce ?rode ietc.47 8 Qld r 8" f/ -7. /o 74 er v1' ,(/.�, STRUCTURAL ENGINEER , / .C �! /W , of LOLJ44P tP -sk 1 pi "2. I, ARCHITECT � 0 t e l r / > L s eee•►�t ,J._f is p ra,,' of f id / 3, 3) e -r 6e rr .4ol arx,v, kle- s Q,, ,0. (el „ i re A Frio-/ ID 6e+• Crefe . face.„,...:.„ I. SAMPLES OBTAINED (NO./SIZE/TYPE) ' Nil" SUMMARY To the best of our knowledge, all items inspected as noted above were gf Yes ❑ Preliminary Observations In general conformance with the approved plans and specifications. ❑ No ❑ Deficiency Corrected - Report No. PROJECT NAME le.r9 r~ te.. k cal / 413 PROJECT NO. 4 •Q /N1 / v REPSfIT NO. 61 ADDRESS /2 10, E 11oe id/ L41441(44/1 PERMIT NO. 0 2'9Dy3is DATE /2 -3 CLIENT ,. �j e WEATHER 5bin PAGE (IndudesTest Reports) / OF ,(/.�, STRUCTURAL ENGINEER , / .C �! /W AGRA PROJECTMANAGERIPHONE NO. /! vh /14. ARCHITECT � 0 t e l r RA FIELD REPR SENTATIVE/PAGER NO. 6 • L�rse(ci CONTRACTOR ` CONTRACTOR,' TYPE F INSPECTION NEW INSPECTION 5/5 ❑ RE•INSPECTION AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122nd Way, Suite 100 Tel (425) 820-4669 Kirkland, Washington 98034 Fax (425) 821 -3914 AGRA FIELD REPRESENTATIVE DAILY FIELD REPORT REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDIN REVIEW BY OUR PROJECT MANAGER this report is provided solely for the information of our client, This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. AG19372 (Rev.699) Report of Compression Test Results Client: INTERGATE EAST II L.L.C., C/0 SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE Mix and Field Data Cast Date: 11/2/00 Placement: 2ND LFOOR SLAB ONMETAL DECK AT 9.5 AND 0,5. Strength (f c): Required : 4000 psi @ 28 Days Mix ID: 5500 Supplier: STONEWAY Load #: Truck #: 344 Ticket #: 172624 Plant #: Batch Size: 10 YDS Water: - Admixture: Time Batch Time: 11:25 Sample Time: 12:20 Finish Time: 12:35 Test Result Spec ID # ID 9194 A B C D Break Types -- (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed By Distribution ASTM -C39 Date Age Date Recd Tested (days) 11/3/00 11/9/00 7 11/3/00 11/30/00 28 11/3/00 11/30/00 28 11/3/00 guez Client: Yes File: Yes Nominal Specimen Size 4x8x0 4x8x0 4x8x0 C Producer: Yes Others: Project Name: Project Address: B king Perm Architect: Engineer: PO Number: Contractor: Report Date: Project #: December 1, 2000 0 -91 M- 13675 -0 Inspector: IKE COSTA Slump (inches) ASTM C -143: Air Content (%) ASTM C -231: Unit Weight (pcf) ASTM C -138: Concrete Temp. ( °F): amec INTER -GATE EAST II BUILDINGS A 12401 EAST MARGINAL WAY 099 -0438 R. HYDEN MUELLER ENGINEERS NW N/A Actual Specs• 6.5 5 N/A N/A 84 50 -90 Ambient Temp. ( °F): 55 N/A Weather: N/A Remarks: PLEASE NOTE SLUMP IS OUT OF SPECIFIED RANGE. REFERENCE REPORT #52, SET 53. Actual Area Compressive Strength Brk. Type/ % of (sq in) (ibs) (psi) Cure Req'd 12.56 40930 3260 CSH 81% 12.56 60760 4840 CSH 121% 12.56 61190 4870 CSP 122% HOLD Report of Compression Test Results Client: INTERGATE EAST II L.L.C., CIO SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 11/2/00 Placement: 2ND FLOOR SLAB ON METAL DECK, 8 @ B.7. Strength (f c): Required : 4000 psi @ 28 Days Mix ID: 5500 Supplier: STONEWAY Load #: - Truck #: 413 Ticket #: 172562 Plant #: - Batch Size: 10 YDS Water: - Admixture: - Time Batch Time: 9:10 Sample Time: 10:30 Finish Time: 10:45 Test Result Spec ID # ID 9193 A B C D Date Age Date Rec'd Tested (days) 11/3/00 11/9/00 7 11/3/00 11/30/00 28 11/3/00 11/30/00 28 11/3/00 Break Types -- (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed By ' Distribution Client: Yes File: Yes Contractor: amec Report Date: Project #: Project Name: Project Address: piiilding Pe project Mgr: Architect: Engineer: PO Number: Inspector: IKE COSTA Actual Specs. Slump (inches) ASTM C -143: 7 5 Air Content ( %) ASTM C -231: N/A Unit Weight (pcf) ASTM C -138: N/A Concrete Temp. ( °F): 84 50 -90 Ambient Temp. ( °F): Weather: N/A December 1, 2000 0-91M-13675-0 INTER -GATE EAST II BUILDINGS A 12401 EAST MARGINAL WAY Permit: 099 -0438 ) TIMOTHY R. HYDEN MUELLER ENGINEERS NW N/A 55 N/A Remarks: PLEASE NOTE SLUMP IS OUT OF SPECIFIED RANGE. REFERENCE REPORT #52, SET 52. Nominal Specimen Size 4x8x0 4x8x0 4x8x0 Producer: Yes Others: Actual Area Compressive Strength Brk. Type/ % of (sq in) (Ibs) (psi) Cure Req'd 12.56 36100 2870 SH 72% 12.56 55360 4410 CSH 110% 12.56 55480 4420 CSP 110% HOLD . . ,r. � ,�}I :iC " <1r .�: ..,� ,.'j':. �+4' ..� 'SK..,"n�« : .. :;.(4:4.i.44.* t >: . ,, C Q MMENTS . . �j& /41r te:34.1 (• 4.5 / Lie.fiGC ' eeZ-••^- C c, I; Lotc c7•12.+ a C ,// 6 7 Zoe tio 1;0 7 1 .4 c4,4. f ..;,l, A /es cri e i0... s 1 1? - t-o l e , C: ‘et7,4 v{,-; • 12i eel J vs L•/.4 80 Le,- -1 / t 4 (g..r►.4■-.) 9 s /c2/, .T. / Z ' llatC, " /+or ■ Tt ,. 1 C o /444/ .4 / 65. 4.. 4/(;, // 1(/JIOr N4 SP P.•••+ 44/p /1/#141 Ga../,‘Vic4 6rea -eve, itu Tt•G /b,-.. / - Z CSee_ Ao..orol ».) fel �V V /4 // (/rr � � .i49 / C// l�s/iJ,Z ids 1n��7 Orr 4 .40tie i Td �`t/S 3 4S G�/C,/ .S 9/99,04J4 /id r.,./ ( , 7 4—) . /vQ Z: G Cr? me; C..S 14,07 44 C•-t C4c, w••t,./ r6 44n1/tec./ c/ 4:3 74i..^'C • PERMIT NO. DATE // 3 '00 CLIENT 5; CO /p PROJECT NAME .,.Z a?ci // v1G. �r.c7 B PROJECT NO. 09 /M - / 3tS 7r -U REPORT N 7 ADDRESS t., /-25 E� o ��.�:, / wG/ -,E� • / i."4,4 PERMIT NO. DATE // 3 '00 CLIENT 5; CO /p WEATHER G‘.o/ PAGE (Includes Test Reports) / OF STRUCTURAL ENGINEE r .se� s .4./ c/ AMEC PROJECT MANAGER/PHONE NO v.z.5 - 2O - �f6g ARCHITECT ,1 ... 0r„el AMEC FIELD REPRESENTATIVE/PAGE 5e4 r 9Z5- 7(6"- CONTRACTOR / 5; / 6eP TYPE OF INSPECTION , _e4kft - 4e/e ail ,NEW INSPECTION • RE-INSPECTION ')ALLY FIELD REPORT MEC Earth & Environmental, Inc. 11335 N.E. 122 Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 SAMPLESABTAINEDANUMBERMIZEMIPE) - Yes ❑ No To the best of our knowledge, all items inspected as noted above were in general conformance with the approved . - and specifications. AMEC FIELD ' PRESENTATIVE iJ V- REVIEWED BY ameco h h ❑ Preliminary Obs ervations ❑ Deficiency Corrected - Report No. THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANG ING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth & Environmental, Inc. (Rev. 11/00) . SUMMARY OF FIELD DOCUMENT TRANSMITTALS Document Type * Document No. Document Date 'Transmittal Date Laboratory Reports Sets 28, 44-45, 48-49, 55 09/26 - 11/08/00 . 11/30/00 . 11335 NE 122nd Way, Suite 100 Kirkland, Washington, U.S.A. 98034 -6918 Tel (206) 820-4669 Fax (208) 821 -3914 Intergate East Two, L.L.0 C /O.Sabey Construction, Inc. 12201 Tukwila International Blvd. Seattle, WA 98168 Bernie Martell FIELD DOCUMENT TRANSMITTAL Date: November 30, 2000 Project Number: 0-91M-13675-0 Project Name: Intergate East Two, Building A & B Project Manager: Tim Hyden Permit N 9 0438 D99 0439 Enclosed for your review and records are our most recent Daily Field Reports and associated field correspondence pertaining to the above- referenced project. NW Engineers City of Tukwila attn: Tom Lankton attn: Building Department fi COMMENTS / — 54 R,4 - 7 h, 5-2s - sods c4J - s 4 o - ,,e -./i .(i■ f/ZS- 7tr!•Y3.r/ e L 6 . - . Svc✓ R' ....,4 - ? PAGE(IndudNTisiRports) / oF/ -• e7M1 A %T GO..1 + NUC -7.•sttS.41.- 6P `•Vefc! c4 , cmt Z 4L 1/■N4-ih ) A tt t O i.6∎- 4,n- G✓t` T el B Alf 1..e / - G,. 7, �'t ro 1 . e/e., • - a .....1‘ 7‘11 £ rdec.L i S h4t.• 60 4, - /Z /l"' rizs c-vvs` i., /u tx s,Ze ..4 1- / .SNAPF� L,1 4.l0. -. L7 O.G! SG/C e. G.• i 7!✓lGs C� A/ I4evL, .1/r1D� . ..G."� ro.p4 v7 /2 / #0. <. 9.Zsdle.a? — c..,,.7 74. s 4,T L.... S rs,,, we. /Gs c7 /l'•aG • / p. . ._ G,..4 44 G..,ts Q60. a- ■c✓s 7D /. - OM. --4Ts,. - I 4e5 /' 7 ✓T /5 I, //L- ING hi. [_AIc 1 h'e 1 y..../ Alt. o(h# .7� / a.r ,. i�.-. Jf </F 4 !, /! ze, v /.ti ‘4•1 rn tke So 'CZ- i S sY.u a 7‘ .AG A/ 3 . �v ** -t c /4p, •. 4 is ND 7 1 /• -vi / ..nJ Ct.7. b ---. . PROJECT NAME .�h �rr� C9 d - S PROJECT NO. O9M*1-/3673— 0 REPORT NO. ��Q IIAA -/ /270/ E /%Crii ... /L✓,\/ . /L/JCC✓, If 1.✓ PAGE(IndudNTisiRports) / oF/ DATE �p /�G i - o o • i� AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E.122n° Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 AG19376 (Rev.699) AGRA FIELD REPRESENTATIVE DAILY FIELD REPORT (cont.) REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANG NDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not Intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. Report of Compression Test Results Client: INTERGATE EAST II L.L.C., CIO SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 10/26/00 Placement: SLAB ON METAL DECK D/E & 3/4 Strength (f'c): Required : 4000 psi © 28 Days Mix ID: 5500 Supplier: STONEWAY Load #: Truck #: 344 Ticket #: 171353 Plant #: Batch Size: 10 Water: - Admixture: Time Batch Time: 9:20 Sample Time: 10:39 Finish Time: 10:50 Test Result Spec ID # ID 9115 A B C D E Reviewed By Distribution Date Age Date Rec'd Tested (days) 10/27/00 11/2/00 7 10/27/00 11/2/00 7 10/27/00 11/23/00 28 10/27/00 11/23/00 28 10/27/00 Vid Client: Yes File: Yes Nominal Specimen Size 4x8x0 4x8x0 4x8x0 4x8x0 Producer: Yes Others: Report Date: Project #: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Contractor: Slump (inches) ASTM C -143: Air Content (%) ASTM C -231: Unit Weight (pcf) ASTM C -138: Concrete Temp. ( °F): Break Types -- (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar amec November 28, 2000 0 -91 M- 13675 -0 Inspector: TIMOTHY R. HYDEN INTER -GATE EAST II BUILDINGS A 12401 EAST MARGINAL WAY 099 -0438 TIMOTHY R. HYDEN MUELLER ENGINEERS NW N/A Actual 6" Remarks: REFERENCE REPORT #49, SET 50. 72 Ambient Temp. ( °F): 63 Weather: CLOUDY Actual Area Compressive Strength (sq in) (Ibs) (psi) 12.56 36490 2910 12.56 36000 2870 12,56 60320 4800 12.56 64620 5140 Specs. 5" N/A N/A 50 -90 N/A Brk. Type/ % of Cure Req'd CSH 73% CSH 72% SH 120% CSP 129% HOLD Report of Compression Test Results Client: INTERGATE EAST II L.L.C., CIO SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 10/26/2000 Placement: SLAB ON METAL DECK D/E @ 1/2 LINES Strength (f'c): Required : 4000 psi @ 28 Days Time Reviewed By Mix ID: 5500 Supplier: STONEWAY Load #: Truck #: 247 Ticket #: 171307 Plant #: - Batch Size: 10 Water: 5 Admixture: - Batch Time: Sample Time: Finish Time: Test Result Spec ID # ID 9114 A B C D E Distribution 8:15 9:00 9:12 Date Age Date Rec'd Tested (days) 10/27/2000 11/2/2000 7 10/27/2000 11/2/2000 7 10/27/2000 11/23/2000 28 10/27/2000 11/23/2000 28 10/27/2000 Nominal Specimen Size 4x8x0 4x8x0 4x8x0 4x8x0 Break Types — (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar es Fi Yes Pro cer: Yes Client: Y I Others: Contractor: Report Date: Project #: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: November 28, 2000 0 -91 M- 13675 -0 Inspector: TIMOTHY R. HYDEN Actual Specs. Slump (inches) ASTM C -143: 6.5" 5" Air Content ( %) ASTM C -231: N/A Unit Weight (pcf) ASTM C -138: N/A Concrete Temp. ( °F): 70 50 -90 Ambient Temp. ( °F): 56 Weather: CLOUDY ameco INTER -GATE EAST II BUILDINGS A 12401 EAST MARGINAL WAY 099 -0438 TIMOTHY R. HYDEN MUELLER ENGINEERS NW N/A Remarks: REFERENCE REPORT #49 SET 51. PLEASE NOTE SLUMP OUT OF SPEC. Actual Area Compressive Strength (sq in) (Ibs) (psi) 12.56 53040 4220 12.56 53430 4250 12.56 82800 6590 12.56 77380 6160 N/A Brk. Type/ % of Cure Req'd CSP 106% CSP 106% CSP 165% CSH 154% HOLD Report of Compression Test Results Client: INTERGATE EAST II L.L.C., C/O SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE Mix and Field Data Cast Date: 10/30/00 Placement: @ LINE "E" FROM GRID "4.5 TO 2" POUR STRIPS Strength (fc): Required : 4000 psi @ 28 Days Mix ID: 5500 Supplier: STONEWAY Load #: Truck #: 352 Ticket #: 171825 Plant #: - Batch Size: 9YDS Water: - Admixture: Time Batch Time: 7:50 Sample Time: 9:00 Finish Time: 9:15 Test Result Spec ID # ID 9153 A B C D Reviewed By Distribution Date Age Date Rec'd Tested (days) 10/31/00 11/6/00 7 10/31/00 11/27/00 28 10/31/00 56 10/31/00 56 Client: Yes File: Yes ASTM -C39 Nominal Specimen Size 6x12x0 6x12x0 Producer: Yes Others: Contractor: Report Date: Project #: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Slump (inches) ASTM C -143: Air Content ( %) ASTM C -231: Unit Weight (pcf) ASTM C -138: Concrete Temp. ( °F): November 28, 2000 0 -91 M- 13675.0 Inspector: SATNAM SINGH Actual 6.25" 81 Ambient Temp. ( °F): 51 Weather: CLEAR Actual Area Compressive Strength (sq in) (Ms) (psi) 28.27 68050 2410 28.27 111360 3940 Break Types -- (Cn) Cone, (CSp) Cone - Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar ameco INTER -GATE EAST II BUILDINGS A 12401 EAST MARGINAL WAY 099 -0438 TIMOTHY R. HYDEN MUELLER ENGINEERS NW N/A Specs, 5" N/A N/A 50 -90 N/A Remarks: PLEASE OBSERVE LOW BREAK AT 28 DAYS. SEE PEPORT #50, SET #54. PLEASE NOTE THE SLUMP IS OUT OF SPEC. Brk. Type/ % of Cure Req'd CSH 60% SH 98% NOT IN CONFORMAktE EH PROJECT ti.PECIFICf:TIOr Report of Compression Test Results Client: INTERGATE EAST II L.L.C., CIO SABEY • CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 11/16/00 Placement: S.E. CORNER OF CLOSURE STRIP A GRID N11 Strength (fc): Required : 3000 psi Qa 28 Days Mix ID: 5500 Supplier: STONEWAY Load #: Truck #: 300 Ticket #: 175263 Plant #: Batch Size: 12 YDS Water: - Admixture: - Time Batch Time: 7:04 Sample Time: 8:10 Finish Time: 8:25 Test Result Spec ID # ID 9288 A B C D Distribution Date Rec'd 11/17/00 11/17/00 11/17/00 11/17/00 Date Tested 11/23/00 Age (days) 7 6x12x0 28 28 r Reviewed By Client: Yes File: Yes Remarks: REFERENCE REPORT #58, SET 56. Nominal Specimen Size Break Types — (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Producer: Yes Others: Contractor: Actual Area (sq in) 28.27 Report Date: Project #: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: amee November 28, 2000 0-91M-13675-0 INTER -GATE EAST II BUILDINGS A 12401 EAST MARGINAL WAY 099 -0438 TIMOTHY R. HYDEN MUELLER ENGINEERS NW N/A Inspector: DAVE BERNIER Slump (inches) ASTM C -143: Air Content ( %) ASTM C -231: Unit Weight (pcf) ASTM C -138: Concrete Temp. ( °F): Compressive (lbs) 106540 Actual 5.5" 58 Ambient Temp. ( °F): 29 Weather: SUNNY Strength (psi) 3770 Specs. 5" N/A N/A 50 -90 N/A Brk. Type/ % of Cure Req'd SH 126% HOLD Report of Compression Test Results Client: INTERGATE EAST II L.L.C., C/O SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 11/17/00 Contractor: Placement: SOG B.4- C/2 -2.1 Strength (f'c): Required : 3000 psi @ 28 Days Inspector: GEORGE HOWARTH Time Mix ID: 5500 Actual Specs. Supplier: STONEWAY Slump (inches) ASTM C -143: 5.5" 5" Load #: Air Content (• /.) ASTM C -231: N/A Truck #: 305 Unit Weight (pcf) ASTM C -138: N/A Ticket #: ORDER 3 Concrete Temp. ( °F): 73 50 -90 Plant #: Batch Size: 2 YDS Water: Admixture: Batch Time: Sample Time: 6:21 Finish Time: 7:40 Test Result Actual Spec Date Age Nominal Area Compressive Strength Brk. Type/ % of ID # ID Date Rec'd Tested (days) Specimen Size (sq in) (lbs) (psi) Cure Req'd 9305 A 11/18/00 11/24/00 7 6x12x0 28.27 96590 3420 CSP 114% Break Types -- (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed By B 11/18/00 28 C 11/18/00 28 D 11/18/00 Ar/ta, Distribution Client: Yes File: Yes Producer: Yes Others: amec Report Date: November 28, 2000 Project #: 0- 91M- 13675 -0 Project Name: INTER -GATE EAST II BUILDINGS A Project Address: 12401 EAST MARGINAL WAY Building Permit: 099 -0438 Project Mgr: TIMOTHY R. HYDEN Architect: MUELLER Engineer: ENGINEERS NW PO Number: N/A Ambient Temp. ( °F): 30 Weather: SUNNY Remarks: REFERENCE REPORT #60, SET 57. N/A o- HOLD t. ... - COMMENTS..,._ ,. 1(..,` i t . A;da.. p , < r.y4:�,F, ri .V,t.w...... . Ar w`2.c■ fir- o - aw . i ja#Cad ti 1 ✓W OA. VKAJdCa . / 4 44 d ome_ 5 ✓✓tovrrr— , / / —00 AV " 41 COnvil l 7/ 1* 6 50 0 Z7 ) > a I/ ' /?SS , COA.CAL- ., ' ;4'. ) -)C 1' / .G.0 7 z 6:,.,.o S a,-.oC .16 g:1m...up 4 .. t ,.. ,. /L..4 Atk"Np1 .I z - 1 IV,IA0 0 2 / 61 j E Lo. STR RA LENGINEE ' . /V .I.i. C o•e i • i - - ' vvrt", t.,,.. drrtiallYvlovv<12 "6 y ai- AG MELD REPRE ATNE/PAGER CONTRACTOT / _ of ! ' TYPE�FINS D INSPECTION /`JY^ ❑ DREW SAMPLES OBTAINED (NOJSIZE/TYPE) a- .v .o 15 tiertAlgt.P)yxi( SUMMARY I To the best of our knowledge, all items Inspected as noted above were '4L1. ❑ Preliminary Observations in general conformance with the approved plans and specifications. ❑ No ❑ Deficiency Corrected - Report No. PR CT NAME a,/'� �/ ��OO,, �Q ` ":h A.6a du 6) PROJECT NO. a •Q /M -'36 3r -D REPORT NO. rj°o' (p B" ADDRESS 1Zgb/ E. fila ;; ur��, 'ERM :. �tR• DATE / f7 /` V CLIENT WEATHER PAGE (includes Test Reports) STR RA LENGINEE ' . /V .I.i. AGRA PROJr MANAGER/PHONE NO. ARCHITEC A AG MELD REPRE ATNE/PAGER CONTRACTOT / _ of ! ' TYPE�FINS D INSPECTION /`JY^ ❑ DREW AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122nd Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 GRA FIELD REPRESEN /2( DAILY FIELD REPORT REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANT DING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report Is not Intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. AGI8372 (Rev. 6/99) V CONCRETE ASTM - GROUT ASTM C -1019 MORTAR (TYPE ) CMU (TYPE ) PRISM UBC 21 -17 SHOTCRETE ACI 506 R OTHER ASTM C -780 C -140 REPORTN 6s.....„ _ PROJECT NAME f J � �r d EA4 J •Q / /,f( /' //T /r *41 PROJECT NO. 9 o a O /,} " -� � t 4 1 1 ^ PAGE (Ind newts) ne 1s) OF J DATE / / -e,2" -00 l FIELD DATA BATCH DATA SUPPLIER TYPE OF CEMENT S MIX NUMBER 5 5 0 v WEIGHTS PER YARD DESIGN ACTUAL TICKET NUMBER ) ' - (, 9'i CEMENT (LBS.) 519' 5/3 TRUCK NUMBER e? 05 FLY ASH (LBS.) BATCH SIZE, YD /0 COARSE AGG. (LBS.) ¥1$ 1136 /9 TOTAL PLACED /0 G OFJ' YDS COARSE AGG. (LBS.) WATER ADDED, GALS. .10" COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. 11 FINE AGG. (LBS.) $ 4 "17 ) LISS' I SOZ D DRUM REVOLUTIONS WATER (LBS.) ,5 OF'2'L f F Z z BATCH TIME M. : U r 4 Ih , AIR ENTRAINMENT SAMPLE TIME i : V5 Am, ADMIXTURE NO. 1 P5`' 5/.-.. Z • ,.2G0 of • FINISH TIME f ill : Oo 4. M , ADMIXTURE NO. 2 SAMPLE AND TEST DATA SAMPLE SET OF 1 . / LABORATORY SET # 6 I.D.# '7 -7 3 ` y SAMPLE LOCATION: - .. 4 e ryrvdGX if2 J le Oi eyin,pp .'"4. Z . 6 4 t a Ld^' -g DESIGN STRENGTH * G(7 PSI @ z DAYS 'TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS) ?, 2 8, 2€, h{� y S LUMP (ASTM C -143) 5 ` r 5 r SPECIMEN (NOJSIZEJTYPE) es) 1 yeli AIR CONT. (ASTM C -173/C -231) DATE SAMPLED 1/• •A r -o a AMBIENT TEMP °F £ y ° DATE RECEIVED //—.. 9 - d o SAMPLE TEMP (ASTM C -1064) ? .. x . o CURING CONDITIONS UNIT WEIGHT (ASTM C -138) HIGH/LOW TEMPERATURES YIELD (ASTM C -138) 'Note appropriate test methods If different from those indicated O AGRA C ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122^" Way, Suite 100 Tel (425) 820 - 4669 Kirkland, Washington 98034 Fax (425) 821 -3914 SAMPLE STORAGE LOCATION AND COMMENTS AGRA FIELD REpF1ESENTATIVE This report is provided solely for the information of our client. This report Is not Into without written permission of AGRA Earth and Environmental, Inc. AG19378 (Rev.899) REVIEWED BY TEST REPORT THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CH GE • ENDING REVIEW BY OUR PROJECT MANAGER be transmitted to a third party by any means, except in full, CONCRETE ASTM C -39 GROUT M C -1019 MORTAR (TYPE ) CMU (TYPE ) PRISM UBC 21-17 SHOTCRETE ACI 506 R OTHER ASTM C -780 ASTM C -140 PROJECT N '?, -I 61 gler- • 4 ' -' 4 a s d — r PROJECT NO. .-9/07 -Aie•Ps=0 REPORT NO. .1.4" (0 r t�/I�/+ I �i✓/� - '' PAGE(IndudesTest Reports) 3 OF 3 DATE / i���OO FIELD DATA BATCH DATA SUPPLIER TYPE OF CEMENT ..1 MIX NUMBER F 5 ) WEIGHTS PERYARD DESIGN ACTUAL TICKET NUMBER / 7 ?VG 9 CEMENT (LBS.) 5) 5 fg'U TRUCK NUMBER 9s.1- FLY ASH (LBS.) - BATCH SIZE, YD f et COARSE AGG. (LBS.) !/y f qJ Z ?cS LU TOTAL PLACED WATER ADDED, GALS. 1qq OF,2-2 ,WYDS COARSE AGG. (LBS.) COARSE AGG. (LBS.) / 0 ALLOWABLE WATER, GALS. /Q FINE AGG. (LBS.) /0047 J VS l / 't a DRUM REVOLUTIONS WATER (LBS.) 1 ( L BATCH TIME / ;30 p l yy - AIR ENTRAINMENT SAMPLE TIME P. / s p." ADMIXTURE NO. 1 ps 5 I. � Z- � p . � FINISH TIME / :7U 1 p.'n , ADMIXTURE NO. 2 SAMPLE AND TEST DATA SAMPLE SET ,� OF Z.- LABORATORY SET # 61 I.D. # /3 75 SAMPLE LOCATION: t^i 4 / 0vr1p1 ri?o DESIGN STRENGTH . x30 PSI ®Zg DAYS 'TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS) Ft z $ 2 g SLUMP (ASTM C -143) 5 / r 5 /4./ SPECIMEN (NOJSIZE/TYPE) (.5J €/ C AIR CONT. (ASTM C -173/C -231) DATE SAMPLED i / - ,2 fr-O0 AMBIENT TEMP. °F 9 7 DATE RECEIVED -°C7 SAMPLE TEMP. (ASTM C -1064) ?I' O CURING CONDITIONS ze,.,,I- UNIT WEIGHT (ASTM C -138) HIGH/LOW TEMPERATURES YIELD (ASTM C -138) 'Note appropriate test methods If different from those Indicated AGRA • ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122"d Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 SAMPLE STORAGE LOCATION AND COMMENTS AG A FIELD REPRESENTA THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CH REVIEWED BY TEST REPORT ENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. AG19378 (Rev.699) PROJECT NAME 6ArE gas 7 SP(12.e14, AL, 6 , 4-- a 9, .4 Virt ei,.. ,e, 2::, GIAIA ;41-11 - 8s- 'I 2 ig a - .BL�gr - a PROJECT NO. c — -e REPORT NO. SP, . L At TER. ADDRESS / �!a/ E_ Al AiP Giv� ' IID / r,r b-- 5 F/ 7Z / t t )A /c Z u (0J W • 74 �Lf �� L PERMIT NO. 9 9— o 9.5 S E /i /i s/c� CUENT LAa Et 144e SAMPLES OBTAINED (NOJSIZE/TYPE) SUMMARY WEATHER p,p dudssTestRepons) I / OF STRUCTURAL ENGINEER �y �� 1�NG / ^' L . � AGRA PROJECT MANAGERIPHONE NO. ARCHITECT AGRA FIELD REPRESEI ER NO. al4 TA/ gn1 Si A/6 A CONTRACTOR eA_ S A c 4 / e TYPE OFINSSPPECTION d� L � � NEW INSPECTION mewl( , DE. Eck //� CJL - RE•INSPECTION ..... , r <...: _..: COMMENTS a ..,... x u, »:<.:':., .. , .., i -.:. 4 /Aen2'c csd c 7F. A.07._91 iee., — /ncr� k4e 7 2; el- r`e �v I-.. SP(12.e14, AL, 6 , 4-- a 9, .4 Virt ei,.. ,e, 2::, GIAIA ;41-11 - 8s- 'I 2 ig a - Q.,, / ,PaIer1- er ,Lo 2 ii /J7�e� . 7 a RP if 2E64 4 100 ■ cc ev 1 0 e ca cv ,i,..0.....4. G f a_o iG -t.� QJS O 0 ,"\)/..0 9Q /P- /S/ t?-- "j Ro -i QaxBt- 4n.4 Ai 0 r „�;fZ12aJ1._ 1 4 24 , ke ..C1.4,6 ciemed . .,,...sioe...) . e5d40 6 If ,le.raf ,yk...6,--Q ,9-6,_k_. (,u (Iola ur 0„,,d 1�e,L eye i oca w;; ' IID / r,r b-- 5 F/ 7Z / t t )A /c Z u SAMPLES OBTAINED (NOJSIZE/TYPE) SUMMARY To the best of our knowledge, all items Inspected as noted above were es a Iminary Observations in general conformance with the approved plans and specifications. ❑ No I>7'geficiency Corrected — Report No. 4 AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E.122ne Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 AGRA FIELD REPRESENTATIVE REVIEWED BY DAILY FIELD REPORT THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE'PENDING REVIEW BY OUR PROJECT MANAGER This report Is provided solely for the information of our client. This report is not Intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. AG19372 (Rev. 6/99) Report of Compression Test Results Client: INTERGATE EAST ll L.L.C., C/O SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen - Type: CONCRETE Mix and Field Data Cast Date: 9/26/2000 Placement: PANEL # 14. Strength (f'c): Required : 5000 Mix ID: 6352 Supplier: STONEWAY Load #: Truck #: 301 Ticket #: 165745 Plant #: - Batch Size: 12 YDS Water: 10 GALS Admixture: 32 OZ Time Batch Time: 12:43 Sample Time: 1:30 Finish Time: 1 :45 Test Result Spec ID # ID 8861 A B C D Ji�133.'.GC.2S,"'k'.14dSC: F'illd1`17. Wh ASTM -C39 Date Age Date Rec'd Tested (days) 9/27/2000 10/3/2000 7 9/27/2000 10/24/2000 28 9/27/2000 11/21/2000 56 9/27/2000 11/21/2000 56 psi @ 28 Days Nominal Specimen Size 6x12x0 6x12x0 6x12x0 6x12x0 Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Contractor: Actual Slump (inches) ASTM C -143: 5 Air Content (%) ASTM C -231: Unit Weight (pcf) ASTM C -138: Concrete Temp. ( °F): 78 Actual Area Compressive Strength (sq in) (Ibs) (psi) 28.27 116350 4120 28.27 139950 4950 28.27 181130 6410 28.27 169310 5990 Break Types -- (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed By Distribution Client: Yes File: Yes ucer: Yes Others: Report Date: November 27, 2000 Project #: 0 -91 M- 13675 -0 Inspector: TRACY WATSON Ambient Temp. ( °F): 65 Weather: N/A amecto INTER -GATE EAST II BUILDINGS A 12401 EAST MARGINAL WAY 099 -0438 TIMOTHY R. HYDEN MUELLER ENGINEERS NW N/A Remarks: SAMPLES DID NOT MAKE REQUIRED STRENGTH. REFERENCE REPORT #29, SET 28. Specs. N/A N/A N/A 50 -90 N/A Brk. Type/ % of Cure Req'd CSP 82% SH 99% SH 128% CSP 120% Report of Compression Test Results Client: INTERGATE EAST II L.L.C., C/O SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 10/25/2000 Placement: PANEL #23, SOUTH END Strength (f'c): Mix ID: 6951 Supplier: STONEWAY Load #: Truck #: 341 Ticket #: - Plant #: - Batch Size: 10 YDS Water: 8 GALS Admixture: - Time Batch Time: 8:15 Sample Time: 8:53 Finish Time: 8:56 Test Result Spec ID # ID 9100 A(FC) B C D E F Reviewed By Distribution MWTk MS:}i. 7£#ColV.P AtMaft.WCiPYifir,twnuni w. www...�...........-- ,._.:._.,.- Required : 3500 psi @ 28 Days 10/26/2000 10/26/2000 10/26/2000 10/26/2000 10/26/2000 10/26/2000 10/28/2000 10/30/2000 11/1/2000 11/22/2000 11/22/2000 gif Client: Yes File: Yes 3 3 7 28 28 Date Age Date Rec'd Tested (days) Break Types -- (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Remarks: REFERENCE REPORT# 47, SET 48. Nominal Specimen Size 4x8x0 4x8x0 4x8x0 4x8x0 4x8x0 Producer: Yes Others: Report Date: November 27, 2000 Project #: 0 -91 M- 13675 -0 Project Name: INTER -GATE EAST II BUILDINGS A Project Address: 12401 EAST MARGINAL WAY Building Permit: 099 -0438 Project Mgr: TIMOTHY R. HYDEN Architect: MUELLER Engineer: ENGINEERS NW PO Number: N/A Contractor: Actual Slump (inches) ASTM C -143: 5" Air Content (%) ASTM C -231: Unit Weight (pcf) ASTM C -138: Concrete Temp. ( °F): 67 Actual Area (sq in) Inspector: LISE EDDY Ambient Temp. ( °F): 49 Weather: CLOUDY 12.56 12.56 12.56 12.56 12.56 Compressive (Ms) 56810 47770 68600 85280 82870 Shear, (Sh) Shear, (Co) Columnar ame Strength Brk. Type/ 6 /. of (psi) Cure Req'd 4520 3800 5460 6790 6600 Specs. 5" N/A N/A 50 -90 CSP CSP CSH CSP CSH HOLD N/A 129% 109% 156% 194% 189% Report of Compression Test Results Client: INTERGATE EAST II L.L.C., C/O SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE Mix ID: Supplier: Load #: Truck #: Ticket #: Plant #: Batch Size: Water: Admixture: Time Batch Time: Sample Time: 10:30 Finish Time: Test Result Spec ID # ID 9101 A B C D E F Distribution ,a,mwza.cCWX 7i7ittL.�. L^YrYo,x u n«..«,,.. 6951 STONEWAY 358 171098 9 YDS Client: Yes File: Yes ASTM -C39 Mix and Field Data Cast Date: 10/25/2000 Placement: PANELS #29 -32, 13, 23, 21, 17. Strength (f c): Required : 3500 psi @ 28 Days Break Types — (Cn) Cone, (CSp) Cone - Split, (CSh) Cone Reviewed By i‘e Y Shear, (Sh) Shear, (Co) Columnar Producer: Yes Others: Report Date: Project #: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Contractor: amec November 27, 2000 0 -91M- 13675 -0 Actual Specs. Slump (inches) ASTM C -143: 5" 5" Air Content ( %) ASTM C -231: N/A Unit Weight (pcf) ASTM C -138: N/A Concrete Temp. ( °F): 70 50 -90 INTER -GATE EAST II BUILDINGS A 12401 EAST MARGINAL WAY 099 -0438 TIMOTHY R. HYDEN MUELLER ENGINEERS NW N/A Inspector: DALE BLISSERD Ambient Temp. ( °F): 55 Weather: CLOUDY 9:45 Remarks: REFERENCE REPORT #47, SET 49. N/A Actual Date Age Nominal Area Compressive Strength Brk. Type/ % of Date Rec'd Tested (days) Specimen Size (sq in) (Ibs) (psi) Cure Req'd 10/26/2000 10/28/2000 3 4x8x0 12.56 55050 4380 CSP 125% 10/26/2000 10/30/2000 3 4x8x0 12.56 54770 4360 CSH 125% 10/26/2000 11/1/2000 7 4x8x0 12.56 65990 5250 CSH 150% 10/26/2000 11/22/2000 28 4x8x0 12.56 90740 7220 SH 206% 10/26/2000 11/22/2000 28 4x8x0 12.56 81160 6460 SH 185% 10/26/2000 HOLD ... , . .:' ';' 7 ,.7 ...'• '4!4■4 7 `.,',4 7. , , ii.: : 7•; , 7'',■i : 7 • • ' ' ' ,,,, , .-` , 7 • ,7 7,7 77.i.A , - • • = .,".,_-., API E C ON ".. SI - it Fog ggliq Facim 4 57e e c A /4 P c...0,y ewe' - i - pi, Ae Cr 6.4 iNsp re 77e Ai SLAB- °iv - mer4 4. ,Dec le Ggii5 12 7 7.31A —E / MIT -1 A I Fr STC6G rolt 13iJ J eck. 14 It x 12114/ z 41 X ti. 2.9 Ws 2i: mewl, hisTh A))).Tion s 3 * - 5 & pea,ri ma Li * 4 a WO Ltre 1 i 2. a L.I.Lim e 11 3 4 S J ) 1 Exr. io ZelioND epewts.45 EA, LvAy, ALL R.Csitec. As p 62 PaN 1. 2 -i) ceNcAt PLAID Wir3 570Nei/1j )1 IX ..- +GOD 1 ; r 1 % ti 4" " 5La PI / _ Calk! e Re 5 pi.,tec- P By PlimP 4- ee)m Soz-1 0674 61 vi a_E 0 A - et CINCAtie Pt-Act " PIE M l'a ('P- - , pLkAu k 5,as 4— I11'' AGRA PROJECT MANAGER/PHONE NO. - fir? H7peiki ARCHITECT ilAiffe„-v, SAMPLES OBTAINED (NO./SIZE/TYPE) 2 . 5 E 1 . 5 el 4 - 1- 1 X 4 CONTRACTOR 64 / 5 lid.t.a . SUMMARY • .. To the best of our knowledge, all items inspected as noted above were IgiYes 0 Preliminary Observations in general conformance with the approved plans and specifications. 0 No 0 Deficiency Corrected - Report No. PROJECT NAME f 44-re CAs -I " — si-D4, B PROJECT NO. 0...chfil-1-375--0 REPORT NO. C 3 ADDRESS /24_, 5, in A R4•11 will / MIT -1 A I NO. az)-31 DATE CUENT .5 A Be y WEATHER PAGE (Inductee Test Reports) I OF 3 ................." trp, hi 1 7 STRUCTURAL ENGINEER IV W AGRA PROJECT MANAGER/PHONE NO. - fir? H7peiki ARCHITECT ilAiffe„-v, AGRA FIELD REPRESENTAT1VFJPAGER NO 16 sAk lice ce.,5 CONTRACTOR 64 / 5 lid.t.a TYPE OF ISPECTION (A NEW INSPECTION K /c 0 RE-INSPECTION •AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122^ Way, Suite 100 Tel (425) 820-4669 Kirkland, Washington 98034 Fax (425) 821-3914 • • -,Ad air/ Al C AG FIELD REPRESENTATIVE REVIEWED BY DAILY FIELD REPORT THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANT PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. AG19372 (Rev. 699) FIELD DATA ' `';, ;'. : ' :' ' :i:‘''' J BATCH DATA SUPPLIER ftlk&0/A7 TYPE OF CEMENT *TEST DATA :i.; ACTUAL MIX NUMBER TEST AGE (DAYS) WEIGHTS PERYARD ACTUAL DESIGN TICKET NUMBER R32?145 CEMENT (LBS.) AIR CONT. (ASTM C-173/C-231) DATE WV/ e,t) TRUCK NUMBER °34170 FLY ASH (LBS.) AMBIENT TEMP °F Go° BATCH SIZE, VD' iSe ...-411 COARSE AGG. (LBS.) 2,11150 eir TOTAL PLACED /0 OF DS COARSE AGG. (LBS.) UNIT WEIGHT (ASTM C-138) WATER ADDED, GALS. /° COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. 10 FINE AGG. (LBS.) P es: (NCO DRUM REVOLUTIONS WATER (LBS.) BATCH TIME 065:V AIR ENTRAINMENT SAMPLE TIME ol3c• OgEt< ADMIXTURE NO. 1 Ogiftrid 4b 6.13' ADMIXTURE NO. 2 CALOW q FINISH TIME SAMPLE AND TEST DATA : . ' , . . - 1' , l ' SET NUMBER: / 61F Z_J SAMPLE LOCATION: k G/ e3 3 5 DESIGN STRENGTH 40 PSI @ /6 DAYS *TEST DATA :i.; ACTUAL SPECIFIED TEST AGE (DAYS) 1 1.6 26 .114- SLUMP (ASTM C-143) PROJECT NO. (30/#4-/3&?5 o 1441051 SPECIMEN (NOJSIZE/TYPE) I 4_ 4). 4 6 0 AIR CONT. (ASTM C-173/C-231) DATE WV/ e,t) - 5 . frr DATE SAMPLED ((1A411) ( j AMBIENT TEMP °F Go° DATE RECEIVED / - 2- 2.-- 0 d SAMPLE TEMP. (ASTM C-1064) eir CURING CONDITIONS UNIT WEIGHT (ASTM C-138) HIGH/LOW TEMPERATURES YIELD (ASTM C-138) 'Note appropriate test methods If different from those Indicated CONCRETE ASTM C-39 GROUT ASTM C-1019 MORTAR (TYPE ) CMU (TYPE ASTM ) PRISM UBC 21-17 SHOTCRETE ACI 506 R OTHER ASTM C-780 C-140 PROJECT NAME 66-r — arti. 6 PROJECT NO. (30/#4-/3&?5 o AD1 &kreKgeriS - RESS 1 /4/01 61 14/43KpossL Vol / lutL6--- REPORT NO. 3 PAGE (includes Inspection Report) 7., OF CLIENT Slreel Cittir. DATE WV/ e,t) • AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122nd Way, Suite 100 Tel (425) 820 Kirkland, Washington 98034 Fax (425) 821-3914 AGRA FIELD REPRESENTATIVE IOL `>` REVIEWED BY TEST REPORT COMMENTS -- akirox. know -rnotial. op ::iurrw ftNiocy urt 0e- THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CH PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client, This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. • •; . FED DT ' ' ' ' - ; BTH AA .,. • SPLE O EET MX NME -0 EGT EYR CUL DSG IKT NME CMN LS) 0f TUK NME L S LS) BTH SZ, Y I ORE AG r 790 TTL PAE 5 °a:Y* CAS G. (B. AE DE, GL. ( ORE AG LS) ALWBE WTR AS AG Io) RM RVLTOS WTR (B. 1+ AC fg AR ETANET SML IE I. o DITR O 32 s-' FNS IE AMXUE N. 2 -.. SML DT , •:; ST NME: y I 4 36 SML OAIN DSG TEGH AM P I C . . TS AA ..•, . CUL SEIID TS G DY) LM(SM C13 SEIE NJIETP) 4f a AR CN. (SM C13C21 AE SMLD I/4 0 MIN EP ° : AE RCIE a _ _n SML EP (SM C16) 85 CRN ODTOS UI EGT (SM C18 IHLW TMEAUE IL AT -3) *oe aporae ts ehd f dfeet fo hs niae :. ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122^d Way, Suite 100 Tel (425) 820-4669 Kirkland, Washington 98034 Fax (425) 821-3914 AGRA IELD REPRESENTATIVE COMMENTS ‘ Tomcat- co 1141•WIFJ., Ler Seinf•fr REVIEWED BY TEST REPORT THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHA ENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report Is not intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. PROJE MM / � ) 4 tr kasf €/0 PROJECT NO. p -9i = 0-_ REPORT NO. 10 ? ADDRESS , � I J . `l� �t,� G J � P NO. I�9} —o 1 / � 8 ' TE I / - Z0 p. CLIENT e„� S e f urc�t 4 - k./7`(,2, ,4f i j ,,,,pefie°d i .4./e.kc Svz , S / 2 i .1",e f.ti«..;«.1uw. 4l.4J5 PAGE (Indudss Tilt Reports) i OF � �� STRUCTURAL ENGINEER R l � v 4 ✓. AROJE TMANAGEFYPHONENO. � /`�*�i�l,1, DREPRES/ mil` ARCHITECT /' ! /1 vel( &r AG FIE ATIVEIPAGERNO. � -CJ SS CONTRACT/9R / r ..t_ t/' n , Y TYPE I S . 1 NEW INSPECTION / ❑ RE- INSPECTION .. ...... _ ,.. _.. , r - COMMENTS ... ,, -, ..... . �b. . ... .. �.' r5.....,. 4u,a ti xir�� +�Y�,raL'frr..".S3iiC�iil9 wul+��?.1 • � ;tvw�.. .�AG.��.. tc :.. . -:.:;e,�:+..r. .F� L7o:.fi ., a+kyfr. ns'�i�4s a e�H - / L 4 S j�Y 4 Ole 6 /hm: . 1 fi.o / / 9 _ I J �`a r/ ;c L S �a- l t�Je /� 4 s et A .1--,.., �r JO L L. 'f S See.. 7/0 64'14'''' d, —'- c l Av Jew 3 "ale . , f i4 beo.,... we /e!s 0 Bld '`Ijo" p level 2. 11-k'/7-/z. 1/ / `ed te e/ J 5 /3. / s/J. 2 s/z/ 2 4 ,.. 01 14,,---;.........;,... /WS .rl�. 1.1 9k ref u( pv fir. z,) It1pec .cI clec -k me (d1 0 ......,1 /t /? 4i -CCa 2 n d leve/ dec. kI',. g f urc�t 4 - k./7`(,2, ,4f i j ,,,,pefie°d i .4./e.kc Svz , S / 2 i .1",e f.ti«..;«.1uw. 4l.4J5 f ob td, .3 9 s' re 0 0 re-m e., .1s, .3) 5/ , ‘ ,./ c d cDt. f deck pu ddle we /df,rem.r We.l /! aid LA., ,,,,, . 4 4 e s 4 -4° / /042, ,4 / /r'iffpec4et wv/ v s1, a„d .+r ,,;. tvv-L ,i J3 ►.3 5'f 4r; ref u 1 re-Me,, b SAMPLES OBTAINED (NOJSIZE/TYPE) Arfr • SUMMARY To the best of our knowledge, all items inspected as noted above were l) Yes ❑ Preliminary Observations in general conformance with the approved plans and specifications. ❑ No ❑ Deficiency Corrected - Report No. .0 AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122^° Way, Suite 100 Tel (425) 820 -4689 Kirkland, Washington 98034 Fax (425) 821 -3914 AGRA FIELD REPRESENTATIVE DAILY FIELD REPORT REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO C PENDING REVIEW BY OUR PROJECT MANAGER This report Is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. AG1B372 (Rev.699) Time Mix ID: Supplier: Load #: Truck #: Ticket #: Plant #: Batch Size: Water: Admixture: Batch Time: Sample Time: Finish Time: Test Result Reviewed By Distribution Report of Compression Test Results Client: INTERGATE EAST II L.L.C., CIO SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE Mix and Field Data Cast Date: 10/19/2000 Placement: WALL PANEL # 9 BUILDING B. Strength (f'c): Required : 4000 psi @ 28 Days 6352 STONEWAY 359 170031 9YDS 5GALS 10:19 10:50 11:00 Spec ID # ID Date Rec'd 9048 A(FC) 10/20/2000 B 10/20/2000 C 10/20/2000 D 10/20/2000 Li( Date Tested 10/23/2000 10/26/2000 11/16/2000 11/16/2000 Client: Yes File: Yes ASTM -C39 Age (days) 4 7 28 28 Nominal Specimen Size 4x8x0 4x8x0 4x8x0 4x8x0 Producer: Yes Others: Project Name: INTER -GATE EAST II BUILDINGS A Project Address: 12401 EAST MARGINAL WAY Building Permit: 099 -0438 Project Mgr: TIMOTHY R. HYDEN Architect: MUELLER Engineer: ENGINEERS NW PO Number: N/A Contractor: Break Types -- (Cn) Cone, (CSp) Cone - Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Report Date: November 17, 2000 Project #: 0 -91 M- 13675 -0 Inspector: TRACY WATSON Slump (Inches) ASTM C -143: Air Content ( %) ASTM C -231: Unit Weight (pcf) ASTM C -138: Concrete Temp. (°F): Actual 5.25 12.56 42660 3400 12.56 63780 5080 12.56 77670 6180 12.56 75830 6040 ameco 74 Ambient Temp. ( °F): 60 Weather: N/A Remarks: REFERENCE REPORT # 43, SET 44. Specs. N/A N/A N/A 50 -90 N/A Actual Area Compressive Strength Brk. Type/ % of (sq in) (!bs) (psi) Cure Req'd CSH 85% CSH 127% CSP 155% CSH 151% Report of Compression Test Results Client: INTERGATE EAST II L.L.C., CIO SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 10/19/00 Placement: PANEL # 28 BUILDING B. Strength (f c): Mix ID: Supplier: Load #: Truck #: Ticket #: Plant #: Batch Size: Water: Admixture: Time Batch Time: Sample Time: Finish Time: Test Result Spec ID # ID 9047 A(FC) B C D E Reviewed By Distribution 13YDS 30GALS Required : 4000 psi @ 28 Days 6352 STONEWAY 305 169951 7:14 8:50 8:59 Date Age Date Rec'd Tested (days) 10/20/00 10/23/00 4 10/20/00 10/26/00 7 10/20/00 11/16/00 28 10/20/00 11/16/00 28 10/20/00 Val 4,2„, Client: Yes File: Yes Nominal Specimen Size 4x8x0 4x8x0 4x8x0 4x8x0 Producer: Yes Others: Report Date: November 17, 2000 Project #: 0 -91 M- 13675 -0 Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Contractor: Break Types -- (Cn) Cone, (CSp) Cone - Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar ame INTER -GATE EAST II BUILDINGS A 12401 EAST MARGINAL WAY 099 -0438 TIMOTHY R. HYDEN MUELLER ENGINEERS NW N/A Inspector: TRACY WATSON Actual Slump (inches) ASTM C -143: 5 Air Content ( %) ASTM C -231: Unit Weight (pcf) ASTM C -138: Concrete Temp. ( °F): 72 Ambient Temp. ( °F): 59 Weather: N/A Remarks: REFERENCE REPORT # 43, SET 45. Actual Area Compressive Strength (sq in) (lbs) (psi) 12.56 42840 3410 12.56 56620 4510 12.56 74490 5930 12.56 72600 5780 Specs. N/A N/A N/A 50 -90 N/A Brk. Type/ 'I. of Cure Req'd CSH 85% CSH 113% CSH 148% CSP 145% HOLD Report of Compression Test Results Client: INTERGATE EAST II L.L.C., C/O SABEY CONSTRUCTION, INC. 12201 TUKWILA INTERNATIONAL BLVD. SEATTLE, WA 98168 Attn: BERNIE MARTELL Specimen Type: CONCRETE Mix and Field Data Cast Date: 11/8/2000 Placement: POUR BACK, BUILDING B E @ 4. Strength (f c): Required : 3000 psi @ 28 Days Mix ID: 5500 Supplier: STONEWAY Load #: Truck #: 347 Ticket #: Plant #: Batch Size: 10 YDS Water: Admixture: Time Batch Time: 8:11 Sample Time: 10:30 Finish Time: 10:50 Test Result Spec ID # ID 9232 A 11/9/2000 11/15/2000 B 11/9/2000 28 C 11/9/2000 28 Break Types -- (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Reviewed By Distribution Date Date Rec'd Tested gi Client: Yes File: Yes ASTM -C39 Age Nominal (days) Specimen Size 7 4x8x0 Producer: Yes Others: Contractor: Actual Area (sq in) Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Inspector: LISE EDDY Actual Slump (inches) ASTM C -143: 4 Air Content (%) ASTM C -231: Unit Weight (pcf) ASTM C -138: Concrete Temp. ( °F): 60 Ambient Temp. ( °F): 45 Weather: N/A Remarks: REFERENCE REPORT #57, SET 55. Compressive (!bs) 12.56 56640 Shear, (Sh) Shear, (Co) Columnar ameP Report Date: November 17, 2000 Project #: 0 -91 M- 13675 -0 INTER -GATE EAST 11 BUILDINGS A 12401 EAST MARGINAL WAY 099 -0438 TIMOTHY R. HYDEN MUELLER ENGINEERS NW N/A Specs. 4 N/A N/A 50 -90 N/A Strength Brk. Type/ '1. of (psi) Cure Req'd 4510 CSP 150% PERMIT NO.: 13 " 04b£5 BUILDING PERMITS INSPECTIONS ❑ 00001 Progress Inspection Status ( 00002 Pre - construction ❑ 00003 Investigation ❑ 00004 OK to Occupy ❑ 00005 Remove Stop Work Order ❑ 00006 Follow -up ❑ 00007 Pre -Move Inspection 00050 WSEC Residential ❑ 00060 WA Ventilation/Indoor AQC ❑ 00070 NLEA Inspection/Modular Struct ❑ 00071 Mobile Home Tie Down Insp ❑ 00072 Marriage Lines ❑ 00090 Rested [ 00095 Footing Drains Q 00100 Foundation Footings ❑ 00200 Foundation Walls ❑ 00250 Foundation Insulation ❑ 00300 Concrete Slab /Slab Insulation ❑ 00350 Crawl Space ❑ 00400 Shear Wall Nailing ❑ 00450 Plywood Wall Sheathing ❑ 00500 Roof Sheathing Nailing ❑ 00525 Plywood Deck Nailing ❑ 00550 Exterior Wall Sheathing ❑ 00600 Masonry Chimney ❑ 00610 Chimney Installation/All Types 2/ 00700 Framing ❑ 00750 Roof /Ceiling Insulation ❑ 00800 Floor Insulation ["00801 Wall Insulation Ee 00802 Exterior Roof Insulation [00803 Glazing Inspection ❑ 00815 Lighting and Controls ler 00900 Suspended Ceiling 2 Interior Wallboard Fastening ❑ 01001 Exterior Wallboard Fastening ❑ 01110 Pre -Move Inspection ❑ 01115 Motor Inspection ❑ 01120 Pre -Demo ❑ 01140 Pre - reroof Q 01400 Final -Fire a 01700 Final- Building 01900 Final - Reroof ❑ 3100 Site Visit 04000 Special- Concrete 2 Special -Bolts in Concrete ❑ 04001 Special - Mom/Resist Conc Frame ❑ 04003 Special -Reinf Steel Prestress &11 04004 Special - Welding ❑ 04005 Special- High - Strength Bolting ❑ 04006 Special - Structural Masonry ❑ 04007 Special -Reinf Gypsum Concrete ❑ 04008 Special - Insulating Conc Fill ❑ 04009 Special -Spray Fireproofing ❑ 04010 Special - Piling, Piers, Caissons ❑ 04011 Special - Shotcrete ❑ 04012 Special- Grading, Excav/Fill ❑ 04013 Special - Retaining Wall ❑ 04014 Special - Panels ❑ 04015 Special -Smoke Control System t4o1 I w � TENANT NAME: Mr GT •l • asT IL 13L4 A CONDITIONS Ci0001 No changes to plans unless approved by Bldg Div [ 0010 Special inspection required, notify Bldg Div 2 0011 Special inspector shall submit final signed report ❑ 0012 New ceiling grid & light fixture shall meet lateral bracing 0013 Partition walls attached to ceiling grid y, Readily accessible access to roof mounted equipment ( � 0015 Engineered truss drawings & calcs shall be on site , / 0016 Exposed insulation backing material B 0017 Subgrade preparation including drainage, excavation gr 0018 Statement from roofing contractor verifying fire retardant class of roof 0019 All construction to be done in conformance w /approved plans ❑ "No work shall be done in addition to those modifications..." [ 0002 Plumbing permits shall be obtained through King Co ❑ 0020 Structural observation shall be provided for this project ❑ 0021 All food preparation establishments must have King Co ❑ 0022 Fire retardant treated wood shall have flame spread of ❑ � 0023 Notify Building Division prior to placing any concrete ❑ 0024 All spray applied fireproofing shall be special inspected ❑ 0025 All wood to remain in placed concrete shall be treated ❑ 0026 All structural masonry shall be special inspected pv 0027 Validity of Permit ❑ 0028 Rack storage requires separate permit [v ' )) 003 Electrical permits obtained through L & I 0030 No occupancy of building until final insp by Bldg Div ❑ 0032 Remove all weeds, concrete, stone foundations, flat concrete ❑ 0036 Manufacturers installation instructions required on site ❑ "BTU maximum allowed per 1997 WA State Energy Code" ❑ 0035 Contact PW Div to obtain insp for water /sewer connect l� 0038 A C of 0 will be required for this permit ❑ 0039 Final approval for all TI w /in the limits of the SC Mall ❑ 0004 All mechanical work shall be under separate permit ❑ 0040 All construction noise to be in compliance with 8.2 TMC ❑/0041 Ventilation is required for all new rooms & spaces 05 All permits, insp records & approved plans available 0006 All structural concrete shall be special inspected ❑ "Applicant shall obtain a separate plumbing permit from King Co" ❑ "Anchoring — All new construct and substantial improvement shall be anchored to prevent flotation" 0007 All structural welding shall be done by WABO certified inspector ❑ 0008 All high- strength bolting shall be special inspected Q � 0009 Bolts installed in concrete shall be special inspected ❑ 0031 Comply with requirements of TMC 16.04 ❑ 0034 Removal of septic tanks require approval and compliance with King Co Health Dept. ❑ "Obtain required inspections from appropriate water & sewer districts" ❑ "Fuel burning appliances ❑ "Appliances, which generate...." ❑ "Water heater shall be anchored...." ❑ " Reroof' Plan Reviewer. Permit Tech: I,(IE R %4a _ oi-t --T At , Date: 7 -- IZ - ZOLV Date: 7010 ^ �v Off Street Parking Area Dimensions TMC 18.56.040 A B C D E F Parking Stall Stall Aisle Width Curb Unit Width Angle Width Depth 1 Way 2 Way Length 1 Way 2 Way Traffic Traffic Traffic Traffic 0° r r 12 20 20* 28* 36 8.5 8.5 12 20 23 29 37 3V 8' 15* 11 20 16* 41* 54* 8.5 17 11 20 17 45 54 9 17.5 11 20 18 46 55 9.5 18 11 20 19 47 56 45' 125 11.5* 46.5* toss 12.5 12 51..5 CID A 12 a 12.7 ; 52 12 13.4 � 52 60' 8' 18* 17.5* 20 • 92 i 53.5* 56* 8.5 21 17.5 20 9.8 59.5 62 9 21 17 20 10A ' 59 62 9.5 21 115 20 11 58.5 62 90° 8' 16' 24 25 8* 56* 57' 8.5 19 24 25 8.5 62 63 9 19 23 24 9 61 62 9.5 19 22 24 9.5 60 62 * These figures are for use with compact cam only. My bays that contain combined compact and normal spaces shall be designed for nomul spaces. curb �gt► (E) T StaMWkth • or Depth I j , (B orC) L Aisle or Street Angled Parking Parallel Parking Off- Street Parking Area Dimensions Figure 18-6 11sL �+4 raFL•YI.RsY.V.!C. 1 1r0 L' r r I • • ■ • m ■ ■ ►. r • • fM /S j 1asis. •1i r I» • 120 me"t no 4 OAK t Oe w,•.ts L.c,� .,. , 1,,- •l'1 • •+ i 44, C tpx. rot Ill r Qi, *Rig NO N -�. ExCEP o TANEN MANE CORRECTIONS IVp1Ep REVISE & RESUBMIT REJECTED a z a • a 0 • I ., • • • • REVI ! 1, 1(.1 sell 4 • t..C1C. / At7CHfTEart • .tiio ratio is for vowel confonmanoa with oonfract &c:vmarto awk 11d dop not renal the of Mis erpon:=bittl, ice compliance with applicable *nii j Mid gacincalkin . . t a; . 11 q 0 Is 73 T-14 n OF N N cm • JAN. 4.2001 10 :55AM LANCE MUELLER AY: ENGINF A NQRrHWESTI 4=254410; aA mre p, ° � �'�: ^1~' _"gr• AIPK A ?� 31• n .c. / 1 r+. J I►1 1._I'a�3'a.•�^ e2 �. ... rt'�i1P1 I/0 3 0 11 �.} rrr■MEMEMrr.l n"."...11.0111.41 Parr ••1 I,.,1 IIII 9..•114• cdmN ecrooN tD A g o *sot mox.a.uorre r►toVI.QCO .1 on it r\ Lolgto f J!4' •Ar ooi.r NQr EKcECo 128 • 2.) • /9 scat)' J i �' eicAoF RftC im.trAcf.C'J' Or f J•NNc• Bur Afor dMi1Eat rics,tr wfp, (pxcLfrvc ToR0..Na 101114 Dr9ri+9FE Antra,* fH+tar!e. IA/ GECh Leval 3) RhrEp :wrispAr w ►IUJ tt TwrITEt rlc'r , 014-14 Ar L Ca rr 3 c o n r�. c r g f' ut Ns / , v TO 10 94 I � , el rc N wino, "JOT �..Ir. �M1•.II •.1 •11 - 01 -33`10 , 1, : cflf_►NC ° J'Oi•jr BRrb..idmt P elt, : r GTO AfAl /mrO14.121 • LPre,c ..rromet. Irp• reC4 CQ rtcocroft. r601, / -y o/ • .1 • I I..II.M1u.1111. 1 . • 1. 41111110 I • •no• 10 / I RECEIVED CITY OF TUKWILA JAN 0 4 2001 . PERMIT CENTER / 1 I NO.372 pip JAN-4.81 01 0:45AM; _ 1/112 •• rte! APC•y4. I 01.4 • M I I016•••••.1_1 11•hrwl 11 MME. .M••••V wW•svolo.••••yMUMM1mma1N . 4 glow wry •■ 71 ► 1 1 1 1 . I .. . . . . . . . . . 4 4 , 1 , 1 . Ir 11110 ,1.‘. .. I Pllw. • • ••rl ..1r1/•1111111 1• . • 4F... • a^• lq,. Ill 0• .r ••• y' , . •••Ir 11.1V. w MI• •M I lhh 11��111. f• •I P.4.1.�•..�A11 p. rl Orb. .w•J.�,1�I.— •.. •._ If Isza II' . •. .•r.. n.• ..1.1 1 . I ••r• I• • 1 .. • w 1 11 1 • � • •I I.• 1. • , or • p •1 1 . qI 1 II 7 .P P .1 • . 1 I4IIy `l�7allr7rl •. 1. � I 1+ • .• r ••1 o asergise.d., 1 I d . „d2, 1111 11 w1 I � 1 ' 1 /���I.y� I A•I 1 �11M1�1'Iwlr� T •O► 1w•• ∎••�llhf••! Iwy..INgn�.....►� • 1 71;:Nrpoe VI MP , P .w. w••M1111F•�,wl • •I 111. • ..T. II /I.1 .1.N. ••I. 1•.111 1.1 wm1•• 1,•.AIIMIN. 1 8•1••• . •II. ail.. .. PI II. I /•,r 1ig ...0. 1 V .I W III• .. .. 0. or.. I I I w.•1 Mow I pi /oA /oar WED 17:56 MTX /RX NO 90451 r 1 � 11 1 • i r ^ wl r 1111 .. •_T• 99 -089 JOB N0, VOIDS BETWEEN FLUTES PACKED WITH MINERAL WOOL METAL -LITE DEFLECTION CHANNEL CITY OF TUKKWILA DEC 1 3 2000 PERMIT CENTER ROOF OR FLOOR SYSTEM AS APPLICABLE BOTTOM OF ROOF OR FLOOR STRUCTURE G.W.B. SPACER EA. SIDE UL APPROVED FIRE STOP SEALANT FIRE TRACK /DEFLECTION TRACK (1 " ) W/ METAL STUDS, WIDTH PER WALL TYPES, GAUGE PER HEIGHT. 5/8" TYPE "X" GWB EACH SIDE. STATE LANCE WASHING ON R.CARLSON !PRAWN L.P.M. GRECISM 12/12/00 LANCE MUELLER & ASSOCIATES A R C H I T E C T S • A I A 130 LAKESIDE • SUITE 250 • SEATTLE, WA 08122 • 200 325 2553 GWB WALL DEFLECTION CHANNEL SHEET SK25 Project Info Project Address 1 •L/i ' O i tali /r4#t 1rN4 (, (,4)41/ S `t Date Area in ft For Building Department Use 1 4 V-; Applicant Name: L Oily a It /N( U LLti et 4 Ado G Applicant Address: ' .6C Lidus siva silt. l . -2.1-to , Applicant Phone: / 0 4 ) 3 2 5 — 2 6 . 6 - 1 .j Location (floor /room no.) Occupancy Description Allowed Watts per ft Area in ft Allowed x Area 1 4 V-; CSFFIC.E. 1•2 40 411 u.12 ell c 1.2 4 o i. . • . - . ,c , " From Table 15-1 (over) - document all exceptions taken from footnotes Total Allowed Watts , 7 ,g 34' Location (floor /room no.) Fixture D Number of Fixtures Watts/ Fixture Watts Proposed ,c , Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts Lighting Summary LTG-SUM ..... ....:......v.<w.n..nrr�>:e.•uun cum: 4rr: �cvecrm* 4aner., x.... r• �. n..<. n. u......................._. _. .... .... _. _____.., .._. _.........._.. 1yy4 VVashm• ton a[ate.tvonresioenudl Eli �oae Corn lance rorm 1994 Washington State Nonresidential Energy Code Compliance Forms Apnl. 1994 lit New Building ❑ Addition ❑ Alteration Project Description Compliance Option ❑ Prescriptive ® Lighting Power Allowance ❑ Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive BLPA spaces clearly on plans.) Alteration Exceptions (check appropriate box) ❑ No changes are being made to the lighting ❑ Less than 60 % of the fixtures are new, and installed lighting wattage is not being increased Maximum Allowed Lightini Wattage (Interior Proposed Lighting Wattage (Interior) (May not exceed Total Allowed Watts for Interior) Maximum Allowed Lighting Wattage (Exterior) Proposed Li hting Wattage (Exterior) (May not exceed Total Allowed Watts for Exterior) Total Proposed s may not exceed otal • Ilowed Watts for Exterior OL138 Location Covered Parking Open Parking Outdoor Areas Bldg. (by facade) Bldg. (by penm) Description Note: for building exterior, choose either the facade area or the penmeter method, but not both) Allowed Watts per ft or per If 0.2 W /ft 0.2 W /ft 0.2 W /ft 0.25 W /ft 7.5 Wnf Area in ft (or If for perimeter) 6 41, 2. T r' ZS z.V9 i 4 4�8' d q e 0 - ",10_3 Total Allowed Watts Allowed Watts x ft (or x If) 56 e•1 f Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed D LA JUN - 5 2000 PERMIT CENTER c0 G:, q•i Use' LPA' (W /ft') • Use' LPA (VU /R') Painting, welding, carpentry, machine shops 2.3 Police and fire stations 1.2 Barber shops, beauty shops 2 Atria (atriums) 1 Hotel banauet/conference /exhibition hall" 2 Assembly spaces', auditoriums. gymnasia', theaters 1 Laboratories 2 Process plants 1 Aircraft repair hangars 1.5 Restaurants /bars 1 Cafeterias. fast food establishments 1.5 Retail A' 1 Factories, workshops, handling areas 1.5 Retail B Retail banking 1.5 • Gas stations. auto repair shoos 1.5 Locker and/or shower facilities 0.8 Institutions 1.5 Warehouses ", storage areas 0.5 Libraries 1.5 Aircraft storage hangars 0.4 Nursing homes 1.5 Parking garages s• Simon 1571 Wholesale stores (pallet rack shelving) 1.5 Mall concourses 1.4 Plans Submitted for Common Areas Only' Schools buildings, school classrooms, day care centers 1.35 Common area, corridors, lobbies (except mall concourse) 0.8 Laundries 1.3 Toilet facilities and washrooms 0.8 Office buildings, office/administrative areas in facilities of other use types (including but not limited to schools, hospitals, institutions, museums, banks, churches) 1.2 Prescriptive Spaces Occupancy ❑ Warehouses, storage areas or aircraft storage hangers ❑ Other Qualification Checklist Note: It occupancy type is 'Other" and fixture answer is checked, the number of fixtures in the space is not limited by Code. Clearly indicate these spaces on plans. if not qualified, do LPA Calculations. Lighting Fixtures: • 0 Check here If at least 95% of fixtures in the space meet all four criteria: 1. Fixtures are fluorescent, non - lensed, with only one or two lamps, and 2. Lamps are T -5, T-6, T -8 or PL, and • 3. Lamps are 5 -50 Watts, and 4. Ballasts are electronic ballasts 1994 Washin ton State, Nonresidential Ener Code Corn • IianCe Form • Lighting Summary (back) • LTG -SUM 1994 Washington 5 e Nonresidential Energy Code Compliance Forms Table 15 -1 Unit Lighting Power Allowance (LPA) for Interior Lighting Footnotes for Table 15-1 I. In cases in which a use is not mentioned specifically, the !.!nit Power Allowance shall be determined by the building official. This determination shall be based upon the most comparable use specified in the table. See Section 1512 for exempt areas. 3. The watts per square toot may be increased. by two percent per foot of ceiling height above twenty feet. unless specifically directed otherwise by subsequent footnotes. 3. Watts per square toot of room may be increased by rn percent per toot of ceiling height above twelve feet. 4. For all other spaces. such as seating and common areas. use the Unit Light Power Allowance for assembly. 5. Watts per square foot 01' room may be increased by two percent per foot of ceiling height above nine feet. 6. Includes pump area under canopy. 7. In cases in which a lighting plan is submitted for only a portion ot'a floor, a Unit Lighting Power Allowance of 1.35 may be used for • usable otlice floor area and Q.80 watts per square foot shall be used for the common areas. which may include elevator space. lobby area gril}'tt ;i rooms. Common; areas. as herein defined do not include mall concourses. 8. Foc the tire engine rooms the Unit Lighting Power Allowance is 1.0 watts per square toot. 9. For indoor sport tournament courts with adjacent spectator seating, the Unit Lighting Power Allowance for the court area is 2.6 watts per 'sgCare,toot. 10. For both Retail A and Retail B. light for free- standing display. building showcase illumination and display window illumination installed within two feet of the window arc exempt. Retail A allows a Unit Lighting Power Allowance of 1.0 watts per square foot. Ceiling mounted adjustable tungsten halogen and HID merchandise display illuminaries arc exempt. Retail B allows a Unit Lighting Power Allowance of 1.5 watts per square foot. including all ceiling mounted merchandise display luminaries. w a 1 L . P rovided that a floor plan. i i rad% t gh is subnyttq t tzc s ! ' a for a war may be defined. ('or PP eortiptiting the interior Unit ighting Power I m oor a b s ti i face area (access side only) otthe racks. The height allowance defined in tbotnote 2 applies only to the floor err a not cove bb r s • 1. ♦ • ; • �i�• � � M Apnt, 1994 FRANKLIN ENGINEERING MECHANICAL CONSULTING December 14, 1999 RE: Group Health I & II - Bldg A Heated space applies to entire building. I understand that the Plan Check approvals. sre subject to errors and omissions and tleit :! ^• {•C does not authrtri;t> 14•tf• %, 1904 Third Avenue Suite 256 Seattle WA 95101 ENVELOPE SUMMARY Vertical Glazing: U =0.50, SC =0.45. Unlabeled glazing - 1/2" space Argon, low -e (0.10) fixed, default. Or certified tested assembly per NFRC. Doors (Opaque): Uninsulated metal, U =1.2, default. Other Roof: R -19 rigid insulation on metal deck. U =0.05, calculated. Wall Type 1 (Opaque): Concrete, 6 ", furred with metal studs, 3 -1/2 ", 24" oc with R -11 batt insulation, U =0.11, calculated. Wall Type 2 (Opaque, Spandrel Glass): Metal stud, 3 -1/2 ", 24" oc with R -11 batt insulation, U =0.13, default. Floor Over: Metal joist, 3 -1/2 ", with R -11 batt insulation. U =0.14, default. Slab on Grade: No Insulation. Please note that these values are minimum insulation for code compliance. Higher insulation values may be installed. SC = Shading Coefficient Th99O 38 • 7 1? N gick,N , ~r) v� •-vrJ l trite ``r�� 40!roNAL G am_ �"t•�a t HXPIRL5 1201/ Q ( PH 206 623 -7255 FAX 206 623 -7403 franklin@wolfenet.com RECEIVED CITY OF TUKWILit DEC 1 6 1999 PERMIT CENTER Space Heat Type O Electric resistance OQ All other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be included in the Gross Exterior Wall Area if they are insulated to the level required for opaque walls. Total Glazing Area Electronic version: these values are automatically taken from ENV -UA -1. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals %Glazing 9216.0 - 28200.0 X 100 = 32.7% Concrete/Masonry Option Check here if using this option and if project meets all requirements for the Concrete/Masonry O no Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly below. Project Info Project Address aroma Health - Bldg a Date 12/14/99 Tukwila, Ilk For Building Department Use Applicant Name: Applicant Address: Applicant Phone: Ll • 1997 Washin • on State Nonresidential Ener•j Code Corn • . nce Form Envelope Summary Climate Zone 1 ENV -SUM 1907 Washington State Nonresidential Energy Cods Compliance Forms First Edition, June 1996 !Project Description 0 New Building ❑ Addition ❑ Alteration 0 Change of Use Compliance Option ❑ Prescriptive MI Component Performance (See Decision Flowchart (over) for qualifications) ❑ ENVSTD ❑ Systems Analysis Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R- values Roofs Over Attic All Other Roofs Opaque Walls Below Grade Walls Floors Over Unconditioned Space Slabs-on -Grade Radiant Floors Opaque Doors Vertical Glazing Overhead Glazing Maximum U- factors Maximum SHGC (or SC) Vertical/Overhead Glazing Semi- heated space* Minimum Insulation R- values Roofs Over Semi- Heated Spaces* 'Refer to Section 1310 for qualifications and requirements Notes: See Summary Sheet Opaque Concrete/Masonry Wall Requirements Insulation on interior - maximum U- factor is 0.19 insulation on exterior or integral - maximum U- factor is 0.25 If project qualifies for Concrete/Masonry Option, list walls with HC 2 9.0 Btu/R'-°F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 205b in the Code. Wall Description (including insulation R -value & position) U -factor RECEIVED CITY OF TUKNnl DEC 161999 PERMIT CENTER Project Address Group Health - sldg a Date 12/14/99 Space Heat Type 0 Electric resistance ® All other For Building Department Use Glazing Area as % gross exterior wall area 32.7% Prop. I 40.0% Max.Target Concrete/Masonry Option 0 Yes ® No Notes: If glazing area exceeds maximum allowed in Table, then calculate adjusted areas on back (over). If Concrete/Masonry Option is used, Target U- factors, SHGC and Glazing % will be different than shown below. Refer to Table 13-1 for correct values. Building Component List components by assembly ID & page 0 Proposed UA U -factor x Area (A) = UA (U x A) Target UA U- factor x Area (A) = UA (U x A) I 0 U= 0.500 Plan ID: Double Yana U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.500 9216.0 4608.0 0.500 9216.0 4608.0 Glazing % Electric Resist. Other Heating 0-15% 0.40 0.90 >15-20% 0.40 0.75 >2030% . not allowed 0.80 >30-40% not allowed 0.50 (see Table 13-1. for ConciMasonry values) ED A 0 . > 0 U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: Glazing % Electric Resist. Other Heating 0-15% . 0.80 1.45 >15 -20% . 0.80 .1.40 >2030% not allowed 1.30 >30.40% not allowed . 1.25 (see Table 13-1 for Conc/Masonry values) , £ C3 U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: E 1, 0 U = 1.200 Plan ID: tninaulat.d Metal U= Plan ID: U= Plan ID: 1.200 90.0 108.0 0.600 90.0 54.0 Electric Resist. Other Heating 0.60 0.60 e �R= 3 1 . O a - Plan ID: R= Plan ID: R= Plan ID: Electric Resist. Other Heating . 0.031 0.036 o a R = R = 19.0 Plan ID: Rigid on metal deck Plan ID: R= Plan ID: 0.050 42200.0 2110.0 0.050 42200.0 2110.0 Electric Resist. Other Heating 0.034 0.050 `* �o g Z. R =11. Plan ID: Commute/MI studs R =11.0 Plan ID: spandz.1 R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: **Note: sum of Target Areas here should equal 0.110 17934.0 1972.7 0.130 960.0 124.8 0.140 18894.0 2645.2 ** ** Target Opaque Wall Area (see back) Electric Resist. Other Heating Ordinary 0.062 0.14 Metal stud 0.11 0.14 Conc(int) 0.19 0.19 Conc(oth) 0.25 0.25 u 1 ? R= Plan ID: R= Plan ID: R= Plan ID: Note: if insulated to levels required for opaque walls, list above with opaque walls Electric Resist. Other Heating Ordinary 0.062 0.14 Metal stud 0.11 0.14 g . 2 Q Q , 2 m - R =11.0 Plan ID: Meta1 t=ame R= Plan ID: R= Plan ID: R= Plan ID: 0.140 200. 28.0 0.056 200.0 11.2 Electric Resist. Other Heating 0.029 0.056 ! v e g g a Q R= Plan ID: vninsulated R Plan ID: R= Plan ID: R= Plan ID: _ 0.730 940.0 686.2 0.540 940.0 507.6 r Electric Resist, Other Heating F4.54 F43.54 (see Table 13-1 for radiant floor values) *For CMU waifs, indicate core insulation material. For compliance: 1) Proposed Total Area shall equal Totals 71540.0 9637.7 Totals shall not 71540.0 9936.0 f 1 Tame total Area. and 2 Nr000sed total LA exceed Tamer total 'JAiry n .... . a.r•.�....:;d * „'7;:.,�a: i'l;r, ;.-, ^:l f'.S.P... �.. :'Y;. ,peg. u.x r. r1>......, 1997 Washin , on State Nonresidential Ener. Code Corn • 'ance Form Envelope UA Calculations Climate Zonel ENV -UA • 1997 Washington State Nonrsskendal Enemy Cods Compliance Forms First Edition, June 1905 DEC 1 61999 PERMIT CENTEt: Layer Description Detail R-value Exterior Moving Air 0.17 II Surface A Concrete 6" 0.78 B 24"oc R-11 6.80 ■ C GWB &8" 0.50 D E Interior Still Air 0.68 Surface 1. Total Column 8.73 2. U-value, invert amount in line 1 0.11 1904 Third Avenue 5uite 256 5eattle WA' 98101 PH 206 023-7255 • FAX 206 62377403 franklinlDwolfenet.com FR ANKLIN ENGINEERING MECHANICAL CONSULTING RECEIVED CITY OF TUKWILA DEC 1 6 1999 PERMIT CENTER Layer Description R -value Surface Moving Air 1 4 0 0.17 Built-up A Roofing 0.33 • B Rigid insutaUon R -19 19.00 a C Metal Deck 0.00 D E • Interior • Surface Still Alr . N•; ' '4 ", °,.6 y� � 0.61 1. Total Column 20.11 2. U- value, invert amount In line 1 0.050 1904 Thircl.Aven PH 206 623 -7255 Suite 256 FAX 206 623 -7403 Seattle WA 98101 franklIri wolfenet.corn FRANKLIN ENGINEERING MECHANICAL CONSULTING Roof U -value Calculation - R- 19 on metal deck CITY OF DEC 1 6 PERMIT CENTER I understand that the Plan Check approvals arc subject to errors and omissions and );rtir, ^,•. Plans does not authc rizr, 1hR ~+ir (t L'- • SUPPLEMENTAL STRUCTURAL CALCULATIONS FOR INTERNATIONAL GATEWAY EAST (FORMERLY GROUP HEALTH R & D) PHASE I & II TUKWILA, WASHINGTON May 12, 2000 ENW Project No. 99124000 CODE: 1997 UBC SEISMIC: ZONE 3 WIND: 80 MPH, EXP. 'C' CONTENTS: LATERAL L36 PRE -CAST CONCRETE WALLS W10 — W1 " ^Y"' Ng- o va FILE COPY ENGINEERS NORTHWEST, INC. P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVENUE N.E. SEATTLE, WA 98115 (206) 525.7560 FAX (206) 522.6698 75) E (.!"..;' 1 ... LI V IE MAY 1 2 2000 1 )I•1 TOPI EXPIRES 7/26/e° ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No SUBJECT JOB NAME r (1-17 r/rw ?,9,'Jf. L /ZFV /0N 9 CO1t/ •c (co .4C p,•EL tuoF PL: ZZ Self L L .. 3 S noon r7L = /o 5 r ,_,Ll' IL . ro L d i 5ErwEE N G'tl o J C7 C3 ££ W / Col.J.ot - -. GVNCF..J the e L,r✓fc 2 CONCrry Ta.,91 Lupo Feu r-1 Ito o �. r •. p _:)4 8• e JPAal.rtft 6 . f 6' pni L f z. Z DATE S y-00 SHEET w OF BY L' 3 ?.F —4 _I 3 0.0, Rs. F 0 - 0 � FR131 ✓C TO Z .,.( F taort L,'J pifft nL • zar( 4- /00 Q (3Y +31 4- /zo (y)3 = 36.7Y e e= -yt. Z / z J GL . 3 ?r (3Y f- 3) = 7 Su k c. e : — 9% = -KC? ' (e e'en) CONCEN1- ,c L.os)O fete/") CLA2, .' ; 0.0 / (9) = 0.10 /CIF Engineers Northwest 6869 Woodlawn AVE NE Seattle, WA 98115 ph 206 525 7560 fax 206 522 6698 Materials Wa ith #4 @ 10 in. Wall thic - . 's 9 Geometry Rev • epth is .75 in. pos (inward) bendi Jamb Reinforcing is 7 #5 each face Jam kness is 9.25 in. Jamb -w' The jamb steel is the only reinforcing considered. d pos (inward) bending = 7.4375 d neg (outward) bending = 6.6875 cover to face of vertical rebar Outside face = 1.5 Inside face = .75 roof elevation = Height (ft.) Width (ft.) Sill height (ft.) Weight of door / glass in opening = 15 zero means the hole is open thus no EQ or wind force. Loads - vertical aGtpep L :RAYl:f1`7 ".4a'iXA4k5i::7: Loads shown will be multiplied by the tributary width eccentricities are positive inward from inside face of wall Dead Live Wind eccen (in.) LL type Ledger loads (klf) 1.05 .75 0 4 floor load Concentrated loads (k) 36.75 7.5 0 0 floor load Concentric loads (klf) .1 0 0 floor load Canopy loads (klf) 0 0 0 snow load Canopy load CG is measured positive outward from face of wall C.G. of load Elev of top support (ft) Vertical spread of supports (ft) 0 0 0 Loads - horizontal Wind loads based on code criteria Code toads were input for wind forces. The following are applied above the slab. The distribution varies per code. The follwing pressures are based on the roof elevation. Inward pressure psf = 20.8 outward pressure psf = 20.8 wind speed mph = 80 wind exposure C wind importance factor = 1.0 The seismic factor is based on 1997 UBC criteria. The wall weight + opening weight is multiplied by this factor. Seismic zone is 3 Importance factor is 1.0 Soil type is SD Near source factor is 1 Seismic factor Eh = 0.48 Ev = 0.18 The coefficient of friction Is used in conjunction with the lateral soil pressure to determine the base fixity. Coefficient of friction = .3 Active equiv fld press pcf / ft = 25 Passive equiv fld press pcf / ft = 250 Elevation of the backfill on the outside face of wall (0 is slab level) = 0 Concrete 5,000 psi CONCRETE WALL DESIGN 1997 UBC 'butary width is 20 ft. Date 5/4/00 Time 4:45:53 PM Sheet GROUP HEALTH R & D BLDG 3 -0 WALL PIER DESIGN @ 40' PANEL wall98 ver 1.11 Reinforcing 60,000 psi me Dail ►`i o i 6Q✓,Crc . JEc raLLOwwc Fog Ir'ANO2f1. 0E-1/6,v.- I 30s 1 t bending = 4.25 < ' ... c� ® . elevation (ft.) # of design segments 15 ft. 20 Left opening 9 34 0 Right opening 0 0 0 WI/ RP 1 Jamb width 3 CD a a 20,60+ 30.7 Gk /cc cAfiAG : Ili ei J)+t {'f Engineers Northwest 6869 Woodlawn AVE NE Seattle, WA 98115 ph 206 525 7560 fax 206 522 6698 oad case 1 oad case 2 oad case 3 oad case 4 oad case 5 oad case 6 oad case 7 oad case 8 oad case 9 oad case 10 oad case 11 oad case 12 oad case 13 oad case 14 oad case 15 oad case 16 oad case 17 CONCRETE WALL DESIGN . 1997 UBC Date 5/4/00 Time 4:45:54 PM Sheet GROUP HEALTH R & D BLDG 3-0 WALL PIER DESIGN © 40' PANEL wa1198 ver 1.11 page 2 Load Cases Toad case 1) 1.4D + 1.7Lf + 1.7Lr + 1.7Ls + 1.7H UBC 1612.2.1 & 1909.2.1 load case 2) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H + 1.7W) UBC 1612.2.1 & 1909.2.2 Toad case 3) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H - 1.7W) UBC 1612.2.1 & 1909.2.2 load case 4) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H + 1.7W) UBC 1612.2.1 & 1909.2.2 load case 5) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H - 1.7W) _ UBC 1612.2.1 & 1909.2.2 load case 6) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H + 1.7W/2) _ UBC 1612.2.1 & 1909.2.2 load case 7) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H - 1.7W/2) UBC 1612.2.1 & 1909.2.2 Toad case 8) .9D + 1.6H + 1.3W UBC 1612.2.1 & 1909.2.2 load case 9) .9D + 1.6H - 1.3W UBC 1612.2.1 & 1909.2.2 load case 10) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E UBC 1612.2.1 load case 11) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H - 1.0E UBC 1612.2.1 load case 12) 1.2D + 1.0Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E UBC 1612.2.1 load case 13) 1.2D + 1.0Lf + 0.0Lr + 0.2Ls + 1.6H - 1.0E UBC 1612.2.1 load case 14) 1.2D + 1.0Lf + 0.0Lr + 0.7Ls + 1.6H + 1.0E UBC 1612.2.1 load case 15) 1.2D + 1.0Lf + 0.0Lr + 0.7Ls + 1.6H - 1.0E UBC 1612.2.1 load case 16) .9D + 1.6H +1.0E UBC 1612.2.1 Toad case 17) .9D + 1.6H - 1.0E UBC 1612.2.1 Summary of Results Design is okay UBC 1914.8.2.1 Vertical service Toad stress < 0.04fc okay UBC 1914.8.2.2 As <= pMax okay UBC 1914.8.2.3 phi*Mn > Mcracked see table below UBC 1914.8.3 Mu <= phi *Mn see table below UBC 1914.8.4 Service deflection <= 1/150 see table below Mcracked Mu Service deflection / phi'Mn / phi *Mn / L/150 23 % 50 % 17,% 23% 39% 6% 23% 46% 34% 23% 39% 6% 23% 46% 34% 23% 41% 4% 23% 43% 13% 23 % 24 % 1 % 23% 35% 23% 23% 38% 10% 23% 45% 32% 23% 42% 10% 23% 49% 31 % 23% 42% 10% 23% 49% 31 % 23% 27% 4% 23% 37% 21 % A level of 100% is the maximum allowed Maximum wall reactions at service level -- Absolute values / tributary width. These reactions come from various cases and may or may not sum to zero Horiz. Reaction © slab level (plf) - 292 Vert. Reaction © footing level (pif) - 5.456 7 ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 .JOB No JOB NAME DATE r - SUBJECT NE-6/ f iv SHEET W 3 OF BY L' z • ilk= a. /o (0 - y. h7 = .Y o r (, ac ,,) 0',1" 0 ' � t /q� „ t, y = 0,0033 (l2) S'.; 0.22 y e o•zo (,z)= /a.,• /o sc PArt/9eizr «Iv'6N 6,5 (r Z) Cs.$) z UV PP LL a,ieP.)0 ,r, CC t 7b ;(; .EE JKcr r t/, i) 7"i" Ou t TJ " •. Vl_3.C_o,0 Vt r3.r' �c (r = C + /0.3 = Z.Z8k rt . = - ro h ',r /Je,cc 2.24 / �.S J L •S6 c.0Y <6)/S 3.0 0,2s C /.c oh s 7% rNC. of = o.ol i h// y F,,. =3.32(0.33)0.0 0,►o k.QP L. k�2 = ly' it 2.7 J = _ 3.YZ.= /0 K L 2 1.75(6 )7o.SF 05-7(6):: Joe No JOB NAME C 0 SUBJECT n- ( ea r Logo co cc, 4 - crog. CO EcTL» t OO Fo ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)5257560- FAX # (206) 522-6698 DATE SHEET L 3( OF BY : I` • C 2.d c.(vr( . e n t-oAec C210 .1 e cj 6E. 4.3a or 0/tic in/ C4cc.t) • /SI Z.F (6 = /.ST 1f to Fan.. rEN 01 ,. / rei ( /. 2. • 0,9 C(0) C# /A/ /117C pp./ ‘61•YY) (V A CO mr nr.f.r/e#4 / CIA/ gY COP.IC ft To 70/i -F 041 /6' e Fo re. / o t r-9 t. Toe CP o rzerf 12/e" co" pc try 2 O/ 2) (3 = 0.7 k cHoftP o = 3ik Fatic zy;z_ FILE COPY I understand that the Plan Check approvals are subject to errors and omissions and approval of Clans does not authorize the winleh()I -1 } E -8806 PREPARED FOR TRAMMELL CROW COMPANY K ris ina M. Ellingson, P.E t g , 1:154% Staff Engineer GEOTECHNICAL ENGINEERING STUDY PROPOSED SUPPORT FACILITY / R & D BUILDING EAST MARGINAL WAY SOUTH AND SOUTH 124 STREET TUKWILA, WASHINGTON Kyle R. Campbell, P. Manager of Geotechnical Ser t sfawis Illceloo Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 201 Bellevue, Washington 98005 (206) 643 -3780 Toll Free 1- 888 - 739 -6670 Tt99oL/3 J (4i RECEIVED CITY OF TUKWILA DEC 1 6 1999 PERMIT CENTER IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT More construction problems are caused by site subsur- face conditions than any other factor. As troublesome as subsurface problems can be, their frequency and extent have been lessened considerably in recent years, due in large measure to programs and publications of ASFE/ The Association of Engineering Firms Practicing in the Geosciences. The following suggestions and observations are offered to help you reduce the geotechnical- related delays, cost - overruns and other costly headaches that can occur during a construction project. A GEOTECHNICAL ENGINEERING REPORT IS BASED ON A UNIQUE SET OF PROJECT-SPECIFIC FACTORS A geotechnical engineering report is based on a subsur- face exploration plan designed to incorporate a unique set of project- specific factors. These typically include: the general nature of the structure involved. its size and configuration; the location of the structure on the site and its orientation; physical concomitants such as access roads, parking lots, and underground utilities, and the level of additional risk which the client assumed by virtue of limitations imposed upon the exploratory program. To help avoid costly problems, consult the geotechnical engineer to determine how any factors which change subsequent to the date of the report may affect its recommendations. Unless your consulting geotechnical engineer indicates otherwise. your geotechnical engineering report should not be used: • When the nature of the proposed structure is changed, for example, if an office building will be erected instead of a parking garage, or if a refriger- ated warehouse will be built instead of an unre- frigerated one; • when the size or configuration of the proposed structure is altered: • when the location or orientation of the proposed structure is modified; • when there is a change of ownership, or • for application to an adjacent site. Geotechnical engineers cannot accept responsibility for problems which may develop if they are not consulted after factors consid- ered in their report's development have changed. MOST GEOTECHNICAL "FINDINGS" ARE PROFESSIONAL ESTIMATES Site exploration identifies actual subsurface conditions only at those points where samples are taken, when they are taken. Data derived through sampling and sub- sequent laboratory testing are extrapolated by geo- technical engineers who then render an opinion about overall subsurface conditions, their likely reaction to proposed construction activity, and appropriate founda- tion design. Even under optimal circumstances actual conditions may differ from those inferred to exist, because no geotechnical engineer, no matter how qualified, and no subsurface exploration program, no matter how comprehensive, can reveal what is hidden by earth, rock and time. The actual interface between mate- rials may be far more gradual or abrupt than a report indicates. Actual conditions in areas not sampled may differ from predictions. Nothing can be done to prevent the unanticipated, but steps can be taken to help minimize their impact. For this reason, most experienced owners retain their geotechnical consultants through the construction stage, to iden- tify variances, conduct additional tests which may be needed, and to recommend solutions to problems encountered on site. SUBSURFACE CONDITIONS CAN CHANGE Subsurface conditions may be modified by constantly - changing natural forces. Because a geotechnical engi- neering report is based on conditions which existed at the time of subsurface exploration, construction decisions should not he based on a geotechnical engineering report whose adequacy may have been affected by time. Speak with the geo- technical consultant to learn if additional tests are advisable before construction starts. Construction operations at or adjacent to the site and natural events such as floods. earthquakes or ground- water fluctuations may also affect subsurface conditions and, thus. the continuing adequacy of a geotechnical report. The geotechnical engineer should be kept apprised of any such events. and should be consulted to determine if additional tests are necessary. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND PERSONS Geotechnical engineers' reports are prepared to meet the specific needs of specific individuals. A report pre- pared for a consulting civil engineer may not be ade- quate for a construction contractor, or even some other consulting civil engineer. Unless indicated otherwise, this report was prepared expressly for the client involved and expressly for purposes indicated by the client. Use by any other persons for any purpose, or by the client for a different purpose, may result in problems. No indi- vidual other than the client should apply this report for its intended purpose without first conferring with the geotechnical engineer. No person should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer. RECEIVES CITY or TI �« , DEC 1 PERMIT CEN 1 ra • July 21, 1999 Revised August 11, 1999 Trammell Crow Company 900 Fourth Avenue, Suite 3300 Seattle, Washington 98164 Attention: Mr. Mike Hubbard Dear Mr. Hubbard: Kyle R. Campbell, P.E. Manager of Geotechnical Services KME /KRC/bkm Earth Consultants Inc. Grou•rhnird I, ginrrrs, Genhgists t4 I.nrironmminl Srirndsi., E -8806 We are pleased to submit our report titled "Geotechnical Engineering Study, Proposed Support Facility /R &D Building, East Marginal Way South and South 124t Street, Tukwila, Washington." This report presents the results of our field exploration, selective laboratory tests, and engineering analyses. The purpose and scope of our study was outlined in our June 11, 1999 proposal. Based on the results of our study, it is our opinion the project can be constructed generally as planned, provided the building area is surcharged prior to construction. Building support may be provided using conventional spread and continuous foundation systems bearing on at least two feet of structural fill. Slab -on -grade floors should be supported on one foot of structural fill. We appreciate this opportunity to be of service to you. If you have any questions, or if we can be of further assistance, please call. Respectfully submitted, EARTH CONSULTANTS, INC. CITY OF TUKWILA DEC 1 6 1999 PERMIT CENTER 1805.136th Place M.E., Suite 201, Bellevue, Washington 98005 Bellevue. (425) 643-3780 FAX (425) 746-0860 Toll Free (888) 739.6670 Appendix A Appendix B Plate 1 .... - Plate 2 Plate 3 Plate 4 Plate 5 TABLE OF CONTENTS E -8806 INTRODUCTION General ............ ....... .. . Project Description Groundwater ... , ....... ... . APPENDICES ILLUSTRATIONS Plate Al Plates A2 through A7 Plates A8 through Al2 Plates B1 and B2 Earth Consultants, Inc. Field Exploration Laboratory Test Results Legend Boring Logs Test Pit Logs Grain Size Analyses SITE CONDITIONS Surface Subsurface • Laboratory Testing DISCUSSION AND RECOMMENDATIONS General ................ . .... .. . Site Preparation and General Earthwork ... . Surcharge Program ....... Surcharge Fill Surcharge Monitoring .......... .......... . Foundations Retaining and Foundation Walls ..... ........... Slab -on -Grade Floors .. . 1 2 2 . 3 .. .. 3 Seismic Design Considerations Excavations and Slopes $ite Drainage Utility Support and Backfill Pavement Areas LIMITATIONS Additional Services Vicinity Map Boring and Test Pit Location Plan Typical Settlement Marker Typical Footing Subdrain Detail Typical Utility Trench Fill 5 5 5 7 8 8 9 10 10 . 11 11 12 13 RECEIVED CITY OF TUKWILA DEC 1 6 1999 PERMIT CENTER General Project Description GEOTECHNICAL ENGINEERING STUDY PROPOSED SUPPORT FACILITY /R &D BUILDING EAST MARGINAL WAY SOUTH AND SOUTH 124 STREET TUKWILA, WASHINGTON E -8806 INTRODUCTION This report presents the results of the geotechnical engineering study completed by Earth Consultants, Inc. (ECI) for the proposed support facility /R &D building in Tukwila, Washington. The general location of the site is shown on the Vicinity Map, Plate 1. The purpose of this study was to explore the subsurface conditions at the site and based on the conditions encountered to develop geotechnical recommendations for the proposed site development. We understand it is planned to develop the site with an 80,000 to 100,000 square foot support facility /R &D building with associated parking and driveway areas. At the time our study was performed, the site and our exploratory locations were approximately as shown on the Boring and Test Pit Location Plan, Plate 2. At the time this report was written, specific structural design information was not available. However, based on our experience with similar projects, we would anticipate wall loads in the range of four kips per lineal foot, column loads in the range of eighty (80) to one hundred (100) kips, and slab -on -grade floor loads of two hundred fifty (250) pounds per square foot. The proposed development will include asphalt- surfaced parking and driveway areas. We anticipated traffic will consist of passenger vehicles and occasional heavily loaded service and delivery trucks. If the above design criteria are incorrect or change, we should be consulted to review the recommendations contained in this report. In any case, ECI should be retained to perform a general review of the final design. Surface SITE CONDITIONS The subject site is located on the southwest corner of the intersection of East Marginal Way and South 124t Street (see Plate 1, Vicinity Map). The property is approximately rectangular in shape, extending about 650 feet in the east -west direction and 415 feet in the north -south direction. The site is bordered on the north by South 124t Street, on the east by East Marginal Way South, on the west by 35t Avenue South and on the south by undeveloped property and a tavern. RECEIVED CITY OF TIJKWIt A Earth Consultants, Inc. DEC 1 6 1999 PERMIT CENTER K GEOTECHNICAL ENGINEERING STUDY Trammell Crow July 21, 1999 E - 8806 Revised August 11, 1999 Page 2 The east half of the site is currently asphalt paved parking. The west half of the site is undeveloped and heavily vegetated. A large fill stockpile occupies the majority of the western half of the site. The pile is approximately twenty feet high. Subsurface Subsurface conditions were evaluated by drilling three borings and excavating five test pits at the approximate locations shown on Plate 2. Please refer to the Boring and Test Pit Logs, Plates A2 through Al2, for a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods is included in Appendix A. The following is a generalized description of the subsurface conditions encountered. Our test pits indicate the west half of the site is immediately underlain by a two to six inch thick layer of topsoil and rootmass. This soil unit is characterized by its brown to black color and the presence of organic material. This soil layer is not considered suitable for use in support of foundations, slabs -on- grade, or pavements. In addition, it is not suitable for use as a structural fill, nor should it be mixed with material to be used as structural fill. Underlying the topsoil and asphalt, we encountered about twelve feet of fill. The fill consisted of loose to very dense silty sand with gravel (Unified Classification SM). This soil unit may be suitable for support of slab -on -grade floors and pavements, provided it is compacted in- place as discussed in a following section. The fill is underlain by nine to twelve feet of peat and organic silt (PT and OL) underlain by medium dense to very dense silty sand with gravel and poorly graded sand with silt and gravel (SM and SP -SM). Groundwater Groundwater seepage was encountered in our borings at twenty -three (23), twenty -five (25) and seven feet below the existing ground surface in B - 1, B -2 and B -3, respectively. Slight groundwater seepage was encountered in test pit TP -4 at eight feet below grade and wet soils were observed in TP -3 seven to nine feet below grade. The groundwater level is not static; thus, one may expect fluctuations in the level and flow depending on the season, amount of rainfall, surface water runoff, and other factors. Generally, the water level is higher and seepage rate is greater in the wetter winter months (typically October through May). Earth Conaultanta, Inc. RECEIVED CITY OF TUKWILA DEC 1 6 1999 PERMIT CENTER v GEOTECHNICAL ENGINEERING STUDY Trammell Crow July 21, 1999 E -8806 Revised August 11, 1999 Page 3 Laboratory Testing Laboratory tests were conducted on several representative soil samples to verify or modify the field soil classification and to evaluate the general physical properties and engineering characteristics of the soil encountered. Visual field classifications were supplemented by grain size analyses on representative soil samples. Moisture content tests were performed on all samples. The results of laboratory tests performed on specific samples are provided either at the appropriate sample depth on the individual boring and test pit logs or on a separate data sheet contained in Appendix B. It is important to note that these test results may not accurately represent the overall in -situ soil conditions. Our geotechnical recommendations are based on our interpretation of these test results and their use in guiding our engineering judgement. ECI cannot be responsible for the interpretation of these data by others. In accordance with our Standard Fee Schedule and General Conditions, the soil samples for this project will be discarded after a period of fifteen days following completion of this report unless we are otherwise directed in writing. General Based on the results of our study, it is our opinion the project can be constructed generally as planned, provided the building area is surcharged prior to construction. Building support may be provided using conventional spread and continuous foundation systems bearing on at least two feet of structural fill. Slab -on -grade floors should be supported on at least one foot of structural fill. We anticipate the existing fill will be suitable for foundation and slab support provided it is compacted as discussed below. This report has been prepared for specific application to this project only and in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area for the exclusive use of client and their representatives. No warranty, expressed or implied, is made. This report, in its entirety, should be included in the project contract documents for the informacleag the contractor. - CITY OFF TUKWIi A Site Preparation and General Earthwork DISCUSSION AND RECOMMENDATIONS Earth Consultants, Inc. DEC 1 6 1999 PERMIT CENTER Based on the preliminary site plan, it appears site grading will consist of grading parking areas, installing underground utilities and placing the surcharge fill. The building and pavement areas should be stripped and cleared of trees, surface vegetation, organic matter and other deleterious material. Existing utility pipes to be abandoned should be plugged or removed so that they do not provide a conduit for water and cause soil saturation and stability problems. GEOTECHNICAL ENGINEERING STUDY Trammell Crow July 21, 1999 E -8806 Revised August 11, 1999 Page 4 Based on the thickness of the topsoil layer, encountered at our test pit locations on the western side of the site, we estimate a stripping depth of six inches. Stripped materials should not be mixed with materials to be used as structural fill. It may be possible to crush the existing site pavements and concrete on -site for use as structural fill materials. Material reclaimed by crushing and used as fill should have a maximum size of three inches and should be adequately mixed with soil to provide a well - graded material. Following the stripping operation, the ground surface where structural fill, foundations, or slabs are to be placed should be observed by a representative of ECI. Proofrolling may be necessary in order to identify soft or unstable areas. Proofrolling should be performed under the observation of a representative of ECI. Soil in loose or soft areas, if recompacted and still yielding, should be overexcavated and replaced with structural fill to a depth that will provide a stable base beneath the general structural fill. The optional use of a geotextile fabric placed directly on the overexcavated surface may help to bridge unstable areas. Structural fill is defined as compacted fill placed under buildings, roadways, slabs, pavements, or other load- bearing areas. Structural fill under floor slabs and footings should be placed in horizontal lifts not exceeding twelve (12) inches in loose thickness and compacted to a minimum of 90 percent of its laboratory maximum dry density determined in accordance with ASTM Test Designation D- 1557 -91 (Modified Proctor). The fill materials should be placed at or near their optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. During dry weather, most soils which are compactible and non - organic can be used as structural fill. Based on the results of our laboratory tests, the on -site soils at the time of our exploration appear to near the optimum moisture content and should be suitable for use in their present condition as structural fill, provided the grading operations are conducted during dry weather. However, laboratory testing indicates the existing fill has between 13 and 43 percent fines passing the No. 200 sieve. Soil with fines in this range will degrade if exposed to excessive moisture,, and compaction and grading will be difficult if the soil moisture increases significantly above its optimum condition. If the native soil is exposed to moisture and cannot be adequately compacted then it may be necessary to import a soil that can be compacted. During dry weather, most non - organic compactible soil with a maximum particle size of six inches can be used. Fill for use during wet weather should consist of a fairly well graded granular material having a maximum particle size of six inches and no more than 5 percent fines passing the No. 200 sieve based on the minus 3/4 -inch fraction. A contingency in the earthwork budget should bte,d 1 Pded CITY OF 7l'Km h for this possibility. Earth Consultants, Inc. DEC 1 6 1999 PERMIT CENTER GEOTECHNICAL ENGINEERING STUDY Trammell Crow July 21, 1999 E -8806 Revised August 11, 1999 Page 5 Surcharge Program Surcharge Fill Our field exploration indicates the site is underlain by loose to dense fill overlying interbedded moderately compressible organic silt and peat. The building loads will induce settlement in the existing fill and underlying compressible soil layers. Assuming two hundred fifty (250) psf floor loads, we estimate primary settlement will be on the order of three to six inches depending on the thickness and characteristics of the consolidating layers. In order to pre- induce this settlement, the building area should be surcharged. The surcharge program would consist of placing a layer of fill across the building area to four feet above the finished floor elevation. The fill should then be allowed to pre- induce the estimated settlement. During this period, the induced settlement is monitored. When the settlement ceases or the future settlement is considered to be within the tolerable limits of the structure, the surcharge is removed and building construction can commence. We estimate the surcharge will need to be in place eight to twelve weeks. We estimate the surcharge program should reduce post - construction settlements to about one inch. For the two hundred fifty (250) psf floor loads, a surcharge height of four feet above the finished floor elevation should be used. To ensure the entire building area is surcharged, the surcharge fill should extend at least five feet beyond the building footprint. The side slopes of the surcharge fill should be inclined at a 1H:1 V or shallow gradient. Fill for landscaping purposes should not be placed near the building since the additional fill could induce further settlements after the building is constructed. If landscaping fill around the building is planned, the surcharge should be extended to five feet beyond the planned landscape fill, or a lightweight landscape fill should be used. If the surcharge fill material will be used for structural in parking areas, it should meet the requirements for structural fill. Based on laboratory testing on the stockpiled fill on the west side of the site, we anticipate this material will be suitable for structural fill and surcharge fill. The definition for structural fill can be found in the Site Preparation and General Earthwork section of this report. Surcharge Monitoring Based on the settlement characteristics of the soils underlying the site, we estimate the surcharge will need to be in -place about eight to twelve weeks to induce the anticipated settlement. The actual surcharge period will be dependent upon settlement readings. If a shorter surcharge period is needed, a larger surcharge can be used. We will be available to evaluate the surcharge depth and time variation, if necessary. Earth Consultants, Inc. RECEIVED CITY OF TIJKWII n DEC 1 6 1999 PERMIT CENTER GEOTECHNICAL ENGINEERING STUDY Trammell Crow July 21, 1999 E -8806 Revised August 11, 1999 Page 6 In order to verify the actual settlement, a monitoring program should be performed. The monitoring program should include setting settlement monitors on the existing site subgrade before fill is placed, monitoring them through completion of fill placement, continuing until settlements cease or are considered within the buildings tolerable limits. More specific details of this program are presented below: • Settlement monitors should be placed on the existing subgrade before fill is placed. The settlement monitors should be applied at a rate of one for every 10,000 to 15,000 square feet of building area, with a minimum of four settlement monitors. ECI can supply and install these markers. (A typical detail is provided on Plate 3). • A baseline reading is obtained on each monitor and is referenced to a temporary benchmark located on a feature that will be unaffected by the fill- induced settlements. • The building pad and surcharge fills are then placed. Settlement readings are taken at relatively short intervals during this process, since this phase generates relatively large and rapid settlement. • Once the fill operation is complete, readings are obtained on a periodic basis, typically weekly, until the settlement ceases or the anticipated future settlement is within tolerable limits. • Each set of settlement readings are plotted graphically against time to determine the magnitude and rate of settlement, and are matched against the predicted magnitudes and rates to verify the accuracy of earlier estimates and to make appropriate modifications. The settlement induced by the surcharge fill should be about three to six inches. A smaller settlement than estimated should be interpreted as that the soils have been pre - consolidated and soil conditions are better than anticipated. Conversely, a larger settlement than estimated could be interpreted that the soil conditions are worse than anticipated, and that additional time and measurements should be taken to obtain satisfactory results. In order to ensure the accuracy of the settlement readings, the settlement monitors must be maintained. In our experience, earthwork equipment (dozers and trucks) often demolishes markers at a very high rate. This adds to the project costs in that they need to be replaced and it makes the information obtained less reliable. To avoid this, the project specifications should include a requirement that the earthwork contractor is required to immediately replace damaged settlement marker and have the settlement readings re- obtained at his own cost. This requirement makes the earthwork contractor more conscious of the importance of the monitoring program and will aid in maintaining the integrity of the program. Earth Consultants, Inc. RECEIVED CITY OF TUKWILA DEC 1 6 1999 PERMIT CENTER GEOTECHNICAL ENGINEERING STUDY .111) July Crow July 21, 1999 E -8806 Revised August 11, 1999 Page 7 Foundations Based on the results of our study, it is our opinion the proposed building may be supported on a conventional spread and continuous footing foundation bearing on at least two feet of structural fill, after the successful completion of the surcharge program. We anticipate the existing fill will be adequate for foundation support, however areas of overexcavation and replacement should be expected. For frost protection considerations, exterior foundation elements should be placed at a minimum depth of eighteen (18) inches below final exterior grade. Interior spread foundations can be placed at a minimum depth of twelve (12) inches below the top of slab, except in unheated areas, where interior foundation elements should be founded at a minimum depth of eighteen (18) inches. With foundation support obtained as described, for design, an allowable bearing capacity two thousand five hundred (2,500) psf for structural fill can be used. Continuous and individual spread footings should have minimum widths of eighteen (18) and twenty -four (24) inches, respectively. Loading of this magnitude would be provided with a theoretical factor -of- safety in excess of three against actual shear failure. For short -term dynamic loading conditions, a one -third increase in the above allowable bearing capacities can be used. With structural loading as expected, total settlement in the range of one and one -half inches is anticipated with differential movement of about one inch. Most of the anticipated settlements should occur during construction as dead loads are applied. Horizontal loads can be resisted by friction between the base of the foundation and the supporting soil and by passive soil pressure acting on the face of the buried portion of the foundation. For the latter, the foundation must be poured "neat" against the competent native soils or backfilled with structural fill. For frictional capacity, a coefficient of .40 can be used. For passive earth pressure, the available resistance can be computed using an equivalent fluid pressure of three hundred fifty (350) pcf. These lateral resistance values are allowable values, a factor -of- safety of 1.5 has been included. As movement of the foundation element is required to mobilize full passive resistance, the passive resistance should be neglected if -such movement is not acceptable. Footing excavations should be observed by a representative of ECI, prior to placing forms or rebar, to verify that conditions are as anticipated in this report. RECEIVED CITY OF TURWILi' DEC 1 6 1999 Earth Consultants, Inc. PERMIT CENTER GEOTECHNICAL ENGINEERING STUDY Trammell Crow July 21, 1999 E -8806 Revised August 11, 1999 Page 8 Retaining and Foundation Walls Retaining walls and foundation walls that act as retaining should be designed to resist the lateral earth pressures imposed by the retained soils. Walls that are designed to yield can be designed to resist the lateral earth pressures imposed by an equivalent fluid with a unit weight of thirty -five (35) pcf. If walls are to be restrained at the top from free movement, the equivalent fluid weight should be increased to fifty (50) pcf. These values are based on horizontal backfill and that surcharges due to backfill slopes, hydrostatic pressures, traffic, structural Toads or other surcharge loads will not act on the wall. If such surcharges are to apply, they should be added to the above design lateral pressure. The passive pressure and friction coefficients previously provided in the foundation section are applicable to retaining walls. For calculating the base resistance to sliding, the passive pressure and friction coefficient provided above should be used. In order to reduce the potential for hydrostatic forces building up behind the walls, retaining walls should be backfilled with a suitable free - draining material extending at least eighteen (18) inches behind the wall. The remainder of the backfill should consist of structural fill. The free - draining backfill should conform to the WSDOT specification for gravel backfill for walls (WSDOT 9- 03.12(2)). A perforated drainpipe should be placed at the base of the wall and should be surrounded by a minimum of one cubic foot per lineal foot with three - eighths inch pea gravel. Slab -on -Grade Floors Slab -on -grade floors may be supported on existing competent fill or new .structural fill. Disturbed subgrade soil must either be recompacted or replaced with structural fill. Slab -on- grade floors should be designed by the structural engineer based on the anticipated loading and the subgrade support characteristics. A modulus of vertical subgrade reaction of two hundred (200) pounds per cubic inch (pci) may be used for design. Concrete slabs resting on soil ultimately cause the moisture content of the underlying soils to rise. This results from continued capillary rise and the ending of normal evapotranspiration. As concrete is permeable, moisture will eventually penetrate the slab resulting in a condition commonly known as a "wet slab" and poor adhesion of floor coverings. The slab should be provided with a minimum of four inches of free - draining sand or gravel. In areas where slab moisture is undesirable, a vapor barrier such as a 6 -mil plastic membrane may be placed beneath the slab. Two inches of damp sand may be placed over the membrane for protection during construction and to aid in curing of the concrete. Earth Conaultanta. Inc. RECEIVED CITY OF TUKWILA DEC 1 6 1999 PERMIT CENTER GEOTECHNICAL ENGINEERING STUDY Trammell Crow July 21, 1999 Revised August 11, 1999 Seismic Design Considerations E -8806 Page 9 The Puget Lowland is classified as. a Seismic Zone 3 in the Uniform Building Code (UBC). Earthquakes occur in the Puget Lowland with regularity; however, the majority of these events are of such low magnitude they are not detected without instruments. Large earthquakes do occur, as indicated by the 1949, 7.1 magnitude earthquake in the Olympia area and the 1965, 6.5 magnitude earthquake in the Midway area. There are three potential geologic hazards associated with a strong motion seismic event at this site: ground rupture, liquefaction, and ground motion response. Ground Rupture: The strongest earthquakes in the Puget Lowland are widespread, subcrustal events, ranging in depth from thirty (30) to fifty -five (55) miles. Surface faulting from these deep events has not been documented to date. Therefore, it is our opinion, that the risk of ground rupture during a strong motion seismic event is negligible. Liquefaction: Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time during an earthquake. Groundshaking of sufficient duration results in the loss of grain to grain contact and rapid increase in pore water pressure, causing the soil to behave as a fluid. To have a potential for liquefaction, a soil must be cohesionless with a grain size distribution of a specified range (generally sands and silt); it must be loose to medium dense; it must be below the groundwater table; and it must be subject to sufficient magnitude and duration of groundshaking. The effects of liquefaction may be large total and /or differential settlement for structures founded in the liquefying soils. It is our opinion the potential for widespread liquefaction over the site during a seismic event is moderate to low. Isolated areas may be subject to liquefaction; however, given the depth to the groundwater table, the effect on the planned development is anticipated to be minimal. We estimate liquefaction induced settlement would be in the range of the post- constructed settlements discussed earlier. Ground Motion Response: In accordance with Table 16 -J of the 1997 UBC, a site profile of Sp, should be used for ,design. Earth Consultants, Inc. CITY OF TUKWIL A DEC 1 6 1999 PERMIT CENTER GEOTECHNICAL ENGINEERING STUDY Trammell Crow July 21, 1999 E -8806 Revised August 11, 1999 Page 10 Excavations and Slopes The following information is provided solely as a service to our client. Under no circumstances should this information be interpreted to mean that ECI is assuming responsibility for construction site safety or the Contractor's activities; such responsibility is not being implied and should not be inferred. In no case should excavation slopes be greater than the limits specified in local, state and Federal safety regulations. Based on the information obtained from our field exploration and laboratory testing, the existing fill and native soils would be classified as Type C by OSHA. Temporary cuts greater than four feet in height in Type C soils should be sloped at an inclination of 1.5H:1 V. If slopes of this inclination, or flatter, cannot be constructed, temporary shoring may be necessary. Shoring will help protect against slope or excavation collapse, and will provide protection to workers in the excavation. If temporary shoring is required, we will be available to provide shoring design criteria. Permanent cut and fill slopes should be inclined no steeper than 2H:1 V. Cut slopes should be observed by ECI during excavation to verify that conditions are as anticipated. Supplementary recommendations can then be developed, if needed, to improve stability, including flattening of slopes or installation of surface or subsurface drains. In any case, water should not be allowed to flow uncontrolled over the top of slopes. Permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. Site Drainage Groundwater seepage was encountered in our borings at twenty -three (23), twenty -five (25) and seven feet below the existing ground surface in B -1, B -2 and B -3, respectively. Slight groundwater seepage was encountered in test pit TP -4 at eight feet below grade and wet soils were observed in TP -3 at seven to nine feet below grade. If seepage is encountered in foundation or grade beam excavations during construction, the bottom of the excavation should be sloped to one or more shallow sump pits. The collected water can then be pumped from these pits to a positive and permanent discharge, such as a nearby storm drain. Depending on the magnitude of such seepage, it may also be necessary to interconnect the sump pits by a system of connector trenches. The appropriate locations of subsurface drains, if needed, should be established during grading operations by ECI's representative at which time the seepage areas, if present, may be more clearly defined. RECEIVED CITY OF 1'IIKWu ^ Earth Consultants, Inc. DEC 1 6 1999 PERMIT CENTER GEOTECHNICAL ENGINEERING STUDY Trammell Crow July 21, 1999 E -8806 Revised August 11, 1999 Page 11 During construction, the site must be graded such that surface water is directed off the site. Water must not be allowed to stand in areas where buildings, slabs or pavements are to be constructed. Loose surfaces should be sealed at night by compacting the surface to reduce the potential for moisture infiltration into the soils. Final site grades must allow for drainage away from the building foundations. The ground should be sloped at a gradient of three percent for a distance of at least ten feet away from the buildings, except in paved areas, which can be sloped at a gradient of two percent. Footing drains should be installed around the building perimeter, in non - dock -high areas where landscaping areas are adjacent to the building. The drains should be installed at or just below the invert of the footing, with a gradient sufficient to initiate flow. A typical detail is provided on Plate 4. Under no circumstances should roof downspout drain lines be connected to the footing drain system. Roof downspouts must be separately tightlined to discharge. Cleanouts should be installed at strategic locations to allow for periodic maintenance of the footing drain and downspout tightline systems. Utility Support and Backfill Based on the soil conditions encountered, the soils expected to be exposed by utility excavations should provide adequate support for utilities. Should peat or organic silt be encountered in utility excavations, overexcavation of the trench bottom will be necessary. Utility trench backfill is a primary concern in reducing the potential for settlement along utility alignments, particularly in pavement areas. It is important that each section of utility line be adequately supported in the bedding material. The material should be hand tamped to ensure support is provided around the pipe haunches. Fill should be carefully placed and hand tamped to about twelve inches above the crown of the pipe before heavy compaction equipment is brought into use. The remainder of the trench backfill should be placed in lifts having a loose thickness of less than twelve inches. A typical trench backfill section and compaction requirements for load supporting and non -load supporting areas is presented on Plate 5. Pavement Areas The adequacy of site pavements is related in part to the condition of the underlying subgrade. To provide a properly prepared subgrade for pavements, the subgrade should be treated and prepared as described in the Site Preparation section of this report. This means at least the top twelve (12) inches of the subgrade should be compacted to 95 percent of the maximum dry density (per ASTM D- 1557 -91). It is possible that some localized areas of soft, wet or unstable subgrade may still exist after this process. Therefore, a greater thickness of structural fill or crushed rock may be needed to stabilize these localized areas. RECEIVC-.D CITY OF TUKVV» Earth Consultants, Inc. DEC 1 6 1999 PERMIT CENTEP .+..r,. �..M!Y:Jilti•.iY'4'i t5^f.!!6k :Y „`�i!Yx1v::!Sai GEOTECHNICAL ENGINEERING STUDY Trammell Crow July 21, 1999 Revised August 11, 1999 The following pavement section for lightly- loaded areas can be used: • Two inches of AC over three inches of asphalt treated base (ATB) material. LIMITATIONS E -8806 Page 12 • Two inches of asphalt concrete (AC) over four inches of crushed rock base (CRB) material, or Heavier truck - traffic areas will require thicker sections depending upon site usage, pavement life and site traffic. As a general rule, the following sections can be considered for truck - trafficked areas: • Three inches of AC over six inches of CRB, or • Three inches of AC over four and one -half inches of ATB. We will be pleased to assist in developing appropriate pavement sections for heavy traffic zones based on actual traffic volumes, if needed. Pavement materials should conform to WSDOT specifications. The use of a Class B asphalt mix is suggested. Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses, the design information provided us and our experience and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the boring and test pits. Soil and groundwater conditions between boring and Test Pits may vary from those encountered. The nature and extent of variations between our exploratory locations may not become evident until construction. If variations do appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. RECEIVED CITY OF TUKWILA DEC 1 6 1999 Earth Consultants, Inc. PERMIT CENTER GEOTECHNICAL ENGINEERING STUDY Trammell Crow July 21, 1999 Revised August 11, 1999 Additional Services As the geotechnical engineer of record, ECI should be retained to perform a general review of the final design and specifications to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in the construction specifications. ECI should also be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We do not accept responsibility for the performance of the foundation or earthwork unless we are retained to review the construction drawings and specifications, and to provide construction observation and testing services. Earth Consultants, Inc. CITY of TUKwn DEC 1 6 1999 PERMIT CENTEF \ r �, $ Iti '4 j Earth Consultants, Inc. J Geolechnlcal Engineers. Geologists 6 Enviio,mental Scientists ?:IQ�^r , Vicinity Map ""'/ FT IJKw+ 6.4 Acre Parcel DEC 1 6 is Tukwila, Washington 1MTT r•1- 'flt Drwn. GLS Date July '99 Proj. No. 8806 Checked KME Date 7/12/99 Plate 1 S 162N s 1415E s 1•t zao sr T S I? ?T s 1.iT11 5 0 5R" 1 '''S r l r n n 1 \ Zyill ('f : i t A S 1 91 r l nrcoarc r �� 5 i ....1 ,!, RIVERTO,V 'a, "� 13a TEE H ST i,.., Ct1of Y(TY _•l i.•,., 511SP inr 51 Reference: King County / Map 655 By Thomas Brothers Maps Dated 1999 T <•, CR(srrrr�r 14+r NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. a, *FOSTER 4 GOLF • ✓4 coo:RSC s ' � AII` �t� ■ PARK 1141 11.9 w_, J S : sr. A 1. GLS Date July '99 Proj. NE RM88D6TER :ked KME Date 7/12/99 Plate 2 ..sm,ixa4' ;t.a' shaw7tA67ttl:'d� tit :T; .+1�7L5tR1i4 Boeing Boeing Barricaded co w z w t co S �� Not - To - Scale LEGEND Approximate Location of ECI Boring, Proj. No. E -8806, June 1999 TP -1 -1- Approximate Location of ECI Test Pit, Proj. No. E -8806, June 1999 Subject Site Approximate Location of Former Residence or Building TP -5I —U - 1 L – – — – E: This plate may contain areas of color. ECI cannot Gate tsponsible for any subsequent misinterpretation of 1formation resulting from black & white reproductions _. is plate. Existing Building Earth Consultants, Inc. Georechnical Engineers. Geologists & Environmental Scientists Boring and Test Pit Location PlanrElvED clry OF TUKWILA 6.4 Acre Parcel Tukwila, Washington DEC 1 6 1999 . .,,-,,,, !aN'.'.::NS ?;: cr. y.u2U. ri3T.1 PA torckty rxs:uma w. Surcharge or Preload Fill STANDARD NOTES SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING �x (I►_iU JII =1)1= Surcharge or Preload Fill 1) Base consists of 3/4 inch thick, 2 foot by 2 foot plywood with center drilled 5/8 inch diameter hole. 2) Bedding material, if required, should consist of Traction Sand. 3) Marker rod is 1/2 inch diameter steel rod threaded at both ends. 4) Marker rod is attached to base by nut and washer on each side of base. 5) Protective sleeve surrounding marker rod should consist of 2 inch diameter plastic tubing. Sleeve is NOT attached to rod or base. 6) Additional sections of steel rod can be connected with threaded couplings. 7) Additional sections of plastic sleeve can be connected with press -fit plastic couplings. 8) Steel marker rod should extend at least 6 inches above top of plastic sleeve. RECEIVED 9) Marker should extend at least 2 feet above top of fill surface. CITY OF ruKwll a DEC 1 6 1999 PERMIT CENTER Earth Consultants Inc. GrarcMkal Fngln rr%. GrU ogisI i Environmental Scan L is Proj. No. 8806 I Drwn. GLS I Date July' 99 TYPICAL SETTLEMENT MARKER DETAIL 6.4 Acre Parcel Tukwila, Washington Checked KME I Date 7/ 12 / 9 9 I Plate 3 6 inch min. 4 inch min. Diameter Perforated Pipe Wrapped in Drainage Fabric t 2 inch min. / 4 inch max. •• •. • • • 0 • ; ° , Slope To Drain • . • • • • o 1- • '•• a• s'• .0 .• - 0 • . ••••• ••••••••••°:--•.- t• • - - • • •-°:.•!..:;.•:••!.......•••-:•:;.••-...°. • . • • • • -• • •• • .- • • •,•...• •° a ' . ° ".` • '.*. • o•*;;;.:. •1 •.• 0! • ° ° -* • : ! ° • : • ..•••• 1 0: ' • ••••.;•••••:;...?:...•,• a :: • .•??. • . %..• • • • • . 6 . • 0 t 0 • ° 0 ° 0 0 • 0 0 .• o 0 0 a 0 ° - 0 o e • 0 - o 0. • 0 • • • l';'• :.• • • Earth Consultants Inc. Geolechnical ErVneers, Goologius Envirantnenlai Scirniksis Proj. No. 8806 I Drwn. GLS 'Date July' 99 12 inch min. SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING 0 • 0 • • • .0 • No ' • 0 • 0 • •• o • • • 0 • • • o o 0 n 0 - • •• :0 18 inch min. 2 inch min. LEGEND Surface seal; native soil or other low permeability material. Fine aggregate for Portland Cement Concrete; Section 9-03.1(2) of the WSDOT Specifications. Drain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight Jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Do not tie building downspout drains into footing lines. Wrap with Mirafi 140 Filter Fabric or equivalent. RECEIVED CITY OF TUKWILik DEC 1 6 1999 PcRMIT TYPICAL FOOTING SUBDRAIN DETAIL 6.4 Acre Parcel Tukwila, Washington Checked KME Fate 7/12/99 !Plate 4 w. ,t•.rx�:ar •ysdt:k�•t.n ;uc;'w;�': ;ca,;;.��x v;:�. Q ° 0 ° 0 ° °° Backfill 4 Bedding LEGEND: Earth Consultants Inc. (:mlrchnrsrl Urf=kwrrs. (;1Y) ogiS s b 19rvmxmwrunl tintimds Proj. No. 8806 1 Drwn. GLS liate July' 99 Non -Load Supporting Floor Slab or Areas Roadway Areas p:0 U o °9 � :..0• •0: '''o A o.O p ° boo o p. 0. a 0 q . o : o :04 ti•. 0i.:0.•. • aq °ao' .do 0 ='° o D o o. o : QO:6 o Varies o. :o :o ° 0.0 G:. o� 0 ° • •o 0.... p o i. o0 0 o ) •QO • Q • • Asphalt or Concrete Pavement or Concrete Floor Slab Base Material or Base Rock Varies • 1 Foot Minimum 4 Varies Backfill; Compacted On -Site Soil or Imported Select Fill Material as Described in the Site Preparation of the General Earthwork Section of the Attached Report Text. Minimum Percentage of Maximum Laboratory Dry Density as Determined by ASTM Test Method D 1557 -78 (Modified Proctor), Unless Otherwise Specified in the Attached Report Text. Bedding Material; Material Type Depends on Type of Pipe and Laying Conditions. Bedding Should Conform to the ManufactHr. irscEivED Recommendations for the Type of Pipe Selected. I OF TUKWILA DEC 1 6 1999 PERMIT CENTER TYPICAL UTILITY TRENCH FILL 6.4 Acre Parcel Tukwila, Washington Checked KME I Date 7/12/99 1 5 APPENDIX A FIELD EXPLORATION E -8806 Our field exploration was performed on June 23 and 24, 1999. Subsurface conditions at the site were explored by drilling three borings to a maximum depth of thirty one and one half feet below the existing grade on the east side of the site and excavating five test pits on the west side of the site. The borings were drilled by Associated Drilling subcontracted to ECI, using a truck mounted drill rig. The test pits were excavated by Five Ball Construction using a trackhoe. Approximate boring and test pit locations were determined by interpolating from site features. The locations of the borings and test pits should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Boring and Test Pit Location Plan, Plate 2. The field exploration was continuously monitored by a engineer from our firm who classified the soils encountered, maintained a log of each boring and test pit, obtained representative samples, measured groundwater levels, and observed pertinent site features. Samples were visually classified in accordance with the Unified Soil Classification System, which is presented on Plate Al, Legend. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and testing. Logs of the borings are presented on Plates A2 through A7. The final Togs represent our interpretations of the field logs and the results of the laboratory examination and tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. The borings were drilled using hollow stem augers. We attempted to control heave by maintaining a head of water in the augers. If more than six inches of heave was encountered, the heave was washed out. The amount of heave and whether it was "sampled- through" or washed -out is noted at the appropriate locations on the boring logs. In each boring, Standard Penetration Tests (SPT) were performed at selected intervals in general accordance with ASTM Test Designation D -1586. The split spoon samples were driven with a one hundred forty (140) pound hammer freely falling thirty (30) inches. The number of blows required to drive the last twelve (12) inches of penetration are called the "N- value ". This value helps to characterize the site soils and is used in our engineering analyses. These results are recorded on the boring at the appropriate sample depths. Test Pit Logs are presented on Plates A8 through A11. The final logs represent our interpretations of the field logs and the results of the laboratory tests of field samples. The stratification Tines on the Togs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. The consistency of the soil shown on the logs was estimated based on the effort required to excavate the soil, the stability of the trench walls, and other factors. Earth Consultants, Inc. RECEIVED CITY OF TUKWU n DEC 1 6 1999 PERMIT CEN TEE: MAJOR DIVISIONS GRAPH SYMBOL LETTER SYMBOL TYPICAL DESCRIPTION Coarse Grained Soils More Than 50% Material Larger Than No. 200 Sieve Size Gravel And Gravelly Soils More Than Coarse 50% Coarse Fraction Retained On No. 4 Sieve Clean Gravels (little or no fines) CI d Ca c O • O • 0 • > n n n Gw gW Well- Graded Gravels, Gravel -Sand Mixtures, Little Or No Fines ♦ 4 111 • , • • • GP gp Poorly Graded Gravels, Gravel - Sand Mixtures, Little Or No Fines Gravels With Fines( appreciable amount of fines) gm Silty Gravels, Gravel - Sand - Silt Mixtures # 1 # ' K GC gC Clayey Gravels, Gravel - Sand - Clay Mixtures Sand And Sandy More Than 50% Coarse Fraction Passing No 4 Sieve Clean Sand (little or no fines) ° o u °' o n S SW Well- Graded Sands, Gravelly Sands, Little Or No Fines d; *�.,;•:�, ±: w 'e ? ;�:w.: <:•::': >Q „t:.;w? SP Poorly-Graded Sands, Gravelly Y- Y Sands, Little Or No Fines Sands Fines (appreciable amount of fines) f SM Stlt Silty Sands, Sand- Silt Mixtures (;; >'; '', .:;. `. -. ✓.:j SC SC Sands, Sand - Clay Clayey y Fine Grained Soils More Than 50% Material Smaller Than No. 200 Sieve Size Silts And Liquid Limit Less Than 50 Clays I ML ml Inorganic Silts 8 Very Fine Sands, Rock Flol r Clayey Fine Sands; Clayey Silts WI Slight Plasticity ` C L CI Inor anic Cla s Of Low To Medium Plasticit 9 Y , Gravelly Clays, Sandy Clays, Silty Clays, Lean ) I I i ' I 11 I I I l l i 1:" Ol Organic Silts And Organic Silty Clays OI Low Plasticity Silts And Liquid Limit Clays Greater Than 50 MH mh Inorganic Silts, Micaceous Or Diatomaceous Fine Sand Or Silty Soils Cl l Ch Inorganic Clays Of High Plasticity, Fat Clays /,. i; /,� OH on Organic Clays Of Medium To High Plasticity, Organic Silts Highly Organic Soils �\'. Jb 11 �I �lr `lr, i ll PT pt Peat, Humus, Swamp Soils With High Organic Contents Topsoil 4, y 4, y Humus And Duff Layer Fill ♦����♦ Htyhly Variable Constituents C qu W P Pef LL PI The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. • TORVANE READING, tsf PENETROMETER READING, tsf MOISTURE, % dry weight SAMPLER PUSHED SAMPLE NOT RECOVERED DRY DENSITY, lbs. per cubic ft. LIQUID LIMIT, % PLASTIC INDEX DUAL SYMBOLS are used to Indicate borderline soil classification, I 2” O.D. SPLIT SPOON SAMPLER 11 24" I.D. RING OR SHELBY TUBE SAMPLER i WATER OBSERVATION WELL Q DEPTH OF ENCOUNTERED GROUNDWATER DURING EXCAVATION I SUBSEQUENT GROUNDWATER LEVEL W/ DATE Earth Consultants Inc. livid luw dl liuglurcls• li..lkogbla. (z1VIIINuiMnidl S. u lubli t PG n LEGENDDEc 1 6 199`0 MIT tied Proj. No.8806 l Date July' 99 T'iate Al Project Name: 6.4 Acre Parcel Sheet of 1 2 Job No. 8806 Logged by: KME Start Date: 6/23/99 Completion Date: 6/23/99 Boring No.: B -1 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W ( %) No. Blows R. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: 16.3 21.2 19.3 22.3 42.6 11 a 10 �� • ��! ■+ ••�•• •i ••i•• ► ♦ �.. ♦ . • ► ■ • ► A ■••■ � � � �4 • 1 ���� ■ ...4, • ����� • SM 2" Asphalt Concrete) 6" Crushed Base) rown silty SAND with gravel, medium dense, moist (Fill) - becomes gray and with organics -43% fines 1 11 13 1 4 15 16 17 18 19 11 �� • i •∎•ii ■ •� • • ■ � • � . ■ $•• : • • ∎���! .6..wa SM Gray silty SAND with some gravel, loose to medium dense, moist (Fill) 11 PT Dark brown sandy PEAT, loose to medium dense, moist RECEIVED CITY OF TUKWIL:A DEC 1 6 1999 PERMIT CENTFJ ', , , ,t, ,I 1, 0 .t ..t t, 0 �, , ` `" , o! „ ,.. 0i, ' ,. , , _!.: .t 2, i& O. 444. '' � ` I ��� I Consu Inc. q11) 1 . 9 G „, dutk-d� Nig Inrr.+h. Cr 1.sis t P , trM,nxenr,H 1�Yc�ih : Boring Log 6.4 Acre Parcel Tukwila, Washington Proj. No. 8806 Dwn. GLS Date July'99 Checked KME Date 7/13/99 Plate A2 Boring Log ALL iSi.3 1t0LtA.SOn'Y` hl..:ciana +:ir .i•.e�n.»v. Subsurface conditions depicted represent our observations at the time and Iota ion of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nformation presented on this log. Project Name: 6.4 Acre Parcel Sheet of 2 2 Job No. 8806 Logged by: KME Start Date: 6/23/99 Completion Date: 6/23/99 Boring No.: B-1 Drilling Contactor: Associated Drilling Method: NSA Sampling Method: SPT Ground Sur Elevation: Hole Completion: Monitoring Well 0 Piezometer KI Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample loquiAs sosn • .... .. 92.0 14.8 11.6 . 22 55/6" 14/6” . ,i I, ---. E: L Et Et s l 1; — E. 1! E. 21 22 23 24 25 26 27 28 29 30 31 PT Dark brown PEAT, medium dense, moist .• • „,..- S? SM Gray poorly graded SAND with gravel, very dense, water bearing 1 / SM Grades to gray silty SAND with gravel lenses • . 1 / • Boring terminated at 31.0 feet below existing grade. Groundwater table encountered at 23.0 feet during drilling. RECEIVED CITY OF TuKWILA DEC 16 1999 PFMAIT rFNTFR /P pl• 44W. h lil it AO Earth Co ultants Inc. mot if \g, m 0'7(m Enpliierrib, . Ists & EnvIronimiral Sim*" ( vo Boring Log 6.4 Acre Parcel Tukwila, Washington Proj. No. 8806 - Own. GLS I Date July '99 Checked KME I Date 7/13/99 I Plate A3 Boring Log Subsurface conditi depicted represent our observations at the time and loca Ion of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of information presented on this log. Project Name: 6.4 Acre Parcel Sheet of 1 2 Job No. 8806 Logged by: KME Start Date: 6/23/99 Completion Date: 6/23/99 _ Boring No.: B-2 Drilling Contactor. Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes No. Blows Ft. logwAs 3iyde,O IogwAs s :sn aidwes 4000 Surface Conditions: - 7 u 10.2 9.5 9.0 11.7 42.8 126.7 �• 47 52/4" 72 65 14 22 ►••••••. o* • • ►••••. •i �i ►••••� � . s, ►•••••• • • ii i •• 0 • � , ►•���4 ► •ii i ! •••� ►•••• t•••! r•- - • • ►••••• � •••••! ∎ • ••••� ∎••••! �• •••• ! •••••! •••••• • •••• ►••••• • ••••j ,t ► ∎ •�•�• • SM (2" Asphalt Concrete) 4 Crushed Base) ray silty SAND with gravel, dense, moist (Fill) -27% fines -grades to brown and very dense 9 ry - grades to gray 1 — 2 - 5 10 1 1 12 1 3 14 15 16 17 18 19 — == —' , `„ 0 , J4 Jr, "� �, ,0 ,, 01, ' 2 . -I = `1I, 0, s ,,,, ,, ', ILL 1 % . gr PT Dark brown PEAT, medium dense, moist RECEIVCU CITY OF TUKWI' • DEC 1 6 1999 PERMIT CEN rFt — 3 AO • i�► 44k i tif Earth Consultants Inc. \ � l� � W, milt G.: mouik vU Fngiiuxtt;.Gx�kig�sis & Fivtri '.,n mN Silt' Mini Boring Log 6.4 Acre Parcel Tukwila, Washington Pro). No. 8806 Own. GLS Date July '99 Checked KME Date 7/13/99 Plate A4 Boring Log Subsurface conditions depicted represent our observations at the time and loca on of this exploratory hole modified by engineering tests, analysts and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Name: 6.4 Acre Parcel Sheet of 1 2 Job No. 8806 Logged by: KME Start Date: 6/23/99 Completion Date: 6/23/99 Boring No.: B-3 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer FA Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample logwAs s3sn Surface Conditions: _ 10.2 9.9 13.7 11.7 117.1 85.1 44 17 10 ∎ ��� ∎ „.,• . ••- - ►44 � 4 . ■• 1, •�•� �• ► r • . • � + 01 41• ►�i�i ,,•∎ , J ■• • i .i.i1 i %% ►� 4 •• • ••. : • ∎•�•�• • 1 •ii, ►������ =" , o 4 �` �'!� ao",. .l ,, .0 o — — f, .0 4 . ,, ,, ,, ,� ,, ..!, f" L.. , L" L: 4 '� � .01, ,>,, 0 ,, s v ,, — — 1, .1 . SM (2" Asphalt Concrete) 4” Crushed Base) ray silty SAND with gravel, dense, moist (Fill) - medium dense and wet 1 — 2 3 5 10 11 12 13 14 1 5 16 17 18 19 - SP -SM Gray poorly graded SAND with silt, very loose, wet (Fill) PT Dark brown PEAT with sand lenses, medium dense, moist to wet RECEIVED CITY OF TUKWil A DEC 1 6 1999 PERMIT CENTER ../A' kifildo • O. 'I4 Ch Cots . G tih.0,„„„tIM%6FJI lt x01111 ml tisin, I nw c s Boring Log 6.4 Acre Parcel Tukwila, Washington Pro). No. 8806 Dwn. GLS Date July'99 Checked KME Date 7/13/99 I Plate A6 _._ _.....»....... o-,.. v+.wewam?C:dtt7k"�:d;4eftf,Yt$ GPs;' fl!; i*. Ll✓ r33i33t1 J" Vf id.:! Aau.+ ctOS. a+. a+,+ we.•+.. u.., r..... ............_......_...:__..... ..,_ _..._.. .. Subsurface conddlons depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nformation presented on this log. Project Name: 6.4 Acre Parcel Sheet of 2 2 Job No. 8806 Logged by: KME Start Date: 6/23/99 Completion Date: 6/23/99 Boring No.: B-2 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well • Piezometer E4 Abandoned, sealed with bentonite General Notes No. Blows Ft. Iogw+tS oNdeJD Depth Ft. Sample 1o9WIS sosn 71.9 35.7 5.7 20.5 13 22 70 1 i i 21 OL Si Brown organic SILT with thin lenses of sand, medium dense, moist - increasing sand lenses 22 23 24 25 26 27 28 29 30 31 SM Gray silty SAND with gravel, very dense, water bearing -- . Boring terminated at 31.5 feet below eAsting grade. Groundwater table encountered at 25.0 feet during drilling. RECEIVeD n CITY OF TUK Wi+ DEG 1 6 199 PERMIT CENTEk 'PP � f l 0. 44W . +a Earth Consultants Inc. �r� �i��� y+ tiks�I gleer�n .GxNcr3Mn &Fndrer+nmonlItiC1M+Kin Boring Log 6.4 Acre Parcel Tukwila, Washington Proj. No. 8806 Dwn. GLS I Date July '99 . Checked KME I Date 7/13/99 I Plate A5 Boring Log 0 w Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Information presented on this log. Vi'iC10444 W » «e, Project Name: 6.4 Acre Parcel Sheet of 2 2 Job No. 8806 Logged by: KME Start Date: 6/23/99 Completion Date: 6/23/99 Boring No.: B-3 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes W ( %) Blows t. logwAS otydeJo Depth Ft. Sample tJSCS Symbol n 5 5 3 L 30.6 16.3 7 25 SMWIL Interbedded gray silty SAND and SILT, loose, wet 21 SM Gray silty SAND, medium dense, wet 23 24 25 26 Boring terminated at 26.5 feet below wdsting grade. Groundwater seepage encountered at 7.0 feet during drilling. RECEIVED CITY OF TUKWIL' DEC 1 6 1999 PERMIT CENTER 7. ink' f pl. ,� V 1 \�irid Earth Consultants Inc. 8 ' P 1 ov Gmwro mk: ul PngInms ,Gm4Oglvs 1 Farvlmnnt , i1wI MUI.;+t, Boring Log 6.4 Acre Parcel Tukwila, Washington Proj. No. 8806 Dwn. GLS Date July '99 Checked KME Date 7/13/99 I Plate A7 Boring Log Subsurface conditions dep cted represent our observations at the time and lop on o t his explora ho m by engineering tests, ana lysis an udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of Information presented on this log. Project Name: 6.4 Acre Parcel Sheet of 1 1 Job No. 8806 Logged by: KME Date: 6/24/99 Test Pit No.: TP -1 Excavation Contactor: Five Ball Ground Surface Elevation: Notes: General Notes l Graphic Symbol Depth Ft. Sample logwAs s3sn Surface Conditions: Depth of Topsoil & Sod 6" .. 346.4 t1 1A.., s s 4 1 SM Brown gray silty SAND with gravel, dense, moist (Fill) 'i ► ∎,w! •• ► • 2 s 13 g 10 J SM Gray silty SAND with gravel, medium dense, moist (Fill) Y ty ( ) . , . , „ ;,,, ,, ,, 1, ,, ,, , .i +, .+,, ,, ,+ ,, , _ %+ I, .+,, PT Dark brown PEAT, medium dense, wet Test pit terminated at 10.0 feet below existing grade. No groundwater encountered during excavation. RECEIVED CITY OF TUKWII.A DEC 16 1999 PERMIT CENTER .0' pl,. 44 q1 1 :i( +�f Earth Consultants Inc. i I r WI CA-vrtylnk:alPJ Inm1..CMkn3t.zs& EnvImmennil ti,9rnttis Test Pit Log 6.4 Acre Parcel Tukwila, Washington Proj. No. 8806 I Dwn. GLS [ Date July '99 Checked KME I Date 7/13/99 Plate A8 Test Pit Log 2 f7 Subsurface conditions dep'cted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Name: 6.4 Acre Parcel Sheet of 1 1 Job No. 8806 Logged by: KME Date: 6/24/99 Test Pit No.: TP -2 Excavation Contactor: Five Ball Ground Surface Elevation: Notes: General Notes Graphic Symbol aldwes 'Id 4idac logwAs s3sn Surface Conditions: Depth of topsoil & Sod 2" . f i ► ►� 8.0 ► 9.2 11.9 •���• +� ++! +� + + +! 4+ + + + ! • + +� + + +! ► � + + � + ■ • •• ■ • ■ • ' i + i i � i + i + i • + + ∎ + + + + 1+ +• • + + ++ • •+•+ +• • + + • ■+ • + ++ � ► + + +• • • • + + + +� ■ ■ ++ +.� • ► ++ + + +. ► + + + + + + � ► + + + � ■ + + + +• C+ +A ► + ++ + + +• ■ ►+ ∎ + + + + +� ► + + + +r• • �.�. . SM Brown silty SAND with gravel, dense, moist (Fill) -26 % fines - 23 % fines - grades to gray and wet 1 — 2 — 4 — 6 — 8 - 9 - 10 - 12 -- 13 — 14 — 15 — 16 Test pit terminated at 16.0 feet below existing grade. No groundwater encountered during (=ovation. CIT RECEIVED <\ DEC 1 6 19 (:'3 PERMIT CE.NT':∎ di 1 /AV 440,,. i � 3 `tirj/ d/ " Earth Consultants Inc. OrrovlinkAil PititInertS . CATOICVLsr. &Fnvlrrnut"yvtIti tmitttsn, Test Pit Log 6,4 Acre Parcel Tukwila, Washington 3 Proj. No. 8806 Dwn. GLS Date July '99 Checked KME 1 Date 7/13/99 I Plate A9 ti Test Pit Log WS Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nformatlon presented on this log. J Project Name: 6.4 Acre Parcel Sheet of 1 1 Job No. 8806 Logged by: KME Date: 6/24/99 Test Pit No.: TP-3 Excavation Contactor: Five Ball Ground Surface Elevation: Notes: General Notes W (%) Graphic Symbol Depth Ft. Sample logwAs s3sn Surface Conditions: Depth of Topsoil & Sod 4" _ ... .. 7 . o 158.4 . • •••4 4 4 ■ m SW • 4 . 4• e ■•••• it i t 1 IS ••••■ 04 1 ••••••••.: 0 4 ••••••• ■•••• 000 1: P • • • ).• * OP . : • P ,, 1. . • • • 1.• I . • 4 I 41 '4 2 • • r • 'V . , t I i It• SM Gray silty SAND with gravel, dense, moist (Fill) , -grades to loose and wet — _ ---- - ^ --, 8 — 1Z2 ---- IL. Le I, m, , PT Dark brown PEAT, loose, wet 10 11 Test it terminated at 11.0 feet below existing grade. No groundwater encountered during excavation. • RECEIVED CITY OF TUKWII DEC 16 199 PERMIT CENT84 ii#* I k 1 .4 kp I • pt. 44k)i■ , yv .,411) Earth Consultants Inc. WI ‘virli Gc:OrevIllikili FlIginftsh, C mologisists F1101X1fitettfill Silt:MIMS Test Pit Log 6.4 Acre Parcel Tukwila, Washington ; i Proj. No. 8806 I Dwn. GLS 1 Date July '99 Checked KME I Date 7/13/99 I Plate Al 0 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nformation presented on this log. Project Name: 6.4 Acre Parcel ' Sheet of 1 1 Job No. 8806 Logged by: KME Date: 6/24/99 Test Pit No.: TP-4 Excavation Contactor Five Ball Ground Surface Elevation: Notes: General Notes W (96) Graphic Symbol Depth Ft. Sample iogwA sosn Surface Conditions: Depth of Topsoil & Sod 4" - .. 7.3 166.4 • • • 1 2 3 4 5 6 7 8 9 10 SM Gray silty SAND with gravel, dense, moist -13% fines SM\PT Gray silty SAND with gravel and PEAT, loose to medium dense, moist , — 1 L 21 r 11 i i 1 PT/OL Dark brown PEAT and organic SILT, medium dense, moist --" 12 • Test pit terminated at 12.0 feet below existing grade. Slight groundwater seepage encountered at 8.0 during excavation. RECEIVED CITY 0F1 (‘ DEC 1 6 1999 PERMIT carte3 .(/* , It' kW ‘ pl. 441y Earth Consultants Inc. • , iiifi ( Gromiink-,1 Faith Itlilly, Gco4ottivs & Fa virottinef Intl Stitt trists 411 '‘Irif Test Pit Log 6.4 Acre Parcel Tukwila, Washington Proj. No. 8806 Own. GLS Date July '99 Checked KME 1 Date 7/13/99 Plate Al 1 Test Pit Log '.) Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nforrnation presented on this log. Project Name: 6.4 Acre Parcel Sheet of 1 1 Job No. 8806 Logged by: KME Date: 6/24/99 Test Pit No.: TP-5 Excavation Contactor: Five Ball Ground Surface Elevation: Notes: General Notes 3 ae 1o9WdS olydeio Depth Ft. Sample loquM sosn Surface Conditions: Depth of Topsoil & Sod 6" _ . .. 9.6 51.6 -ri—r-r 1. .2 .1L. w i t -... 1 2 3 4 5 6 7 8 9 SM Brown silty SAND with gravel, medium dense, moist -27% fines -grades to gray and wet PT/OL Dark brown PEAT and organic SILT, medium dense, moist . Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during excavation. RECEIVED CITY O UKWit A DEC 1 6 19S9 • PERMIT CENTER .10 , h,ii qii if ‘ifli pl- 4,h, „riii Earth Consultants Inc. ( G.rwrchilk-dlEn Cgrologlsrl, 14 NivIrometral Scimitists a Test Pit Log 6.4 Acre Parcel Tukwila, Washington Pro). No. 8806 own. GLS Date July '99 Checked KME Date 7/13/99 I Plate Al 2 a Test Pit Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis ano judgment. They are not necessarily representative of other times and locations, We cannot accept responsibility for the use or interpretation by others of information presented on this log. 'r E-8806 6. Earth Consultants. Inc:. 0 *-3 L) £ • D H. • tn z e- • m a - D 2 '1 D H. 0 • Ntn i -i T. z Z6 T SIEVE ANALYSIS I HYDROMETER ANALYSIS 1 SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH, U.S. STANDARD GRAIN SIZE IN MM 1 0 w I7 N N m N CO p to O 0 0 0 0 0 p O t0 M N 0 0 0 O co ct CO r N f'9 d <o CO .- N 0 O O O 0 0 O O 0 m m 70 z 11 60 m z 50 CO 40 m C) -1 30 N eD C) N . . o) �n 100 90 80 20 10 0 It 1 I r 1. Ill ■ I 1_ 1 I 11 III I I 1 ?), 111 _I 0 0 0 0 M N 00 O O CO W O 0 M 1 COBBLES 1 COARSE I FINE GRAVEL 0 O CO fD V M N N .-- m CD V M N 7 m fD GRAIN SIZE IN M LLIMETERS o 0 COARSE I MEDIUM I FINE SAND 0 0 0 0 CO 0 ' O O FINES O 0 O O N 0 0 O O '0 10 20 30 40 50 60 70 80 90 100 O 0 KEY O O Boring or Test Pit No. B -1 B -2 TP -2 DEPTH (ft.) 5 2.5 2.5 USCS SM SM SM DESCRIPTION Gray silty SAND with gravel and organics Gray silty SAND with gravel Brown silty SAND with gravel Moisture Content 3 %) 21.2 10.2 8.0 LL PL osM C) 0 0 0 tTl H C) z • N y iv 'I o m ro D to w z • n D 1 o - 09 r to v • j.l C) -) t9 U."; SIEVE ANALYSIS N^ v co N co 100 N r-.— c�vi N I I 90 80 m m 70 2 "T1 60 z m 50 w 40 m _ C) 30 20 10 0 O 0 C7 N 0 0 0 0 t C M N 0 0 tD O tD M • ct O � N M � W CO 0 N . q O V M N r O tD V M N O O GRAIN SIZE IN MILLIMETERS 0 0 N O ._ O O D O O O 0 O I l l I I 1 I 1 1 1 I I I I 1 D \ II III ( t�5 N 0 0 0 0 • 0 0 0 0 O O N O O N 0 O O O COBBLES 111 COARSE ) FINE I COARSE I MEDIUM I FINE GRAVEL SAND FINES 0 10 20 30 40 50 60 70 80 90 100 O O KEY 0 I HYDROMETER ANALYSIS I SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH. U.S. STANDARD GRAIN SIZE IN MM Boring or Test Pit No. TP -2 TP -4 TP -5 DEPTH (ft.) 7 3.5 3 USCS SM SM SM DESCRIPTION Brown silty SAND .with gravel Gray silty SAND with gravel Brown silty SAND with gravel Moisture Content ( %) 9.2 7.3 9.6 LL PL Oh ...........:.......< �1.:. an: 42. ti.:.L[':i`.Y 4g.t..'Y.'i4,?7:;3., ir..v..... ..c November 18, 1999 International Gateway East II, LLC c/o Sabey Construction 101 Elliot Avenue West, Suite 400 Seattle, Washington 98119 Attention: Mr. Bernard R. Martell Subject: Supplemental Recommendations Proposed Group Health North Tukwila, Washington References: Earth Consultants, Inc. Geotechnical Engineering Study E -8806 dated August 11, 1999 Dear Mr. Martell: D 99OL13 8 1•. i �l Earth (flnnc i tltantc inc. FILE COPY I understand that the Plan Check approvals are subject to errors and ornissions and aonro : 8806 At your request, we have evaluated an alternative foundation option for the proposed building. ECI previously provided the referenced geotechnical engineering study for the project and recommendations for augercast piles for support of the building. The recommendations in this letter are intended to supplement and were applicable supersede the recommendations in the referenced report. At the time our referenced report was written, the building location and loads were not finalized. We understand the building will now be located as shown on the Boring and Test Pit Location Plan, Plate 1. Based on the information provided by the structural engineer, the column Toads will be in the range of one hundred twenty (120) to one hundred seventy (170) kips. The proposed finish floor elevation is twenty -nine (29) feet. Three additional borings were drilled to evaluate the subsurface conditions in the building area, not previously explored. Please refer to the Boring and Test Pit Logs, Plates A2 through A18, for a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods is included in Appendix A. RECEIVED CITY OF TUKWII_a DEC 1 6 1999 PERMIT CENTER 1805 - 136th Place 11.E., Suite 201, Bellevue, Washington 98005 Bellevue (425) 643-3780 FAX (425) 746.0860 Toll Free (888) 739-6670 Surcharge Program 1. t.R4 : V'. K} �T�L: ti". pttl: vrytN: t> .w.✓u,v�wen�......n......_...,� �...�.. International Gateway East II, LLC c/o Sabey Construction E -8806 November 18, 1999 Page 2 In Boring B -3, northeast of the building, we encountered peat with sand lenses at eleven (11) to twenty (20) feet below the existing grade. We also encountered peat in Test Pit TP -3 on the eastern side of the building. In Borings B -101 and B -103, located on the southwest and southeast corners of the building, respectively, we did not encounter soft or organic soils. To limit the differential settlements across the building, the building areas not covered by fill to Elevation 36 should be surcharged. The northeastern portion of the building will be the critical area for the surcharge. Our field exploration indicates the site is underlain by loose to dense fill overlying interbedded moderately compressible organic silt and peat. The building loads will induce settlement in the existing fill and underlying compressible soil layers. We estimate primary settlement will be on the order of four to twelve inches depending on the thickness and characteristics of the consolidating layers in building areas not covered by sufficient amounts of fill. • In order to pre- induce this settlement in these areas, the building foot print should be surcharged. The surcharge program would consist of placing a layer of fill across,the building area to elevation 36 feet. The areas of the building were the existing fill pile is above elevation 36 feet, the fill may be removed down to final subgrade level. The surcharge should extend at least five feet beyond all newly surcharged areas. The surcharge fill should then be allowed to pre- induce the estimated settlement. During this period, the induced settlement will be monitored. When the settlement ceases or the future settlement is considered to be within the tolerable limits of the structure, the surcharge is removed and building construction can commence. We estimate the surcharge will need to be in -place four to six weeks. We estimate the surcharge program should reduce total post - construction settlements to about one and one -half inches. See the referenced report for additional information on surcharge fill and monitoring. Foundations Based on the results of our study, it is our opinion the proposed building may be supported on a conventional spread and continuous footing foundation bearing on at least two feet of structural fill, after the successful completion of the surcharge program. We anticipate some of the existing fill may be adequate for foundation support; however, areas of overexcavation and replacement should be expected. This should be determined in the field when actual conditions are exposed. Earth Consultants, Inc. International Gateway East II, LLC c/o Sabey Construction November 18, 1999 E -8806 Page 3 For frost protection considerations, exterior foundation elements should be placed at a minimum depth of eighteen (18) inches below final exterior grade. Interior spread foundations can be placed at a minimum depth of twelve (12) inches below the top of slab, except in unheated areas, where interior foundation elements should be founded at a minimum depth of eighteen (18) inches. With foundation support obtained as described, for design, an allowable soil bearing capacity three thousand (3,000) psf for structural fill can be used. Continuous and individual spread footings should have minimum widths of eighteen (18) and twenty -four (24) inches, respectively. Loading of this magnitude would be provided with a theoretical factor -of- safety in excess of three against actual shear failure. For short -term dynamic loading conditions, a one -third increase in the above allowable bearing capacities can be used. With structural loading as expected, total settlement in the range of one and one -half inches is anticipated with differential movement of up to one inch in one hundred (100) feet. Most of the anticipated settlements should occur during construction as dead Toads are applied. Footing excavations should be observed by a representative of ECI, prior to placing forms or rebar, to verify that conditions are as anticipated in this report. ECI should be retained to review the foundation plans when completed. We appreciate the opportunity to be of service, if you have any questions or need additional information, please contact us. Yours very truly, EARTH CONSULTANTS, INC. K Attachments Plate 1 Appendix A Appendix B P,//12Z‘ziee/ Kristina M. Weller, P.E. Robert S. Lev Project Engineer Principal Boring and Test Pit Location Plan Field Exploration Laboratory Testing Earth Consultant., Inc. rhvo,' pate.,-,.oct..-iee.H TiO*00' ..., ...,.. . , ... ,.. ...,. .. ... checked:- MGM parei:Acigome:.: .',--..:,,,,,,,--..: ' 30' zo— - I /7 .- i : i 1 i H 1 . . 1 (0-6) f ! i ; -is—TP-1 ; 1 1 1 i • ! i (6 - 10+) i I I, &targeted . ; Water Oualfty . ! Water Quety ■ Area I I _. ; i • i ! i 1 1 8-102 (0 - 18) (20 - 26) B-101 TP-5 ( - TP-2 (0 -16+) Approximate Scale Proposed 2-Story Building 40 S. 124th STREET -7- 30 TP-4 (8 - 12,) B-3 -*- (0 - 11.5) (11.5 - 22.5) -1- 1 TP-3 (0 - 9) (9 - 11 30 (0 -8) B-1031 —.-- 20 6 20 1B-2 (0-13) — 6— 13 - 28) B-1 (0 -14) (14 - 23 —e— 1 NOTE: this plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the inforrnation resulting from black & white reproductions of this plate. LEGEND B-101 -1-Approximate Location' ECI Boring, Proj. No. E-8806 (Addendum), , 1 . B-1 -a-Approximate Locatioli:OC,... ECI Boring, Proj. No.. E-8806, June 1 999 TP-1 ppro -- I A ximate Locatiore ir- ECI Test Pit, Proj- E-8806, June 1999 Thickness of Existing, Material (In Approximate Below Existing_Gra (0 - 5.5) (8 - 12) Thickness of Native and Compressible SosIi Comprised of Organic and Peat (In Approxi e Below Edsting G rade Subject Site Proposed Building Boring and Test Pit Location _ Group Health R & D Buildin TukWila, Washington - Reference: Site Plan Sheet No A1.1 Job No. 99089 By Lance Mueller & Associates, Dated 10/05/99 • Earth ConsuitatIO:11 Geotechnical Engneera. Gedcraists ErWirSci • Dom GLS Washington APPENDIX A FIELD EXPLORATION E -8806 Our field exploration was performed on June 23 and 24, 1999 and the supplemental borings on October 13, 1999. Subsurface conditions at the site were explored by drilling a total of six borings to a maximum depth of thirty six and one -half (36.5) feet below the existing grade and excavating five test pits on the west side of the site. The borings were drilled by Associated Drilling subcontracted to ECI, using a truck mounted drill rig. The test pits were excavated by Five Ball Construction using a trackhoe. Approximate boring and test pit locations were determined by interpolating from site features. The locations of the borings and test pits should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Boring and Test Pit Location Plan, Plate 2. The field exploration was continuously monitored by a engineer from our firm who classified the soils encountered, maintained a log of each boring and test pit, obtained representative samples, measured groundwater levels, and observed pertinent site features. Samples were visually classified in accordance with the Unified Soil Classification System, which is presented on Plate Al, Legend. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and testing. Logs of the borings are presented on Plates A2 through A13. The final logs represent our interpretations of the field logs and the results of the laboratory examination and tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the'transitions may be more gradual. The borings were drilled using hollow stem augers. We attempted to control heave by maintaining a head of water in the augers. If more than six inches of heave was encountered, the heave was washed out. The amount of heave and whether it was "sampled- through" or washed -out is noted at the appropriate locations on the boring logs. In each boring, Standard Penetration Tests (SPT) were performed at selected intervals in general accordance with ASTM Test Designation D -1586. The split spoon samples were driven with a one hundred forty (140) pound hammer freely falling thirty (30) inches. The number of blows required to drive the last twelve (12) inches of penetration are called the "N- value ". This value helps to characterize the site soils and is used in our engineering analyses. These results are recorded on the boring at the appropriate sample depths. Test Pit Logs are presented on Plates A14 through A18. The final logs represent our interpretations of the field logs and the results of the laboratory tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. The consistency of the soil shown on the logs was estimated based on the effort required to excavate the soil, the stability of the trench walls, and other factors. Earth Consultants, Inc. MAJOR DIVISIONS GRAPH SYMBOL LETTER SYMBOL TYPICAL DESCRIPTION Coarse Grained Soils More Than 50% Material Larger Than No, 200 Sieve Size And Gravelly Soils More Than 50% Coarse Fraction Retained On No. 4 Sieve Clean Clean Gravels (little or no tines) d Cat n Q n Q n GW gW Well- Graded Gravels, Gravel -Sand Mixtures. Little Or No Fines 41► • 4 $ • I • I • Gp gp Poorly-Graded Gravels, Gravel - Sand Mixtures, Little Or No Fines Gravels With Fines ( appreciable amount of fines ) I 1 1 1 1 1 GM gm Silty Gravels, Gravel - Sand - Silt Mixtures e f e ' GC gC Clayey Gravels, Gravel - Sand - Clay Mixtures And Sandy Soils More Than 50°l. Coarse Fraction Passing No. 4 Sieve Clean Sand (little or no fines) ° , 0 , ° v 0 , SW SW Well- Graded Sands, Gravelly Sands, Little Or No Fines :r(t s p:•: >:•:: ;: s S Sp Poorly- Graded Sands, Gravelly Sands, Little Or No Fines Sands With Fines (appreciable amount of fines) 11 SM sm Silty Sands, Sand - Silt Mixtures ' ' . ' " ' ''''''' SC SC Clayey Sands, Sand - Clay Mixtures Fine Grained Soils More Than 50% Material Smaller Than No. 200 Sieve Size Silts And Liquid Lim Clays Less Than 50 ML m Inorganic Silts & Very Fine Sands, Rock Fl0i r,Silty- Clayey Fine Sands; Clayey Silts w/ Slight Plasticity C L CI Inorganic Clays Of Low To Medium Plasticity, Gravelly Clays, Sandy Clays, Silty Clays, Lean � I 1 I � 1 I I I 1 ` I 1 11 1 1 1 1 OL 01 Organic Silts And Organic Silty Clays Of Low Plasticity 51115 Liquid Limit And Clays Greater Than 50 MH mh Inorganic Silts, Micaceous Or Diatomaceous Fine Sand Or Silty Soils 4 CH Ch Inorganic Clays Of High Plasticity, Fat Clays ///, OH On Organic Clays Of Medium To High Plasticity, Organic Silts Highly Organic Soils `� `fi ` j (, �� �, �( r, � � P1' pt Peat „Humus, Swamp Soils With High Organic Contents Topsoil ' y 4 ' y 4 ' J Humus And Duff Layer Fill � • � • � • � • � • $ 1 • •�•�•�•�•�• 4 Hlyhly Variable Constituents . ::iYa'••FS:' S'xhi C qu W P pcf LL PI The discussion in the text of this report Is necessary for a proper understanding of the nature of the material presented In the attached Togs, TORVANE READING, tsf PENETROMETER READING, tsf MOISTURE, % dry weight SAMPLER PUSHED SAMPLE NOT RECOVERED DRY DENSITY, lbs. per cubic ft. LIQUID LIMIT, % PLASTIC INDEX DUAL SYMBOLS are used to Indicate borderline soil classification. I 2" O.D. SPLIT SPOON SAMPLER II 24" I.D. RING OR SHELBY TUBE SAMPLER WATER OBSERVATION WELL Q DEPTH OF ENCOUNTERED GROUNDWATER DURING EXCAVATION T SUBSEQUENT GROUNDWATER LEVEL W/ DATE Earth Consultants Inc. ("4111(11 ti Ili al Iaraunrra• (0...rkry;til• l IJ WHIN ui ■•runt Sari LEGEND Proj. No. 8806 IDate Oct .' 99 `Plate Al Project Name: Group Health R &D Building Sheet of 1 2 Job No. 8806 Logged by: MGM Start Date: 10/13/99 Completion Date: 10/13/99 Boring No.: B -101 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 30' ' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W (14) No. Blows Ft. logwAS olyde.ts Depth Ft. Sample 1 USCS Symbol Surface Conditions: , 12.4 9.6 15.9 18.1 42 68/11" 39 80/11" SM Brown silty SAND, loose to medium dense, moist -trace gravel - becomes mottled, dense - contains gravel • -43% fines, becomes very dense - becomes wet, dense 1 2 3 (l 4 s s 7 8 ,9 10 11 12 13 14 15 16 17 18 19— I SP -SM saturated brown poorly graded SAND with silt, wry dense, - contains gravel -11% fines , a 00 , o ' 0 0 , P ' c a c ,'P 0 a i it»"_ M. 44 \11�1���1�� \i �j� rt C o nsu ltants IIZC. / Cs[wrYmlCaIFJ hir 1?t +, Boring Log Group Health R &D Building Tukwila, Washington Proj. No. 8806 Dwn. GLS Date Oct. '99 Checked MGM Date 10/26/99 Plate A2 " Boring Log Subsurface conditions dep'cted represent our observations at the time and loca on of this exp loratory hole modified by engineering tests, analysis an udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nformation presented on this log. Project Name: Group Health R &D Building Sheet of 2 2 Job No. 8806 Logged by MGM Start Date: 10/13/99 Completion Date: 10/13/99 Boring No.: B -101 Drilling Contactor. Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 30' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W 06) No. Blows Ft. loowAs olydeao Depth Ft. Sample USCS Symbol • 7.5 n i 1 GM Grades to brown silty GRAVEL, very dense, saturated 21 • Boring terminated at 21.5 feet below existing grade. Perched groundwater encountered at 15.0 feet during drilling. Boring backfilled with cuttings. NOTE: Elevations estimated from Site Plan prepared by Lance Mueller & Associates, dated Oct. 5, 1999. Ali� -� pl. -aye .� Ear th C o n it an t I 1I 1 / \II'� �1r /1 \�r�i', 'YU1ka�F „g�nr eat;, G -okr�L'.i'. su rvlrtM,ns trilMl Boring Log Group Health R &D Building Tukwila, Washington Proj. No. 8806 Dwn. GLS Date Oct. '99 Checked MGM Date 10/26/99 Plate A3 Boring Log Subsurface conditions dep cted represent our observations at the time and loca fon of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of Information presented on this log. Project Name: - Group Health R &D Building Sheet of 1 2 Job No. 8806 Logged by: MGM Start Date: 10/13/99 Completion Date: 10/13/99 Boring No.: B -102 Drilling Contactor. Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 40' Hole Completion: ❑ Monitoring Well ❑ Piezometer 2 Abandoned, sealed with bentonite General Notes W (%) Bows Ft. Graphic Symbol Depth Ft. Sample logwAs s :sn Surface Conditions: 8.2 10.0 15.7 9.5 60 23 11 '•�•�• • •• • ■•• • • ■ 11 13 14 15 17 19 GM Brown silty GRAVEL with sand, loose, moist (Fill) - miscellaneous debris ►-.we • ∎•i ►•��• ►•��! • ■ • • ∎•��. ����1 •�i��i ■ •� iii ,•i • •• • •••• • 1 �•• • • �r � j � j • • •� i � ii •�i�i�i '•�iii • ∎ oist (Fill) - becomes medium dense, wet, 29% fines SM Blue gray silty SAND with gravel, medium dense, wet •IA' lh. 44 AO � `,J �,�f \iii . Earth Consultants Inc. CtxHr.dmk uIF ngmerin.Cv coas& E,Nnai n ;rilydI ktnnlin Boring Log Group Health R &D Building Tukwila, Washington Proj. No. 8806 Dwn. GLS Date Oct. '99 Checked MGM Date 10/26/99 Plate A4 Boring Log n:C ".�.::(L�GBA."SYL -° alp:: isi' T..' bph .:ati5F5!l.Gl'tWY°SfirKSESA'liY kY:t�rn'. Subsurface conditions dep cted represent our observations at the time and lots ion of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nformation presented on this log. Project Name: S Sheet of Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: Drilling Contactor: D Drilling Method: S Sampling Method: Ground Surface Elevation: H Hole Completion: General W W N No. IoqwAS olydeto Depth Ft. Sample Ioqw SDSn LL =33 PL =18 1 22•5 L 16 ! Lsi — '' '` �' P PT D Dark brown fibrous PEAT, very stiff, moist 24 CL B Blue gray lean CLAY, stiff, moist /// C SM G Gray silty SAND with gravel, dense, wet GM G Grades to gray silty GRAVEL, very dense, saturated i 7 7 3 Boring terminated at 36.5 feet below existing grade. Perched ggro ed tewith r enccuttiountered ngs ast 27.5 feet during drilling. Boring b ' 'Pi ph, 4u y, B Boring Log Boring Log Subsurface conditions dep'cted represent our observations at the time and Iota on of this exp loratory hole modified by engineering tests, analysis an udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nformation presented on this log. Project Name: Group Health R &D Building Sheet of 1 2 Job No. 8806 Logged by: MGM Start Date: 10/18/99 Completion Date: 10/18/99 Boring No.: B -103 Drilling Contactor. Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 30' Hole Completion: ❑ Monitoring Well ❑ Piezometer V.I Abandoned, sealed with bentonite General Notes F No. Blows Ft. IoiwAS olydwo aldwes "IA yldap logwAs s :sn Surface Conditions: 8.0 13.0 10.4 11.6 28 59 81/9" �� � •ii •�i•i • • •�•�• • • • • • • • • •• %• • • • �i�i� ••i• • • • •♦•••♦ 2 SM v Brown silty SAND with gravel, medium dense, moist (Fill) - abundant gravel and cobbles - refusal on cobble / boulder at 5', no sample 10 11 12 13 14 15 16 17 18 19 SM Brown silty SAND with gravel, medium dense, saturated - moderate to heavy seepage at 8' - becomes very dense, gray, moist - becomes wet — .a ►`. M. 44 ql,;;16dido 1 E tCOlttS O yxtI I Cr.M mliiik:d j, htr..iti.0 b Lw 5&FlMmnnx 1III Boring Log Group Health R &D Building Tukwila, Washington Proj. No. 8806 Dwn. GLS Date Oct. '99 Checked MGM Date 10/26/99 Plate A6 a. 0 m Boring Log Yx(h'?': / t 34i.h`1tr �:.'SW;'lE'%47.?Slc7t�la,'t: Subsurface conditions dep cted represent our observations at the time and loca ion of this exploratory hole, modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nformation presented on this log. Project Name: Group Health R&D Building Sheet of 2 2 Job No. 8806 Logged by: MGM Start Date: 10/18/99 Completion Date: 10/18/99 Boring No.: B-103 Drilling Contactor Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 30' Hole Completion: 0 Monitoring Well • 0 Piezometer V.4 Abandoned, sealed with bentonite General Notes W (%) No. Blows FL Graphic Symbol Depth Ft. Sample logWAs sosn 12.5 10.7 80 150/5" SM Gray silty SAND, very dense, moist -pockets of wet sand -37% fines -refusal on large cobble / boulder at 25.5' 21 22 23 24 25 Boring terminated at 25.5 feet below existing grade. Perched groundwater encountered at 8.0 feet during drilling. Boring backfilled with cuttings. d 1 q0)4,-‘ipt)) pa- 444■ i 7 mi„,,....} ..? • Isiti i F Boring Log Group Health R&D Building Tukwila, Washington Pro). No. 8806 1 Dwn. GLS Date Oct. '99 Checked MGM Date 10/26/99 Plate A7 Boring Log Subsurface conditions depicted represent our observations at the time and Ioca on of this exploratory hole modified by engineenng tests, analysis and udgment. They are not necessarily representative of other times and locations We cannot mcept responsibility for the use or interpretation by others of information presented on this log. 7 ;1 ) Project Name: 6.4 Acre Parcel Sheet of 1 2 Job No. 8806 Logged by: KME Start Date: 6/23/99 Completion Date: 6/23/99 Boring No.: 8-1 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monito ing Well ❑ Piezometer Ki Abandoned, sealed with bentonite General Notes w ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample. USCS Symbol Surface Conditions: e I, 5 7 u 16.3 21.2 s.3 22.3 42.6 � 12 4 10 • �� • •• • •••• ••• ►.•• •• •••••• ∎•.•.•! ► ❖• ∎• .,. • •••• o• • 11 $.•�:�! .! • SM2 Asphalt Concrete) 6 Crushed Base) rown silty SAND with gravel, medium dense, moist (Fill) - becomes ra and with organics -43% fines 9 Y 9 1 . 2. .1 11 11 '••• ∎ • : • • 1 •.•♦�! �:•�•*• . . ♦ . . ! ∎ • ∎• ., .,• • : ❖• • • • • • • SM Gray silty SAND with some gravel, loose to medium dense, moist (Fill) • .. �� 6 .. ^ 9 - 10 n u 11 11 L! :IL 1, ,, ,, 0 i, 0 I, I „! 0 I, ,u o I, ,, ,, , ,% I, „2 d,_, , db db ” - ' f ,t 1 4 PT Dark brown sandy PEAT, loose to medium dense, moist 15 16 1 7 18 19 -- 2 441 p1: 4h. , ( 1,J/ a+ 3 � � i rp Nl v iu Earth Consultants Inc. G^yailloul ,ISInmh,C, Ogl W, &ESMR.4u Boring Log 6.4 Acre Parcel Tu kwila, Washington Proj. No. 8806 Dwn. GLS Date July '99 Checked KME Date 7/13/99 Plate A8 Boring Log S ubsurface conditions dep'cted represent our observations at the time and loco on of this exploratory hole, modified by engineering tests, ana a nd judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. ti Project Name: 6.4 Acre Parcel Sheet of 2 2 Job No. 8806 Logged by: KME Start Date: 6/23/99 Completion Date: 6/23/99 Boring No.: B-1 Drilling Contactor. Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes w (%) No. Blot Ft. Graphic Symbol aidu:es 'IA t Bar] USCS Symbol 92.0 14.8 11.6 22 55 /6" 14/6" �" 1'22 PT Dark brown PEAT, medium dense, moist .'!, i ,I i, d i, 21 1, J4 — - 22 L: I11 " -" 1 .:., O 'O , 0 1 o . ° r 24 25 26 27 28 29 30 SP -SM Gray y poorly graded SAND with gravel, very dense, water bearing . SM Grades to gray silty SAND with gravel lenses Boring terminated at 31.0 feet below e�astin g g grade. Groundwater table encountered at 23.0 feet during drilling. 31 ,u►� 1 1t wrJJ � Earth / th Consultants Inc. Grtour: futh' ul Filylneris, Gnotcr ,tltinaNivIrmututitrtl:Omi.+K Boring Log 6.4 Acre Parcel Tukwila, Washington Proj. No. 8806 Dwn, GLS Date July '99 Checked KME Date 7/13/99 Plate A9 Subsurface conditions dep'cted represent our observations at the time and loca ion of this exploratory ho modified by engineering tests, analysts an udgment, They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nformation presented on this log. II Project Name: • 6,4 Acre Parcel Sheet of 1 2 Job No. 8806 Logged by: KME Start Date: 6/23/99 Completion Date: 6/23/99 Boring No.: B-2 Drilling Contactor. Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monito ing Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W (%) Blows Ft. Graphic Symbol aldweg '1A wda0 USCS Symbol Surface Conditions: 10.2 9.5 9.0 11.7 42.8 126.7 47 52/4 65 14 22 ∎ • �•�i •• • ∎'� i•• Vi'i'i Vi'i'i Vi'i'i Vi''i ► i'•'•i ►�'••••■ •'•'• 1•�• � • • •4 V'' �'� ∎ ; V. • • � • • 4 o �� ∎•� �•! ∎ �•''•i ■ o '0 • •� k• • • 4 • ••• 1 2 5 8 10 11 12 14 15 16 17 19 SM (2" Asphalt Concrete) Crushed Base) ray silty SAND with gravel, dense, moist (Fill) -27 % fines - grades to brown and very dense . - grades to gray . -- —' — -- + , 0 1, , ,, ,! +, o +, , +, ,�!, , ,t +, ,L +, , 1.12. , ,fi d+, 0,, ,2+, r „ ! r, , 0,, J+, PT Dark brown PEAT, medium dense, moist — �►. �) .ay ( r nf l� j� 1 Earth Consultants Inc. Ga ,1,nh:alFnglnmS C .00 L5rs 6 FJfvU th ,te�mNtidnulwl Boring Log 6.4 Acre Parcel Tukwila, Washington Proj. No. 8806 Dwn. GLS Date July '99 Checked KME Date 7/13/99 Plate AlO U W a co 0 Boring Log Subsurface conditions depicted represent our observations at the time and Ioca ion of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Name: 6.4 Acre Parcel Sheet of 2 2 Job No. 8806 Logged by: KME Start Date: 6/23/99 Completion Date: 6/23/99 Boring No.: B-2 Drilling Contactor: Associated Drilling Method: NSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer 2 Abandoned, sealed with bentonite General Notes W . (%) No. Blows IoqwAS olydeip aldwes id t lde° IogwAs s :sn 71.9 35.7 20.5 13 22 70 ' ' OL Q Brown organic SILT with thin lenses of sand, medium dense, moist - increasing sand lenses 21 22 �-- 23 24 — 25 26 27 28 29 30 31 — SM Gray silty SAND with gravel, very dense, water bearing — Boring terminated at 31.5 feet below existing grade. Groundwater table encountered at 25.0 feet during drilling. . dro. : � Av. ql 0,1 ii � � di i� Earth Consultants Inc. no ��r�,:cl�FJ10r ,n.Cr:010tlinkfiINm11110F SiriuLI� Boring Log 6.4 Acre Parcel Tu kwila, Washington Proj. No. 8806 Dwn. GLS Date July '99 . Checked KME Date 7/13/99 Plate All Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of information presented on this log. Project Name: • 6.4 Acre Parcel Sheet of 1 2 Job No. 8806 Logged by: KME Start Date: 6/23/99 Completion Date: 6/23/99 Boring No.: B -3 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W ( %) Bows Ft, Graphic Symbol Depth Ft. Sample Io9WAS SDSf Surface Conditions: 10.2 9.9 13.7 11.7 117.1 85.1 7 17 10 •� ►�� �! •�;�;�4 •� i •�i i ���i •ii • ■�• • • • • • •�����4 • 40! ►! ���� ��� I ,'' ! • SM ((2" Asphalt Concrete) 4" Crushed Base) G ray silty SAND with gravel, dense, moist (Fill) -medium dense and wet -- • 08 � •i • •. , 10 ► i i i 0. 0. jj 7 SP -SM Gray poorly grad ed SAND with silt, very loose, wet t L. I-- ' 12 Et Et , �, 13 PT Dark brown PEAT with sand lenses, medium dense, moist to wet • ,1 ,,,, '— 14-- +, ,, +, d!, ,,!, 15 �,, ,l+, 16 +, ,, +, s " , .1 " : 17 , , , I, 0 I, J o �0 18 }— , ,,, ( I ,, i, ,, ,, 19 t----- I ,, a •, , ,', aa■ ,�� VI f �, . Earth Consultants Inc. C ,t1U,6`aIPnglm Lsrn&PnNrnm,nvdf 1 UI I1 Boring Log 6.4 Acre Parcel Tukwila, Washington Proj. No. 8806 Dwn. GLS Date July '99 Checked KME Date 7/13/99 Plate Al2 Boring Log Subsurface conditions depicted represent our observations at the time and Iota on of this exploratory hole modified by engineering tests, analysis and Judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of Information presented on this log, • Project Name: _ 6.4 Acre Parcel Sheet of 2 2 Job No. 8806 I Logged by: KME Start Date: 6/23/99 Completion Date: 6/23/99 Boring No.: B-3 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well • Piezometer K4 Abandoned, sealed with bentonite General Notes W (%) No. Bows Ft. Graphic Symbol Depth Ft. III Sample logwAs s3sn 30.6 16.3 7 25 , SM\ML • Interbedded gray silty SAND and SILT, loose, wet • 21 SM Gray silty SAND, medium dense, wet 23 24 25 26 • • Boring terminated at 26.5 feet below eAsting grade. Groundwater seepage encountered at 7.0 feet during drilling. ikik* �� 44I tt IA ( r `a� . W I ' \ �/ lt ■ Earth Consultants Inc. ^ yr��h; �Ip, rgm reas .Gr.*mL,r:6Firv�mrurar Boring Log 6.4 Acre Parcel T ukwila, Washington Proj. No. 8806 Dwn. GLS Date July'99 Checked KME Date 7/13/99 Plate A13 Boring Log Subsurface conditions dep'cted represent our observations at the time and location of this exploratory hole m by engineering tests, ana and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nformation presented on this log. Project Name: 6.4 Acre Parcel Sheet of 1 1 .Job No. 8806 Logged by: KME Date: 6/24/99 Test Pit No.: TP -1 Excavation Contactor: Five Ball Ground Surface Elevation: Notes: General Notes W (%) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Depth of Topsoil & Sod 6" 6.6 346.4 •�•� � • ••+ • • • •%% • i:i : i • • •* • * • ♦• • •�• • ' 4 • SM Brown gray silty SAND with gravel, dense, moist (Fill) • SM Gray silty SAND with gravel, medium dense, moist (Fill) -- 1, 0,, ; I d ,, ; o 4 ,+ I. 1, ,' ,, % 0, , S, PT Dark brown PEAT, medium dense, wet Test pit terminated at 10.0 feet below existing grade. No groundwater encountered during excavation. i mg/ I \ii Earth Consultants Inc. CacHny, nh: dlFnglum*C r coi�b..n6FnvIronmefv,,lticYrtiAS� Test Pit Log 6,4 Acre Parcel Tukwila, Washington Proj. No. 8806 Dwn. GLS Date July '99 Checked KME Date 7/13/99 Plate A14 a. ' Test Pit Log Subsurface conditions depcted represent our observations at the time and Iota ion of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of Information presented on this log. Project Name: 6.4 Acre Parcel Sheet of 1 1 Job No. 8806 Logged by: KME Date: 6/24/99 Test Pit No.: TP -2 Excavation Contactor: Five Ball Ground Surface Elevation: Notes: I uscs Symbol Surface Conditions: Depth of topsoil & Sod 2" General W ohi ibc pth t. ipb Notes (%) 1 ' • � i � i • i SM Brown silty SAND with gravel, dense, moist (Fill) ■•• • 4 ■• iii • •�i�i i •�i�i i i 8.0 ' + • ii i • ►•••4 • •�•���4 •�i�i�i 4 -26 fines • ii ��ii4 '• •�•�•�i -23% fines • i•.• 4 9.2 +��� ■ 4 . ■ 10 ■ ■ ••• • •� � • 4 •' ■ ���4 11 � i • •�� 12 ■ i 4 r " -. ���� ��! 13 - grades to gray and wet ���! 11.9 ■ ! 1 4 • • ♦ 4 15 •-• • 16 Test pit terminated at 16.0 feet below existing grade. No groundwater encountered during excavation. dw 4 4k. Test Pit Log Oii c Earth Consultants Inc. 6.4 Acre Parcel ,r."4 Crortettnieul Pp ;Incrt S, C47010cIstS & Fi ,W mm , i,rI rli1.,+"; Tukwila, Washington i Pro). No. 8406 Dwn. GLS Fate July '99 Checked KME Date 7/13/99 Plate A15 Test Pit Log S conditions dep'cted represent our observations at the time and loca on o this exploratory hole, modified by engineenng tests, ana and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nformation presented on this log. Project Name: 6.4 Acre Parcel -, Sheet of 1 1 Job No. 8806 Logged by: KME Date: 6/24/99 _ Test Pit No.: TP -3 Excavation Contactor: Five Ball Ground Surface Elevation: Notes: General Notes W ( %) (ogwkS olydei9 aldweg yidaa USCS Symbol Surface Conditions: Depth of Topsoil & Sod 4" ,..•=0 12.2 158.4 • • SM Gray silty SAND with gravel, dense, moist (Fill) - grades to loose and wet i�i�i! •�i�i� i •�i�i •a .4 4 �• . • •� • *$ • •�•• • •• i•i • �•�•• 7 ••,. .9 • • ...AA: PT • Dark brown PEAT, loose, wet % 9 .: slit Li. ,, !, 10 , ,, I„ Test pit terminated at 11.0 feet below existing grade. No groundwater encountered during excavation. 11 • how, I I � ��, ii 1 / -�tt,1, a � 1 �„`i EarthConsultants Inc. Cm,rtrlinN:alPnFlnetin,Gn L 6FiINmnninvd in. Mi.'s Test Pit Log 6.4 Acre Parcel Tukwila, Washington Proj. No. 8806 Own. GLS [ Date July '99 Checked KME Date 7/13/99 Plate A16 Test Pit Log Subsurface conditions dep'cted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis an d •udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Information presented on this log. Project Name: 6,4 Acre Parcel Sheet of 1 1 Job No. 8806 Logged by: KME Date: 6/24/99 Test Pit No.: TP -4 Excavation Contactor: Five Ball Ground Surface Elevation: Notes: General Notes W (%) IagwAS olydelp aldweS yldaa USCS Symbol Surface Conditions: Depth of Topsoil & Sod 4" 7.3 23.1 166.4 1 SM Gray silty SAND with gravel, dense, moist -13% fines — 2 3 4 5 6 7 s 9 10— 11 12 — — — — — .. SM\PT Gray silty SAND with gravel and PEAT, loose to medium dense, moist PT /OL Dark brown PEAT and organic SILT, medium dense, moist -- ' . ` i Test it terminated at 12.0 feet below existing g grade. Slight groundwater seepage encountered at 8.0 during excavation. iiiI'• I II 1 �� i - Earth Consultants Inc. c.: c, nr. �Ytnh: alFi�¢ Imm�, Cw. okr�1 .u56 ivl%tvtnx;nr,fll�'InvLS'1 Test Pit Log 6.4 Acre Parcel Tukwila, Washington Proj. No, 8806 Dwn, GLS Date July '99 Checked KME Date 7/13/99 Plate A l7 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfonnation presented on this log. Project Name: 6.4 Acre Parcel Sheet of 1 1 Job No. 8806 Logged by: KME Date: 6/24/99 Test Pit No.: Excavation Contactor: Five Ball Ground Surface Elevation: Notes: General Notes W (%) Graphic Symbol Depth Ft. Sample lo9WAs sosn Surface Conditions: Depth of Topsoil & Sod 6" 9.6 51.6 _ SM Brown silty SAND with gravel, medium dense, moist -27% fines - grades to gray and wet 2-- 4 6 —' IL. 1 , — - PT /OL Dark brown PEAT and organic SILT, medium dense, moist f Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during excavation. X04 QV/ A � f' ( \ ph: 4. of vi rff E arth Consultants Inc. CmogroinkralPngtr s.Cc rAws.4Fn vlm w:nm,l5dnvli.> Test Pit Log 6.4 Acre Parcel Tukwila, Washington Proj. No. 8806 Dwn. GLS Date July '99 Checked KME Date 7/13/99 Plate A18 • Test Pit Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nformatlon presented on this log. c) m 0 SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH, U.S. STANDARD 100 90 80 70 60 50 40 30 20 10 0 (NJ Q m W d M N — n m > N c$ TI `TT r'I T 'n ITII11 I I 111T I 1 A n 111 0 0 O 0 M N o 0 0 O 00 W 0 0 V M 0 N 0 CO to d O is) N 0 O d 10 .. - (OO G V M N e- 00 cc! V M N 7 03 eD GRAIN SIZE IN MILLIMETERS o 0 0 0 N 0 cO tD d M N 0 0 0 O O O 0 O O O 0 O O 0 ' O 0 M 0 0 O N 0 O I COBBLES COARSE FINE GRAVEL COARSE I MEDIUM FINE SAND FINES O O 0 10 20 30 40 50 60 70 80 90 100 0 0 KEY 0 • Boring or Test Pit No. B -101 B -101 B -102 8 -103 DEPTH (ft' 5 15 10 20 USCS SM SP -SE SM SM DESCRIPTION Brown silty SAND Brown poorly graded SAND with silt Gray silty SAND with gravel Gray silty SAND HYDROMETER ANALYSIS 1 ! GRAIN SIZE IN MM Moisture Content ( %) 9.6 18.1 10.0 12.5 LL PL 0 n rn 0 m sv CD c� n SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE OF OPENING IN INCHES 1 NUMBER OF MESH PER INCH, U.S. STANDARD GRAIN SIZE IN MM 1 N 100 90 80 m 0 70 z -i m 60 z m 13 00 40 m = 3 50 20 10 0 0 0 o o M N M � , m N _m N �� N O 00 0 003 tp COBBLES 1 O 0 0 O M tD V M N r O W Q M N . m lD N GRAIN SIZE IN MILLIMETERS 0 0 COARSE GR AVEL FINE COARSE 1 MEDIUM O N 0 ct it to o CO nn r SAND 1 FINE N O O O O 0 t tt M N O O O O O O O O 1 aC'C' �a a -_mom= a m . .. -u - i ■�/ � � � \fir r ■� ■ a� zwirmu am �i•— =r■�■ �...num 110g. ' ■..m .••••••i ■! ■ •—•■ ••i•••1i ■■■I<AZIONEIMIIMM■MII■ 1=11•■•11•1••••■•11•1••111117!•1•N• il.i! ■r 1111 _ M aaa C E �. ���C: ��. !!■.■�■.■l i��i ��ii � ■ � 1•� i •--••r! • —*Luna \• i i• M ! ■. 'Z ■�\ =ME ill aa�E —�aE ■� . ■ II oval a E 1. a'' =I - Ea a - -- ...■■�____ ■ c _E�aa=a E a° ■ a aaaC E a MIN Cum= = I a ■11■Ii! ■. !� I I■ E 1 =EME �� a: aaa�� E a E M E ms, r ow.— E wor mir ■ �� r m E • ■■ • urraarIE111mum UMW MUM /./ ■■ mom MEM MOM MEM iiiiE Iii /■ MIME ■ M! ..I... ■.11■■ 11.11.■ I.■ ■■ I!.■■ MUM ■11111.. MOM ■II11■■ MEM ■111■■ ■■ 111■ ■1111 ■■ ■.11■■ I!. ■■ I..■■ MINN IIUU ■.OMM i..■■ 1111... ■1111.■ MIME ■11.■. I..■■ EMSEM 11.. ■■ MIERM ■t ■ ■■ ■.11■■ 1111... I..■■ MUM O O N m M O 0 0 0 0 0 FINES t') 0 0 0 0 N O O N 0 O O 0 0 10 20 30 40 50 60 70 80 90 100 O O KEY 0 o 0 Boring or Test Pit No. B -1 B -2 TP -2 DEPTH (ft.) 5 2.5 2.5 USCS SM SM SM DESCRIPTION Gray silty SAND with gravel and organics Gray silty SAND with gravel Brown silty SAND with gravel Moisture Content ( %) 21.2 10.2 8.0 LL PL Key Boring/ Test Pit Depth (ft) Soil Classification USCS L.L. P. L. PI. Natural Water Content • B - 102 22.5 Gray lean CLAY CL 33 18 15 28.3 100 X60 w z 20 20 40 LIQUID LIMIT 60 80 100 Ar Earth Consultants Inc. GeolcthnIcal Pnglneers, Gcobgt5is & Environmental Scientists Atterberg Limits Test Data Group Health R & D Building Tukwila, Washington Proj. No. 8806 I Date Oct . '99 !Plate 54 C) ``— A -Line 0 • OM , ,ODIC) CL- ML 100 X60 w z 20 20 40 LIQUID LIMIT 60 80 100 Ar Earth Consultants Inc. GeolcthnIcal Pnglneers, Gcobgt5is & Environmental Scientists Atterberg Limits Test Data Group Health R & D Building Tukwila, Washington Proj. No. 8806 I Date Oct . '99 !Plate 54 H D _ £ Z w n ri N m m O • ro ( 0 j n r• a m oa r rt 0 SIEVE ANALYSIS SIZE OF OPENING IN INCHES 1 NUMBER OF MESH PER INCH, U.S. STANDARD 100 90 80 70 60 50 40 30 20 10 0 N f o 0 o 0 M N N at Q CO ^ 0 f0 d M o 0 0 o CO tD o 0 0 C C7 N I COBBLES I GRAVEL 0 CO tD COARSE j FINE 0 tt 00 O co N M t�C 0 V M N r 00 to. V M N r t tD GRAIN SIZE IN MILLIMETERS o 0 COARSE 1 MEDIUM 1 FINE SAND 00 0 0 0 . M N 0 0 0 0 0 0 0 0 'Ogg 0 0 0 0 0 co 0 • 0 0 FINES 0 0 0 0 N 0 0 0 0 . 100 0 0 i 10 20 30 40 50 60 70 80 90 KEY 0 8 - -- Boring or Test Pit No. TP -2 TP -4 TP -5 DEPTH (ft.) 7 3.5 3 US CS SM SM SM HYDROMETER ANALYSIS GRAIN SIZE IN MM DESCRIPTION Brown silty with gravel Gray silty SAND with gravel Brown silty SAND with gravel Moisture Content ( %) 9.2 7.3 9.6 LL PL 1 y. OWNER : ARCHITECT: G R O U P H E A L T H C O O P E R A T I V E OF PUGET SOUND 521 WALL STREET SEATTLE, WA. 981 2 1 (206)448-2413 P R O J E C T LANCE MUELLER A ASSOC. 130 LAKESIDE AVE., STE. 250 SEATTLE, W A 98122 (206) 325 -2553 FAX. (206)328-0554 Group Health Cooperative ENGINEER: ENGINEERS NORTHWEST 6869 WOODLAWN AVE. N.E. SEATTLE, WA 98115 (206) 525 -7560 FAX, (206)522 -6698 BUILDING INTERNATIONAL GATEWAY EAST II 12501 EAST MARGINAL WAY SOUTH TUKWILA, WASHINGTON D1 STRUCTURAL CIVIL ENGINEER: ENGINEER: BARGHAUSEN ENGINEERS 18215 72ND AVENUE SOUTH KENT, WA. 98 032 (425) 251 -6222 FAX, (425 )251 -8782 1,' pErFro[o CITY OF'.'UIM'ILA s a o JUN 2 2? !J': SOILS LANDSCAPE EARTH CONSULTANTS 500 MARKET PLACE TOWER 2025 1ST AVE. BELLEVUE WA. 98005 (425 ) 643 -378 I 1 B I • REVISIONS NO CHANGES SHALL . BE MADE TO THE SCOPE OF WORK WITHOUT PRIOR APPROVAL OF TUKWILA BUILDING DIVISION. NOTE: AMMONS WILL DEMME A NEW PLAY SUBMITTAL AND MAY INCLUDE ADDITIONAL MAN DEWY/ FEES I'll � !i�44`JILA JUL 2 1 2000 ARCHITECT: I SEPARATE PERMIT REQUIRED FOR L7 (,y1 ECHANICAL E' LECTRICAL / CLIMBING L'i GAS PIPING I CITY OF TUKWILA BUILDING DIVISION 1: aye iec[ E •.d pr val o. par; dons utnorz adopted = or ordinar, - - tractor's co,/ of approved puns lowledyed. PERMIT CENTER WEISMAN DES ION GROUP 2329 EAST MADISON SEATTLE, WA 98112 (206) 322 -1732 COfrec%10" Leiter FAX (206 )322 -0413,_) i Parcel 1 Lot 4 of Short Plat No. 785018, according to the Short Plat recorded under King County Recording No. 8603240930; TOGETHER with the North half of vacated South 124th Street lying East of the Southerly production of the East line of Lot 9 in Block 4. said subdivision and Westerly of the Southerly production of the Eost line of sold Lot 4 of the Short Plat; Situate in the City of Tukwila, County of King, State of Washington. Parcel 2: North 300 Feet of the West half of Tract 27 of Riverside Interurban Tracts, as per Plot recorded in Volume 10 of Plats, page 74, records of King County. TOGETHER WITH all that part of Lots 1 and 2 in Block 5 " Riverton", a replace of port of Riverside Interurban Tracts, as per Plat recorded in Volume 13 of Plats, page 36, Records of King County, lying Westerly of a line described os follows: BEGINNING at a point on the Westerly boundary of said Lots 1 and 2, said point being 100 feet distant Southerly from the Northwest corner of said Lot 1; THENCE Northeasterly to o point on the Northerly boundary of said Lot 1, said point being 30 Feet distance Easterly from the Northwest corner of said Lot 1 and the end of this line description; TOGETHER WITH the South half of vacated South 124th Street, lying Westerly of the Southerly production of the East line of Lot 9 in Black 4of "Riverton ", a replat of part of Riverside Interurban Tracts, as per Plot recorded in Volume 13 of Plots, page 36 and Easterly of the Southerly production of the West line of Lot 12, said Block 4; Situate in the City of Tukwila, County of King, State of Washington. Parcel 3: Lots 9 to 16, inclusive, vacated Block 4 in the plat of "Riverton ", a replat of Riverside Interurban Tracts, recorded in Volume 13 of Plats, page 36; TOGETHER WITH vacated South 123rd Street adjoining to the North and together with the North hell of vacated 124th Street, lying West of the Southerly production of the East line of said Lot 9 in Block 4; Situate in the City of Tukwila, County of King, State of Washington. Parcel 4: Lots 1 through 8, inclusive, in Block 5 and Lots 1 through 8, inclusive, and Lots 25 through 32, inclusive, in Block 6 of "Riverton ", a replat of Riverside Interurban Tracts, os per Plot recorded in Volume 13 of Plots, page 36, Records of. King County; TOGETHER WITH that portion of vacated 34th Avenue South vacated by Ordinonce No. 8689 on October 10, 1988, lying between said Blocks 5 and 6; TOGETHER WITH that portion of the South half of vacated South'124th Street, that portion of the North half of vacated South' 125th Street, and that portion of ,the Easthalf of vacated 34th Avenue South, which, pursuant to King County Ordinance No. 8893,. attached to said parcel by ..'operation of low; EXCEPT THEREFROM that portion of Lots 1 and 2 in Block 5 of " Riverton", o replat of part of Riverside Interurban Tracts, os per Plot recorded in Volume 13 of Plots, page 36, Records of King County, lying Westerly of o line described os follows: BEGINNING at a point on the Westerly boundary of said Lots 1 and 2, said point being 100 feet distant Southerly from the Northwest corner of soid Lot 1; THENCE Northeasterly to',o point on the Northerly boundary of sold Lot 1, said point being 30 feet distant Easterly from the Northwest corner of said Lot 1 and the end of this Tine description; AND EXCEPT the South 30 feet of Lots 8 ond 25 in said Block 6, conveyed to King County' for South 125th Street by Deed, recorded under Recording No. 8810200800;. AND EXCEPT the Easterly 10 feet of Lots 1 through 8 in said Block 6, conveyed to the City of Tukwila by Deed recorded under Recording No. 9203260787; Situate in the City of Tukwila, County of King, State of Washington. Parcel 5: That portion of the Northeast quarter of the Southeast quarter of Section 9, Township 23 North,. Range 4 Eost, W.M., lying Easterly of the Easterly margin of Primary State Highway No. 1 (SSR ?99). Parcel 6: Lot 1 of Short Plot No. 785018, according to the Short Plot recorded under King County Recording No. 8603240930; Situate in the City of Tukwila, County of King, State of Washington. Parcel 7: Parcel 8: Parcel 9: LEGAL DESCRIPTION Lot 2 of Short Plot No. 785018, according to the Short Plat recorded under King County Recording No. 8603240930; TOGETHER WITH that portion of the North half of vacated South 124th Street lying East of. the. Southerly production of the West line of said Lot 2 of the Short Plot and Westerly of line being 30. feet West of. and parallel with the Northerly extension of the 'centerline of 35th Avenue South as located by the Plot of Riverton, AND. TOGETHER with that portion of vacated 35th Avenue South adjoining, as vacated under City of Tukwila Ordinance No. 1572, recorded under Recording No. 9009171032, which, upon vacation, attaches to said property by operation of law; Situate in the City of Tukwila, County of King, State of Washington. Lot 3 of Short Plot No. 785018, according to the Short Plot recorded under King County Recording No. 8603240930; Situate in the City of Tukwila, County of King, State of Washington. Lots 9 through 17, inclusive in Block 5 of "Riverton ", a replat of part of Riverside Interurban Tracts, as per Plot recorded in Volume 13 of Plots, page 36, Records of King County, TOGETHER WITH the West half of Tract 27 of Riverside Interurban Tracts, as per Plat recorded in Volume 10 of Plats, page 74, Records of King County; AND TOGETHER WITH the West 100 feet of Tract 38, Riverside Interurban Tracts, as per Plot recorded in Volume 10 of Plots, page 74, Records of King County. EXCEPT from the above - described parcels the following: EXCEPT the North 300 feet of said Tract 27; AND EXCEPT those portions of said Lots 13 through 17, inclusive, and said Tract 38 lying Southerly of the following described line: BEGINNING at the intersection of the South line of said Tract 38 with the Easterly line of Pacific Highway South os conveyed to the State of Washington by Deed recorded under Recording No. 1996812; THENCE North 12? 23' 12" West along said Easterly line 203.50 feet to the POINT OF BEGINNING of said described line; THENCE parallel with the South line of said Block 5, South 89? 21' 12" East to the East line of said Block 5 and the terminus of said described line; TOGETHER WITH that portion of the West half of vacated 34th Avenue South, which attached to said portion of said Block 5 by operation of law; AND TOGETHER with that, of the Southeast quarter of the Southeast quarter of. Section 9, Township 23' North, Range 4 East, W.M., described as follows: BEGINNING'.at the Northeast corner of 'said subdivision; THENCE North 89? 26' 44 West along the North line of sold'. subdivision 172.6 feet, more or less, to the East margin of Primary State Highway No. 1, SSR'.99, Pacific Highway. South; THENCE Southeaster iy along said margin to the East line of said subdivision; THENCE North 01? 45' 40" East along said line to the TRUE POINT OF BEGINNING; EXCEPT that portion lying Southerly of o line described as follows: BEGINNING at the intersection of the Easterly margin of Primary State Highway No. 1 (SSR 99) with the East line of said Section 9; THENCE North 12? 23' 12" West along said Easterly highway margin a distance of 50 feet to the TRUE POINT OF BEGINNING of said described line; THENCE South 89? 21' 12" East parallel with the South line of Block 5 in Riverton, a replat of part of Riverside Interurban Tracts, as per Plat recorded in Volume 13 of Plats, page 36, Records of King County, to the East line of said Section 9 and the terminus of said line; Situate in the City of Tukwila, County of King, State of Washington. Parcel 10: Those portions of Lots 13 through 17. inclusive in Block 5 of "Riverton" a replat of part of Riverside Interurban Tracts, as per Plat recorded in Volume 13 of Plots, page 36. Records of King County, lying South of the following described line: BEGINNING at the intersection of the South line of said Tract 38, with the Easterly line of Pacific Highway South, as conveyed to the State of Washington by Deed recorded under Recording No. 1996812; THENCE North 12? 23' 12" West along said Easterly line 153.50 feet to the West line of said Tract 38; THENCE CONTINUING North 12? 23' 12" West along said Easterly line 50.00 feet; THENCE parallel with the South line of said Block 5, South 89? 21' 12" East to the East line of Tract 38 and the TRUE POINT OF BEGINNING of said line; THENCE CONTINUING South 89? 21' 12" East to the East line of said Block 5 and the terminus of said line; TOGETHER WITH that portion of the West half of the vacated 34th Avenue South, which attached to said Parcel by operation of law; (Also known os Parcel A of Lot Line Adjustment No. 89 -6 -BLA recorded under Recording No. 8908161260); Situate in the City of Tukwila, County of King, State of Washington. Parcel 11: The North 5 feet of Tract 1; and all of Tracts 2, 13, 14, 15, and 16, Donaldson Addition, as per Plat recorded in Volume 20 of Plots, page 46, Records of King County; TOGETHER WITH the West 60 feet of the Eost 220 feet of the South 115 feet of the North 145 feet of Tract 37, Riverside Interurban Tracts, os per Plot recorded in Volume 10 of Plots, page 74, Records of King County; AND TOGETHER with that portion of the. South half of vacated South 125th Street and of the East half of vacated 34th Avenue South, which attached to said Parcel by, operation of Tow; Situate in the City of Tukwila,,CounEy of King, State of Washington. PROJECT STATISTICS CODES: 1997 UBC, UMC, UPC, UFC, AND CITY OF TUKWILA ZONING CODE ZONING: MIC /L. REQUIRED SETBACKS: FRONT SIDES REAR OCCUPANCY GROUPS: CONSTRUCTION TYPE: SEISMIC ZONE: SITE AREA: PHASE II BUILDING AREAS: BUILDING 'A': MAIN FLOOR AREA SECOND FLOOR AREA TOTAL FLOOR AREA BUILDING 'B': MAIN FLOOR AREA SECOND FLOOR AREA TOTAL FLOOR AREA PARKING REQUIRED: PHASE II: OFFICE 28,564 S.F. 3/1,000 S.F. MANUFACTURING 53,048 S.F. 1 /1,000 S.F. TOTAL PARKING PROVIDED: PHASE STANDARD COMPACT HANDICAPPED GENERAL NOTES 25' -0" NONE NONE B ( OFFICE 35% V- NSPRINKLERED 3 2751,719.5 S.F. (6.33 ACRES) 40,806 S.F. 40,806 S.F. 81,612 S.F. 40,806 S.F. 40,806 S.F. 81,612 S.F. TOTAL PROVIDED (RATIO 4.8/1,000) 1. Contractor to verify at existing site conditions. 2: Contractor to notify Architect immed otely of any discrepancies in the contract documents. 3. MI dimension fines are to face of cons walls and centerline of columns, studs and beams, unless noted. General Contactor responsible for all cutting and patch ng. See civil drawings for storm drainage Repetitive features may be drawn only once, but shall, be provided as if drawn in full. In event of eros or omss Contractor shall TRI Architect field for aprproval of swn repairs. 312 STALLS 65 STALLS 8 STALLS 385 STALLS ABOVE FINISH P,DOR A.F.F ACOUSTIC AC. ACOUSTICAL TILE ADJISTAELE ADJ. ALWIIDM ALW. ANODIZED ANN. ANGLE ANC. ARCHITECTURAL AR.. AT BUILDING OLDS. OIILT-IP ELU. CEILING 0.G. CLIENT CEY. CENTER LINE Cl. CERAMIC CER. CERAMIC TILE CT CLEAR CR. COLW/ C0.. COPANY CO. CONCRETE CONC. CONCRETE MASONRY 1841 T cLU COHERENCE arc. cOMECTITII COI1. CONSTRUCTION COST. CONTINUOUS CONT. CONTRACTOR CORR_ COMERSIKK CSK_ DETAIL DEB_ DIAIETFR DIA. DIND61M1 DIM. DISPERSER DISP. DOCIENT DOC. DOOR OR_ DOAN ON. DRAWINGS IN S- !POKING FONTAIN D.F. EACH EA. EACH SIDE E.S. ELECTRICAL ELEC. ELECTRIC WATER COCKER EMC ELEVATION OE1CR1 EL. ELEVATOR FLEA. ENNEL. EN A. ENGINEER NCR. EU/1RENT EQUIP. EXISTING EXIST. EXP09D DP. EXPANSION JOINT EJ FABRICATE FAB- FACTORY MUTUAL F.Y. FEET FT. MAIN. FEY_ FINISH FIN FINISH FLOOR ELEVATION F.F.E. FIRE EJRIMGUISHEA F.E FLASHING FIA91% FLOOR FAR. FLOOR DRAIN ED FLUOESC:NT FLOOR. FORT FT. FWIDATION F Cti. GALVANIZED i. CALM... GALVANIZED IRON G.I. GAM GLAss IL. GYPSUM 1 GYP. GYPON WALL WINO G11B TENTING CO CONDITION' • I A • AIR .COTIOR' H.V.A:C HEATING 3 VENTILATION H.Y. ABBREVIATIONS PROJECT DIRECTORY HEIGHT FOLLOW METAL HORIZONTAL HOUR HANDICAPPED INCLUDE INCORPORATED INFORHAT ION INSIDE DIAETER INSULATION LAVATORY LINEAR FEET LOCATION MACHINE MAINTENANCE MRAFACTURER MATERIAL MAXIMIAI MECHANICAL YINIMIAI MISCELLANEOUS NOMINAL NOT IN CONTRACT. NOT TO SCALE NUMBER ON CENTER OPPOSITE OUTSIDE DIAMETER OVAL HEADED SCREW PAINT PEDESTRIAN PER PLASTIC LAM NATE PLASTER PLATE POUND PRECAST PREFABRICATED PfEFINISH PIE5000. PRESSURE TREATED RADIUS RE IIFORCING REWIRED REVISION ROW! SECTION S0EATHINC SPANDREL SPECIFICATIONS SWLNE STAINLESS STEEL STANDARD STEEL SIORNE SIRUCTORAL TELEPNOE 1DWEfED T01LE1 PAPER TONOL F GROOVE TOP O TO' Ii GRATE TOP, IF MASONRY TOP OF PARAPET IWDEMIRITERS LAB. MINX VERTICAL VERTICAL GAIN VESTIBLIE MATER CLOT WITHOUT DEFERRED CITY SUBMITTALS THE.FOtLDA.. 55101' DRAWINGS SHALL BE SUMMED TO THE GENERAL CONTRACTOR OF 015 REVIEW. UPON THE GENERAL .CONTRACTORS REVIEW FOR COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS, HE WILL SUBMIT TO THE ARCHITECT FOR WS REVIEW AND SUBMITTAL TO SNOHOMISH COUNTY: NO WORK WILL BEGIN UNTIL SN011014ISH COUNTY HAS REVIEW AND APPROVED THE DOCUMENTS. THIS UST DOES NOT LIMIT THE SUBMITTALS'. AS REQUIRED IN THE CONTRACT , SPECIFICATIONS BY THE GENERAL OR HIS SUB - CONTRACTORS. L TRUSSES F GIRDERS I STAUPED dr SYMBOLS LEGEND GRID LINES WALL SECTION DETAIL DETAIL ROOM NAME 11DX 1 ROOM TAG GRID UEEL SECTKON LABEL SHEET NUMBER DETAIL LABEL SHEET NUMBER DETAIL LABEL SHEET NUMBER F- ROOM LABEL ROOM NUMBER HT. H.M. HORIZ. MR. HL. IRCL. INC. INFO. I.D. INSU.. LAY. LIN. FT. LOC. MACH. MAINT. MFR. MAT. MAX. MIN. MISC. NOM. N.T.S. NO. O.C. OPP. O.D. O.H.s. PT. PIED. PLAY. PLAS. PL. LB. PREFAB. PREF IN. PRESS. P.T. REINE. R.. REV. MA. SEC. MUG. SPEC. S0. S.S. STD. STL. STOP. STSHCT. SUSP'D TEL. T. T.P. TAG T.D. TI .G. .O.M. T.O.P. U. PERT. V.G. VEST. Cc_ WADI ©2 t DOOR NUMBER DOOR TAG rfs- t SHEET NUMBER LABEL INTERIOR ELEVATION DETAIL /- 12345 -A DRAWING NOTE a2 t REVISION NUMBER 101.50' ELEVATION GENERAL NOTE F KEYED NOTE REVISION NUMBER TOP OF FRAMING GENERAL NOTE, INDEX OF DRAWINGS ARCHITECTURAL A02b NOTES, SYMBOLS, INDEX OF DRAWINGS, ETC. Alb SITE PLAN A1.2b SITE PLAN DETAILS A2_lb FLOOR PLAN (1/16 ") A2.2b ROOF PLANS (1/16 1 A2.3b ENLARGED FLOOR PLANS (1 /8") A3.lb BUILDING ELEVATIONS A3.3b INTERIOR ELEVATIONS A4.lb WALL SECTIONS (A,B& C & DETAILS) A4.2b WALL SECTIONS D,E& F & DETAILS) A4.3b WALL SECTIONS (G,H & J & DETAILS) A5.1b DETAILS A5.2b INTERIOR DETAILS A5.3b LOBBY DETAILS A6.Tb MISCELLANEOUS DETAILS A7.1b DOOR & FINISH SCHEDULE & DETAILS STRUCTURAL S1.1b FOUNDATION PLAN BLDG. "B" S1.2b FLOOR FRAMING PLAN BLDG. "B" S1.3b ROOF FRAMING PLAN BLDG. "B" 52.16 FOUNDATION SECTIONS BLDG. "B" S3.1b FLOOR FRAMING SECTIONS BLDG. "B" S3.2b FLOOR FRAMING SECTIONS BLDG. "0" 54.1b ROOF FRAMING SECTIONS BLDG. "8" 54.2b ROOOF FRAMING SECTIONS BLDG. "B" 55.1b PANEL ELEVATIONS BLDG. "0" S5.2b PANEL ELEVATIONS BLDG. "B" LANDSCAPE Ll L2 VICINITY MAP c r7 0q5 c1 COVER SHEET LANDSCAPE PLAN IRRIGATION PLAN Hwy. 599 Duwom;sh River ES N SITE S 124t o RECENED clrvoFrulvrnlA ON 2 2 20811 PERMIT CENTER NOT FOR CONSTRUCTION LAST PLOTTED 06/22/00 m (J m a Q H- U LJ O DC Cl_ J I w W J p II 4 ▪ / to 4 sheet m A A0.2b I 2 STORY BUILDING BUILDING 'B 2 STORY BUILDING GE TO .01.1NG bvBow I'ijuL4 luiiIILilmp atvm e ®a o F � a ,.s-■�� ®® _ � '�raABBBBii ®!B!! ®IA�Ia !RM. •m® $ ®CBIt @ Sl���i 1��17g51iom ®iR!!!!®Mm -- . i i �. - - !Pm SOUTH 124TH STREET oEa sErau*E vEtm RESIDENCE IN AN INDUSTRIAL ZONE CO SITE PLAN SITE 14]' 126TH STREET Kart 1 \ Ti 0 20 40 80 CODES: 1--- VICINITY MAP PROJECT STATISTICS BUILDING AREAS: BUILDING 'A': MAIN FLOOR AREA SECOND FLOOR AREA TOTAL FLOOR AREA BUILDING 'B': MAIN FLOOR AREA SECOND FLOOR AREA TOTAL FLOOR AREA 1997 UBC, UMC, UPC, UFC, AND CITY OF TUKWILA ZONING CODE ZONING: MIC /L REQUIRED SETBACKS: FRONT 25' -0' SIDES NONE REAR NONE OCCUPANCY GROUPS: B ( OFFICE 35 %) / F -2 (TECH /R &D 65 %) CONSTRUCTION TYPE: V -N SPRINKLERED SEISMIC ZONE: 3 SITE AREA PHASE I 2869 S.F. . ARES) PHASE II 275,71 S.F. (6 (6.33 56 C ACRES) P 40,806 S.F. 40,806 S.F. 81,612 S.F. 40,806 S.F. 40,806 S.F. 81,612 S.F. PARKING REQUIRED: PHASE I: OFFICE 28,564 S.F. 3/1,000 S.F. 87 STALLS MANUFACTURING 53,048 S.F. 1/1,000 S.F. 54 STALLS TOTAL 141 STALLS PHASE II: OFFICE 28,564 S.F. 3/1,000 S.F. 87 STALLS MANUFACTURING 53,048 S.F. 1/1,000 S.F. 54 STALLS TOTAL 141 STALLS PARKING PROVIDED: PHASE I: STANDARD 335 STALLS COMPACT 62 STALLS HANDICAPPED 8 STALLS TOTAL PROVIDED 405 STALLS PHASE II: STANDARD 311 STALLS COMPACT 65 STALLS HANDICAPPED 8 STALLS TOTAL PROVIDED (RATIO 4.8/1,000) 384 STALLS OCT 2 fi 2000 FOR CONSTRUCTION 10/18/00 2'O rc wb o °X W U K U z J 0 w I- sheet A1e1 RETAINING WALL rinil Ark . Mar c c • 21 rieff-1 . _ Inic‘przw==" miAIM =MM. 4 1 . aralljl : k . a . di , FIN , Mitill 0K4 RAc .- tigimENR.Iscomi ' Miti ral • iffirA MEIN , IF 23, la mili a. a usnnormou w innumunallin moirmommuniummovirmrtm . • aftimmol■mm- r - I pANsx, 380.0025' LANDSCAPE BUFFER tal - qv ,wro r 1 ,-,Z hilS116 A A 416 144 -0' 36 0 117 C.B. I 33. 1-2,nu,20 — h - - 114-0 9 - - - CFIAINED FIRE DEPART. ACCESS ONLY 1W=32.0 EIW=28.0 00.00' I I JCE IN AN/ 1 RIAL ZONE 1 0 r1 t) dL 1 PHASE I _ . PHASE 11 [ 9 9 S r- L — S89 - 190.00' \ TO BE VACATED. --- i. S 3 1:1: PLAN \ STREET S. 126TH STREET UNDER SEPARATE PERMIT •NC. PAD 29 - FRE LANE - LANDSCAPE 50 0.C. y . V . / 1 kiNN LOW FENCE 1 ' IE 24.0 W/ PD Tv=3 'P lvi-32 5 BW=30.5 TW=32.5 BW=28.5 ROCK RETAINING W._ S8918'151 'STOP SIGN PROPERTY LINE PROJECT STATISTICS CODES: 1997 UBC, LIMC, UPC, UFC, AND CITY OF TUKWILA ZONING CODE ZONING: MIC/L REQUIRED SETBACKS: FRONT 25-0" SIDES NONE REAR NONE OCCUPANCY GROUPS: 0 ( OFFICE 355) / F-2 (TECH/R&D 650) CONSTRUCTION TYPE: V-N SPRINKLERED SEISMIC ZONE: 3 SITE AREA PHASE I 2275,17109.n.F(.6.(566.33'CIANE P ACRES) HASE H BUILDING AREAS: BUILDING 'A': MAIN FLOOR AREA SECOND FLOOR AREA TOTAL FLOOR AREA BUILDING 'B': MAIN FLOOR AREA SECOND FLOOR AREA TOTAL FLOOR AREA 40,806 S.F. 40,806 55. 81,612 S.F. PARKING REQUIRED: PHASE I: OFFICE 28,564 S.F_ 3/1,000 55. 87 STALLS MANUFACTURING 53,048 S.F_ 1/1,000 S.F. 54 STALLS TOTAL 141 STALLS PHASE II: OFFICE 28,564 S.F. 3/1,000 S.F. 87 STALLS MANUFACTURING 53,048 S.F. 1/1,000 S.F. 54 STALLS TOTAL 141 STALLS PARKING PROVIDED: 40,806 S.F. 40,806 S.F. 81,612 SF. PHASE I: STANDARD 336 STALLS COMPACT 62 STALLS HANDICAPPED 8 STALLS TOTAL PROVIDED 406 STALLS PHASE II: STANDARD 312 STALLS COMPACT 65 STALLS HANDICAPPED 8 STALLS TOTAL PROVIDED (Roo 4.8/1500) 385 STALLS BICYCLE SPACES: SPACES REQUIRED: SPACES PROVIDED: 8 SPACES 9 SPACES 1Dg q---0 JuN „ PERMITCENTER NOT FOR CONSTRUCTION 06/22/00 ASPHALT PAVING 111-.111- 11= 11 I -1 I ' l l- III III -1111 � I -� I i I I � I _III -111 -I I I WALK @ CURB DETAIL 1 - _ PLAN DIM. 3 h. Al Mt: EPDXY BONDING PLAN DIM. CONT. XTRUDED CEMENT CONC. oc CURB /EXP. JTS. at 2'-0 & SCOk JTS. at 5' -0 .c. ASPHALT PAVING 3/4" R. � CONTROL JOINT \\/— 4 CONC. WALK LIGHT BROOM NCH O CURB E_TA-It A _ 4 _ 8 8 CE 3 ° x 3" GALV. STL. MI MI PAINT REVEALS ri f .', WOW° POST 3 "x 3 x 1/8" GALV. STL ANGLE__ FRAME W/ 2 NELSON STUDS CONC. FTG. PLAN DIM. 1 PLAN DIM. ELUDED CONC. NOTE: SEE CIVIL DRAWINGS FOR DIMENSIONS OF CURB 1 -D" REMOVABLE TRAFFIC BOLLARD = 1 ,_ 0 ,. HANDICAP PARKING SIGN 1/2 "_ -0 ALL SIGNS MUST MEET "ENGINEERING" OR HIGHER GRADE SPECIFICATIONS FOR REFLECTMTY FINISH GRADE OR SIDEWALK 8 CONC. FOOTING 1 11 1 11 I 1 II I I _ I l l _ I_I- = == 111 111 1 �;-- ;;111X111'' 4 CONC. WALK / (FINISH PER PLAN) GRAVEL ON A ▪ BLUE BACKGROUND PER STATE H.C. CODE METAL SIGN BOLT TO POST 'VAN STALL' SIGNS VAN STALLS ONLY EM GA. PIPE - PAINTED EMBED ILVN 2X PRESS. TREATED LANDSCAPE EDGING NOTE: SEE CML DRAWINGS FOR DIMENSIONS OF CURB F NISH GRADE 1/2 GALV. .B. W/ WASHER & NUTS (COUNTER SINK) GALV. STL. HASP WELDED TO ANGLE FRAME 16 GA GALV. TUBE LINER PRE- MANUF. 'FIRE LANE' SIG 2 "0 STEEL POST 11 BARS ( (5' 6 LONG EXP. JOINTS FILLED FILLED LEVEL WITH FIRM, ELASTIC JOINT FILLER twa I .: 4 LAP F -4" MIN. © GUARD POST 1 " = 1. -0" N3 TIES TOOLED EDGE FINISHED GRADE -111-111 I1I 111 111 -I =-41-=_ I_ I =11- I-11 1 _11111111111 w - — COMPACTED SOILS SLAB ® SIM. DETAIL PER SOILS REPORT O WALK DETAIL 7 1 "_1• -0" TOOLED EDGE O EXPANSION JOINT OLEO EDGE L 90% COMPACTION PER SOILS ENGR. O CONTROL JOINT PLAN DIM. PLAN DI 2 1/2 ( I6 R BAR F S - SLOPE 1:12 PLAN DIM. PLAN DIM. OMR CONC. WASH ASPHALT SLA at sm. ow.) 4 CONC. WALK (FINISH PER PLAN) EXPANSION JOINT MAT. 4" CO. WALK - UCHT BROOM FIRM - 1 ,111 1 1111111 16 111 �1 90% COMPACTION PER SOILS ENGR i II 1 18'4 CO.. FTG. PRE -CAST CONCRETE CURB 3/4 " =1' -0" DETECTABLE WARNING EXTENDING THE FULL WIDTH AND DEPTH OF THE CURB RAMP SHALL CONSIST OF RAISED TRUNCATED DOMES HAVING A DIAMETER OF 0.9 INCHES NOMINAL A HEIGHT OF 0.2 INCHES NOMINAL AND A CENTER -TO- CENTER SPACING OF 2.35 INCHES NOMINAL, AND SHALL CONTRAST VISUALLY WITH ADJOINING SURFACES. SLOPE 1:12 -1 /Z" MAX.BEVELED at I:2, TEXTURED SURFACE 'FIRE LANE' SIGN DETAIL CONCRETE HANDICAP RAMP O 11 6'4 STEEL PIPE FILLED CONC. -PAINT tt YELLOW NOTE: PROVIDE ONE SYMBOL PER .HANDICAP STALL - SEE SITE PLAN 12 HANDICAP SIGN NO SCALE ginfi FINISHED GRADE RETENTION POND CONC. PAVING W/ EXPOSED AG. FINISH 4 @ 18' O.C. / WAY . /\\, , <Ik , \7 \ \ COMPACTED SOIL PM SOILS REPORT 13 CONC./ ASPHALT PAVING DETAIL SCALE INTERLOCKING MASONRY REATINING WALL SYSTEM \ \ / \ / \ / \ Wi _- __ // / //\ ......, z„ � / \_ ; ' r%'�.6 / / / \\ „,,, \\,. MIN. 16 ROCKERY / FENCE DETAIL NO SCALE STEEL PIPE RAIL W/ BLACK VINYL CHAIN LINK FABRIC RAVEL EXTRUDED CONC. CURB COMPACTED GRANULAR BACKFILL GEOGRID REINFORCING 1 mi II 11=11E311E911=IIE ij EI e1IEIII=IIE9II 250 W. H.P.S. SO. FIXTURE SO. STL POLE PAINT DARK BRONZE 17 PARKING LOT LIGHT STANDARD 18 GA METAL DECKING PAINTED DRILL CONC. SLAB TO RECEIVE CANE BOLT A 16 GA z 1 WIDE HOOK WELDE TO FRAME 5/8 GALV. CANE DOLT GAL, STL TUBE WELDED TO FRAME FR x 4 z U { STL TUBE FRAME - PAINTED PAIN METAL CKIN 2• 4” FRAME 1/8" STL TUBE (PAINTED) TH ROCK MIN. 1 -6" DWG / \ \ \ \ \/ / / \ \ \4.V\ 3RD & T TWO ROCKS MIN. 1 -0" DIA. UNDISTRUBED EARTH OR CONC. BASE, STEEL PIPE RAIL W/ BLACK VINYL CHAIN 2 ° -0 - LINK FABRIC ROCKERY / FENCE DETAIL 1 4 NO SCALE 9 BIKE CAPACITY GALV. BIKE RACK BY CREATIVE PIPE , INC. OR APPROVED 1 9 RAVEL EXTRUDED CONC. CURB 1/2 "_ MAX. 6 SOFT. SIGN DIRECTIONAL ARROW WHITE LETTERING & SYMBOL ON A BLUE BACKGROUND METAL SIGN BOLT TO POST 2 "0 GALV. PIPE - PAINTED EMBED IN CONC. 7' -6" FINISH GRADE OR SIDEWALK 8 CONC. FOOTING BICYCLE PARKING SIGN P.C. CONC. WALLS DUMPSTER SCREEN PLAN NO SCALE CANE BOLT w/ KEEPER AT EA. GATE r §-, 1 S 1 < L- _ � _J DUMPSTER SCREEN ELEVATIONS 9 NO SCALE 3/1R x 6• x 6" GALV. STL. LP w/ 2 W.H.S. -i/2 "0 at 3' arc. CAST 2 0 .H T � I 2 -3 1 1 Z" GALV. F.B. 1vELD PAINT 3/4 4" M B. . // WASHER & 1 GALV. PIPE SPACER BTWN. - PAINT 61 31 1 1/2" GALV. D Tb T i /4 4 O D Lf3 24 0 CONCRETE BASE (PAINTED) _ FINISH GRADE OR PAVING (SEE PANELS) 2" z 4" z , /8 STL. TUBE FRAME - PAINTED 18 GA. METAL DECKING - PAINTED DUMPSTER - N.I.C. 6' P.C. CONC. WALL 4 GONG SLAB W/ BROOM FINISH OCT F li.i. 6 r.r ii J LAST PLOTTED 10/25/00 H 1 z _J (n F- LA D Lil O co Q sheet A1.2a i ayllPPER FLOOR PLAN , MAIN FLOOR PLAN CONC. SHE LL 31' -0" 3E -0" 25' -0" 6 -0 25' -0" 1HR. RA,4E0 EY.R ENCLOSURE R &D 3E-0" 25 -0" 6' -0 25 -0" 3' -0 ( 208) 1HR. RATED MECH. S 4" CONC. TOPPING ON 3E -0" f 203 ( 206 ) 3E -O" ABOVE FINISH px GRADE ��� _ J TO STOfl O E° o OVERR — ROOF GRAIN TIGHNJNED 6 -D 25 -0" 6 `RD a0F (IYP) RD. & OF. (10P_) D/IDE QUICK RESPONSE SPRINKLER HEADS AS REIOUIRED AND PERMITTID BY gODE WITH A WRITTEN FIRE /UFE SAFETY EMERGENCY EVACUATION PLAN BY THE CITY OF TUcALLIA'S PRE MARSHAL THE BUILDING OEPARTMEN IN LIEU OF AREAS O MOON ASSISTANCE PER WAC 31 -30 -1104. 1HR. RATED EXIT r CLOSURE 10A -28C " EXTINCUSHERS 0 1/ 3100 S. 1 -0" 6'_0 23_0. 5. 0 O WALL GONG SHEAR SEE SHT. A2.46 ENLARGED CORE PLAN 31' -0" 25 -0" 25' -0" kA OME ( 104 E0. 14 -7" E0 AIL ( 101 _LOBBY>�_ ('100) ELEC. RM. ( 107 ) • JAN MUMB 0 0 a 11W o r e ' _ WA LL 11. _ DR ROOD - ■. �a 1 1131 I STAIR I #1 — f A A- NMI I _J H . i EN SEE SD A2. COR E PLAN 4P, • Q %or 'moos (..t /mow, 0 M 3E -0" 3E -0" ABOVE FINISH CRATE DAYUGHTED MAX. 10" TO STORM AND Die ROOF DRAIN TIGHTUNE .D. A OF. (TIP.) FLON R &D `HECTIC 54 A.F.F. (VERIFY LOCATION 8/ PRE MARSHAL) k NOT TO EXCEED 75 OF TRAVEL MAX_ MOUNTING PROVIDE 10A -28:C BRE EXTNGUSHERS 0 1/ 31 3E -0" 25' -0" ®0 STN�O2 THR. RATED EXIT ENCLOSURE 31' -0 23' -0" 5 MEr RECEIVING ( IDS) CORRIDOR 5 -0" 3E -0" 23 -0' 6 CORRIDOR EXIT (— 3E -0" 0 25' -0" 6' -0 J 31' -0 R.D. 8: O.F. (TYP.) Ut{pER SEPARATE T F ST#; T \— , „n, CORRID ( 193 II ABOVE FNISH GRADE DAYLIGHTED MAX .° [ TC STORM AND EO.m O✓ERFLOW ROOF DRAIN TIGHTLINET 4” CONC. S. ON /'' STRUCTURAL PTE PER / SOILS REPORT EQUIP. 1 1031 STORAGE t 109 350' -0" 0 3,0" Q ® 10 31' -0" 31' -0" 25-0" 6' -0 25 -0" WALL LEGEND O 5 / 8" GWB EA SIDE O 3 1 METAL STUDS FULL Hi. TO BOTTOM OF DECi:iN e " BOT WB M FA O F C SIDE EILING ON 3 1/2" METAL STUDS • TO TO O 5/8" GWB EA. SIDE ON 3 1/2" METAL STUDS TO 6" ABOVE CBLING O 5/8" W.R.- GWB E0. SIDE ON 3 I /2" METAL STUDS 12" PLUMBING WALL R1 5/8" P'X' GW EA ON 3 1/2" METAL STUDS FULL HTTY E TO BOTTOB M OF SIDE DECKING 0 5/8" T1PE HT. 'X' GWB E& SIDE ON 6" METAL STUDS 6 FULL TO BOTTOM OF DECKING. 5/8" TYPE 'X' GWB EA SAE ON 3 1/2" METAL STUDS O7 FULL HT. TO BOTTOM OF DECKING W/ RATED UD OVER CORRIDOR - SEE WALL SECTION L/A4.5 5/8" TYPE 'X' GWB EA SIDE ON 6" METAL STUDS , FULL HT. TO BOTTOM OF DECKING W/ RATED LID OVER CO RRIDOR - SEE WALL SECTION L /A4.5 O 5/8 "TYPE '%' EA SIDE N 3 /2" METAL STUDS FURRING ON CONC GWB PANELS -OWALL 1 TYPE 3 ® 1" GYP. SHAFIWALL LINER ON SHAFlWALL STUDS W/ 2 LAYERS 5 /e" GWB. WALL TYPE 5 DV 5 RECEIVED CITY OF YUKWILq , I U ( d 2 ' i ? ( - PERMIT CENTER NOT FOR CONSTRUCTION 06/22/00 CD J 0 0 0 U- DC (21_ a- Z Q Q a 0 cd 0 0 U a) cd cn ,l • o sheet A2.1B i cp O ROOF PLAN EL. 30' -E" EL. 30' -9" EL. 30' -6" EL. 29' -11" EL. 30 EL 30 -6 EL. 31' -0" EL. 31' -0" EL 31' -0" EL. 31' -0" L. 30' -6" PAINTED EL. 34 -0" EL 31' -0 EL. 29 -11" EL. 29' -11'' EL 30' -6" EL 30' -9 EL 31' -O" EL 31' -0" 3' -0" RIDGE OET. 1/A6 1C1 7,11 s EE ROOF HATCH ath FlC PAD NM UNDER O TOR as Emma -4' CLR. M PROVIDE T.O.P. EL T.O.W. T.O.P. EL 3H' -6' EL 30' -0" EL 29 T.O.P. EL 36 -0" y oQ�Q 5 EL 30' -6 EL 30' -3" 6 16' -9" MECH. UNIT S:REEN L'30_0" EL 29 TA.P_ EL 36' -0" EL 31' -0 EL 31' -0" EL 30 EL 30 -B EL 31' -O' EL 31' -0 EL 31' -0" EL 31' -O" EL 30' -6' EL 30' -9' EL. 29' N EL 30 -6" EL 29' -0 L 31 -0� / EL 30' -6" 10 NOTES: 1. LOCATIONS OF MECH. EQUIPMENT TO BE VERIFIED. SEE MECHANICAL (BIDDER DESIGN) DRAWINGS FOR EQUIPMENT" PADS AND CUBS. 2. LOCATION OF ROOF HATCH WOH WALL MOUNTED LADDER TD BE VERIFIED_ 3. MINIMUM ROOF SLOPE 1/4 PER 12 11.51.0. 4. SINGLE -PLY ROOFING ILSTALIATION PER MANUFACTURERS RECOMMENDATIONS. 5. PROVIDE 110 V. WATERPROOF ELECTRICA'. OUTLET WTMN 20' -0 OF ALL MECHANICAL MATS. 6. CONNECT ALL RAN LEADETS d[ DO WNSPOUTS TO STE STORM SYSTEM. 00 NOT PLACE OVERFLOWS SUMP 7. ALL EXHAUST FAN CURBS DS T T O BE PROVIDED BY GENERAL CONTRACTOR 12 Ct( NOT FOR CONSTRUCTION 06/22/00 T H V J Q; o 4.4 V z 0 w a Hr ri<r <6. VJ 7 H H+ z WALL LEGEND O 5/8" GWB EA. SIDE ON 3 1/2" METAL STUDS FULL HT: TO BOTTOM OF DECKING © 5/8" GWB EA SIDE ON 3 1/2" METAL STUDS i0 BOTTOM O F CEILING O 5/8" GWB EA. SIDE ON 3 1/2" METAL STUDS TO 6" ABOVE CEILING 5/" W.R.- GWB Fil. SIDE ON 3 1 /2" METAL STUDS 12" PLUMBING WALL O 5/8" TYPE 'X' GWB EA: SIDE ON 3 1/2" METAL STUDS FULL HT. TO BOTTOM OF DECKING O 5/8" TYPE 'X' GWB EU SIDE ON 6" METAL STUDS FULL HT. TO BOTTOM OF DECKING. 5/8" TYPE 'X' GWB EA. w METAL © FULL HT. TO BOTTOM OF DECKING SIDE ON 3 W/ 1/2" RATED UD OVER CORRIDOR - SEE WALL SECTION L /A4.5 5 /B" TYPE 'X' GWB DA SIDE ON 6" METAL STUDS ® FULL HT. TO B O T T O M O F DECKING W/ RATED LID OVER CORRIDOR - SEE WALL SECTION L /A4.5 F • 5 Ti'PE X GW8 EA SIDE ON 3 i METAL STUDS FURRING ON CONC. PANELS -WALL TYPE 3 1" GYP. SHAFTWALL LINER ON SHAFTWALL STUDS W/ ® 2 LAYERS 5 / @" CWB. WALL TYPE 5 LJ O E0. moo 1 @= B -1 1/I e WO N PAPER TOg._ 000 a MEN PAPER T PIMA MILD Bwmnls sow I MVPS f ■ WIROR ELEVATOR ' 11 1 wrimm am • I ELEV. LOBBY ( Tot ( f 7 N' -11 1/, ( TOO ) 10' -9 1/Y Eh ® O EDGE Of BALCONY / ELEC. RM. I 107 ) STAIR #1 ( 191 r.7 SEM WALL UP I/O LOBBY I \ ■ A■■■11■■ k 0M ■ ■ ■11■ 1111■■■■■ .1.. ®��� ® ■■■iA■ 1111■•••.11■ ■111■ •1111 •■ ■12■■■ ■■ ■■ ■ ■■ ■■■■■■ •11 ■•■■ ■•E■ ■■11■■■ ■11■■ ■ ■■ ■ ■■■��■■11 1111 ■■■r/■■■ X 11■■■■■ ■■■ ■11\111 ■ ■ = ■ ■WU W ■■■ ■ ■■1111■■■ 1111 1111■■■■ �i■■■ 1■■■■■■■ ■■1111 ■_■■ ■■■EN__■■ •■ \11 ■■11■ ■ ■■■•■UJ •■1•■■ ■'1 ■ •■ •■i ■11. ■■ ■■n ■11■ 1111 ■ ■�11■ ■■ � c _�■ ■■� ■ ■ ■� 11111111111111■_ aft TDNE SR �- EDGE �' fTT., cawla , ANWE G /A3.2 B' -0 1/r LOWER TOILET CORE PLAN IS' -5 1/Y ( 113 MDR ROOM 149 RCCEItiED PERMIT CENTER NOT 1- CONSTRUCTION 06/16/00 H 0 O I 3-I z 0 U r _1•4 T� Vl z H z m (3 D J CO U) J a- W C U O U1 fA sheet A2.3B i 5 -8 2 I/2 (VER 293 j I 193 ) 9' -4 I/2" STAIR # RISER FfIT1 STAIR #3 HR. RATED EX' ExCLOSURE IN FIRST FLOOR ST;Q[ =PLAN KID SECOND FLOOR STAIR PLAN ® I ( 203 ) I/3 e' -3 I /2" WOMEN' WALL LEGEND O 5/8" GWB EA. SIDE ON 3 1/2" METAL STUDS FULL HT. TO BOTTOM OF DECKING O 5/8" GWB EA SIDE ON 3 1/2" METAL STUDS TO BOTTOM OF CEILING 9 5 / 8 GWB EA. SIDE 0N3]/7 " METAL STUDS TO 6" ABOVE CEILING O 5/8" W.R.- GWB EA. SIDE ON 3 1/2" METAL STUDS - 12 PLUMBING WALL 1" GYP. SHAFTWALL LINER ON SHAFTWALL STUDS W/ • 2 LAYERS 5/8" G.W.B. - WALL TYPE 5 00 A i NAPKIN INSP C /A3.2 UT 5/8" TYPE 'X' GWB EA. SIDE ON 3 1/2" METAL STUDS FULL HT. TO BOTTOM OF DECKING O 8" TYPE 'X' GWB EA SIDE ON 6" METAL STUDS FULL HT. TO BOTTOM OF DECKING. O 5 /8" HT TYPE ' % I/2" FULL . TO BOTT OM EA OF DECKING SIDE ON 3 W/ RATED METAL STUDS LIO OVER CORRIDOR - SEE WALL SECTION L /A4.5 5/8" TYPE 'X' GWB EA- SIDE ON 6" METAL STUDS • FULL HT. TO BOTTOM OF DECKING W/ RATED LID OVER CORRIDOR - SEE WALL SECTION L /A4.5 (SIM.). O 5/8" TYPE . X' GWD EA. DN 2" METAL STUDS 9 FURRING ON CONC. PANESILE S - O WALL 3 tt 3 1E - 2 01 GONG SPEAR WALL MAIN. I 208 1 15000 RAUUC 9' -0 I/2" ELEV. LOBBY 20,) IS S I/2 ELEC. RM. 0- ( 2071 STAIR #1 ( z91 SOFFIT CONC. SPEAR waLL PROVIDE 2 LAYERS O Cw.B. ® SIOE WALLS O LOBBY SEE DETAIL 2 SiOLU RD STEEL C N A2.4b ��` rJ PER,_�TO:�LE- SCORE, P A , ) :y: 9o CORRIDOR WALL INSTALLED MINDER SEONWWE FL PERMIT EDGE De1°►-0 3q FOR CONSTRUCTION 10/19/00 0 o I U 1 i 0 2 3 4 Q Q Q Q D Q _1� Q Q .Q Q =- f I■ '' ..f II ._ F = - O Q Q u Q n n Q Q � -Q n :.. -Q Q i; n n= u � ° '�� ,�- � 1 I'l 0�7 Q_ O- O u u u TCCC u u Q Q ' o Q ri •1gr n r] n UJ L .0± n o n n _n n n E n a o rz L 1 ci �, r,— rk-► rJ En CJ Q d CI o a Q o I=1 C11: =1_1 rI o 0 0 0 0-n ; Q Q Q II Cr_ e a lFQ I' t r 1==.Q Q O O O_ Ep O Q • LAY -IN ACOUST. SEE NOTE OT RITORESCOWT U00 DIE A sa NOTE /2 UPPER FLOOR REFLECTEE CEILING PLAN CJ Q OO Q U FIXTURES 0 GYP. SORB 0/ 904 GMT 0 ® 90 10 0 2. INSTATE ONE RWRESCENT UCNT FU(NRE PER RAY AT 91U1 PENWT 90RE REMAINDER OF DCHi Fl%fURES 0,1 8001 IN OFFlLE CITY OF TIKVJILA . JUN ;) 2 29p:1 NOTE: PERMIT CEPTER 1. INSTALL WAIN RUNNpb AND CROSS GRIDS O 4' -0 O.C. ONLY UNDER SNELL PERMIT. STORE ITEIMINDER OF CEILING GRID .N ROOK IX OFFICE. NOT FOR CONSTRUCTION 06/22/00 V _I m sheet TT � VJ cd 0 1 P-1z ° —1<6 Sa4 4c-; 0 Z U w f - c� F -+ E- 4-1 H z A2.5b i C, MAIN CORE REFLECTED CEILING PLAN 116=1-0" D9 LEGEND NOTE: O 2'X4' FLUORESCENT LAY -IN TROFFER ® YX4' FLUORESCENT LAY -IN TROFFER W/' PATHWAY /NICMi U(.11TINC Q 2'X2' FLUORESCENT Inv-IN TROFFER D RECESSED FLOURESCENT DDWNUGHT Q SURFACE MOUNTED PORC. LIGHT FIXTURE .Ep EM000 ERGELIGHIS NCY BATTERY POWERED PATHWAY FL ILLUNINAEEO p(R SIGN W/ DATTERY fiU:NUP yJ RETURN AIR GRILL ® SUPPLY AIR GRILL SUSPENDED CE41 SH4L BE BRACT AGNNST VOGUL G OVENENT DUE TO EUHIIWNE. RE IN THE 0. FO E OF NG5 AFI E CAN= WIRES TIE F 9MCI SYSTE Wxt. BE WITHIN O. FOUR NO. f2 GA SIEEi1 MILES DIE VA BE ATTACHED IL A MAIN RUNNER WITHIN ] INCHES OF A CROSS RUNNER THE WBES SHALL BE SPUVm 90 DECREES TO r E DRIER AND.RUN UP TO BE AITACNEO TO STRUCTURE ABOVE AT AN ANdE NOT TO EXCEED 45 ANNER A THE nE ATTACHMENT OF A I7ES E59C YA N BE ATTACHED) O THE MAIM BANNER AT 1HE. ATTALHNENT.OF ME WNES VERTICALLY AND BE ATtAOIED i0 TIE SmUC1URE ABOVE. SUCH BRACING SYSIEYS SHALL DE PROWOED AT A SPAONG NOT TO N WAILS. T2 FEET FIXTURES BOTH O SHALL BE B PE N DED AT A POM HOT TO U C S G FEET NO. 4 WN15. UCHT O FIXTURES WHICH SUSPENDED W ACCORDANCE WITH UDC STANDARD N0. 4J.1Bf 3. IIGHTNG FIXNR6 WHICH WEICN LESS THAN 56 POUNDS 4441 BE ATTACHED TO TIE can= SYSTEM IRO 1D BUEOWG STRUCTIE Bt AT IFAST 2ND. U, fJCE WIRFS. LDHi FlXNRES WHICH WENSI 56 PoUHOS OR bDIE SWLLL BE SUSPENDED FROM IRE STRIN:IURE MDEPEN T I A OF 1HE CENNC GRID. AND AH ENdNEE1NNC OESDN SHNL BE SUBNTR T S O THE SEALING SUSPENSION ENSIO ISTEN. AL EWIPNENT Sxx1 BE SUPPORTED INDEPENDENT OF THE CEILING SUSPENSION SYSfEY. aao Scour TD smlxruRE ABOVE N0. I2 W RE HNIGEfl STRUCTURC TO �ABD4E IYP. RECENED CfiY OF 7UK'.MIU JUN 2 22 PERMIT CENTS NOT FOR CONSTRUCTION 06/22/00 CD J J 0 CD J 0 C) w J w L.LJ 0 c v sx � v L) a) coo H _ I W ❑ U Z � a J a sheet A21:6b UPPER RELECTED CLG PLAN - BLDG. "B" LANCE MUELLER & ASSOCIATES ARcHITECTS • AIA 130 LAKESIDE SEATTLE, WA 98122 206 325 =2553 P1 z C) r- z INTERNATIONAL GATEWAY EAST II TUKWILA WASHINGTON The Sabey Corporation REGISTERED RCHITECT 99142 job no. R.CARLSON drawn R,FADDEN checked 1 PFRMIT RFSUBMITTAL •6/22/00 12/15/99 date no. revision date ■■ ■■■ N■ 1111111111111111111111111111 11111111111111111111111 COONNEEN_ 00888 8 ■■ ■ ■■• ■■m■■ ■■■■ 11,61 1111 011■■■■■■■■■ ■ ■■■ I NEM SIGN ! I +. III JII :4 ll!I +hf +III'Ir. I111lull'!Ii;l1III SOUTH ELEVATION EAST ELEVATION TEXTURED CONCRETE PT -2 CONC. PANEL PAINTEU PT — 1 Lein*' !n uUiI i ul.I. MO AEU T I S L COILING DOOR — �NNTED PT -1 ILLUMINATED BUILDI MAX. 150 S.F. NORTH ELEVATION MECH. ROOF LJ TOP ONIT PT -4 Q I +III.II!III III _ �ii �p a p t l I I!Iedl III I 1■ !I 61 dill '!jllit ■ hlt Vl!!,III!? NHS! + i { TLz II1 ■■■■i; ■■■■ ■■■■■ ■:■■..■ t � ■ � !, '�■ � �'11■■■■■: ■■■■�i■■■ ■ 1 MECH. ROOF 0 LOF ECLIPSE EVERGREEN O TINTED REFLECTIVE SPANDREL GLASS WINDOW SYSTEM MECH. ROOF C) TOP UNIT PT -4 PREFRBSRED MEAL PANELS — PT3 ED CONCRETE �I L!II!il I+:III:I:!i,iTE�ITI:IIIIIP PREPRIMED META COPING PT -1 WEST ELEVATION I1® I:. I N! II_ IL!I!. rlll.l.l k,.l .I,!II 9 ■ ■ ■ ■1 ■■■■ i +hil l . I I .,III +!!! F1„1,,:I1I1.13u1.!, III.: II' ■�� „I h'IIII I ..:LuL': e FINISHED GRADE 0 0 Mal ■® ' ==e'e ,-7.7-,,;,,;''.4,17,V5:17.! CONC. PANELS III' I II��II!'I' I I I 1 II IEXTURED 2 CONCRETE __ PAINTED PT -1 R 1: RI PT — IM II -�l9 F p - i � MI= - U. .II Af16aPLF63.1111 I t ,I se: ,Il Me M�IIIB(11�.x .0 �a �■ E .IIIIIl� ,!:.1�1111� ■■iENI :, Iiu;dt,., il'I!I �' �I FjllL oi %IF It IN II IIIIII ii11/11111111111111111111111111 FAIIIIii it DARK BRONZ ANOD. ALUM. WINDOW'SYSTE IIIIIIIIIIIIIIIIIIIiIIlI1 1111111111111111111111111111 °11 111111111111111111111 I ::! -r Ii -, T i. t� "h':I!5' I . I; +.,I. I r t6 ::�: s ,.;,II;!+! !!I:,N, +."II1.,"111.17"32391 � N� III H L I ,1..;..1. ,I _ ...k_ I ! �I� t1. �ll:.�: II�.. -- .t..:. -. ,II.!.I.:.:.lu.,.: ,.. ,.,., .:.. :.. ..s. "�FS3'- JF .,., .0 ",...,I,: INESEMMERM !IMO ® ■ . V h �. {: >!. 'I, I r r;r�I' i.l {!�I:i II , I { i I!;I! ,.Ttl! I .t,:, + II , .:� I. I.II !._• I;J:! I I, ..: ) {:..3 .1 - ...:,..:{ 1I: ! .::,I,I: TI, , u...I.. . �!� _ :.F:..:.. ., 11■■ ■ ■ ® ■■■■ ■ ■■■ -- ■■�� r ® l il � ■ ■ ® ■ ■ ■■ ■ ■ ■ ■ ® ® ■■ ■ ■ ■■ - 1)11'6 1-139 FINISHED GRADE EXTERIOR WINDOW SYSTEM CONCRETE PANELS PT1 /PLANT TEXTURED CONCRETE PT2 /PLANT PRE FINISHED METAL PANELS METAL COLUMN COVER PT5 /PAINT HANDRAILS COPING SOFFIT COILING DOOR CONC. PP1bEL5 PAINTED pT -1 LOF ECLIPSE EVERGR EN. REFLECTIVE INSUL GLASS CLASS DOORS /FRAMES SPANDREL GLASS PT3 /PLAN PTl /PLANT PT4/ PAINT PT1 /PAINT MECHANICAL SCREEN PT4/ PAINT LOF ECLIPSE EVERGREEN TINT DARK BRONZE ANODIZED ALUMINUM EVERGREEN TINTED REFLECTIVE P11 /PLANT SHERWIN WILLIAMS SW 2064 "OUTERBANKS" SHERWIN WILLIAMS ACCENT PANEL SW. 2067 "MNSON BLANCHE" UNICLAD TO MATCH SHERWIN WILLAMS SW 2084 POTTING SHED' SHERWIN WILUAMS D+MENSO ENAMEL 'GREEN" H6I G 16 SHERWIN WILLIAMS SW 2064 'OUTERBANKS" SHERWIN WILLIAMS. SW 2066 "NANTUCKET DUNE" SHERWIN WIWAMS SW 2064 "OUTEROANKS' SHERWIN WIWAMS SW 2066 'NANTUCKET DUNE" ENAMEL TEXTURED PAINTED COLUMN COVER PT -5 RLCEIVEU crrror- rulc�lnA JUN 2 2 '10i0 PERMITCEMER NOT FOR CONSTRUCTION LAST PLOTTED 06/22/00 8 LL r k V1 w z4 V '<)'; U o w a I a <d TT V r:4 z CD CO O a _J CO J a sheet --1 A3.1b m SOAP DISPE .1 MI l& - = GGGi�\ iGG s. =ii:'� = 3'-0" 1 4' -0 4' -0" 9' -0" 14 " -0" i i i WALL MOUNTED SIGNAGE UNISEX WALL MOUNTED SIGNAGE (TYP.) CORRESPONDING GRADE 2 BRAILLE 1/4' POLISHED PLATE MIRROR 105 Q INTERIOR ELEVATIONS MEN HANDICAPPED ACCESSIBLE RESTROOM ON MAIN FLOOR WALL MOUNTED SIGNAGE REQUIREMENTS: 1. SIGNS ARE CENTERED ON THE WALL 60" ABOVE THE FLOOR. 2. MOUNTING LOCATION ALLOWS A PERSON TO APPROACH WITHIN 3" OF THE SIGNAGE WITHOUT ENCOUNTERING PROTRUDING OBJECTS OR STANDING WITHIN THE SWING OF THE DOOR. 3. THE INTERNATIONAL SYMBOL OF ACCESSIBILITY IS INSTALLED ON THE WALL ADJACENT TO THE LATCH SIDE OF THE DOOR. THE BORDER DIMENSION OF THIS PICTOGRAM SHALL BE A MIN. OF 6" IN HEIGHT. WHERE THERE 10 NO WALL SPACE ON THE LATCH SIDE, INCLUDING AT DOUBLE DOORS, SIGNS SHALL BE PLACED ON THE NEAREST ADJACENT WALL. 4. LETTERS AND NUMERALS ARE RAISED 1/32 ", ARE SANS -SERIF UPPERCASE CHARACTERS AND ARE ACCOMPANIED BY GRADE 2 BRAILLE. CHARACTERS ARE MINIMUM 5/8" HIGH AND A MAXIMUM OF 2" HIGH. 5. THE CHARACTERS AND BACKGROUND OF THE SIGN IS MATTE OR NON -GLARE FINISH AND THE COLOR AND CONTRAST OF THE SIGN DISTINCTIVELY CONTRASTS WITH THE COLOR AND CONTRAST OF THE WALL. 6. THE REQUIRED COLOR OF THE SYMBOL OF ACCESSIBILITY CONSISTS OF A WHITE FIGURE ON A BLUE BACKGROUND. FEMININE NAPKIN DISPOSAL TOILET SEAT COVER TOILET PARTITIONS FEMININE NAPKIN DISPENSER 1 1/4 "0 x 42" x 36" GRAB BAR W /BACKER TOILET PAPER DISPENSER FLOOR MOUNTED TOILET 1' - 3/4" PROM (3) 5 /16 "G x 2 I/2" LONG BU I INTO SOLID BU(G IN WALL PAPER TOWEL DISP NSER / DISPOSAL SINK E ' LEVER HANDL FAUCET D't0439 c PROVIDE 1/2' LONG WOOD SCR nt TOP &FRONT WELD CORNERS OF FRAME U 1 2x3 /16' STEEL ANGLE E (PAINT BLACK) 5/8" G.W.B. 1/4" PLATE MIRROR 4 1 /4'x4 1 /4" CERAMIC TILE SOLID BLKG. at COUNTER SUPPORTS, TOILET PARTITIONS & CRAB BARS LAV. P LAM 3/4" OTT . PLYWD. STEEL ANGLE BRACE SEE DETAIL 2/A3.2 INSULATE HOT WATER & DRAIN PIPES (TYP.) C. TILE ON 7/I6" CEMENT BOARD 3/4" EXT. PLYWOOD ON 3 1/2" METAL STUDS C. TILE THIN SET ON CONCRETE SLAB RECerJED CITY OF TUMNILA JUN 2 2 2001. PERMIT CENTER NOT FOR CONSTROCTON LAST PLOTTED 06/2/00 W H 00 r V H U sheet ZA3.2b I SIDE ELEVATION CANOPY PLAN 1/4 \_EXTRUDED CONC. CURB ONC. BASE FRONT ELEVATION 10 FASCIA /GUTTER DETAIL © FOOTING DETAIL TUBE) 24 GA. PREFINISHEO METAL ROOFING ON ET. DECKING ON STL TUBE FRAMING CANOPY SECTION 0 GYP. Writ BOAR W/ P ER FINISH \ \r! II'�1 R�1 NOT FOR CONSTRUCTION LAST PLOTTED 06/22/00 RECENEU GfTY OF TU'TNILA JUN 2. 2 NW PERMIT CENTER J _ H- W N 0 R- < W J LU J 0 r 0 0 U BI sheet 0 0 U 0 a) A3.3b IL S REPORT (TYP. WALL SECTION' J' 1/2" = 1 ._ 0 „ CA� o EC_rdeo cn- oFrur.,viLa .I111J 2 2 700 PERMIT CENTER NOT FOR CONSTRUCTION 06/22/00 r TOP r 0 © BUILT - ROOFING ON Kai 30' - R -19 RIGID INSULATION _ _ BUILT -UP ROOFING - R -19 RIGID INSULATION M ON STEEL ROOF SYSTEM ON STEEL ROOF SYSTEM Qi _ - - - f —_. — -- © Q --Rk I I ir W____ /- . �. -�� BOTTOM TOP ��a 0 V� r TIMED INSULATED VISION = ALUM. FRAME SYSTEM BOTTOM i i/2" 13 TREADS 0 11' = 11 -11' EXPOSED R -13 BATT INS WITH F.S. 25/450 FLAME SMOKE DEVELOPED RATIN STICK -PIN APPLIED OYP. N CATIO L / 1 e� Al .1; +� I o III 1 I 1 I _., . ,_ 1 ,___, ,A4.4 / I' -0 ak qp _i ,_, L L_, ;TOP I 1111111Q1111141111n Pr ' 5 GWB OVER METAL L__ L_, /_ ix k m f I 1 _ _ I 411k L i FRAMING AND R -13 BA INSULATION WITH V.B. ON WARM SIDE (VIP) n AEI I ' I - IIIIEIIIIINIIIIIIMIIIII211.IMWMIIII 3' 1/2 11 TREADS ®11' = 10' - 1' S' - s" 2' - 1 ° FOUNDATION DRAIN SET IN off^ FREE DRAIN MATERIAL --- t0 IL S REPORT (TYP. WALL SECTION' J' 1/2" = 1 ._ 0 „ CA� o EC_rdeo cn- oFrur.,viLa .I111J 2 2 700 PERMIT CENTER NOT FOR CONSTRUCTION 06/22/00 TOP ,_TOP BOTTOM BOTTOM TOP TOP BOTTOM BOTTOM — I I —) (' •g�b" FOUNDATION DRAIN SET IN 4P�0 T FREE DRAIN MATERIAL OT%Q :: PER SOILS REPORT (TYP.) 1/2" = 1' -0" SINGLE PLY ROOFING ON R -19 RIGID INSULATION ON VAPOR BARRIER ON GYP. DECK SHEATH G ON STEEL ROOF SYSTEM EXPOSED R -13 BATT INSULATION WITH F.S. 25/450 FLAME SPREAD/ SMOKE DEVELOPED RATING STICK -PIN APPLIED OW.) F -- 5/8" GWB OVER METAL FRAMING AND R -13 BATT INSULATION WITH V.B. ON WARM SIDE (TYP.) CONC. TOPPING ON METAL DECKING ON OWJ'S N 1/8 DIA. X 1" POWDER ACTUATED. FASTNERS 0 24° O.C. CONC. SLAB ON VAPOR BARRIER ON CAPILLARY BREAK ON GRADE PER SOILS REPORT MECHANICAL SPACE SUSP'D STL CLG. GRID SYSTEM (ACOUST. TILE INSTALLED UNDER SEPARATE PERMIT) MECHANICAL SPACE TIMED REFLECTIVE GLAZING (U -0.50. SC -0.45) IN ANOD ALUM. FRAMING BOTTOM FOUNDATION DRAIN SET IN FREE DRAIN MATERIAL PER SOILS REPORT (TYP.) TIGHT LINE ROOF DRAIN TO WETLANDS PER WETLAND MITIGATION REPORT SCALE: 1/2" = 1' - 0" TO WALL SECTION 'B' WALL SECTION 'C' SINGLE PLY ROOFING ON R -19 RIGID INSULATION ON VAPOR BARRIER ON GYP. DECK SHEATH'G ON STEEL ROOF SYSTEM EXPOSED R -13 BAIT INSULATION WITH FS. 25/450 FLAME SPREAD/ SMOKE DEVELOPED RATING STICK -PIN APPLIED (TYP-) 5 /8" GWB OVER METAL FRAMING AND R -13 BATT INSULATION WITH V. . ON WARM STBE (TYP.) EXPOSED R -13 BATT N(SULATION WITH F.S. 25/450 FLAME SPREAD/ SMOKE. DEVELOPED RATING SICK -PIN APPLIED (TYP.) 1 DIA X 1" POWDER ACTUATED FASTNERS ® 24" O.C. CONC. SLAB ON VAPOR BARRIER ON CAPILLARY BREAK ON GRADE PER SOILS REPORT 0 24 GA. PREPRIMED METAL FASCIA 24 GA.PREPRIMED METAL COPTRG (PAINTED) CONT. WD. CAM STRIP PRESSURE TREATED CONT. BLKG. DRIP "FORM LINER" TEXTURED CONC. O ANOD. ALUM. DRIP ANOD. ALUM. WINDOW SYSTEM W/ 1" INSUL GLAZING CON, ANOD. ALUM. SILL FLASHING (TYP.) CONC PANEL ( PAINTED ) a a RUN ROOFING OVER TOP PLATE 0 INTERIOR JAMB DETAIL SIM. TO HEAD SINGLE -PLY FLASHING SINGLE -PLY ROOFING ON R -23 RIGID INSULATION ON VAPOR BARRIER ON GYP. DECKING BOARD ON METAL DECKING ON O.W.J.S -w w 1/4" EXPOSED R -13 BAIT IN WITH F.S. 25/450 FLAM SMOKE DEVELOPED RATII STICK -PN APPLIED (TYF R13 BATT INSUL. 5/8" G.W.B. ON 3 /2" METAL STUDS METAL CORNER REINF. VINYL EDGE TRIM STL. LEDGER - SEE STRUCTURAL DWGS. ANOD. ALUM. SILL ULATION SPREAD/ SUSP'D CLG. GRID (ACOUST. TILE INSTALLED UNDER SEPARATE CONTRACT) CONC. TOPPING ON METAL DECKING ON O.W.J.S \ EXPOSED R -13. BATT INSULATION WITH■F.S. 25/450 FLAME SPREAD/ SMOKE FEVELOPED RATING STICK -PI • APPLIED (TYP.) NOT FOR CONSTRUCTION 06/22/00 R[ CITY OF TUKI ^ +iL4 JUN 7 2 )(Il PERMITCENTER BOT TOP TOP TOP TINTED REFLECTIVE GLAZING (U-O.50, SC-O.45) IN ANOD. ALUM. FRAMING FOUNDATION DRAIN SET IN FREE DRAIN MATERIAL PER SOILS REPORT (TYP.) ANOD. ALU1A. WINDOW SYSTEM pt4t1;:t14.,M.M12..tiliall.$11t12 WALL SECTION 'E' SCALE: 1/2' = 5/8 GWB OVER METAL FRAMING AND R-13 BATT INSUIATION WITH V.B. ON WARM SIDE (TYP.) Mir SINGLE-PLY ROOFING ON R-19 RIGID INSULATION ON VAPOR BARRIER ON GYP. DECKING BOARD ON METAL DECKING ON 0.W.J.S TOP TOP BOTTOM TOP ANSI 211.1(a) PROVIDE MEANS OF TWO-WAY CONVERSATION BETWEEN ELEVATOR AND ACCESSIBLE POINT OUTSVE THE HOISTWAY ANSI 211_1 PROVIDE AN EMERGENCY POWER SUPPLY FOR THE DEVICE REQUIRED BY 221.1(W). THE SUPPLY SHALL BE CAPABLE OF OPERATING THE AUDIBLE DENCE FOR AT LEAST ONE HOUR AND THE LIONS OF TWO-WAY CONVERSATION FOR Al LEAST FOUR HOURS. SINGLE-PLY ROOFING ON R-19 RIGID INSULATION ON VAPOR BARRIER ON GYP. DECK.. BOARD ON METAL DECKING ON 0.14.J VW" GWB OVER METAL FRAMING AND R-13 BATT INSUIATION WITH V.B. ON WAWA SIDE (TYP.) 3--‘ 0 SLAB ON GRADE OVER CRUSHED ROCK EA. PER SOILS REPORT (MVP.) FOUNDATION DRAIN SET IN FREE DRAIN MATERIAL PER SOILS REPORT (TYP.) WALL SECTION 'F' SCALE: 1/2 = "voLcLAY* WATERPROOF MEMBRANE L SCALE,T ANSI SECTION 300 PROVIDE PROPER TOP CAR RUNBY CLEARANCE AND REFUGE SPACE AYER 5/8 TYPE 'X' . EA. SIDE THR. CONST. ROVIDE GASS 1 LAMESPREAD MATERIAL N1SHES ELEVATOR DOORS & JAMBS ANSI RULE 106.1D PROVIDE PIT LADDER SUMP PIT ELEVATOR SECTION 'G' 3) a11 8 r STL F.B. RAIL 5/8- OSTL. RUNGS URED TO PIT WALL & ) OR W/ /r COLTS ELEVATOR NOTES: 1. ANSI Sections 101 and 102. Pi.s, ducts, conduits, and equipment not used for the operation of the elevators ore cwohebited in mochene rOOITI and hoistways 2. Maintoin all required working clearances machine room 3. ANSI Rule 100.2c. Waterproof as necessary to prevent enbY AT ground "ter Sump pumps may be installed for flood control but not approved to maintain dry pd. 4. ANSI Rule 106.1d. Provide pit ladder. 5. ANSI rule 101.5b. Provide machine room ventilation. 6. AMC 3004. Provide hoist way ventilation. 7. UE3C Chapter 16. Comply with seism, requirerne,. 8. ANSI rule 101.4. Provide 7'-0 clear headroom in machine room. 9. WSBC Chapter 11/ ANSI A117.1. Accommodate pAApA ith 10. ANSI Sect,,, 300. Provide proper top car runbys, clearances and refuge space. 11. ANSI Rules 100.1b dr 110.14. Grout oll maso, jambs and headers to retain fire roting of hoist,. In other than masorwy, provide lobel. entrance assemblies installed as t.ted. 12. Grout behind all hoist IvAy penetration for pipes, fixtures. etc. 13. Elevator hoist ways shall not be vented or pressurized through elevator machine rooms. 14. Ventilotion ond pressurization equipment, ducts, etc. connot be located in elevator machine rooms, hoistways, or spaces. 15. ANSI 100.1c, 204.1h. Glass used in or on elevator hoist ways and cars must . laminated and meet the requirements of ANSI 297.1. 16. U. 106.3.4.2. Provide calculations and drawings to the Building Deportment for approve! of the stress. ond shall be no. in the oppkable rules of MA, 105. 17. ANSI Section 109. Provide calculations to Building DepoKrnent for approve: of the ability of the pit floor and structure to withstand the elevator buffer engogement r.ct,ns. 18. ANSI 211.1 (a) (2). Provide means of two-way conversation between each el.otor and a readily accessible point (Build)g Entrance Lobby) outside the hoislway. 19. ANSI 211.1 (b). This structure is considered os unattended and We of two additional emergency signaling devices shall be provided (phone to answering service). 20. ANSI 211.1. Provide on emerge, power supply for the devices required by 211.1(0)(2) and 211.1(b). The supply shall be copoble of operating the audible device tor at least one hour and the means of two-way conversation for at leost four hours. 21. Install approved key retainer box, keyed to the City standar.. 22. Keys required for the operation of elevator, fire emergency service, the machine room ond the mechonical hoist way occ.s key shall be tagged and kept in the key box. -RUNNER T GYP. SHAFTWALL (2) ',1'-RUNNER NOT FOR CONSTRUCTION 06/22/00 riVi N 2 2 PERMIT CENTE 1 E 4.4 E. o ij a, E-4 -4 4t6. H 0 rh r=4 i (ONE HOUR ASSEMBLY) 5/8" TYPE 'X' STUGWB DS'E@ SIDE OIL 3 1/2" METAL @ �( 1 (ONE' HOUR ASSEMBLY) 5/8" TYPE 'X' GWB�_EA. SIDE 3 t /2" METAL S711DS @ 24" O.C . 1/21 TYPE 'X' G.W.B. ON FURRING CHANNELS @ 24" O.C. TIED TO O.W.'J.S (U.L. R2717 -30) 1 HR. RATE DOOR ASSEMBLY 00 SUSPENDED GWB CEILING 7' -4 1/2" SCALE: 12" =1'A" SPRI 5/8 METAL SPRINK RISER ER RISERS - ( X73 i C COLAIM ONE HOUR )�� ENCLOSURE A4.49 L L 1 L _ 12 TREADS @ 11" =11 18'-5" SUSPENDED GWB CE LING (ONE HOUR ASSEMBLY) CLASS FLAME SPREAD PER 803 ITEM 2 & TABLES 8A &(SB UL P210 (RC4 -1) 5/8 (ONE HOUR (ASSEMBLY) 5/8" "TYPE 'X' GWB EN SIDE ON 3 1X2" METAL STUDS 24" O.C. (ONE HOL1 13,, ASSEMBLY) PE 'X' GWB DA. SIDE ON METAL STUDS (® 24" O.C. l °. I / 3 t" V STL. CHANNEL STRINGER - 1 /2 1/2 "0 STL HAND RAIL (PAINTED) 2z4 SOLID BLOCKING 5/8 G.W.B. 1 HR. RATE DOOR ASSEMBLY BEYOND -� (ONE HOUR ASSEMBLY) 5" 'X' GWB EA SIDE ON 3 TAL STUDS @ 24" O.C. 2'.LAYERS 578 " TYPE 'X GWB ON METAL FURRING CHANNELS @ 24 O.C. ON STAR STRINGSRS (ON HOUR ASSEMBLY) 5/8I 'X' GWB EA. SIDE ON , 3 1/2 METAL STUDS @ 24" O.C. ' 7' -4 1/2" STAIR SECTION TR° SCALE: 12° =1' -0" D G METAL EDGE TRIM CONC. FILLED STEEL PAN TREADS STEEL CHANNEL STRINGER SPRINK. ISER 12 TREADS @ 11" = 11' -0" 01 5 18' -2 1/2" SUSPENDED GWB CEILING (ONE HOUR ASSEMBLY) CLASS FLAME SPREAD PER 803 ITEM 2 & TABLES 8A & 88 UL P210 (RC4 -1) (ONE HOUR ASSEMBLY) 5/8" TYPE 'X' GWB EA.. S1OE ON 3 1 /2" METAL STUDS 0 24 O. STAIR 3# 193 (ONE HOUR ASSEMBLY) 5/8" TYPE 'X' GWB EA. SIDE 0 3 1/2" METAL STUDS @ 24' O.C. (ONE HOUR AS EMBLY) 5/8" TYPE 'X' I 3 1/2" METAL ' 0005 WR AN @ 24" O.C. 3 i7 2" FOR CONSTRUCTION 10/18/00 3\ 5/8" TYPE 'X' G.W.B. EA. SIDE ON 3 1/2" METAL STUDS (1 HOUR RATED SHAFT WALL) SOUND BATT INSULATION (UBATT) NEACED FIBER GLASS OCT 2 c �. E< w � (� J Q W m sheet A4.4b CONC. PANEL 5/8" TYPE 'X' G.W.B. EA SIDE ON 3 1/2" METAL STUDS AT 24" O.C. WI 3 1/2" THICK SOUND BATT INSULATION TO CELL OR BOT. OF DECK TYPE A WALL @ PERIMETER SCALE 3" =1-0" 3 1/2" U.S. GYPSUM 'SHAFTWALL' OR APPROVED EQUAL. 2 HR. RATED SHAFT WALL. L IENNORMENNI - 11111111111MIIMIIIIIINIIIII USG- 750302 W/ 1" SOUND ATT. FIRE BLANKETS BBN- 750706 UL DES U438 TYPE E WALL @ ELEVATOR SHAFT ( 2 HR. RATED ) SCALE: 3' _ SUSP. ACOUST. TILE CEILING GRID W/ N0. 12 HANGERS TO STRUCT. ABOVE 2>t4 LAY -IN CEILING TILE TYP. DUCT BE P BY AP ATTACH TOP TRACK TO SUSP. CEILING SNOT MAIN RUNNER AT EACH POINT OF INTERSECTION WITH 1" DRYWALL SCREW. 11 I 1 /8" DIA X 1 POWDER ACTUATED 7 FASTNERS ®24" O.C. EXIST. CONC. FLOOR I SCALE: 12" =1'-0" 3 i/2' X 25 GA . METAL STUDS 24 O.C. WITH 5 GWB EACH SIDE 3 1/2" SOUND BATT INSULATION PER FLOOR PLAN WALL SECTION 'K' FLOOR STRUCTURE PARALLEL 0 SIMILAR CONDITION SUM SCALE' 12^=1 [ 5/8" TYPE 'X' G.W.B. EA SIDE ON W/ 3 1/2 STUDS AT 24' C BATE INSULATION TO BOT. OF STRUCTURE B 4.5 TYPE B WALL - FULL HT. WI INSULATION SCALE: 3" = 1' -0 L 5/8" G.W.B. EA. SIDE ON 3 1/2" METAL STUDS - AT 24 "O.C. TO BOTTOM OF CLG. TYPE F WALL PROVIDE STEEL ELECTRICAL OUTLET BOXES NO GREATER THAN 16 S0. IN. AREA IN 1 -HR. CORRIDOR WALL SECTION 'L WALL TYPES: SCALE: 3 = OFFICE FASTEN TRACK TO CONC. FLOOR W/ 1/4" DIA POWDER ACUATED FASTENERS 0 24 O.C. 2 X 4 SUSPENDED ACOUT. RLE CEILING 3 1/2" X 25 GA METAL STUDS 24" O.C. WITH 5/8" TYPE "X GWB EACH SIDE 2 l/2° SOUND INSUL. FASTEN TRACK TO CONC. FLOOR W/ 1/4" DIA POWDER ACUATED FASTENERS N 24" O.C. CONC. FLOOR STRUCTURE 5/8" TYPE 'X' G.W.B. EA SIDE ON 3 1/2" METAL STUDS AT 24" O.C. TYPE C WALL - FULL HT. W/O INSULATION SCALE: 3" = 1' - 0" TYPE G WALL - PLUMBING WALL SCALE: 3 = FASTEN TRACK TO STRUCTURE W/ 1/4' DIA POWDER ACUATED FASTENERS 0 24 O.C. 3 1/2" X 25 CA METAL STUDS 24" O.C. WITH 5/8" M.R. - GWB EACH & 3 1/2" SOUND INSUL FASTEN TRACK TO CONC. FLOOR W/ 1/4 DIA POWDER ACUATED FASTENERS 0 24 O.C. CONC. FLOOR (2) LAYERS — 5/8° TYPE 'X C.W.B. EA. SIDE ON 3 1/2 \ METAL STUDS AT 24 O.C. FULL THICKNESS SOUND BATT INSULATION TO BOTTOM OF STRUCTURE TYPE D WALL SCALE: 3" = 1' -0" TYPE 'X' G_W.B. OVER A 3 1/2 STUDS EACH SIDE OF CONCRETE SHEAR WALL WALL SECTION 'M' SCALE: Ur =1' -0" SCALE: 12' = I'4]" TYPE A WALL @ PERIMETER SCALE: 3 = 1 —0 OFFICE S WALL SECTION 'N' 5/8" TYPE 'X' G.W.B. OVER 3/4' FURRING STRIPS(STAIR SIDE) OF CONCRETE SHEAR WALL. LOBBY STAIR CONC. PANEL FASTEN TRACK TO STRUCTURE WI 1/4" DIA POWDER ACUATED FASTENERS 0 24 O.C. T)ILET DUCT OPNG. SHALL BE PROTECTED BY APPROVED FIRE/ SMOKE VENTS OFFICE PROVIDE STEEL ELECTRICAL OUTLET BOXES NO GREATER THAN IT S0. IN. AREA IN 1 -HR. CORRIDOR WALL SECTION 'P' SCALE: Ir " =1' -0" DUCT OP BE PROT BY APP SMOKE FLOOR STRUCTURE PARALLEL Et SIMILAR CONDITION 0 k PROVIDE STEEL ELECTRICAL OUTLET BOXES NO GREATER THAN 16 SO. IN. AREA IN 1 -HR. CORRIDOR WALL SECTION 'Q' SCALE: Er =1• -0" FASTEN TRACK TO CONC. FLOOR W/ 1/4" DIA. POWDER ACUATED FASTENERS ®24 O.C. 2 X 4 SUSPENDED ACOUT. TILE CEILING OFFICE 3 1/2" X 25 GA' METAL STUDS 24" O.C. WITH 5/8" TYPE "X° GWB EACH SIDE 2 1/2" SOUND INSUL. FASTEN TRACK TO CONC. FLOOR W/ 1/4" DIA. POWDER ACUATED FASTENERS ® 24 O.C. CONC. FLOOR STRUCTURE NOT FORCONSTRUCDON 06/22/00 LCIn'ED Cf�OF l "t!IC41LA JUN 2 2 1H PERMIT CENTER n TOOLED EDGE O cp O . PC. L (PAI PANEL (PAINTED) x3"x3 /8 "x4 -D" S TEEL NGLE WEATHERSTRIPPING D.H. DOO ( PAIN R TED In 3/4' 3/4" CAST REVEAL 3/4 SEE STRUCT. 3" STEEL TRACK DOOR DETAILS 11 PLAN DIM. KAN DIM_ P.C. CONC. PANEL TOOLED EDGE )Lt?' FEi-1 , C C tw OFI'li I�:111A 1lI1 PERMIT GEN NOT FOR CONSTRUCTION LAST PLOTTED 12/14/99 J sheet A5.1b O O INTERIOR SOID CORE DOOR L VINYL REDUCER (CENTER UNDER DOOR) SHEET ` OR VCT INTERIOR CORE DOOR SOLID VINYL WA (CENTER RE UNDER DOOR, CONC. ----, VX/ SEALER INTER SOLID COROOR :E :: 1) YL —� CARPET SHEET VINYL OR VCT VCT FIRE TRACK /DEFLECTION TRACK (1 ") W/ METAL STUDS, WIDTH PER WALL TYPES, GAUGE PER HEIGHT. 5/8" TYPE "X" GWB EACH SIDE. VOIDS BETWEEN FLUTES PACKED WITH MINERAL WOOL A DOS0MS!4�. ! SS = !OOISM . . . . VOIDS BETWEEN FLUTES PACKED WITH MINERAL WOOL ROOF OR FLOOR SYSTEM AS APPLICABLE ROOF OR FLOOR SYSTEM AS APPLICABLE BOTTOM OF ROOF OR FLOOR STRUCTURE UL APPROVED FIRE STOP SEALANT METAL STUDS FRAMING AT 24: O.C., WIDTH AS REQUIRED FOR VOID W/ 5/8" TYPE "X" GWB EACH SIDE. EXTRA LAYER TYPE "X" GWB TO CLEAR TRUSS/ GIRDER AS REQUIRED ROOF OR FLOOR SYSTEM AS APPLICABLE �i!O.Ii i S I e!�Ii il�Ii9.: �Ii o!P 2: i!� I�. i!� Ii i S:I� i MIT cr , iii ■ AL =►�s s �� S ROTTOM OF ROOF OR FLOOR STRUCTURE UL APPROVED FIRE STOP SEALANT METAL STUDS FRAMING AT 24: O.C.. WIDTH AS REQUIRED FOR VOID W/ 5/8" TYPE "X" GWB EACH SIDE. EXTRA LAYER TYPE "X" GOB TO CLEAR TRUSS/ GIRDER AS REQUIRED FIRE TRACK /DEFLECTION TRACK (1 ").. WI METAL STUDS. WIDTH PER WALL TYPES, GAUGE PER HEIGHT. 5/8" TYPE "X" GWB EACH SIDE. BOTTOM OF ROOF OR FLOOR STRUCTURE UL APPROVED FIRE STOP SEALANT FIRE TRACK /DEFLECTION TRACK (1 ") W/ METAL STUDS, WIDTH PER WALL TYPES, GAUGE PER HEIGHT. 5/8" TYPE "X" GWB EACH SIDE. li ;I Iii I= VOIDS BETWEEN ELUTES PACKED WLP. -I MINERAL WOOL 5/8" TYPE 'K G.W.B. D ON 6 METAL STUDS 24" O.C FUR COL. FOR ELEC. OUTLETS METAL CORNER REINFOkCING ( TYP. ) 5 / 0 " 3 1 %2X METAL. STUD O ® 24" O.C. 14 INTERIOR DETAILS 20 MIN. CCRPoDOR 5/8° TYPE 'X' G.W.R. ON METAL SNDS c[ 24° O ROOF OR FLOOR SYSTEM AS APPLICABLE BOTTOM OF ROOF OR FLOOR STRUCTURE UL APPROVED FIRE STOP SEALANT FIRE TRACK /DEFLECTION TRACK (1 ") W/ METAL STUDS. WIDTH PER WALL TYPES, GAUGE PER HEIGHT. 5/8" TYPE "X" GOB EACH SIDE. SEE STRUCTURAL DWGS. FOR DIAG. SEISMIC BRACING IN 6" WALL STL. COLUMN PERIMETER SLAB INSULATION TYP 3/16" PLAN DIM. PLAN DIM PARCO MATT FRAME STYLE MRF -1002 5/8" G.W.B. EA. SIDE ON 18 GA. METAL STUDS LADDER 1 7 3/4 "0 STEEL LADDER RUNG 2 "x1/4" FIAT BAR SUPPORTS ®5' -0" O.C. V 1" EA. SIDE i/8' \ LADDER WIDTH 2x8 BLOCKING SECURED TO STUDS W/ (3) 1" TYPE S -12 BUGLE HEAD SCREWS ROOF OR FLOOR SYSTEM AS APPLICABLE L!toiS=IB.i i ilceisSJiae' le_'i!a ►i II =at T 1 o.oh mos ome BOTTOM OF RO "r OR FLOOR STRUCTURE UL APPROVED FI SEALANT 5/8" TYPE "X" GWB EACH SIDE OF METAL STU & SOUND INSULATION PE WALL TYPE LAP LAV GWB ,af JOI blot Yi E STOP ARE TRACK /DEFLECTION TRACK (1 ") W/ METAL STUDS, WIDTH PER WALL TYPES, GAUGE PER HEIGHT. 5/8" TYPE "X" GOB EACH SIDE. 3/8" 0 LAG BOLT W/ C.W. /8" TYPE "X" OF DEFLECTION "!VGLS CUY CFTUK'PIILA (TA 2 2 (SCC PERMIT CENTER NOT FOR CONSTRUCTION LAST PLOTTED 12/14/99 4 3 fl N U u � 1 -1 H C V H C J n CC 0 CC H- Z sheet A5.2b 24 (;P. PFEPRIMED METAL COPING (PAINTED) SEALANT ANTS. ALUM. WINDOW SYSTEM ANOD. ALUM. WINDOW SYSTEM L 1 1/2" SLOPE 3/4" PLYWD_ TOP PLATE 2x SOLID BLKG. CONT. 2x4 BLKG. @ 16" O.C. SINGLE PLY FLASHING ON GYP. SHEATH'G ON 3 1/2" METAL STUDS @ 24" O.C. 1 1/8" PLANT. BOLTED TO 3"x3 " STL. ANGLE WINDOW SUPPLIER TO PROVIDE ATTACHMENT TO STL. TUBE SUPPORT ANOD. ALUM. COLUMN COVER 4" 1 TINTED INSUL. GLAZING 5" SHIM AS REQ'D TUBE STL. COLUMN ANOD. ALUM. BRAKE TO MATCH WINDOW SYSTEM o'f'3q 5/8" TYPE 'X' G.W.B. EA. SIDE: ON METAL STUDS @ 24" 0.C. 4" CONC. TOPPING ON METAL DECKING CONT. STL. ANGLE - SEE STRUCT. DWGS WF BEAM - �- SEE STRUCT. DWGS. NOT FOR CONSTRUCTION LAST PLOTTED 12/14/99 1 I' i SINGLE PLY ROOFING ON PROTECTION BOARD ON RIGID INSULATION 4 "x7 "x3/8" STL. ANGLE ® PERIMETER (WELDED TO STRUCTURE) PRE - PRIMED METAL ROOF HATCH (PAINTED) DECKING STRUCTURAL FRAMING (TYP.) ROOF HATCH N. T. 5. SECTION A -A METAL JOINT PLAN DIM. BUILT -IN COUNTER - FLASHING (2) 2x6 PRESS. TREATED PLATE 2x10 PRESS. TRTED PLATE (TOP. ® PER IMETEEAR PRE - MANUFACTURED MECHANICAL UNIT CONCRETE CURB ‘ FRAMING PAINTED METAL SIDING (SPACED) ON "UNISTRUT FRAMING SINGLE PLY ROOFING ON RIGID INSULATION ON METAL DECKING ■I MIL :3isiOisP isisON: 0Risisis }nisisisisisisi::isii74 46siniiip?i �1 -HR. RATED S AFT WALL D o NOT FOR CONSTRUCTION 12/1 49/99 NLCI 0 CITY OPTUh7N:LA JUN 2 2 20 PERMIT CENTER MINIM ROOM FINISH SCHEDULE DOOR SCHEDULE ROOM ROOM NAME FLOOR BASE NORTH WALL SOUTH WALL EAST WALL WEST WALL CEILING REMARKS DOOR NO. >a. DESCRIPTION DOOR FRAME HARDWARE GROUP RATING REMARKS 11•1111111111111••1111 ▪ s nas — MAT. TN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. HT. MAT. FIN. MAT. FIN. 100 LOBBY TILE F.F. TILE F.F. GL. /G.W.B. F.F. /PT. G.W.B. PT. G.W.B. PT. G.W.B. PT. G.B.W. PT. 25' -0" SEE NOTE # 101 A 1PR. 3' -0" x 7-0" ALUM. ANOD. ALUM. ANOD. 1 = SEE NOTES #1 & 5 101 ELEVATOR LOBBY j TILE F.F. TILE F.F. - - - - G.W.B. PT. G.W.B. PT. G.W.B. PT. 10' -0" SEE NOTE # 102 103 A A 1PR. 3' -0" x 7' -0" 1PR. 3' -0" x 7' - ALUM. ALUM. ANOD. ANUS. ALUM. ALUM. ANOD. ANOD. 1 1 SEE NOTES # & 5 SEE NOTES #1 & 5 102 T ELEPHONE CLOSET CONC. SEALER RUBBER F.F. G.W.B. PT. G.W.B. PT. G.W.B. PT. G.W.M. PT. AC.TILE F.F. 10' -0" SEE NOTE # 104 C 9' -0" x 10 -0" MET. PT. MET. - 3 - SEE NOTES 103 ELEVATOR EQUIP. CONE. SEALER I RUBBER F.F. G.W.B. PT G.W.B. PT. G.W.B. PT. G.W.B. PT. G.W.B. PT. 10' -0" SEE NOTE # 105 C 9' -0" x 1 -0" MET. PT. MET. - 3 - SEE NOTES 104 WOMEN TILE F.F. TILE F.F. TILE /G.W.B. FF. /PT. G.W.B. PT. TILE /G.W.B. F.F /PT. TILE F.F. G.W.B. PT. 8' -0" SEE NOTE # 106 C 9' -0" x 10 -0" MET. PT. MET. - 3 - SEE NOTES # 105 MEN TILE F.F. TILE 111=111.11.113131111= ESIMEIMICERMIM CONC. 1112= 'ONC EZEIEMWIE CPT 111/MICEMEM CONE EMGIEDEIMIE CONC 111=1 RUBBER ®® I ® ®® CONC. ! SEALER RUBBER F.F. Z F.F. F.F. TILE /G.W.B. FF. /PT. G.W.B. PT. TILE /G.W.B. F.F. /PT. TILE F.F. G.W.B. PT. 8' -0" SEE NOTE # 107 108 C C 9' -0" x 10 -0" 9' -0" x 10 -0" MET. MET. PT. PT. MET. MET. - 3 3 - SEE NOTES # SEE NOTES # 106 JANITOR G.W.B. PT. G.W.B. PT. G.W.B. PT. G.W.B PT. G.W.B. PT. 8'-0" SEE NOTE #3 109 C 9'-0' 10 -0" MET. PT. MET. - 3 - SEE NOTES # B 107 ELECTRICAL G.W.B. PT. S.W.O. PT. G.W.B. PT. G.W.B AL G.W.B. PT. 9' -O" SEE NOTE #3 110 C 9' -0" x 10 -0" MET. PT. MET. - 3 - SEE NOTES # 99142 job no. uasxp NOS18V0 1 i� pagaaga N300V3'a 66/9l/ZI ,, 108 109 R &D SPRINKLER T.W.B. PRIMED G.W.B. PRIMED G.W.B. PRIMED O.W.R. PRIMED AC.TILE F.F. 10' -0" SEE NOTE #3 & 4 111 C 9' -0" x 10 -0" MET. PT. MET. - 3 - SEE NOTES # G.W.B. G.W.R. G.W.B. PT. PT. PT. G.W.B. G.W.B. G.W.B. PT. PT. G.W.B. PT. O.W.B. F.F. O.W.R. PT. 10' -0" SEE NOTE # 112 113 B C 3' -0 x 7' -0" 9' -0" x 10 -0" HM. MET. PT. PT. H.M. MET. PT. 2 - SEE NOTES # SEE NOTES # 191 STAIR #1 G.W.B. PT. G.W.B PT. G.W.B. PT. VARIES SEE NOTE # 114 C 9' -0" x 10 -0" MET. PT. MET. - 3 - SEE NOTES # 192 STAIR #2 PT. G.W.B. PT. G.W.B PT. G.W.B. PT. VARIES SEE NOTE #3 115 C 9' -0" x 10 -0" MET. PT. MET. - 3 - SEE NOTES # w id zH \` 193 STAIR #3 PT. G.W.B PT. G.W.M. PT. VARIES SEE NOTE #3 116 C 9 -0 x 10-0 MET. PT. MET. - 3 SEE NOTES # G.W.B. GL./G.W.6. - PT. F.F. /PT. - G.W.B. G.W.B. - PT. PT. G.A.O. G. PT. R.W.R. PT. G.B.W. PT. 25' -0" SEE NOTE # 117 C 9' -0" x 10 -0" MET. PT. MET. - 3 SEE NOTES # 200 LOBBY 118 C 9' 0" 10 0" MET. PT. MET. 3 SEE NOTES # 201 ELEVATOR LOBBY - C.W.B. PT. O.W.M. PT. G.W.B. PT. 10' -0" SEE NOTE # 119 B x 3' -0" x 7' -0" H.M. PT. H.M. PT. 2 - SEE NOTES # 202 TELEPHONE CLOSET G.W.B. PT. G.W.B. PT. G.A.O. PT. O.W.M. PT. AC.TILE F.F. 10 -0 SEE NOTE # 180 B 3' -0" x 7' -0" H.M. PT. H.M. PT. 3 - SEE NOTES # 203 204 STORAGE WOMEN CONC. SEALER RUBBER TILE F.E. TILE F.F. F.F. G.W.B. PT G.W.B. PT. G.W.R. PT. U.W.S. PT. G.W.M. PT. 10' -0" SEE NOTE # 181A 3' -0" x 7' -0" H.M. PT. H.M. PT. 3 - SEE NOTES # TILE /G.W.B. FF. /PT. G.W.B. PT. TILE /G.W.B. F.F. /PT. TILE F.F. G.W.B. PT. 8' -0" SEE NOTE # 1816 190 ID CC 3' -0" x 7' -0" 3' 0' x 7' 0" H.M. H.M. PT. PT. H.M. H.M. PT. PT. 3 3 = SEE NOTES # SEE NOTES 205 MEN TILE F.F. TILE F.F. TILE /G.W. B. FF. /PT. G.W.M. PT. TILE /G.W.B. F.F. /PT. TILE F.F. G.W.B. PT. 8' -0" SEE NOTE # 191A .. B 3' -0" x 7' -0" H.M. PT. H.M. PT. 3 - _ SEE NC. ES GROUP HEALTH R &D BUILDING TUKWILA, WASHINGTO N I ' .I DEVELOPED BY TRAMMELL CROW COMPANY 206 JANITOR SHT.VINYL F.F. RUBBER F.F. G.W.B. PT. G.W.B. PT. G.W.B. PT. G.W.B PT. G.W.B. PT. 8' -0" SEE NOTE #3 1918 B 3' -0" x 7' -0" H.M. PT. H.M. PT. 3 - SEE NOTES # 208 R &D CONC. SEALER G.W.B. PRIMED G.W.B. PRIMED G.W.B. PRIMED G.W.B. PRIMED G.W.B. PRIMED AC.TILE F.F. 10' -0" SEE NOTE #3 & 4 NOTES. 291 STAIR #1 CPT F.F. HDWD. S &V G.W.B. PT. G.W.B. PT. D.W.B. PT. G.W.B PT. G.A.O. PT. VARIES SEE NOTE #3 292 STAIR #2 CONC. SEALER RUBBER F.F. G.W.M. PT. G.W.B. PT. G.W.B. PT. G.W.B PT. G.W.B. PT. VARIES SEE NOTE #3 293 STAIR #3 CONC. SEALER RUBBER F.F. G.W.B. PT. G.W.B. PT. G.W.B. PT. G.W.B PT. G.A.O. PT. VARIES SEE NOTE # 1. PROVIDE TEMPERED GLASS LITES li 2. — 3. — 5. PROVIDE "MEN" & "WOMEN" HANDICAP SIGNAGE (SIGNAGE SHALL COMPLY TO UDC SECTION 1103.2.4) 6. ALL.DD I CLOSERS SHALL COMPLY A UBC SECTION ADJACENT 7. PROVIDE INTERNATIONAL SYMBOL OF ACCESS SIGNAGE ADJACENT TO DOOR DISABLED NOTES. 1. PROVIDE CLASS I FLAME SPREAD MATERIAL ON ALL INTERIOR FINISHES IN SHAFTS. 2. PROVIDE CLASS II FLAME SPREAD MATERIAL ON ALL CORRIDORS. 3. PROVIDE CLASS III FLAME SPREAD MATERIAL ON ALL OFFICE AREAS & TOILET ROOMS. 4. PROVIDE TWO LAYERS OF 5/8" TYPE 'k" G.W.B. UNDER STAIRS 5. PROVIDE LIGHTING AND VENTILATION PER U.B.C. SECTION 1202 KEY PLAN 8. DOOR HARDWARE SHALL COMPLY WITH UBC SECTION 1106 L ACCESS O /\ O AllIk t /4" CLIGNAGE TE EAR S GLASS no PUSH BAR INSIDE IIII�� � � PULL OUTSIDE® ._ IIio \/ 0 1 OA ® DOOREFONT ®© DOOR (P © I ALL EXIT DOOR HARDWARE SHALL COMPLI' W/ UK SECTION 1004.3)) ALL POWER DOORS SHALL COMPLY W/ UK STD. 10.104 ______I DOOR & RO FiNI_SH SCHEDULE LANCE MUELLER & ASSOCIATES �� IA A A C H I T E C T S A I A 130 LAKESIDE SEATTLE, WA 98122 206 325 2553 DOOR TYPES 1,4..= ,,_0„ i (...., Ty7 013 , crv,,„r,,,,„ , JUt; 2 . PERMIT GAAA! FOR NOT CONSTRUCTION IACT PI VTTFD 19/14 /NO sheet y „ A 7.1 b :ii: o- i _ ° -- - -- - - - - - - -- � I - - - -J y o � .5 G � r CL -- F6.O .S - - - _ L - - -- F6.Ox11.5 © F6 © -- r6.Ox11.5 F6.Ox11.5 60x115 1 F6.Ox17.5 F6.Ox11.5 F6.Ox11.5 t fS..l. 1 - F6.Ox11.5 m L� F8.0 28 e r 4 75 L ®, L I LJ CI.. 26c L.7 Li F7.75 ® F3.0 CS., GRID O 6 O 8-_ +3• GRID A TO E LAP 3' -0" - CL P.C. PNL k FTG. PER - 5 -#`5 O 6"Jc O rL GRID A TO ELAP 3' -0" 3 -#5 O 6 "o /c O Ck - &P P.C. PNL \ �.i GRID'A TO: 1LAP 3 .' '.. � I I ® J -2 1 J FA L J (7.75 I I 2 Ij F7 IIII ® � r I I L F7.75 m e 'rJ —,m4 L _i J r . L —r—f70— ,�� ® L_ J C - a r - -, 4 H -2.71 +G e G r - - -- -r -- PLIN - 1 G I - L - e' I - -L J F7.25 f7.25 F8.0 m m ARCH. , a I < L 1 ( ,r I 1 : L 2 1 J -,4,, al 4 H -21 94t - r J- SI T 1 ,- + e p . 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L_--- - - - - -- - I I e __1 1.4 1 I I 1 I II 1 -� I f l I _ - L - _ J L - -J L - -J - -J F7 .25 25 _ J F7. 5 - J F7'25 '� F7.25 r/.75 . - 75 F7.25 - ` C.S.J. I -J - I i__--I L- j -J L_ � (-p._6 ") 1 1 F7.25 F7.25 F7.25 ij TYP. U.N.O. '.' ( : F6.F6.001.5 .5 F8 0 F6.Oxi 1.5 I F6.0xi 1.5 F6.0x11.5 - - ' - F6.Ox11.5 m F6.001.5 - -- 0 22 1 - _ - --_ 1- - 1 ® - - -- ® .�I 1 - - -- - - -- ® f t 1 F6.0 '1.5 - -- f6.Oz11.5 m - -- F6.Ox11.5 m --- F6.Oz11.5 ® - --__ 1 t 1 L 1 L L -- --- . L .. .. ". I 1 , •."J I _ , •_n9 . ,. 1_,'_O•}I f ( -1 -091 I (- 1 -0") ( -1' OOTING SCHEDULE MARK SIZE REINFORCEMENT F3.0 3' -0 3' -0" x 0' -9" 4 #5 EA. WAY BOT. F4.5 4' -6" x 4 6" x 1' -0" 5 #5 EA WAY BOT. F5.75 5' -9" x 5' -9 '. 1 -4 5 #6 EA. WAY BOT. F7.25 7' -3" x 7' -3" x - 6 . 7 #6 EA WAY BOT. F7.75 7' -9" x 7' -9" x. 1' -8 8 #6 EA WAY BOT. F8.0 8' -O" x 8' -0" x 1' -8" 8 #6 EA. WAY BOT. F6.Ox11.5 6' -0" x 11' -6" x 1' -6" #5 10 "o /c EA. WAY ROT. #4 0 6 "o /c EA. WAY TOP FA 8' -0" x45' -0" x 2' -0" #5 O 14 "0 EA. WAY TOP FB 8' -0" x35' -0" R 2'-0" 14 -#R LONG W ATT MB O 14 "a /c SHO' - AY ROT. i FT, O GRID B. C & D. l 1 6 CONT. FM � TYP t L2.7 _ m A -2.1 YP rL TS_ COLS THIS GRID (- 1•-0 ") o" I (- 1' -0 ") 31' -0" 31' -0" (- 1' -0 ") ( TYP 31' -0" 350' -0" • qp•_p" 31' -0" 12. -4- 0 12• -"3 CL FTG. -_. r .t Vdd 4 _ -CL FM. 1' -0" 10' -6" C E +' 0)O l r 0 10' -6" t' -0" S i T F3.0 c 0 F3.0 FOUNDATION PLAN BLDG "4" NOTE, 3/32" = 1.) TOP OF SLAB ON GRADE IS AT DATUM ELEVATION I0' -01 (U.N.O.) 2.) TOP OF FTC ELEVATIONS INDICATED THUS: (- 1' -0") VERIFY w/FINAL CML DRWGS PRIOR TO CONSTRUCTION. 3. CENTER FOOTINGS EE WALLS COLS ( SCHE ) . REFER TO THIS SHEET FOR FOOTING SCHEDULE. 5. REFER TO SHEET 54.2 FOR GENERAL NOTES. 6.) CONCRETE TILT PANELS SHOWN THUS REFER TO SHEET 05.1 & S5.2. :f.ID :i IIIDLlO ! 1 ANTI F.1M'1'D Uarc 5 /2410n S+fEET OnIL.Y VALID rolk A?PrlaaitD STRUCnAteft, s TAMP. I (- 3' -6 ") I 10 31' -0" NOTE; - 1.) VERIFY MINIMUM 3000psf BEARING CAPACITY w /GEOTECH PRIOR TO CASTING FOOTINGS. 2.) CENTER ALL FOOTINGS ON COL. /WALL TYP. U.N.O. 3.) AT LOCATIONS WHERE FOOTINGS ARE SHOWN SHARING A COMMON BEARING AREA, CAST MONOLITHICALLY w /INDIVIDUAL REINFORCING PER SCHEDULE AND OVERLAP AS REQUIRED. 11 .1)19643 31' -0" C r ) A -2.1 TYP -10" 11 H V1 sheet 1 1 6 1.1a .a I MUELLER ASSOCIATES 1 L -3 -0) I I l - . - u) I i l_ "� 1 1 .. 1 �_� -� i i -- r -,- -- _ _ ___ - J - -- - - L F6.Ox11.5 ' E F6.O01.5 ® F6.Ox11.5 m F6.Ox11.5 - -- Ed F6.001.5 ® F6.Ox11.5 C E F6.Ox11.5 I ® F8.0 r F6.O1.5 \ F6.Ox11.5 F6.Ox11.5 _ ® x1 ,✓`8., ' F7.25 ( ) L . 7�' F7.25 F7.25 T1P. U.N.O. U. I ( I I i 1 F7.25 F7.75 F7.75 F7.25 F7.25 F7.25 I F7.25 I I I I I I I I -- I I - -� - - ff I I 1 � I 1 I 1 II 1- 'I I <> I I <>I I • __ / L -1 -J L _____ J L - TYPICAL SHRINK JOINTS ® JOINTS O 15' -6 ". I -J c MAX. -- -'- - - c M. I L _I-J -*-11- I� I I I I I I 1 { L_. L_ - LJ_J L__J L__-1 L_I_J F5.75 I ER 5" CONCRETE SLAB ON GRADE OVER RE SUB -BASE PREPARED PER SOILS PORT. S. REINFORCING w/1.12 W7_9xW2.9 WWF O SI. MID - DEPTH. TOP OF SLAB ISO REF. DATUM ELEVATIONIC- 01(U.N.0.) S. ELEV. PER CIVIL ENGINEER . .. I 1 - F7.7 51 r I 7 #6 EA WAY BOT. F7.25 - I 7' -9" x 7' -9" x 1' -8 '8 $6 EA WAY BOT. F8.0 8' -0" x 8 1' -8" - - .1 C1 . F7.25 TYP . S - 0 ,F7.75 .1 F7.75 ` \+ F8.0 F6.0 F7.25 C-4 - OiF - - 1 r - -"1 - 1 r - i! IF I I I F7.25 --1 FA I 1 I H -2.1 F7.25. 1 r - , - r- I I I I _ J j [Ii \ I 1 1 4 _ J TH L__ L_ s L__J I__ FB A \Y' FB 8' -0" x35' -0" x 2' -0" I ._... °<K 1 I . I S M I IK I" 2 r GRID TO LAP 3'- S r \ +J'. 7.7 T 11 h 6 1 1 L -21 G _ 1 1 L R ' -- 1 p I i { r R H-2.1 .� I L JIz.1`� I L- fI I - J I r L _'� 'mo t_ ' w r ¢ - - L �\ PLINTH + �. - --1 o e 8 I L - -J L /c O Q , 3 �5 RI O 6 o LAP 3' -0" GD ®TO ® F8. El P.C. PNL I 3 -(/5 O 6 "o /c O 3 rL ' ,. & FTG. G RID A TO r: E;. LAP O" I 5-Q5 O 6 "oc O / ,' -mil" T P.C. PN<'_ & FTG. \ v _I GRID'7y TO � LAP 3' -0' C S.J. C... SJ F80 F6.Oxt 1.5 4 c 6.: �'., F6.Ox11.5 - F6 i - 5 - -- F6.Ox11.5 t ° COL 6 +� F4. y 6 +% �' e _ F6.Ox11.5 © F6.Ox11.5 F6.Ox11S - F6.Ox11.5 - © F6.Oxi 1_5 _- ° . r-5 i i . ■ r_o_n, - r�r. _ _ ! I f - 5' -O 1 1 (- 5' -0 ") I I:( -5 FOOTING SCHEDULE MARK SIZE REINFORCEMENT F3.0 3 -0 x 3 -0 x 0 -9 4 #5 EA. WAY BO, F4.5 4' -6" x 4' -6" x 1' -0 5 I(5 EA WAY BOT. F5.75 5' -9" x 5-9 x 1' -4" 5 EA WAY BOT. F7.25 7' -3 x 7' -3" x 1' -6" 7 #6 EA WAY BOT. F7.75 7' -9" x 7' -9" x 1' -8 '8 $6 EA WAY BOT. F8.0 8' -0" x 8 1' -8" 8 I{6 EA WAY BOT. F6.Ox11.5 6' -0" x 11•-6' x 1' -6" #5 0 10 "o /c EA. WAY BOT. #4 O 16 "o /c EA WAY TOP FA 8' -0" x45-0" x 2' -0" #5 0 14 "o /c EA. WAY TOP FB 8' -0" x35' -0" x 2' -0" 14-$8 B OT LONG /c SHOR { O 14 "o WAY BOT. O T.S. COLS 31' - 0" ( -1' -6 I ( - - ") I TYP. A -2.1 A -2.1 31' -0" 31' -0" s 350' -0" FOUNDATION PLAN BLDG "B" NOTES: 3/32" = 1' -0" 1.) TOP OF SLAB ON GRADE IS AT DATUM ELEVATION FO (0.6.0.) 2.) TOP OF FTG ELEVATIONS INDICATED THUS: ( -1' -0") VERIFY ...VEINAL CML DRWGS PRIOR TO CONSTRUCTION. 3.) CENTER FOOTINGS ON WALLS /COLS (U.N.O.). 4. REFER TO THIS SHEET FOR FOOTING SCHEDULE. 5. REFER TO SHEET 54.2 FOR GENERAL NOTES. 6.) CONCRETE TILT PANELS SHOWN THUS: REFER TO SHEET 05.1. & 55.2. 31' -O" •1 31' -0" 31' -0" N TF - 1. VERIFY MINIMUM 3000paf REARING CAPACITY w /GEOTECH PRIOR TO CASTING FOOTINGS. 2.) CENTER ALL FOOTINGS ON COL /WALL TYP. U.N.O. 3.) AT LOCATIONS WHERE FOOTINGS ARE SHOWN SHARING A COMMON BEARING AREA, CAST MONOLITHICALLY w /INDMOUAL REINFORCING PER SCHEDULE AND OVERLAP AS REQUIRED. ft k.t/r3 10 31' -0" 31' -0" EUIIS II M4( 2 4 _,)no REID MIDDLETO N, INC. 12 i sheet 51.lb 350.-o- \__/ J -/ �_./ 31 -0" 31' -0" 40 -0" 31' -0 31' -0" 31' -0" 31' -0" 31 -0" - 5 EO SPCS _ 5 EQ SPCS TODD 6 EO SPCS 5 EO 5 EQ SPCS 5 EO SPCS 5 EQ SPCS 5 EO SPCS 5 EO SPCS 5 EQ SPCS -. - I - 3.1 liy 3.1 --I� BAY 2 l ° 40VG 5N 18.911 - - - ozst i B-{32 BEt.Dw 1 b� 00 01,9114 a3.1 OPP oz9T6 I 18.9k 40 G 5N 1 .9k 6 H11 OZ9/0 OVG 5� 18.9k a 4(7VG 5N F17 18.9k 18.9k 4lDVG 5N 15.9k S '� A 40VG 5N VG 5N 18.9k N � 0 3 O N m 0 40 G SN 04.2NM o el m 3 ozo/i o z 4" H NORMALWG HT CO NC. ON 22GA TYPE FORMLOK DECK W2.9xW29 14. U N.O z .04 zs 0 6 H142 JT.T" o 7 4 3 . 1 .V. G 5N 189k VG VG 5N 189 U.N 1 r6 H I 40VG 5N 18.9k 4. VG 5N 1 H Lt iffir-- z v ! cv _. . -- • ,.�,,, " � ," TYP C T1'P 40VG 5N 18.9k 8.9k 40VG SV. 18.9k ..ICO B /2x12 }YY[F O I T� � . Q. 40VG 5F NM .0. os 1 M -3.1 9f .R1M • c 7 4 - - _ AJA 18.9 U.N.O. O9/ 'ON IM M 3 / ` \ 1474't Z 9fx9 LM • L. =3 P- -3.1 Loaxel rk - .1 P .i .Salo N -3.1 off7i \ W12x1 oz9/, 'ON _ Ada • x m o / o G-3.1 SW m � W21.44 9£ 1 004/009 H142 1 -- ?___104/009 Hit2 / W 2x19\ K -3.1 24LH 9 i iOVG 5N 18.9k K37 zzxam t G SN 18.9k !£6 H11 I 4 VG SN '. 18.9k OVG SN 18:9k ,4 U.N.O. j oos/o. I TYP 24LN 92j 18.9k U.N.O. 40VG 5N 18.9k 4n i£6 H142 ; 3 W74 11.31 5 0X12,19 / . iv> 2x59 TYP xs � 91.GM m 111 21 W14.2 • _ G -3.1 Y v.v ..N { 1 ozs/oi VG 5N 18.9k .N.O. �' LE J-3.1 OPP o 3 �� V -3.1 OPP I 40�G •N 18.9 -3. U.N.O ozs/O 0 i. � � BM. I D-3.2 z Q BM H -3.1 15' -3" 16' -5 oo VEY VFY Q. BM. LL L -3.1 OPP - OPEN -�. � 8-3.2 18 -32 BELOW BELCH W12x19 Vf 19 W12e19 3 m N a 3.1 V -3.1 m ,TI. rn' N i - RI O _ 4' n 4 -{/6 2 -#6 4 - #6 2 - #6 O O O O O O ne wa are - - 9Q to ADDITIONAL SLAB REINFORCING PLAN ii BLDG "B" W12x19 A -3.2 R ADIUS S. 10 q /1B a SELi NOTES - 11 FINISH FLOOR ELEV. = TOP OF SLAB. ORWGS. 2. VERIFY ALL DIMENSIONS w 3. SEE PLAN THIS SHEET FOR ADDITIONAL SLAB REINFORCING. - W12x19 31" CONC. ON 22. TYPES- FORMLOK I DECK. IFINISH ELEV. = 12' -0" 2nd FLOOR FRAMING PLAN BLDG "B" �o 3/32" = 1' -0" V110 E -3.1. TYP I 3'. PLCS THIS GRID L E m°7sllll REID MIDDLETON INC. r �A A V W to stet 51.2 LANCE MUELLER I H -4.1 • ZONE EL 31' -0 "' U.N.O: DESIGN SHEAR O EL. , PIP 30' -0 "�,' BUTTON PUNCH 0 24 ° oc 240 plf EL 29 - 7 BUTTON PUNCH O 12 /c 460 plf 4tOr • ©W 1 '4.7 m z m 3 I ` x a 3 4, < 3 U -4.11 a 3 G 7N 1 a 3 7 .. m 3, 1= - L�- rb► ` EL 29' 11 ° - EL 29 -4" EL ' / EL. 29' -7 EL 30' -6 "/ EL 30' -6" EL.L30' -9' N z .3 PER 3 S ' \ E - -- I r.1 OSZ NZZ J[fl 36VG 5h 7.75k 3 VG 511 7.75k JSZ 000 til 36VG 511 N 3611 7.75k L3434 ; 3 BRACE 10 !' ' ID 7.75k OOF INe HRAGM AND I I Z L3x 4 R 22GA TYPE HSB 0 -4.1 (14 DECK. WELD TO THIS GRID) MEMBERS PER D FASTENING SCHEDULE APPLICABLE DETLS. I 36VG 5N 7.75k EL. 29' -9 "I 7.75k N 7.7511 _... -__' .ci 36VG 5N 7.75k 36VG EL. N 7.75k 31'-0 . -' EL 30.-6> 30` -8 z L. 30'- ii f_ E 30' 30'_9 1 I a 3 0' 6VG 5 7 .75k EL 30 - 0' EL 30' -3" EL 30-6 55L/0' EL 30-� 9Zx9LM SSL /OS 9ZH 55L A t f - EL. HLLHH 30 -6 1Typ4 5N 7. -5k A 8 -4.2 Lam._ L /OZSZ NEZ __ bbxlZM °I ZZxb IM n Z 1 NZZ — o: I 7N 7.76k 3 + 7 r ' -14 _ 3 Wi x22 3 4 2 6VG 54 7,75k Z NZZ N fl 'dJ,l 36VG 5N 7.75k EL 3 1 k_11 \„,, L3x3x BRACE THIS GRID) 3 VG 511 PER 7.75k EL 31 Z NZZI S /0c. THIS 4.1 ( 9 L3z3z{z BRACE GRID PLCS PER 7.75k TYP :ftltltll' 36VG N= N 3. 5N 775k N N SN 7.7 k sSl /O NZZ �m :m- S5x 4ZM :.. R i 5N 7.75k IT ZLM i i • Oi, 4 Z ' 36. 4.2 ;;6VG 5N 3. ICL 30>10 f 04x91 \ ' ,EL o jr / 'o'r GS I, I - Wi g �' I • - y SS,�4Z I Fl 31'1 -O/ D- to / .o D -4.tA TYp EL. 31' 6 "' EL 31' I 1 '/ 0'' j EL 3t1 DES CO & CUR r 55x0ZM i � I ss l� EL 31' 0 - - IN 1. :4x9-1 VZLS M .ww .•w 1 Ii is \ ZNZZ a SSL /OS n ' N N -41 7.75k r 36VG 5N 7.7 k 36VG 5N 7.75k W24 0 'dAI 1 SZNZZ r ��F--- C --- TT�� --- SN 7.75k U 4.1 36VG OsZ NZZ k 3' VG 511 7.75k 4.>'I 1 ° + +` h -' � 1 j�6LxZLM , -I 4.1 1 1 W24x68 x6� LxZ IM 85k INCLUDE' CONCH SLAB CURB 4 ' 2 36VG 1 T 91 O Q ff C -4.2 �r W18X3 11 511 7. Sk EL, EL -9 1 29' 36VG 5N 36VG 5N 7,75k N O P -4.1 -4.1 D -41 W14%22 P- O 3° / �4.2 _ -11 '0'N'f I r 5 � 2 . a 30' -9' P -4.1 jj 001 p Z E . 30' -6 O zxsLM " EL 29' EL 29' 4" / A -4.11 EL 29' EL. 30 -0" Y EL. 29' -0" --x.\ EL. 30' 0 I N N Z EL . 30' -6' ■ EL 30' -6 EL. 301-9" EL. 31#0., W24x5 y� y 29' -11 \�` ^- -4" \\ H -4.11 EL j 3C -61 - ROOF DIAPHRAGM FASTENING SCHEDULE ZONE GAGE WELDS TO JOISTS & LEDGERS SIDE SEAM CONNECTION DESIGN SHEAR O 22GA. 5 BUTTON PUNCH 0 24 ° oc 240 plf / / 22GA. 7 BUTTON PUNCH O 12 /c 460 plf 4tOr • ©W 22GA 7 TOP SEAM WELD 12 ° o /c 680 plf C -4.1 - C6x8.2 WALL ANCHOR STRUTS O 5-/c PER SE 8 -4 "o .1 31' -0" 31. -0" 31' -0" 1 �. 5 EQ SPCS 5 EQ SPCS 5 EQ SPCS 5 EQ SPCS A 4.1 `\ TYP I <32' -0 "> TYP U.N.O. ROOF DIAPHRAGM FASTENING SCHEDULE BLDG "B" 31' -0" 350 SIM R -4.1 ROOF FRAMING PLAN NOTFS [ - 1 INDICATES TOP OF FRAMING ELEVATION (BOTTOM OF DECKING) ABOVE DATUM. < "> INDICATES TOP OF PARAPET ELEVATION ABOVE DATUM. CONTRACTOR AND TRUSS SUPPLIER TO VERIFY M/U WEIGHTS AND LOCATIONS. REFER TO SHEET S4.2. FOR TYPICAL MECHANICAL UNIT SUPPORT DETAILS, REFER TO THIS SHEET FOR DIAPHRAGM FASTENING REQ'D. TRUSS SUPPLIER NOTE: a.) LOADS: DL = 15 PSF + MECH. & SPRINKLER MAINS (4' 0 & LARGER) LL = 25 PSF NET UPLIFT = 15 PSF O RMF b.) DESIGN JOISTS & JOISTS GIRDERS FOR MECHANICAL UNITS & SPRINKLER MAINS 4' 0 AND LARGER. c.) VERIFY WEIGHTS & LOCATIONS OF MECHANICAL UNITS & SPRINKLER MAINS. 0.) DESIGN JOISTS FOR ADDITIONAL SLO% FUTURE MECHANICAL LOAD PLACED O MID SPAN FOR MAXIMLM BENDING MOMENT OR L O SUPPORT FOR MAXIMUM SHEAR. e.) DESIGN JOIST GIRDERS FOR ADDITIONAL 2000# FUTURE MECHANICAL LOAD PLACED O MID SPAN FOR MAXIMUM BENDING MOMENT OR O SUPPORT FOR MAXIMUM SHEAR. f.) DESIGN ALL JOISTS GIRDERS FOR MINMUM AXIAL COMPRESSION /TENSION 1.6 U.N.O. (NOTE 1.33 STRESS INCREASE NOT ALLOWED) (ASD DESIGN USED) g.) TYPICAL SNOW DRIFT LOAD O BLDG PERIMETER SHOWN THUS: 5 EQ SPCS <36' -07 - <36 -07--' BLDG "B" 3/32" = V -0" to ROOF DECK NOTES, T.) DECKING TO BE PER GENERAL NOTE 1 1/2" TYPE HSB 36 GALV.STEEL DECKING GAGE PER WELDING SCHEDULE. 2.) PUDDLE WELD TO BE 5/8 ° 0 MIN. (WITH HOLDING PERIMETER NO LESS THAN 2"). 3.) AN APPROVED TESTING LAB IS TO INSPECT ROOF FOR PROPER DECK WELDING & CONNECTIONS AND ROOF IS NOT TO BE COVERED UNTIL TESTING LAB APPROVES ALL WELDING & CONNECTIONS: THE PERFORMANCE OF THE ROOF DECK DIAPHRAGM DEPENDS ON THE QUALITY OF THE WELDS TO SUPPORTS AND THE SIDE LAP ATTACHMENTS: EACH WELDER IS TO DEMONSTRATE HIS ABILITY TO PRODUCE QUALITY WELDS. TO TEST PRY A PIECE OF DECK WELDED TO THE SUPPORT. THE DECK SHOULD TEAR AND THE WELD SHOULD REMAIN - SOUND, TO TEST A BUTTON PUNCH 'CONNECTION, AN N AVERAGE MAN SHOULD BE ABLE TO STAND- ON THE "MALE SIDE FLUTE ADJACENT TO THE ATTACHMENT NEAREST MIDSPAN BETWEEN SUPPORTS, WTHOUT IT SEPARATING. ENDS OF SHEETS. MUST BE LAPPED A MIN. OF 2" OVER THE SUPPORT FOR 18 GA. DECK AND THINNER. DECK MUST BEAR ON SUPPORTS A MINIMUM OF 2". PUDDLE WELD DECK TO LEDGERS, BLOCKING AND DRAG MEMBERS PARALLEL TO DECK PER APPLICABLE DETAILS. SEE DETAILS FOR ADDITIONAL REQUIREMENTS. GRID LINES SHOWN THUS. - - -- ARE DIAPHRAGM LOAD COLLECTORS PER PLAN. SEE DETAILS FOR FASTENING REQUIREMENTS. 5 EQ SPCS <34 -0 "> to 31' 5 EQ SPCS U.N.O. 31' -0" 5 EQ SPCS TYPICAL 5 WELD PATTERN TYPICAL -( WELD PATTERN, SIDE LAP FASTENING INE,DS TO SUPPORT BUTTON PUNCH 3/16" DIAMETER BUTTON PROTRUDES NOTICEABLY INTERLOCKING UNITS SEE ROOF DECK NOTE 13. TOP SEAM WELD (TSW) CLINCH FIRST TO GET C NTACT OF S LIP 1+�" LONG WELD MUST ENGAGE TOP OF INNER LEG PUDDLE WELD EFFECTIVE MINIMUM 5/8 DIAMETER SEE ROOF DECK NOTE 2. (NO WELD WASHER USED) TYPICAL ROOF DECK CONNECTIONS NO SCALE 5 EQ SPCS C6x8.2 WALL ANCHOR STRUTS 4.1 SECT. 8 - 8 -4:1 TYP �b�139 r I MAY 2A 2000 LO R EID MIDDLETON, I g Y �-p W U 1 s sheet 51.3 k < \ 7S �, I- - • ASSOCIA I - #4 CONT. FINISH PER ARCH. BASER PER SECT. D -2.1 -- SIDE WALK PER SITE PLAN -. (PER PLAN) EXTERIOR GRADE PER CIVIL DINGS. HOLD 1 4 "CLR. T n FOOTING PER PAN (CENTER WALL U.N.0 .O.) SECTION A -2.1 T.S. COL. pER- PIAN BASER PER SECT. C -2.1 - --- 2 - #5 THRESHOLD DETAIL PER ARCH. . SLOPE PANEL PER PLAN AND ELEVATIONS -- #4 0 18" o/c 'LAB DOWEL O CL SLAB- " CONT. NON SHRINK GROUT -. COMPACTED STRUCT. FILL 2 - #5 T. & B. CONT. 5 , 6 T.S. COL. FIGS PER SCHEDULE -- 3- #6x4' -R" EA FACE CONT. MC CHANNEL PER SECT. SECTION E -2.1 TYP. 11- II 6- I "I • zg`x1' 43" w/ 3 -I "0x5" W.H.S. O "o /c -- o' - xi CONT. NON SHRINK GROUT. ALTERNATE WALL CONNECTION (STACKED PANEL CONDITION) PER PLAN 'PER PLAN PER PLAN SECTION J -2.1 FOOTING PER PLAN WALL PER SECT. L -2.1 8 C.I.P. WALL w /$4 VETMT. O 16 °o /c 0 rk &4 HORIZ. '® 10 - o c EXTEND FTG. TOP' REINF- INTO PR PAD.- OPTIONAL CONSTRUCTION JOINT MINEMORMILIMINSWM sai NMI CI NOTE: REMAINDER PER SECT- C -2.1 R 2"xg "x6 SECTION F -2.1 WT15z86.5x3' -2" w/8 - #6 HOOKED BARS. AND SCHEDULE TYP- 6,442' -0" FLAT R 0 111 NOTF:- 4'- O CONNECTION O TYP r4z4z 1' -0" / - #5 z3' -0 0 9 - o /c T S. COL A SPREAD FTG. o jrc p jU ,(PER PLAN)__L. TPLA.S. N COL. PER -BASER PER SECT. C -2.1 5/ CONT. MC CHANNEL PER SECT. H -2.1 6 x 6 - W1.4/W1 CENTER IN SLAB 4 - #4 L-1O 6 - o /c O EACH END OF PC PANEL (TYP) # 4 ® DES 24 x24 PUNTH w/ 8 - #8 CONT. FTG. BEYOND /REINF. CONT. \ THRU SPREAD ) MG Z oK ITT ='il_i = O 'i HOLD 2 11 -I' Fi o' - o" I F �- L -- FOOTING PER PLAN ITi =1`I -1 (CENTER ON WALL U.N.O.) SECTION B -2.1 FTG. PER PLAN NOTE' REMAINDER 1 PER SECT. J -2.1 1 WT12z30 w /8- K4 SECTION K -2.1 NOTE: 1.) SEE CH AR. TLS. FOR SPECIAL JOINT FlNISH. 2. SOIL SUBGRADDE PER SOILS REPORT. SHRINKAGE JOINT (S.J. 3 l - P.C. PNL PER PNL ELEVATIONS F SEE OR ALT. OTL #4 �� TO MATCH WALL DOWELS �y#4 EXTEND 2 -0 BEYOND DOWELS P P N 3' CO�NC. COVER- rj RE NTIF- N PE FOOG SCHEDULE ( BALANCE PER SECT OF A -2 DTL) l .7 1/4 -- CONNECTION PER SECT. L -2.1 EMBED PER SECT- L -2.t OFFSET FLUSH w /FACE OF ELEV. PIT WALL SECTION X 16 "50. CONC. PEDESTAL & #3 REINF. TIES w/ 8 -#012 "oc 7 V- E.S. F WEB NON- SHRINK LEVELING GROUT ( E LA ) G -2.1 2 -/4 TOP • W J1 Ii - 11�p- #50 "o /c EA WAY EXTEND 2' -6" INTO FTG. WT15x86.5z1 I -3- w/ 8- 7x4' -6 NOTE i -) SEE ARCH. OTLS. FOR SPFCIAL JOINT FINISH. 2. SOIL SUBGRADE PER SOILS REPORT. 5/16 5/16 TYP BRA. R 1" w / 4 -i0 HILT KBII EMBED 6" MIN. 6 x y I:I II ' 2 - #7 BOTT CONT. ADDED REINF PER PLAN III =11I -1 / --T.S. / PLAN COL PER FOOTING PER PLAN AND SCHEDULE NP. SECTION C -2.1 #6x7' -0" 0 12 "o /c CENTERED ON WALL 24 S0. OR CIRCULAR CLOSURE AROUND COL. 0 Qoo ",➢ i " = 1 ' -0 " CONT. MC9x25.4 0 91 - PANELS (MC7x22.7 0 7 }" PeLS) w / #5x3'-0" 0 14 "o/ TYP / R LAP w /VERT. WALL EINF- # 6A7 -0. 0 ,2.0/0 CENTERED ON WALL ADDED REINF. PER PLAN CLOSURE STRIP PER PLAN FACE OF P.C. WALL ri ff L fI AI r1 _I =1 ® x 3' -0" 0 1B"6 /6 Tl'P. U.N.O. NOTE: 1.)) SEE ARCH. DTLS FOR SPECIAL JOINT FINISH. 2. SOIL SUBGRADE PER SOILS REPORT. HOLD 2 "CLR. SECTION WALL PER PLAN CONi. MC9x25.4 #5x3' -0" 0 12�o /c, TYP. .4 SECTION L -2.1 4- #5 BARS TO 1•a MATCH FIG. STEEL SPREAD FM. SEE PLAN "t ", PER ELEV. LI I I= III =11 III -'111= 1 " = 1.-0" P.C. PANEL FOOTING PER PLAN & SCHEDULE 1YP. H -2.1 R 2}4X12" EA SIDE �- MCl2x35z1'-6� LONG w 6 -#5 & 4- 0x8" W.H .S. O B"o /c EA WAY. " NON SHRINK GROUT. A FTG PER PLAN r- 1--� -r GRADE BEAM FTG PER o • PLAN O STEP 'FTG BLOCK OUT AS REO'D TO ALLOW COL PLACEMENT. R 24X4X12" EA SIDE MC12 35 1 " LONG w 6 - #S & 4- 0z8" W.H .S. O 8 - 4/c EA AY. I CONT, NON SHRINK GROUT CL T.S. COL PER PLAN STEEL TO FTG DOWELS PER SECT. 8 -2.1 NOT SHOWN FOR CLARITY R1" SECTION D -2.1 III III I! TcITi =III- SPACE CONN- O 2' -6" MAX CONSTRUCTION JOINT (C.J.) CLOSURE STRIP JOINT (C.S.J.) STEP FOOTING 00 �00 b - TYP. ON }" GROUT w - °0 A.BOLTs EMBED 6° SPACE CONN. PER PANEL ELEV. - Evui, ki r REID MIDDLETON, INC. 0-5 i HH V 1 4t 0 W z ' o� E. MI O I � a 4rT1 U ti ; 1 z H W ' H f-+ P.C. PANEL PER ELEVATIONS ,P. NOTE, ONTRACTOR SHORE C EDGE OF HOLD _ DECK S REO'D 7;r'CLR. 0 ALL A PARALLEL WALLS, NP. - - -. IPER PLANI E.S. OF PNL. JT. IPER PLANT ADD 4- ()4x3' -0" 2 ON EMBED EA WAY CENT }" R w /6 -i0x5" w.H.s CENTER 0 EA. JOIST TYP. 97. 21.. ` } "R w "C xs" WHS ® O4 . "GA EA WA PER PLAN EMBEDS PER CONDITION 0 PNL JT" DETAIL a -1 __ JOIST PER PLAN i "x12 "x12" c - "m 5 WHS 0 9 "0/ EA WAY. - -_- C L8x6x1x1' -8" BRG. SEAT tg CONDITION @ PNL. JT. DETAIL a -1 SECTION A -3.1 3 ",_ 5z3x; DECK SUPP. ANGLE,1 AS REO'D. JOIST GIRDER PER PLAN SECTION F -3.1 0 PER PLAN V,. - - #4 CONT. '_ -" Rx4 "xi' -0" CENTERED 0 P EL JT. SECTION S -3.1 #4 0 18"o /c. TYP. CHORD STE PER PLAN 02 = "oc EL g LH JOIST PER PLAN - L8x6x1 "x0' -10" (LLV) C'TRO 0 EA. JOIST, TYP. COPE BOT. FLANGE BM. PER PLAN VMFR JFY J01ST JL PER OIST MFR 4x4x MIN. USE 4 -1- "m A325N BOLT 0 W18's (36k MAX. U24 6 - m M3X) N BOLTS W24's (54k MAX) SECTION M -3.1 0 WELDED WIRE FA5RIC PER PLAN. EXTEND TO FACE OF CONC. PANEL, TYR ADDITIONAL REINF. PER PLAN rn I IPER PLAN 1 , PER PLAN, p L4 3x1 CONT.(LLV) w /"0 HILTI KB!! KWIK -BOLTS 0 24 "o /c & 6" FROM ENDS (EMBED 4') IPER PLAN] IPER PLANT JOIST GIRDER PER PLAN `M I L3X3X1XO' - w/ ' KWWIK -BOLT W- SECTION PER PLAN.) JOIST PER PLAN ONE SIDE AT SIM. JOIST GIRDER PER PLAN (W -SECT. 0 SIM.) - -� NOTE: REMAINDER PER SECT. A -3.1 NOTE:- CONNECTION PER SCHEDULE AR SIDE 0 GRID B, 6 (NOT SHOWN) X14 CONT. 4 . P. 0 18 "0/c ]' -0' 0 Q S1A8. N HORD S EEL PER PLAN 02 "o CL DOWELS - BRIDGING & BRACING PER OIST MLR, TYP. LH JOIST PER PLAN SECTION B -3.1 SECTION C -3.1 NnTF- WHS PER S. 1(570 NOT REO'D GRIECTD @ TO TYP BM. PER PLAN SLOTTED BEARING R TO MATCH BEAM FLANGE WIDTH & THICKNESS DIAGONAL STRUT PER JOIST SUPPLIER AT OFFSET BEAM CONDITION PER PLAN SECTION G -3.1 CL P.C. PNL PER PLAN "= L4z4x} / #4x3' -0" 12 0 W12 W14 0 18 "o /c TYPICAL 14" 0 W16+-W18 ALL OPNGS, U.N.O. - L5x4x-} DECK SUPPORT AT STAIR OPNGS. `\ T�- W -SECT PER PLAN -CONN. PER SCH EDULE T -3.1 w/ 2 ROWS i "0z0' -6 W.H.S. 09 "oc & 8 "GA. (8 TOTAL) A T x Ck PANEL EA. ROW SECTION N -3.1 T.S. COL. PER PLAN . � ADDTIONAL REINF: 'PER PLAN & W.H.S. PER SECT. U -3.1 [PER PLAN] NOTE: REMAINDER PER SECT. D -3.1 - R PER SCHEDULE BELOW PER PLAN 2 SM. BM. PER PLAN SECTION T -3.1 i.= ' -0° U.N.O. PER SPECIFIC DETAIL CONNECTION SCHEDULE BEAM W12. TO W16 W18 W21 TO W24 "t" }" 1 OF A325N BOLTS. SECTION H -3.1 JXQ77E; REMAINDER PER SECT. D -3.1 o f 0 4" SECTION P -3.1 +� "x3" HS ® 18" F c ULL I I LENGTH W OF GRID (& ADDITIONAL REINF. PER PLAN I PER P O 0 3 SIDES \ } T1P � <TYP. 1 L W -SECT. PER PLAN L R f," 12" T HRU COL CL w/2 -4 ERECTION BOLTS. T.S. COL PER PLAN SECTION U -3.1 SECTION D -3.1 PER PLAN R}x6 }x1' -O"- 2 Q6L O6 W E AT rEINE & STUDS WELDED THREADED STUDS PER ',1015! SUPPLIER FE#x4x0' -8 w/ 2- 10x0' -5" W.H.S. 05 ° oc AT SECTION J -3.1 SECTION Q -3.1 Q. SECTION V -3.1 EDGE OF P.C. PANEL PER PLAN__ CON. PER PER SECT. T-3.1 EMBED PER PER SECT. N -3.1 W- SECTION PER PLAN P.C. PNL PER PLAN AO CONN. PER SCHEDULE 7-3.1 Ck EMBED & BEAM DT FE x,1 x3' -3" 2 ROWS x0-6" W.H.S 09 ° oc & 8 "G 0 " (10 TOTAL) 16 PILASTER w/ REINF. PER ELEVS. INE OF WALL BEYOND EXTEND WALL PANEL TIES'.. FULL HT. OF EMBED W- SECTION PER PLAN w / 2 -1"0x0' -5" W.H.S. 05 "oc AT CL SECTION E -3.1 SECTION K -3.1 3 x2OGA - S DS 024 c \ I VFY. PER ARCH TYP EDGE STL PER PLAN SECTION L -3.1 EDGE OF P.C. PANEL < -MUTT; SECT. P -3. EXCEPT w/ 3- (J6x4' -0 ° ® "GA SECTION R -3.1 } - L2z2x1A0'-3" w /3 .8 6G FA x SND j PER PLAN -BM. PER PLAN PLAN DETAIL d -1 SECTION W -3.1 L6x4x CONT. ( L4xbx} PER SECT. H .3 OK IF 1' BEARING ON FLANG PER PLAN W- SECTION PER PLAN AT R P.C. PANEL w/ CONN. PER SECT. T -3.1'. � L 1 /3q i 6 H J sheet 53.1b• SITE RETAINING WALL SCHEDULE GEOMETRY REINFORCING ( s'z SP ACING) H' MAX REFERENCE SECTION t; t b b�' —° k" I I STKMEWALL A B C D E F G 4' -0" A 8 8 6 2' -6" 6 24 10 NONE #4 18 NA #4 16 #4 12 #4 16 NA 3— #4 6' -0" A 8 10 8 3' -3" 10 24 10 NONE #4 12 NA :_t----' 12 #4 12 #4 18 #4 i6 4— # 8' -0" A 8 12 16 4' -6" 12 48 14 2•4 #4 12 NA #5 12 # 10 #5 18 #5 16 8— # CURTAIN WALL PER ARCH. 12' 0" 4 VARIES RADIUS T.S. PER PLAN CONTINUOUS OVER SUPPORTS SECTION A -3.2 RiX12x4' -9" w/ 2 ROWS y "0x0' -6" W.H.S. 09 "oc & 6 "GA. O JOIST GIRDER CONN. PER SECT. D -3.1 L wP4— #810-0 PR SEC SECTION D -3.2 L PER PLAN, SECT0 3PER 11 111 — JOIST SEAT PER SECT 0.7 / ETD R xx1' -9" 3- 4 "0x0 -8" .H.S W. `09 "oc A 16 "z 16" PILASTER w/ REINE. PER ELEVS. Rx9 1' 3" WH$ O 9 "oc O w 6 ._ 2 -60x6" WH SO6 "o <O Ck. SECTION E -3.2 NOTE dtl. SECTION B -3.2 R } "x3 "x0' -5" O OL #4 i 44 ' 0 4;1,6 " O LH JOIST PER PLAN LEDGER ANGLE PER SECT. A -3.1 R x1 10 "x2' -01" w/ 9— "0x6" WHS O 9'o /c EA WAY (3 ROWS OF 3 EA Al SHEAR PLATE TO EMBED , g 5 " EA. $ID �NOTF:- VET .S R F7 .2I R DISIGN JOIST SEAT FOR 3.2k AXIAL COMP./ TENSION. FINISH PER ARCH. BAR C 2— #4 TOP LEVEL GRADE 2' 0 WEEP HOLES 0 8' -0" o/c DRAIN PER GEOTECH REPORT 2" CLR. FROM BOTTOM OF KEY BAR BAR 2" CLR. I TYP FREE DRAINING BACK FILL PER GEOTECH IN SITE WALL SECTION SECTION C -3.2 SEE NOTES FOR ADDNIONAL' REINFORCING O WALL CORNERS AND OTHER ABRUPT CHANGES IN DIRECTION B WALL BARD ( HORIZ.) PROVIDE CORNER BARS TO MATCH STEMWALL KEY PER SCHEDULE 1.) VERIFY 3000Psf SOIL BOATING JOINT ' TI w/ GEOTECH PRIOR TO CASTING FOOTINGS. I 2.) PROVIDE HORIZONTAL CONTROL JOINTS w/ KEY NOT TO EXCEED ?VIZ H' (STOP ALL HORIZONTAL BARS)(DOES NOT APPLY TO FOOTINGS) PROVL APPROVED WATER SC RA PER ARCH. 3.) AT ALL WALL CORNERS AND CHANGES IN DIRECTION EXCEEDING 15 PROVIDE BENT #4 HORIZ. O 12" o% O EXPOSED FACE FULL HEIGHT. EXTEND MINIMUM M FROM CORNER EA. WAY. ° = 1' — )99 REID MIDDLETON, INC. LEDGER 0 NON -BRG WALL PER SECT TYPICAL LEDGER SPLICE ADD 2 - #4 CONT. TIES TO W.H.S.'s, TYP @ CORNERS .... _'' - 6' ___ 4t °_ 9 .4 -t 4 [PER PLAN] 6" GIRDER BRG. VFY. w/ MFR. JOIST SIIPPI IER NOTE PROVIDE CLEARANCE FOR KNIFE PLATE THRU GIRDER SEATO ALL LOCATIONS PER PLAN 4[ PER PLAN] _ N1 DECK SHIM - -- JL PER JOIST MFR -- (4x4xi MIN.) w/ (4) -} "0 A325N BOLTS 0 W14 -W16 & 6 -} "0 & (6) -i"0 A325N BOLTS 0 W18 -W21 S PER ARCH. L i I � T.S. 3x3x�x O 4' -0 "oc - -I-- -' CURTAINWALL I PER ARCH. -' 1_ SECTION ADD R 8"x4 "x1'-0" w/2 -} "0 L LEDGER O BRG WALL PER SECT. A -4.1 ..RADIUS L4x4x+ BRACE 1 - "SOz EMBED R O FA. JOIST w/4 W.H.S. 09 EA. WAY P.C. PNL PER ELEV.'S SECTION A -4.1 JOIS & COL JOIST GIRDER VARIES ,<PER PLANS GIRDER MFR NOTE: COL. WIDTH = MAx. DISTANCE BTWN. R OF W.P. JOIST PER PLAN (w /ERECTION BOLTS PER SJI) STL. DECK i "x4 "x1' -4" KNIFE R TYP. Ig OR CHD W. P.(E.S.) x }" BRG. R w/ 4 -1 "0 BOLTS. VFY. WIDTH w/ JOIST SUPPLIER T.S. COL. PER FON. PLAN SECTION E -4.1 EA FLUTE BM. PER PLAN -_- R Z "x9 w/4 - } 0 A325N BOLTS INTO VERT. ANGLES & 4"0 ERECTION BOLT 0 EA BEAM. = L3z3x BRACE 0 4' -0 "o /c (NOT REQUIRED WHEN VARIABLE DIMENSION IS LESS THAN 3' -0 ") SKEWED x3xA O 4' -0 /c PERPENDIC TO CURTAINWALL NOTE:- JOIST MFR DESIGN JOIST FOR 5.45 AXIAL TENSION/ COMPRESSION APPLIED 0 BOTTOM OF JOIST S.T. SEE ARCH. DRWGS. 9 } " x 4" x 6" STABILIZER R (NO WELD TO GIRDER) W -SECT. SPLICE R O PNL J A. PER DTL. 2 DTLS. at &a2 RETURN WELD 3 "T& B. I- OBH/H TYP ( Sx3 x} (LLH.) CONT. (SPIJC ONLY O EMBED TL'S, TYP.) JOIST PER L6xbx o' - 10" (LL.V.) BRG. NGLE TYP KNI R J.G. T FLA NGE 5/1 LSx3 (LLH) PER SECT. A -4 1- ' 1 L64 zx8x0' r m PER SECT. 5 A- 4.1I SECTION R -4.1 NOTE: - 0 SIM CONDITION, COPE W- SECTION PER SECT. G -4.1 & E%TEND CHORD. DETAIL @ P.C. PNL INTERIOR DTL. a) (SECT. A -4.1) 3 "xi "x' -10" SPLICE R, OPTION CONT. L ACROSS JOINT & SPLICE AT INTERIOR PER DTL ABOVE 5x3 }x CONT. E.S. L 6x4x4 z 1' -6" DETAIL @ P.C. PNL JOINTS DTL. a2 (SECT. A -4.1) R xi'- 1"x1' -10" w/ WHS 0 9 "o /c EA WAY 1' 4 i.., EQ. EQ. 4" B" 4" 1'14" K-�1OIST PER AN I w /EXTENDED PL TOP CHORD. -u SECT. e - - EDGE OF PC PANEL .1 CL JOIST PER PLAN W -SECT PER PLAN `- R - 1'- 4"x2• -1 O" w /8- o "0x6"WHS O 9 "0 /< & e "GA SECTION L -4.1 2 #7 EA FACE PER PNL. ELEV. ExTEND TYPICAL WALL PIER TIES PER PNL ELEV. FULL HT OF EMBED. (" = #4 0 16 ° o /c EA WAY HOOK 90' AROUND VERT. STEMWALL REINF. PER PLAN H EA SIDE E ; N JOIST & EMBED PER PLAN -� BM. & EMBED 0 'CL PNL O WHS rk PNL O WHS 2- //4x2' -0" EA WAY CL 0 WHS „__PER ARCH. COPE FLANGE FARSIDE $"_- _ONLY TOP & BOT. pER: PLAN • RADIUS PER R -4.1 4.1 WELD TO OUTR` - S. T. 3} 2 xax1' -0" OUTftIGGE� C6x8.2 / "xb" ASS O 32 "o / c 0 CL W- SECTION PER PLAN '. W- SECTION PER PLAN (COPE TOP FLANGE) E 0 5 MECH. CURB r . EMBED R S. OF PNL. JOINT 3 SI A> DF G�ID 1 •0 LJ NOT, OUTRIGGER SUPPORTS FOR SCREENWALL PER SECT. 0 -4.2 71" P.C. PNL R 6x3 w 0 L/2�- ERECTION tlULT e • MC18x 42.7 EMBED CHANNEL 5 #9x8RO" / 0 3 /c - HOOK REINF. AROUND VERTS PER SECT. P -4.1 �6" C.I.P. WALL w / #4 VERT. 0 / 16 "o /c & f4 HORIZ. 0 12 o/c 5. (4' -0 HEIGHT MAX.) /#4 TO , v \ BEAM . R } "x3} "x' -9" w /3 -'i "0 BOLTS __ <PER PIAN> 2-$$4 CONT. (1T &18 TIESS TO WHS, TYP (PER PLAN) 3 k 43 (LL.V.) w/ 0x5" x- tV.H.S. 6" FRO ROVIDE W.H.S. 6" FROM END OF PNL, TYP. - R 4"X6 "XO' -9" x12' -0" w/4 - }"0 EA WAY SECTION B -4.1 C6x8.2 SFLAT) STRUTS 0 5' -0 o/c Max. SPCC. CONTINUOUS OVER FIRST 2 BAYS (COPE FLANGES), TYP ROOF JOIST PER PLAN ADJAC BRACE UP TO ADJAC NT BEAM TOP FLANGE PER SECT. 0 -4.1 SIB. I r p -4.7 SIM CPER'PLAN( T.S. 3I 3 }x} BRACE (6 PLCS ® BEAM PER PLAN) AX 54 WELD R E.S. w/ 2 - "0 ERECTION BOLTS PLAN SECTION M -4.1 O P.C. PANEL w /REIN PER ELEVATION 11 DECK PROVIDE DECK CONTINUOUS OVER 15T 3 BAYS TYP. (NO JOINTS) r SECTION T -4.1 L - I OW e OW t - EQ. E0. I 6- WHS PNL • TYP. SPLICE DTL. DECK'. SHOWN CUTAWAY FOR CLARITY. -� COPE ENDS L4x4, TYP. 1%6" CON,. 2 ROWS 4 V 2 -6" O 18 "0 } dtl. R�zS "xt' - 4 "O CL BEAM PER PLAN - BRACE PER SECT. Q -4.1 ER BOLT U.N.O C9z20x2' -0" w/3- } "0 xe "WHS 08 /c0 rE 0 2 WELDS l EA. VALLEY LL " 0 WA• L-J x4" WELDED TO BOTTOM OF C9 w/2- #5 %3' -0 O 4"GA 0 R g x3 xt' -o" <PER PLAN> LEDGER PER SECT. B -4.1 [PER PLAN)_ 1 " - 0 PRG. BOL R TS w/ COORDINATE w/ JOIST MFR. /4 T.S. COL. 2 SECTION G -4.1 immitimmw 1 _1 4x4z} 05' -0 "o /c R (CEALLEY) NTER EA DER E UN DECK SID /c SECTION N -4.1 EA BEAM TO GIRDER PER PLAN CE T.S. R 1 "11' -4" O OE SPLICE TYP. BEAM PER PLAN= JOIST GIRDER PER PLAN (W -SECT. 0 SIM. COND.) 0 6 /c i}" MIN. I (GIRDER MFR. VERIFY) FACE OF T.S. EMBED PER SECT. A -4.1 EA. SIDE OF JOINT w /SPLICE PER SECT. B -4.1 - LEDGER PER SECT. B -4.1 ROOF DECK JOIST GIRDER SEE SECT. E -4.1 SECTION C -4.1 ADD R y x2 "xt' -4" EA SIDE ' 0 GRID C O�LY R WIDTH & THICKNESS TO [PER PLAN] MATCH BEAM FLANGE 0 SECTION dtl. < PER PIAN> EMBED PER SECT. A -4 EA. SIDE 0 JOINT. k" T6Z3 "x1 q �E SPLICE. (P JOINTS ON LY) } = 1 -D" SECTION H -4.1 CO03.2 STRUCT. PER PLAN CONNECT TO LEDGER PER SECT. B -4.1 CONTINUE T.S. BLK BEYOND PER SECT. D -4.1A FLAT BAR }x1ix0' -3',, EA SIDE 0 24 o /c -- LDGER FER SECT. R E } "x3 :: w/2- "0 ERECTIO BOLTS. TE ` L DSL P -4.1 NOTE JOIST MFR DESIGN JOIST FOR 5.4k AXIAL TENSION/ COMPRESSION APPLIED 0 BOTTOM OF JOIST SEAT. REINFORCE GIRDER PANEL POINT AS REQ'D. 6 "o /c TYP PER PLAN KIST GIRDER PER PLAN NOTE: - BLKG. REO'D WITHIN 3O• 30' -0" OF P.C. WALLS TYP. (INCLUDES C6xB.2 PER SECT. C -4.1) STEEL DECK PER ROOF PLAN JOIST EA. SIDE PER ROOF PLAN JOIST GIRDER PER ROOF PLAN (W- SECTION 0 SIM.)--k- SECTION D -4.1 8_� D-4.1A "x12' TH w/� 2- • 0 ERECTION RU COL BOLTS EA. BM. W12x53x0' -6 TYP EA SIDE 0 JOIST GIRDER WELD TO T.S. COL PER SECT, D -3:1 (GIRDER NOT SHOWN) ROOF DEC 3/16 DRAG BM. PER PLAN CONNECTION PER SECT. G -4,1, SIM bi SECTION U -4.1 CONDITION @ D-4.1A 4 \ L - W -SECT. PER PLAN } MIN. 3 SIDES TYP T.S. COL. PER PLAN SECTION J -4.1 2 WELDS EACH FLUTE 0 DRAG STRUTS K JOIST PER PLAN SECTION Q -4.1 [PER Pte] .. L3z3z3/16 PER PLAN COPE & BEND LEGS. LOCATE AT JOIST PANEL POINTS NEAREST TO BEAM QUARTER SPANS r Ti REID M�TON INC C a - Vl TYPICAL WELDED RENE DETAIL O GIRDER EMBED SCREEN WALL L I 1 PER ARCH. - _ -- JOIST PER PLAN - L4x4z�x0' -4 DETAIL 2 TOP CHORD ��� PANEL POINTS (TYP.) � I #8 -18 SELF - TAPPING EYE SCREW. PENETRATE THRU STN. MEMBER L, STRUT TO MAIN RUNNER TIGHT FIT. SHIM AS REQUIRED SPLICE SECTION D -4.2 MECH. UNIT SCREEN I- SUPPORT DETAIL CONCENTRATED LOAD T.S. 6x4 SUPPORT PER PLAN SECTION C -4.2 r JOIST TOP CHORD m -- P.C. PANEL -TN SECTION A -4.2 = 1 - 12' -0" OPEB STEEL EN W JOIST PANEL POINTS Q1 Q \ID ® OO (TYP) JOIST BON. CHORD i HANG WITHIN 6" OF ANY UPPER CHORD PANEL PONT. HANG WITHIN 6" OF ANY LOWER CHORD PANEL PONT. TRAPEZE BETWEEN ANY PANEL POINTS. ADD AN ANGLE E.S. TO STIFFEN THE BOTTOM CHORD SEE DIAGONAL BRACE DETAIL. ADD AN ANGLE E.S. TO STIFFEN THE TOP CHORD SEE DIAGONAL BRACE DETAIL. NOTES 1) DO twgDI CUT OR DRILL ANY JOIST MEMBER. 2. THIS DETAIL IS APPLICABLE TO SUPPORTING MECH. EQUIPMENT, SPRINKLER PIPES, ETC. 3.) JOIST MANUFACTURER TO ACCOUNT FOR ABOVE LOADING ON JOIST DESIGN. ALLOWABLE METHODS & LOCATIONS FOR SUPPORTING LOADS FROM OPEN WEB STEEL JOIST N.T.S. C RIGID STEEL HEAW WALL CONDUIT STRUT 0 12' -O"0 /c EA. WAY START 6' -0 MAX. FROM EDGE OF CEILING AROUND PERIMETER UNDERSIDE OF STEEL FLOOR OR ROOF FRAMING C \45' MAX. 45' MAX. 2" MAX. CL STRUT TO CE SPLAY CONN. TYP. r45' MAX. NOTE: SEE ARCH. FOR CEILING VERTICAL SUPPORT. CLR 8" ; 1' -0" 4" °� TOP OF 6" C.I.P. WALL BEYOND - 2- #4x2' -O" WHS. SEE "DIAGONAL BRACE DETAIL" - STEEL FLOOR OR ROOF MEMBERS 0,71 # 12 VERT. WIRE =Men CONCUR STRUT. PROVIDE ADDITIONAL END & INTERMEDIATE VERT. SUPPORT WIRE PER U.B.C. REQUIREMENTS. WHERE "L" IS GREATER THAN TEN FEET AND LESS THAN TWENTY FEET ADD (4) #12 GA. SPLAY WIRES, ONE EA., IN PLANE OF EA RUNNER. LOCATE ADDED SPLAY WIRES AT MID -HT. OF CONDUIT STRUT. I "0 STEEL CONDUIT STRUT. SLIP OVER #12 GAGE IN PLACE VERT. WIRE CUT TO AT & SHIM TIGHT TO FLOOR OR ROOF STRUCTURE & MAIN RUNNER. MAN RUNNER CROSS RUNNER (USE SEISMIC LOCKING PIN TO FASTEN CROSS RUNNER TO MAIN RUNNER. (4) ( GA. SPLAY WIRES, ONE EA, IN PLANE OF EA RUNNER - VERTICAL ANGLE APPROX. 45 ALL WIRES SECURED TO MAIN RUNNER WITHIN 2" OF INTERSECTION. AT EA END OF SPLAY WIRE OR VERT. WIRE ATTACH BY LOOPNG WIRE THRU HOLE IN RUNNER, CONDUIT STRUT OR THRU EYE SCREW & TWISTING WIRE TIGHT AROUND ITSELF AT LEAST THREE COMPLETE TURNS IN 14" TYP. PER PLAN JS W -SECT. PER PLAN 4 -# (ASTM A706)00 EYE GA ( EA SIDE) OF CONC RL .ROM FACE DETAIL 1 L6x6xIxPANEL t +i" W12z53x0' -6" EA SIDE 4"x1 EA SIDE w/8 -#6 WELDED REINF. THRU PANEL PER DETAIL. TIE BACK TO VAX BY OTHERS 4 .5"x0' -8" /2- 4 I'.6 "6AL 0 C 11 I I 1 (` BYROTHERSLL I I 1 K V / W -SECT. PER • . i1 PLAN DETAIL R }x3 "x8" CL PANEL POINT - ONE L2x2x4. J' E.S. OF JST. GREATER THAN 6 " ''' N--CONCENTRATED LOAD CD EXTEND BM. ABOVE GIRDER NOTCH EXTEND BEAM BELOW GIRDER NOTCH R TO MATCH BEAN FLANGE WIDTH & THICKNESS -- RAT WR { ", TYP REATER THAN PANEL 1 PONT NOTE: 1.) WHERE CONCENTRATED LOADS ARE SUPPORTED BY JOISTS CHORDS AND MR E AMORE THAN (ES. A PANEL PONT NDI CL REINFORCE THE JOIST WITH AN ADDED ANGLE LM (E.S. ENDING FROM M THE THE POINT LOAD THE THE NEAREST PANEL L POINT EXTENDING ON THE OPPOSITE CHORD. 2.) REMOVE LOAD FROM JOIST PRIOR TO WELDING ANGLE. DIAGONAL BRACE DETAIL NOTE % PROVIDE 1 1 VERIFY T.S. 4 LONG ® EVER }• Fr/MECH; OTHER DECK RIB BELOW I CONT, UNIT CURB; TYP. N.T.S. STEEL JOIST PER PLAN SECTION 4X6Xx ANGLE ® EA END, NP MC6z18, TYP. UNDER UNIT CURB. P. E.E. OF ANGLE O MISCELLANEOUS MECHANICAL 6" _j__ [PER PLAN] S R I"x9"x1'-2" w /4 -I"m BOLTS ® 5 } "G4 T.S. COL. PER PLAN MECH UNIT ( 10001 ) RAX & CURB BY OTHERS rt -1 -- W -SECT. PER TYP PLAN! 1+4" x 14" x }" T.S. UNDER UNIT CURB (FULL LENGTH. TYP) TYPICAL SUSPENDED CEILING "LATERAL" SUPPORT DETAIL (ONLY) UNIT SUPPORT DETAIL (UNR WEIGHT UNDER 100011 MAX.) NOTES VERIFY SUPPORT CONAGURATION AND JOIST CAPACITY w/ SUPPUER (TYPICAL ALL SUPPORTS) dti. (5) -I "0 BOLTS GENERAL NOTES THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE CODE: UNIFORM BUILDING CODE -- 1997 EDITION - ASTM'S LATEST EDITION LIVE LOADS ROOF 25 PSF (DRIFTING SNOW BASED ON 20 PSF GROUND SNOW) WIND 80 MPH, EXPOSURE C FLOOR 100 PSF ON JOIST d DECK, 50 PSF + 20 PARTITIONS ON GIRDERS, COLUMNS d FOOTING SEISMIC ZONE 3 FOUNDATION THE FOUNDATION WAS DESIGNED WITH AN ALLOWABLE SOIL BEARING CAPACITY OF 3000 PSF IN ACCORDANCE WITH SOILS REPORT E -8806 DATED 8 -11 -99 AND SUPPLEMENTAL LETTER DATED 11 -18 -1999 PREPARED BY EARTH CONSULTANTS. PREPARE THE SITE PER SOILS ENGINEER'S RECOMMENDATIONS. BEAR ALL FOOTINGS AND SLABS ON PROPERLY PREPARED NATIVE SOILS OR ON COMPACTED STRUCTURAL FILL, SEE SOILS REPORT. COMPACT ALL STRUCTURAL FILL AND BACKFILL PER SOILS ENGINEER'S RECOMMENDATIONS. DETERMINE MAXIMUM DENSITY BY ASTM D -1557. EXTEND ALL EXTERIOR FOOTINGS 18" MIN. BELOW FINAL FINISHED GRADE. SEE ARCH. AND SOILS REPORT FOR SLAB ON GRADE UNDERLAYMENT. SLABS ON GRADE THE SLAB ON GRADE FOR THIS PROJECT I5 TYPICAL OF THAT IN OTHER BUILDINGS CONSTRUCTED IN THIS AREA WITH SIMILAR FLOOR LOADINGS AND SOIL CONDITIONS. THE SLAB HAS NOT BEEN DESIGNED FOR ANY SPECIFIC LIVE LOAD (INCLUDING CONSTRUCTION LOADS) AND HAS BEEN DETAILED TO MEET LOCAL'_ INDUSTRY STANDARDS FOR SIMILAR BUILDINGS. THE OWNER OR HIS REPRESENTATIVE HAVING REVIEWED THESE DRAWINGS PRIOR TO START OF CONSTRUCTION IS AWARE OF THE PROBLEMS WHICH MAY ARISE WITH THESE SLABS AND ACCEPTS THE RESPONSIBILITY THEREOF. REVIEW WITH THE SOILS ENGINEER ANY CONSTRUCTION LOADINGS ON THE SLAB AND SOILS BELOW_ TAKE NECESSARY MEASURES TO INSURE THAT THE SLAB AND SOILS BELOW WILL NOT BE EFFECTED OR DAMAGED BY CONSTRUCTION LOADING. CAST -RI- PLACE - CONCRETE F'c = 3000 PSI FOR ALL CAST -IN -PLACE FOOTINGS AND SLABS -ON- GRADE. F'c = 5000 PSI FOR ALL TILT -UP PRECAST WALL PANELS. ULTIMATE STRENGTH DESIGN METHOD USED. CONCRETE MAY BE PROPORTIONED ON THE BASIS OF FIELD EXPERIENCE AND TRIAL MIXTURES OR BY WATER - CEMENT RATIO AS DESCRIBED IN CODE. SUBMIT MIX DESIGN AND DATA AS REQUIRED FOR EACH METHOD. IF WATER - CEMENT RATIO METHOD IS USED, MAXIMUM WATER - CEMENT RATIO SHALL CONFORM WITH TABLE 19 -A -7 OF UBC. MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE UBC AND ACI CODE 318. PROPORTION AGGREGATE TO CEMENT TO PRODUCE A DENSE WORKABLE MIX WITH 4" MAXIMUM SLUMP WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. SEE SPECIFICATIONS FOR ADMIXTURES. PROVIDE 5% 1t /2% TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO FREEZING AND THAWING EXPOSURES. LIMIT WATER - CEMENT RATIO TO .45 AND USE TYPE V CEMENT WHERE CONCRETE IS EXPOSED TO SOIL CONTAINING WATER SOLUBLE SULFATE IN EXCESS OF .2%. ADD NO WATER AT SITE. WATER REDUCING OR SUPERPLASTICIZING ADMIXTURES MAY BE USED TO INCREASE WORKABILITY WITHOUT INCREASING WATER - CEMENT RATIO OF DESIGN MIX SUBMITTAL. SEE SPECIFICATIONS FOR CURING 3/4" CHAMFER ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. PRECAST PANEL NOTES 1. PANEL ELEVATIONS SHOW INSIDE FACE. 2. CONTRACTOR TO VERIFY ALL DIMENSIONS IN FIELD PRIOR TO FORMING PANELS. 3. PROVIDE ADDITIONAL HORIZONTAL REINFORCING PER PANEL ELEVATIONS AT OPENINGS WITH HORIZONTAL TRIM BARS EXTENDING 2' -0" BEYOND EDGE OF OPENINGS. VERTICAL TRIM BARS TO RUN FULL LENGTH. 4. PEEL LIFTING STRFSSFN ARE TO BE CHECKED BY THE CONTRACTOR WO SHALL PROVIDE REINFORCING STEEL AS REQUIRED FOR HANDLING AND ERECTION. USE STRONGBACKS AS REQUIRED AT EXCESSIVE PANEL. OPENINGS. 5. PROVIDE 3/4 CHAMFER AT ALL EXPOSED CORNERS UNLESS OTHERWISE INDICATED ON ARCHITECTURAL .DRAWINGS. 6. PROVIDE 3 COATS ASPHALTIC PAINT OR A3" MINIMUM CONCRETE COVER AT ALL CONNECTIONS EXPOSED. TO EARTH OR WEATHER. 7. PROVIDE 3/4 NON- SHRINK GROUT BETWEEN BOTTOM OF PRECAST PANELS AND TOPS OF FOOTINGS. 8. ,MAXIMUM DEPTH OF REVEAL STRIPS TO BE 3/4 ". SEE ARCHITECTURAL DRAWINGS FOR .LOCATION. VERIFY ALL PANEL THICKNESSES WITH ARCHITECTURAL DRAWINGS. D. PANEL CONNECTIONS. FOUND ON SHEET RS- 5.2.'" 10. ,PROVIDE 1/2" CLEARANCE BETVEEN PRECAST ELEMENTS UNLESS NOTED OTHERWISE 11. 'SHOP DRILL (1/4" DIAMETER) AIR'. RELEASE HOLES IN EMBEDMENTS AT 6" 0/c AS REQUIRED IN ORDER TO DISPLACE ANY VOIDS FORW4ORK. 12. ',REMOVE ALL WELD SLAG AROUND EMBEDMENTS EXPOSED TO WEATHER AND SAND- BLAST. REBFORCBIG STEEL USE DEFORMED REINFORCING STEEL CONFORMING WITH ASTM A615, GRADE 60 (fy=60,000 psi). LAP CONTINUOUS REINFORCING BARS 36'BAR DIAMETERS, MINIMUM, UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS I2 MIN. BND) FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES WELDED WIRE FABRIC (WVF) TO CONFORM WITH ASTM A185. REINFORCING. HOOKS TO COMPLY WITH STANDARD ACI HOOKS EXCEPT STIRRUPS AND TIES SHALL HAVE 135 DEGREE ACI SEISMIC COVER TO REINFORCEMENT: NOPRESTRESSED CAST -IN -PLACE CONCRETE (INCHES) CAST AGAINST AND PERMANENTLY. EXPOSED TO EARTH 3 FORMED SURFACES EXPOSED TO EARTH OR WEATHER #6 AND LARGER 2 85 AND SMALLER.....1 -1/2 NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SLABS, WALLS, JOISTS 14 AND LARGER 1 -1/2 #11 AND SMALLER 3/4 BEAMS, COLUMNS PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS 1 -1/2 PRESTRESSED CAST -IN -PLACE CONCRETE (APPLIES TO PRESTRESSED AND NONSTRESSED REINFORCEMENT, DUCTS AND END FITTINGS) • CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH FORMED SURFACES EXPOSED TO EARTH OR WEATHER SLABS, WALLS, JOISTS 1 OTHER MEMBERS 1 -1/2 NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SLABS, WALLS, JOISTS 3/4 BEAMS COLUMNS 1 -1/ PRIMARY REINFORCEMENT 2 TIES, STIRRUPS, SPIRALS 1 REBAR DOWEL BISTALLATION DRILL HOLES FOR DOWELS IN ACCORDANCE WITH GROUT MANUFACTURERS RECOMMENDATIONS. BLOWHOLE CLEAN WITH OIL FREE COMPRESSED AIR. FILL DOWN HOLES WITH A MEASURED AMOUNT OF HILTI HY -150. INSERT REBAR AND SECURE UNTIL GROUT HAS REACHED ITS INITIAL CUE. ALL WORK SHALL BE BY PERSONNEL EXPERIENCED IN THE USE OF THIS PRODUCT, AND IN ACCORDANCE WITH IC80 REPORT NO 5193.. REINFORCING STEEL WELDING USE ASTM A706 GRADE 60 (fy = 60000 psi) FOR ANY REINFORCING THAT IS TO BE WELDED. FOLLOW PROCEDURES OF. ANSI /AWS.D1.4 -92, STRUCTURAL WELDING CODE REINFORCING STEEL. ". USE E 80XX LOWHYDROGEN ELECTRODES CONFORMING TO ANSI /AWS A5.1 OR A5.5. DO NOT WELD REINFORCING IF TEMPERATURE IS BELOW 32 DEGREES FAHRENHEIT. MAINTAIN A MINIMUM PREHEAT AND INS TEMPERATURE OF 50 DEGREES FAHRENHEIT FOR NO. 7 THROUGH'. NO.11 BARS.. DO NOT OT WELD NO. 14 AND NO. BARS; 20 50 W NOT WELD WITHIN 3- INCHES OF BENDS. LET. BARS•COOL NATURALLY TO'AMBIENT TEMPERATURE AFTER WELDING; DO NOT QUENCH. USE•WABO CERTIFIED WELDERS. PROVIDE SPECIE_ INSPECTION PER CODE. SUBMIT MILL CERTIFICATES. STRUCTURAL STEEL ALL WORK IN ACCORDANCE WITH "DISC SPECIFICATION.FOR THE DESIGN, FABRICATIONS AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" AND THE "CODE OF STANDARD PRACTICE'. STRUCTURAL STEEL SHALL CONFORM TO. THE FOLLOWING STANDARDS:. STRUCTURAL STEEL 'ASTM A -36 (Fy= 36.000 PSI) TUBE SHAPES ASTM A -500, GRADE B (Fy= 46,000 PSI) PIPE SHAPES ASTM A -53, TYPE E OR S, GRADE B (Fy =35;000 PSI) WELDHEAD STUDS ASTM A -108 (Fy =50,000 PSI) ANCHOR BOLTS ASTM A -307 HIGH STRENGTH BOLTS ASTM A -325 ASTM C -1107 SUBMITTAL SHALL INCLUDE: BILL OF MATERIAL, PLACEMENT PLANS, CALCULATIONS AND SJI PLANT APPROVAL. A. CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT IS TO BE BUILT SHALL STAMP AND SIGN THE CALCULATIONS. THIS SANE ENGINEER SHALL REVIEW THE PLACEMENT PLANS TO ASSURE CORRELATION BETWEEN PLACEMENT PLANS AND CALCULATIONS. PLACEMENT PLANS SHALL SHOW MARK NUMBER, ORIENTATION AND LOCATION OF ALL PIECES. INCLUDE ALL DESIGN LOADS, BRIDGING AND BRACING REQUIREMENTS, SPECIAL CONNECTIONS AND BEARING DETAILS. DO NOT BEGIN FABRICATION UNTIL SUBMITTAL HAS BEEN REVIEWED. OBTAIN WRITTEN APPROVAL TO FABRICATE PRIOR TO SUBMITTAL OF CALCULATIONS. CONTRACTOR WILL BE RESPONSIBLE FOR ANY DISCREPANCIES BETWEEN BILL OF MATERIAL AND CALCULATIONS. COORDINATE WORK WITH STRUCTURAL STEEL FABRICATOR. MANUFACTURER SHALL BE A SJI APPROVED PLANT WITH AT LEAST 5 YEARS EXPERIENCE. ON COMPLETION OF THIS WORK SUBMIT 2 COPIES OF THE FINAL REVISION OF THE SHOP DRAWING PLANS FOR THE ENGINEER'S AND OWNER'S PERMANENT RECORD. STEEL ROOF DECK VERCO HSB -36 - 1-1/2" HIGH X 36" WIDE GALVANIZED STEEL ROOF DECK. CONFORM WITH ASTM A653 SO GRADE 33, MINIMUM YIELD 38 KSI WITH G60 GALVANIZED COATING. MATERIALS AND INSTALLATION SHALL ALSO CONFORM WITH ICBO REPORT 2078P. SEE PLAN FOR DECK .GAGE AND CONNECTIONS. SEE ARCH. FOR PRIME PAINT REQUIREMENTS. MINIMUM EFFECTIVE FUSION AREA OF PUDDLE WELDS MUST BE 3/8" BY 1" OR 1/2 DIAMETER. SEAM WELDS MUST BE A MINIMUM OF 1 -1/2 ". COMPLY WITH AWS D1.3. USE NO CONCRETE CONTAINING ADMIXTURES OF CHLORIDE OR CHLORIDE SALTS ON ROOF DECK. USE VERCO SHEARTRANZ WHERE INDICATED ON PLAN. OTHER ROOF DECKS AND ATTACHMENT PATTERNS MAY CONSIDERED PROVIDED THEY HAVE AN EQUIVALENT DIAPHRAGM STRENGTH AND STIFFNESS AND GRAVITY LOAD CAPACITY. STEEL FORM DECK STEEL FORM DECK SHALL BE VERCOR FORMLOK OR APPROVED EQUAL CONFORMING WITH ASTM 446, GRADE A, Fy=33,000 psi WITH G60 GALVANIZING PER ASTM A525. USE 22 GA. W3 FORMLOK; 1=0.718 IN4, S =0.418 IN3. CONNECT TO SUPPORTS WITH 4 PUDDLE WELDS PER SHEET ACROSS EACH SUPPORT AND 12" 0/C AT SUPPORTS PARALLEL TO SPAN. SIDE LAP FASTEN WITH BUTTON PUNCH AT 24" 0 /C. USE NO CONCRETE CONTAINING ADMIXTURES OF CHLORIDE OR CHLORIDE SALTS ON FORM DECK. LIGHT GAGE STEEL FRAMING AS NOTED ON PLANS: 14 8 16 GAGE SHALL CONFORM TO ASTM 446, GRADE D. 18 GAGE 8 LIGHTER SHALL CONFORM TO ASTM 446, GRADE A. LIGHT GAGE FRAMING TO HAVE THE FOLLOWING MINIMUM PROPERTIES: CALLOUT SIZE GAGE I(TN4) S)1(13) A(IN2) 3- 5/8620 3- 5/861-5/8 20 0.5275 0.2546 0.2373 6X20 6X1 -5/8 20 1.7120 0.4954 0.3125 PROVIDE BRIDGING PER MANUFACTURER'S STANDARDS. ELEVATORS ELEVATOR SUPPLIER TO PROVIDE ALL NECESSARY CALCULATIONS AND ELEVATOR DESIGN DRAWINGS TO THE CITY OF TUKWILA. THE DRAWINGS ARE TO INCLUDE. THE MACHINE BEAM, BUFFER AND RAIL REACTIONS TO THE STRUCTURE. THE DRAWINGS AND CALCULATIONS ARE TO BE REVIEWED BY ENGINEERS NORTHWEST TO VERIFY THAT THE STRUCTURE CAN WITHSTAND THE IMPOSED LOADS PRIOR TO THE SUBMITTAL TO THE CITY. LOADS THAT INCLUDE IMPACT ARE TO BE SO' IDENTIFIED. WRIIDOW WALLS WINDOW WALL SHOP DRAWINGS WITH CALCULATIONS, ALL STAMPED AND SIGNED BY A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER, SHALL BE SUBMITTED TO ARCHITECT FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL SHOW ALL ADDITIONAL FRAMING, NN BRACING, COECTIONS, ETC., REQUIRED FOR WINDOW WALL SUPPORT. A LETTER SHALL DEBE SENT T THE CITY FROM ENGINEERS NORTHWEST STATING THAT THE SHOP ORAWINGS.AND CALCULATIONS NS FOR THE WINDOW WALLS HAVE BEEN REVIEWED AND ARE COMPATIBLE WITH THE BASIC STRUCTURE. SUSPENDED CEILINGS CEILING, SYSTEMS AND THEIR CONNECTIONS TO THE BUILDING' STRUCTURE SHALL BE DESIGNED. AND CONSTRUCTED TO RESIST THE' LATERAL FORCES 'SPECIFIED IN THE UNIFORM BUILDING. CODE. INSPECTIONS INSPECTIONS ARE TO BE PER UBC CHAPTER 17 AND ARE TO BE BY AN INDEPENDENT TESTING LAB. FOUNDATION: INSPECT FOOTING EXCAVATIONS AND PROVIDE COMPACTION TESTS. CONCRETE: TAKE CONCRETE CYLINDERS AS REWIRED CODE, VERIFY SLUMP, CONNECTIONS AIR CONTENT, PLACEMENT OF CONNECTIONS AND ANCHOR BOLTS. REINFORCING: VERIFY THAT ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS. CHECK FOR ,REWIRED COVER, SIZE, GRADE, AND SPACING. CONC. EXPANSION d COPY OF ICBO REPORT FOR ANCHORS OR ADHESIVE. SYSTEM USED MUST MASONRY'. ANCHORS 8 BE AVAILABLE AT JOB SITE. VERIFY ANCHORS OR ADHESIVE. SYSTEM DRILLED IN DOWELS: INSTALLATION IS IN ACCORDANCE WITH REPORT. WELDING: PER AWS, SECTION 6. INCLUDES WELDING OF REINFORCING AND DECK. INSPECT THE FOLLOWING PRIOR TO WELDING: PERSONNEL QUALIFICATIONS, WELDING PROCEDURES, WELDING EQUIPMENT, WELDING CONSUMABLES,U BASE METAL QUALITY, JOINT PREPARATION AND FIT -UP, PREHEAT, WELDING CONDITIONS. DURING WELDING INSPECT THE FOLLOWING: TACK WELD QUALITY, WELD PROCEDURES, INTERPASS TEMPERATURES, CONSUMABLE CONTROLS. INTERPASS CLEANING, VISUAL INSPECTION, NOT. IF REWIRED. AFTER WELDING INSPECT. THE FOLLOWING, IF REQUIRED: CONFORMITY TO PLANS AND SPECIFICATIONS, CLEANING, VISUAL INSPECTION, NDT, REPAIRS INSPECTION, POST WIELD HEAT TREATMENT, DOCUMENTATION. NOT IS REQUIRED FOR ALL COMPLETE PENETRATION WELDS - SHOP 8 FIELD. VISUAL INSPECTION IS REQUIRED GAGE OR ALL OTHER FIELD WELDS. VERIFY THAT DECK SIZE AND GAGE IS PER PLAN. INSPECT ALL PUDDLE WELDS AND SIDE SEAM CONNECTIONS. VERIFY CERTIFICATION STUDS RAIDERS.. WELDHEAD STUDS: VERIFY THAT STUDS ARE PROPERLY INSTALLED BOTH IN FIELD AND ON SHOP FABRICATIONS. INSPECTION SHALL INCLUDE BENDING A MINIMUM OF TWO STUDS AT EACH SET UP IN ACCORDANCE WITH , TRW NELSON'S RECOMMENDATIONS. SHOP DRAWINGS SUBMIT 2 SETS OF PRINTS AND 1 SET OF REPRODUCIBLE SEPIAS OF SHOP DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED 8 STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: STRUCTURAL STEEL, MISCELLANEOUS STEEL, REINFORCING STEEL, STEEL JOISTS. AND - .GIRDERS, ROOF AND FLOOR DECKING AND CURTAIN WALLS. SPECIAL CONDITIONS CONTRACTOR SHALL VERIFY. ALL DIMENSIONS M IN THE FIELD AND SHALL PROVIDE .EQUATE SHORING AND BRACING OF. ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR. SHALL'. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. ROOF DECK:. NOTE, TO MECHANICAL AND ELECTRICAL TRADES CONTRACTOR SHALL SUBMIT. PLANS SHOWING LOCATION, LOAD AND ANCHORAGE OF ALL HANGERS SUPPORTING ANY MECHANICAL, ELECTRICAL, PLUMBING DRSPRINKLER LOADS IN EXCESS OF 50 POUNDS. ANY ROOF MOUNTED EQUIPMENT SHALL BE INCLUDED IN' THESE PLANS AND SHALL SHOW LOADS. AND LOCATIONS. THESE SHALL BE SUBMITTED TO ENGINEERS NORTHWEST FOR • APPROVAL PRIOR TO LATTON •OF ANY OF THIS EQUIPMENT. ALL DETAILS THE ST OF CONNECTIONS TO THE STRUCTURE FOR EQUIPMENT SHALL BE BY. THE SUPPLIER. OF THAT "EQUIPMENT. IF THE BUILDING DEPARTMENT REQUIRES SUBMITTAL REGARDING THE DESIGN OF THESE DETAILS, IT WILL BE THE RESPONSIBILITY OF,THE EQUIPMENT SUPPLIER TO PROVIDE THIS SUBMITTAL. ABBREVIATIONS ARCH. = ARCHITECT B. OR BON. = BOTTOM BTWN. = BETWEEN BLDG. = BUILDING. C.I.P. = CAST IN PLACE CLR. = CLEAR ALL STRUCTURAL STEEL BOLTED. CONNECTIONS ARE ASTM A -325 TYPE N CONNECTIONS - CNTR. = CENTER BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONNECTIONS ARE NON -SLIP CONC. =CONCRETE CRITICAL AND BOLTS NEED BE TIGHTENED "SNUG TIGHT" ONLY. PROVIDE WASHERS AT CONT. = CONTINUOUS OUTER PLYS WITH SLOTTED HOLES. INSTALL A -325 BOLTS IN ACCORDANCE WITH CONTR. = CONTRACTOR "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS' (11/13/85). DMA. = DIAMETER PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BOLTS PER UBC TABLE 19D FOR CONCRETE AND EA. =EACH UBC TABLE 21N FOR MASONRY, UNLESS SHOWN OTHERWISE. ALL WELDING TCONFORM WITH EL. OR ELEV. = ELEVATION AWS D1.1 "STRUCTURAL WELDING CODE - STEEL SHALL WELDS SPECIFIED SHALLBE1 /4" E.N.W. OR NNW. = ENGINEERS NORTHWEST CONTINUOUS FILLET MINIMUM. ALL WELDS BY WADO CERTIFIED WELDERS. USE LOW E.F. = EACH FACE. F.O.C. = FACE OF CONCRETE F.O.P. FACE OF PLYWOOD F.O.S. = FACE OF STUD F.O.W. = FACE OF WALL "-- a FOOTING H. OR HORIZ. = HORIZONTAL I.F. = INSIDE FACE INC. - INCLUDING KB = KWIK BOLT = LONG LEG HORIZONTAL = LONG LEG VERTICAL HYDROGEN FILLER METAL WITH A MINIMUM TENSILE STRENGTH OF 70 KSI. ALL WELDED JOINTS SHALL BE AWS LIFIED. WELDHEAD STUDS 01102(NHS) ARE TO BE MACHINE WELDED WITH PROPER EQUIPMENT AS REQUIRED BY MANUFACTURER. CONCRETE EXPANSION ANCHORS - "HILTI KWIK BOLTS" - INSTALL IN ACCORDANCE WITH ICBO REPORT NO.4627 . MASONRY ANCHORS - "HILTI SLEEVE ANCHORS INSTALL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. COORDINATE WORK WITH JOIST MANUFACTURER. SEE SPECIFICATIONS FOR ITEMS TO BE GALVANIZED. STEEL JOIST & JOIST GIRDERS L.L.H. DESIGN AND FABRICATE IN ACCORDANCE WITH "STANDARD' SPECIFICATIONS FOR OPEN WEB L.L.V. STEEL JOISTS, K- SERIES, FOR LONGSPAN STEEL JOISTS; LH- SERIES AND 'DEEP LONGSPAN STEEL JOISTS, DLH- SERIES; AND FOR. JOIST GIRDERS" AND RECOMMENDED CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS ", STEEL JOIST INSTITUTE (SJI). PROVIDE BRIDGING AND CAMBER AS REWIRED BY STANDARD SPECIFICATIONS. DESIGN JOISTS AND JOIST GIRDERS FOR ALL LOADS SHOWN ON: PLANS OR AS REWIRED. DESIGN TOP CHORDS FOR DRAG LOADS AS NOTED. DESIGN WEB MEMBERS FOR IN PLANE SHEAR FORCES AS NOTED. ONE THIRD INCREASE MAY WE••USED FOR LATERAL LOADS IN COMBINATION WITH GRAVITY LOADS ONLY WHEN SPECIFICALLY NOTED ON. PLANS. VERIFY ALL MECHWNICAL. ELECTRICAL. MAO OTHER - SPECIAL LOADS; WITH. MECHANICAL, ELECTRICAL', AND OTHERSPECIAL SUB - CONTRACTORS. PROVIDE SPECIAL CONNECTIONS AS SHOWN OR REQUIRED. : MANUFACTURER SHALL DESIGN END SUPPORTS FOR SHORT BEARING LENGTH AS REWIRED. . ,...„. Lt 1 ID M.A.S. M.R.S N.F. N.T.S. O.F. OPNG. O.T.O. PAIL. REINF. R.O. SW SIM. SYMM. T. T.O.F. T.S. TYP. U.N.O. V. OR VERT. V.I.F. V.O.F. W/ = MASONRY (CLAY OR CMU) = METAL ROOF SUPPLIER• =NEAR = NOT TO SCALE = OUTSIDE FACE = OPENING = OUT TO OUT = PANEL = REINFORCING = ROUGH OPENING = SHEARWALL = SIMILAR = SYMMETRICAL = TOP = TOP OF FOOTING = TUBE STEEL = TYPICAL AT ALL SIMILAR PLACES = UNLESS NOTED OTHERWISE = VERTICAL = VERTICAL INSIDE = VERTICAL OUTSIDE FACE CO 0 J CO CA z 0 0 0 (n CD z _ Q CC 0 LL_ 0 0 c. sheet 64.2b 32 0 TOP. U.N.O. (TOP OF 2x R) #4 nn , TYP - TO MATCH BERT. REINF. 1 - #7 EA FACE - -. 3 -M5 EA FACE (TYP. ® 5 -0 PIERS) 4 115 -on I 4 - "I ID' - o" I2 31' -0" _ #R VERT. 0 16 EA FACE BEGIN 2" FROM EDGE 5' =0 OF OPNG. 3 -0 3 # ® AR DE / PIE S HOOK ) O - TO �� 2 - #7 (I EA FACE) 0 2 - #7 (1 EA FACE) 0 31 U 3 0 SOUTH ELEVATION t = 91° TYPICAL 1.) REFER TO ALL APPLICABLE 'SECTIONS /DETAILS FOR ADDITIONAL REINFORCING & PANEL EMBEDS /CONNECTIONS NOT SHOWN. 2.) VIEW FROM' INSIDE 3.) REFER TO ARCH. DRWGS FOR ALL REVEALS /FORMUNER REGIONS /SLOPED SILLS ETC. m 5 - SOUTH ELEVATION t = 91" WPICAL } = 1 D 1.) REFER TO ALL APPUCABLE SECTIONS /DETAILS FOR ADDITIONAL PANEL EMBEDS /CONNECTIONS NOT SHOWN. 2.) VIEW FROM INSIDE 3.) REFER TO ARCH. DRWGS FOR ALL REVEALS /FORMUNER REGIONS /SLOPED SILLS ETC. -0 o- 1,5' -D°I • I D. 1D _0• m 2 - #4 TOP V L M4 O. 14 "R /H EA WAY & BOT 6® �E WEST ELEVATION t = 91" TYPICAL i . = 1' -0" 1.) REFER TO ALL APPLICABLE SECTIONS /DETAILS FOR ADDITIONAL 2 ) VIEW PANEL FROM EMBED S/CONNECTIONS NOT SHOWN. 3.) REFER TO ARCH. DRWGS FOR ALL REVEALS /FORMUNER REGIONS /SLOPED SILLS ETC. TD1q -0 — -0 : sl'IIIii[ D 2- `1C REID MIDDLETON, INC. i S SI O 0P In N 0 S5.lb, 1 I 2 -#7 ( 2 -/{7 ) EA FACES _ L EA FACE) gli W 4. 2 -#7 ( EA FACE 2 -#7 ( EA FACE n I I REINF. PER a 32 0 TOP. U.N.O. (TOP OF 2x R) #4 nn , TYP - TO MATCH BERT. REINF. 1 - #7 EA FACE - -. 3 -M5 EA FACE (TYP. ® 5 -0 PIERS) 4 115 -on I 4 - "I ID' - o" I2 31' -0" _ #R VERT. 0 16 EA FACE BEGIN 2" FROM EDGE 5' =0 OF OPNG. 3 -0 3 # ® AR DE / PIE S HOOK ) O - TO �� 2 - #7 (I EA FACE) 0 2 - #7 (1 EA FACE) 0 31 U 3 0 SOUTH ELEVATION t = 91° TYPICAL 1.) REFER TO ALL APPLICABLE 'SECTIONS /DETAILS FOR ADDITIONAL REINFORCING & PANEL EMBEDS /CONNECTIONS NOT SHOWN. 2.) VIEW FROM' INSIDE 3.) REFER TO ARCH. DRWGS FOR ALL REVEALS /FORMUNER REGIONS /SLOPED SILLS ETC. m 5 - SOUTH ELEVATION t = 91" WPICAL } = 1 D 1.) REFER TO ALL APPUCABLE SECTIONS /DETAILS FOR ADDITIONAL PANEL EMBEDS /CONNECTIONS NOT SHOWN. 2.) VIEW FROM INSIDE 3.) REFER TO ARCH. DRWGS FOR ALL REVEALS /FORMUNER REGIONS /SLOPED SILLS ETC. -0 o- 1,5' -D°I • I D. 1D _0• m 2 - #4 TOP V L M4 O. 14 "R /H EA WAY & BOT 6® �E WEST ELEVATION t = 91" TYPICAL i . = 1' -0" 1.) REFER TO ALL APPLICABLE SECTIONS /DETAILS FOR ADDITIONAL 2 ) VIEW PANEL FROM EMBED S/CONNECTIONS NOT SHOWN. 3.) REFER TO ARCH. DRWGS FOR ALL REVEALS /FORMUNER REGIONS /SLOPED SILLS ETC. TD1q -0 — -0 : sl'IIIii[ D 2- `1C REID MIDDLETON, INC. i S SI O 0P In N 0 S5.lb, gli n 4. n REINF. PER a REINF. PER a REINF. PER REINF. PER 0 32 0 TOP. U.N.O. (TOP OF 2x R) #4 nn , TYP - TO MATCH BERT. REINF. 1 - #7 EA FACE - -. 3 -M5 EA FACE (TYP. ® 5 -0 PIERS) 4 115 -on I 4 - "I ID' - o" I2 31' -0" _ #R VERT. 0 16 EA FACE BEGIN 2" FROM EDGE 5' =0 OF OPNG. 3 -0 3 # ® AR DE / PIE S HOOK ) O - TO �� 2 - #7 (I EA FACE) 0 2 - #7 (1 EA FACE) 0 31 U 3 0 SOUTH ELEVATION t = 91° TYPICAL 1.) REFER TO ALL APPLICABLE 'SECTIONS /DETAILS FOR ADDITIONAL REINFORCING & PANEL EMBEDS /CONNECTIONS NOT SHOWN. 2.) VIEW FROM' INSIDE 3.) REFER TO ARCH. DRWGS FOR ALL REVEALS /FORMUNER REGIONS /SLOPED SILLS ETC. m 5 - SOUTH ELEVATION t = 91" WPICAL } = 1 D 1.) REFER TO ALL APPUCABLE SECTIONS /DETAILS FOR ADDITIONAL PANEL EMBEDS /CONNECTIONS NOT SHOWN. 2.) VIEW FROM INSIDE 3.) REFER TO ARCH. DRWGS FOR ALL REVEALS /FORMUNER REGIONS /SLOPED SILLS ETC. -0 o- 1,5' -D°I • I D. 1D _0• m 2 - #4 TOP V L M4 O. 14 "R /H EA WAY & BOT 6® �E WEST ELEVATION t = 91" TYPICAL i . = 1' -0" 1.) REFER TO ALL APPLICABLE SECTIONS /DETAILS FOR ADDITIONAL 2 ) VIEW PANEL FROM EMBED S/CONNECTIONS NOT SHOWN. 3.) REFER TO ARCH. DRWGS FOR ALL REVEALS /FORMUNER REGIONS /SLOPED SILLS ETC. TD1q -0 — -0 : sl'IIIii[ D 2- `1C REID MIDDLETON, INC. i S SI O 0P In N 0 S5.lb, i 32' -0 TYP. U.N.O. (TOP OF 2. R) -. ga °n . TYP _. TO MATCH VERT. RONF. 1 -#7 EA FACE -- 3 -M5 EA FACE (TYP. 0 5' -0 PIERS)) V I 115' -O -I I15' -0 "I C- ID -O" I I15' -o"I VARIES -S PER PLAN S IV 0" I J -2.1 IO - o" I 5.2 �'6 SS 3 -Q6 EA FACE C-5.2 #4 TO MATCH HORIZ. REINF. TYP. 16 - z16 - PILASTER 0 U 2 -#7 ( EA FACE 2 -A7 (1 FA FACE) EA FACE) L - - #4 VERT. 0 16 "o /c EA. ' FACE BEGIN 2 FROM EDGE OF OPNG. 3.-0" -0" #4 AR ®DE 2OF /PIERS FACE (NO HOOK).- EXTEND TO N -41 9 SPCS 0 3' -0 CI 31' -0" 2 -}/7 (1 EA FACE) 0 #4 0 14•o/c EA WAY. EA FACE U.N.O. DOWELS PER SECT. K -3.1 CI 3,0" REINF. PER 15 CI 1111 0 0- D 6 - -#6 1 - #7 EA FACE B- ----- 2 -#5 EA FACE (TYP. 0 2' -6 & 3' -0 PIERS) ANT B -5.2 TYP REINF. PER 15 B -5.2 TYP m 20' -0" A -5 31' -0 REINF. PER 15 0 A - 5 TYP 2 NORTH ELEVATION C -5.2 O-- 1.) REFER TO ALL APPLICABLE SECTIONS /DETAILS FOR ADDITIONAL PANEL EMBEDS /CONNECTIONS NOT SHOWN. 2.) VIEW FROM INSIDE 3.) REFER TO ARCH. DRWGS FOR ALL REVEALS /FORMLINER REGIONS /SLOPED SILLS ETC. C -5.2 -3 -n6 EA FACE O J - 2. 1 KK J1 T ' -- K - 2.1 1 -3 L EMBEDS PER 1.-3' SPCS O 2' -6• li 1' -3 1' SECT. J -2.1 (10 PLCS) CI EMBEDS PER SECT. G -2.1 & M -2.1 (B PLCS) I= 7 t = 9 }• TYPICAL INTERIOR WALL ELEVATIONS 31' -0 REINF. PER f. V NORTH ELEVATION t = 91 TYPICAL 1.) REFER TO ALL APPLICABLE SECTIONS /DILS FOR ADDITIONAL PANEL EMBEDS /CONNECTIONS NOT SHOW 3.) VIEW FROM INSIDE 3. REFER TO ARCH. DRWGS FOR ALL REVEALS /FORMUNER REGIONS /SLOPED SILLS ETC. t = 91 TYPICAL 20' -0 N J -2_1 -3 EMBEDS ER SECT. J -P2.1 (e PLCS) REINF. PER 15 5 -D REINF. PER F 31' -0" 31' -0 CI -O - V -0 PER ELEVATION 32' -6" I 1 s' -0• I I D' - D - I �J [ 0 PER ELEVATION TIES ®SPACING PER TABLE EXTEND EXCEPT p VE & BELOW APPLICABLE EXCEPTAS NOTED PER APLCABLL ETAIL O GRID 6 & 7 DO NOT PLACE OREVA) PER ELEV. EA FACE INSIDE FACE HOLD II 1 CLR. OUTSIDE FACE SECTION A -5.2 PER ARCH. REFER TO ARCH. DWGS FOR WALL SURFACE VARIATIONS -� HOLD 1 CLR PER ARCH. ' PRIMARY REINF. PER ELEV. EXTEND TO FAR END OF PIERS & HOOK. PLACE 0 INTERIOR SIDE OF VERT. PIER REINF. {14 0 12 /c EA FACE TYPICAL BETWEEN PRIMARY REINF. BARS. I PRIMARY REINF. PER ELEV. EXTEND TO FAR END OF PIERS & HOOK. PLACE O INTERIOR SIDE OF VERT. PIER. REINF. SECTION B -5.2 #4 TIE SPACING TO ER LEVEL 6 - o /c LOWER LEVEL 4 - o /c #4 O 1 Yo /c EA FACE EXTEND TO FARSIDE OF PIERS (NO HOOK) 40' -0 REINF. P ER ELEV. SPACING TO MATCH PI' BELOW OR 6 - o /c IF IF NO PILASTER BELOW II 0 LAP 4 -#7 (2 EA FACE) C.. 3' -O:0AP, o I-x # A O 14 EA WAY O m 26c #3 J © 6 /c FULL HT. ALTERNATE HOOKS (NOT APPLICABLE 0 PILASTERS.) El V SECTION C -5.2 REFER TO ALL APPLICABLE SECTIONS /DETAILS, FOR ADDITIONAL PANEL FROM IN /CONNECTIONS NOT ,SHOWN. VIEW FROM INSIDE'. 1.) 2.) 3.) REFER TO ARCH. DRWGS FOR ALL REVEALS /FORMUNER REGIONS /SLOPED SILLS ETC. O i #4= 0 WV. TO MATCH WALL HORIZ. REINF. 3 - #6 EA FACE INTO WALL ABOVE 6 LINE OF WALL FULL HT. wF1`�1 ABOVE PILASTER /3LLJ ro /c 0. TOP (START 2 FROM TOP 16 - 416 - PILASTER ALTERNATE CROSSTIE HOOKS. TO 2nd FLR. SECTION D-5.2 2-# 4,1g. 31' -0 m m EAST ELEVATION t = 91 TYP CAL TYPE ® CONN. 6g3 OUTSIDE FACE 14x3/4x7 w /2- i - 6z4 - WHS 0 4 - GA y` z0' -7 WH z'4 0z4- S ®4 TYPE ©,CONN. m 31' -0 -0 IEP15 Ni Ins REID MIDDLETON, INC OUTSIDE FACE OUTSIDE FACE CLR VERT. JAMB REINF. PER ELEVATION - HORIZ. REVEAL SHAPE PER ARCH. D /4 TIES I (DO NOT PLACE O REVEAL) HORIZ. REINF. PER ELEVATION --O -® H H CLR. TYP. WALL PANEL JAMB DETAIL ® REVEAL if- 1 O CZ C i Z 0 LU LU J LLl 2 0 she I.) REINF. PER 15 REINF PER 15 REINF. PER 75 REINF. PER 75 / WWI O- 0 i 32' -0 TYP. U.N.O. (TOP OF 2. R) -. ga °n . TYP _. TO MATCH VERT. RONF. 1 -#7 EA FACE -- 3 -M5 EA FACE (TYP. 0 5' -0 PIERS)) V I 115' -O -I I15' -0 "I C- ID -O" I I15' -o"I VARIES -S PER PLAN S IV 0" I J -2.1 IO - o" I 5.2 �'6 SS 3 -Q6 EA FACE C-5.2 #4 TO MATCH HORIZ. REINF. TYP. 16 - z16 - PILASTER 0 U 2 -#7 ( EA FACE 2 -A7 (1 FA FACE) EA FACE) L - - #4 VERT. 0 16 "o /c EA. ' FACE BEGIN 2 FROM EDGE OF OPNG. 3.-0" -0" #4 AR ®DE 2OF /PIERS FACE (NO HOOK).- EXTEND TO N -41 9 SPCS 0 3' -0 CI 31' -0" 2 -}/7 (1 EA FACE) 0 #4 0 14•o/c EA WAY. EA FACE U.N.O. DOWELS PER SECT. K -3.1 CI 3,0" REINF. PER 15 CI 1111 0 0- D 6 - -#6 1 - #7 EA FACE B- ----- 2 -#5 EA FACE (TYP. 0 2' -6 & 3' -0 PIERS) ANT B -5.2 TYP REINF. PER 15 B -5.2 TYP m 20' -0" A -5 31' -0 REINF. PER 15 0 A - 5 TYP 2 NORTH ELEVATION C -5.2 O-- 1.) REFER TO ALL APPLICABLE SECTIONS /DETAILS FOR ADDITIONAL PANEL EMBEDS /CONNECTIONS NOT SHOWN. 2.) VIEW FROM INSIDE 3.) REFER TO ARCH. DRWGS FOR ALL REVEALS /FORMLINER REGIONS /SLOPED SILLS ETC. C -5.2 -3 -n6 EA FACE O J - 2. 1 KK J1 T ' -- K - 2.1 1 -3 L EMBEDS PER 1.-3' SPCS O 2' -6• li 1' -3 1' SECT. J -2.1 (10 PLCS) CI EMBEDS PER SECT. G -2.1 & M -2.1 (B PLCS) I= 7 t = 9 }• TYPICAL INTERIOR WALL ELEVATIONS 31' -0 REINF. PER f. V NORTH ELEVATION t = 91 TYPICAL 1.) REFER TO ALL APPLICABLE SECTIONS /DILS FOR ADDITIONAL PANEL EMBEDS /CONNECTIONS NOT SHOW 3.) VIEW FROM INSIDE 3. REFER TO ARCH. DRWGS FOR ALL REVEALS /FORMUNER REGIONS /SLOPED SILLS ETC. t = 91 TYPICAL 20' -0 N J -2_1 -3 EMBEDS ER SECT. J -P2.1 (e PLCS) REINF. PER 15 5 -D REINF. PER F 31' -0" 31' -0 CI -O - V -0 PER ELEVATION 32' -6" I 1 s' -0• I I D' - D - I �J [ 0 PER ELEVATION TIES ®SPACING PER TABLE EXTEND EXCEPT p VE & BELOW APPLICABLE EXCEPTAS NOTED PER APLCABLL ETAIL O GRID 6 & 7 DO NOT PLACE OREVA) PER ELEV. EA FACE INSIDE FACE HOLD II 1 CLR. OUTSIDE FACE SECTION A -5.2 PER ARCH. REFER TO ARCH. DWGS FOR WALL SURFACE VARIATIONS -� HOLD 1 CLR PER ARCH. ' PRIMARY REINF. PER ELEV. EXTEND TO FAR END OF PIERS & HOOK. PLACE 0 INTERIOR SIDE OF VERT. PIER REINF. {14 0 12 /c EA FACE TYPICAL BETWEEN PRIMARY REINF. BARS. I PRIMARY REINF. PER ELEV. EXTEND TO FAR END OF PIERS & HOOK. PLACE O INTERIOR SIDE OF VERT. PIER. REINF. SECTION B -5.2 #4 TIE SPACING TO ER LEVEL 6 - o /c LOWER LEVEL 4 - o /c #4 O 1 Yo /c EA FACE EXTEND TO FARSIDE OF PIERS (NO HOOK) 40' -0 REINF. P ER ELEV. SPACING TO MATCH PI' BELOW OR 6 - o /c IF IF NO PILASTER BELOW II 0 LAP 4 -#7 (2 EA FACE) C.. 3' -O:0AP, o I-x # A O 14 EA WAY O m 26c #3 J © 6 /c FULL HT. ALTERNATE HOOKS (NOT APPLICABLE 0 PILASTERS.) El V SECTION C -5.2 REFER TO ALL APPLICABLE SECTIONS /DETAILS, FOR ADDITIONAL PANEL FROM IN /CONNECTIONS NOT ,SHOWN. VIEW FROM INSIDE'. 1.) 2.) 3.) REFER TO ARCH. DRWGS FOR ALL REVEALS /FORMUNER REGIONS /SLOPED SILLS ETC. O i #4= 0 WV. TO MATCH WALL HORIZ. REINF. 3 - #6 EA FACE INTO WALL ABOVE 6 LINE OF WALL FULL HT. wF1`�1 ABOVE PILASTER /3LLJ ro /c 0. TOP (START 2 FROM TOP 16 - 416 - PILASTER ALTERNATE CROSSTIE HOOKS. TO 2nd FLR. SECTION D-5.2 2-# 4,1g. 31' -0 m m EAST ELEVATION t = 91 TYP CAL TYPE ® CONN. 6g3 OUTSIDE FACE 14x3/4x7 w /2- i - 6z4 - WHS 0 4 - GA y` z0' -7 WH z'4 0z4- S ®4 TYPE ©,CONN. m 31' -0 -0 IEP15 Ni Ins REID MIDDLETON, INC OUTSIDE FACE OUTSIDE FACE CLR VERT. JAMB REINF. PER ELEVATION - HORIZ. REVEAL SHAPE PER ARCH. D /4 TIES I (DO NOT PLACE O REVEAL) HORIZ. REINF. PER ELEVATION --O -® H H CLR. TYP. WALL PANEL JAMB DETAIL ® REVEAL if- 1 O CZ C i Z 0 LU LU J LLl 2 0 she E - I2.5" Pine i Large Evergreen Shrubs &imi2m /mm 3 i riil` umemmak-ssmasi■sommegra 2, /sue. yi F I I i'@961aJ9a9 3Qfltva+�ao - 3 @flf4i����o F.� @6fi aOa"a�ifd,' @a ■!.E vas e8fir 3 a 9fir8il �n3 r3 @6ir' " ,�St" it I i I f I I \ N IGE I MEE EOM ■I!! MER■ ■■ ZEE EM Mi■■riii■■ ■die S P�1N IIIMOK®�!'■■ RPIS ii■■■msa�■� I " ^r4 . 7 o *'" WaNriEPMonf rn m°�64�..aG-yLz '`..o,sotilsYb ®m,:30dc��� ®���OV met tOL3Cflao0.. ----_J BUILDING 'A' Front Entry Planting See Enlargment this Sheet � i 1� ,tYUii "` 31P $11F �,�tipYlOC' OT @ bg - Q ,i"fi VI,Wfiifii ° tea fie glie l8 rj5 p0 ' '• y • n� , ," a . e J.i�...�i�m » 6iiv / ✓. ,,r AD.... .,A ...,,,l l w. ■■■2I■■■►-■■■■►MINII WMIIMM■ , Amma k �I■■ ■a ■■■ ■■r �a■■■ e ■� '/ 11 4111r1 /rll 2 I �/� � �I�➢ vlJl � �/ En rg - la ti g T p See Enlarement this She/ I. ° - -''. ? 2 M1^ C 5aof F , _"`otv? c_.,, i ! .. -_:_2+ : - y = g ii�. z D ®t ` �'� "' '�' 4%." lt • iI 110.' IA 0 11 1 014 4 II latiP �.. 1a:fl ©r•330 ti ©Ce � \ I —/ EnCed 'orm Water Facilit Plant,ine by Others lU�tiand Areal NOTE: All planters at head of parking stall increased IS" Rear Entry Planting - Typ. S. 126TH STREET SOUTH 124TH STREET DSOAPE etaining w ail Note: Use Astilbe in place of I -losta for South Exposure at Building 'B' 0 Front Entry Planti Typ. Note: Use Nosta :n place of Astilbe for Nc-th Exposure at Building A' LANDSCAPE PLAN Weise j. esignGroup lantlscape ArchilecWre 2329 Eaat Mediwn Sl. Site Planning Seedle, Weehln lan 98112 OeVebpmentalf Ming (29fi�3Y2 -1 ?32 1"=30" a G 0 sheet L1.01 J LANDSCAPE LEGEND SYMBOL BOTANICAL NAME COMMON NAME CONDITIONS / REMARKS s-. Deciduous Trees Acer rubrum 'Red Sunset' Llrlodendron Tulipifera Pyrus calleryana 'Aristocrat' Platanus acerifolia Acer clrclnatum Acer ginnala 'Flame' Corns kousa chinensis Fraxinus latlfolla Populus trichocaroa Prunus serrulata Bhirotae' Evergreen Trees Th.IJa plicata Pinus sylvestr is Pseudotsuga menziesii Chamaecyparls o. 'Gracllls' Pinus contorta Landscape Notes: Red Sunset Maple Tulip Tree Aristocrat Pear London Plane Tree Vine Maple Flame Amur Maple Korean Dogwood Oregon Ash Black Cottonwood Mt, Fuji Flowering Cherry Western Red Cedar Scots Pine Douglas Fir Hinoki Cypress Shore Pine 1. ALL NEW LANDSCAPE AREAS ARE TO BE WATERED WITH AN AUTOMATIC WATER CONSERVING IRRIGATION'SYSTEM. 2 ALL NEW SHRUB AND GROUNDCOVER AREAS ARE TO BE MULCHED WITH A MINIMUM 2" DEPTH OF SPECIFIED MULCH. 3. WHERE GROUNDCOVER IS PROVIDED, IT SHALL BE PLANTED AT THE SPECIFIED SPACING INCLUDING AREAS UNDERNEATH TREES AND SHRUBS. SAVE AND PROTECT EXISTING LANDSCAPE SHOWN TO REMAIN. 5 REFER TO SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. BREAK UP SIDES AND MIN. TWICE BOTTOM OF PIT. ROOTBALL DIA Typical Deciduous Tree Planting not to scale MO. I -3/4" cal., 10' ht„ evenly headed btwn. 5 -6', well- branched, matched specimens, B45. Min. 1 -3/4" cal, 10' ht, evenly headed btwn. 5 -6', well - branched, matched specimens, 54B. (3" caliper In 'South Buffer' Area) 0 Mrs. (3) 1/2" cal. trunks, 6' min. ht. well- branched, 04B. Min. (3) I /2" cal. trunks, 6' min. ht. well - branched, 546. I -3/4" caliper, matched specimens, CO 10' ht, Full well branched, 040 1 -12" cal. Full, 040. (2" cal, In 'South Buffer' Area) 1 -12" cal„ well- branched, 545 2" cal., full, 040 base graFts only 6 -8' ht. full and bushy to base, 545. (12 -14' height In 'South Buffer' Area) 6 -8 ht, full and bushy to base, 040. 6 -8' ht., full and bushy to base, 545. (1 -14' height In 'South Buffer' Area) 6 - ht., full and bushy to base, 040. 6 -8' ht., full and bushy to base, 5413. DECIDUOUS TREE I2" did - BLACK RUBBER HOSE 12 GA, WIRE (3) 2X2 DF, STAKES INTO SUBGRADE —2 SPECIFIED MULCH FINISH GRADE PULL BURLAP OFF TOP I/3 OF ROOTBALL PLANTING BACKFILL SYMBOL BOTANICAL NAME COMMON NAME Large / Medium Shrubs 0 0 0 0 0 0 0 0 0 10 O Typical Conifer Tree Planting not to scale Berberle thunbergii Euonymus alatus 'Compact, Ilex cornuta 'Burfordli' Ilex crenata 'Convex, Myrica californica Nandlna domestica Osmanthus delavayli Pieris japonica Prunus lusltanica Rhododendron 'Unique' Viburnum tins 'Spring Bouq' Laurustinus Native / Wetland Shrubs Corns sericea Holodiscus discolor Mahonia aqulrolium Physocarpus capttatus Rosa physocarpa Shci% scouleriana Symphoricarpus a lbws Viburnum edule Small Shrubs Abelta a 'Edward toucher' Berberis 'William Penn' Ilex crenata 'Green Island' Viburnum c/a vidii Pinus mugo 'Mugo' Osmarea burkwoodll Prunus I. 'Otto Luykens' Japanese Barberry Burning Bush Burford Holly Japanese Holly Pacific Wax Myrtle Heavenly Bamboo Osmanthus Pier is Portugal Laurel Med. Yellow F:hodie Redtwig Dogwood Ocean Spray Tall Oregon Grape Pacific Ntnebark Clustered Rose Sitka Willow Snowberry High Bush Cranberry Edward Gouoher Abelta William Penn Barberry Japanese Holly David's viburnum Mugo Pine Fragrant Osmarea Otto Luykens Laurel Spiraea 5. 'Anthony Waterer' Red Spiraea Cistus hybrldus White Rockrose CONDITIONS / REMARKS Mires 18 -24" ht., full and bushy, cont. or 545 Min_ 18 -24" ht., Full and bushy, cont. or 045 Min- 18 -24" ht, Full and bushy, cont. or 545 Min_ 12 -I5" ht, full and bushy, cont. or 545 30 -36" ht., Full and bushy, cont. or 545 Min, I8 -24" ht., Full and bushy, cant. or 545 Min- 18 -24" ht., full and bushy, cont. or 5413 Min. 18 -24" ht., Full and bushy, cont. or 545 Min_ 30 -36" ht., Full and bushy, cont. or 545 Min_ I8.-24" spread, full and bushy, cont. or 545 Min_ I8 -24" ht„ Full and bushy, cont. or 545 Min. 21 -24" ht.,'.min, (3) canes, full and bushy, cont. or 545 Min. 24 -30" ht., full and bushy, cont. or 545 Min. 15-18" ht., full and bushy, cont, or 545 Mtn. 15 -18" ht., full and bushy, cont. or 545 Mtn. 15 -18" ht., Full and bushy, cont. or 545 Min. 15 -18" ht., Full and bushy, cont. or 545 Min. 15 -18" ht.. full and bushy, cont or 545 Min. 18 -24" ht., Full and bushy, cont. or 545 Min. 15 -18" ht., full and bushy, 5413 or cont. Min. 12 -15" ht., full and bushy, 545 or cont. Min. 12 -15" ht., Full and bushy, 5413 or cont. Min. 15 -18" ht., min. 18 -24" spread, full and bushy, 545 or cont. Min. 12 -15" ht„ Full and bushy, 555 or cont. Min. 15 -18" ht„ full and bushy, 545 or cont. Min. 15 -I8" ht., min. 18 -24" spread, Full and bushy, 545 or cont. Min. 15 -18" ht„ full and bushy, 545 or cont. IS height 36" o,c. trtang. spacing SYMBOL I . ` 1 f -r I s I ( Typical Shrub Planting not to scale Vinca minor Hedera helix Seeded Lawn PLANT SHRUBS AT SAME GRADE AS NURSERY FOLD BACK or REMOVE BURLAP 2" DEPTH SPECIFIED MULCH FINISH GRADE B 4 B or CONT. AS SPECIFIED PLANTING BACKFILL BOTANICAL NAME COMMON NAME CONDITIONS / REMARKS Groundcover Arctostaphylos uva - ursi Native Groundcover MIx Gaultheria sha lion Mahonia nervosa Polystichum munitum Perennial Accents Astilbe chinensis 'Pod ia' Hosta siebold.,'Elegans' Geranium endressii 'Wargra we Pink' Kinnickinnick Vinod English Ivy 40% Sala! 30% Mahonia 30% Sword Fern Pink Meadowsweet Plantain Lily Perennial Geranium Existing Vegetation to be Retained Surveyed Locations of Existing Trees Existing Hypericum St. John's Wort qq- 0 4:3? 4" pots at 24" 00. Groundcover to be planted throughout all pltg. beds where groundcover Is indicated Incl. areas beneath trees and shrubs I gallon pots at 36" on center. Full and bushy plants. Group In clusters of 30 -100 Ike species. I gal. pots at 30 on center. Well- rooted. I gal. pots at 24" on center. Well - rooted. I gal. pots at 15" on center. Well- rooted. WeismesignGr ©up MPS Landscap �grchilaclure 2329 Eest Madison 51 . 2 Site Plann9g S- 42Weshinyton9871 Oevelopmemx ''lenniig (29ti1322 -1732 St H h�l 0 0 i IPA OVERVIEW PLAN SCALE I" = 40' _ PHA I H tT ANb && ` - ",r 1 I HAS Il --- —• — °— _ t7,225 - ef Yewlated)_ — PROPERTY LINE WETLAND BOUNDARY — BUFFER BOUNDARY WETLAND FILL (4,965 V, regulated) (119 V non - regulated) LEGEND - CREATED WETLAND P .... a,...' ((LAST sf) ENHANCED WETLAND BUFFER (15' MIN) (6,101 en #17/ / ENGROAGHMEN1 (456 sf) WETLAND BUFFER REPLACEMENT (454 sf) ENHANCED STORMWATER /i FACILITIES (25,001 sf) North NOTES I. TOPOGRAPHY, BASE a CIVIL INFORMATION PROVIDED BY BARSHAUSEN CONSULTING ENGINEERS, INC. - 15215 Ted AVENUE SOUTH - KENT, WASHINGTON 95032 - 425.251.6222. 2. SITE PLAN PROVIDED BY LANGE MUELLER 6 ASSOCIATES, 130 LAKESIDE, SUITE 250 - SEATTLE, WASHINGTON 95122 - 206.325.2553. 3. SEE SPECIFICATIONS FOR DETAIL PERTAINING TO IMPLE- MENTATION OF THIS PLAN. VICINITY MAP cm c TJa:n N C 2 tnG, PERMIT CENTER 5 s c Oks L06 WEIR DETAIL (typ.) FLOW> -2' TALL ROCKERY - TIE TOP OF WALL INTO SIDEWALK GRADE, AND BOTTOM OF. WALL INTO THE MITIGATION AREA PER THIS PLAN. SEE CIVIL PLANS FOR ROCKERY DETAIL. SAVE EXISTING TREES GRAD I N6 PLAN SCALE: I" = 20' ®atA OWNSTREAM LONGITUDINAL SECTION D IS' '' `> < O ' --PIaMin 4 J , , 1 1 1 r , \ 7 °Ps I l i P er'san r * �12 Native soil — , .,. r ' Y ( (T ;. U'S ter _ m min. m, 3' m I -3" round rock WEB L.1 S 1 WEIR E / V ( � _ 1 1& Y I I ■ !U ®■ ■■■i■■ �■ " "� jII \ \ 15° min. dia. cedar or fir log, bark Intact with a declined (upstream/ tapered notch, 4" deep. Notch to be 24° wide on upstr m side o to] and f log 12" . wid e downst 51de o Secure 20m1 PVC, Inver to log wrapping 1° X 2° cedar board with Inver. Attach Inver wrapped board to weir elevation with 4 long g 1 anic. 11 6 on- center. Key Inv to liner In subg•ade a min. of 12' and backfIll with topsoil Secure log mto bank and andwr nh I -2 person rock. — Place 1-3° round rock on down stream Edo of log to a depth of 6 °. I 6° elevation drop V' topsoil - Compacted subgrade son Secure yp to In pplaclace e with two ° Ir 3 °% am b' RJ mbar d at 24 end of log. T I back/lll Topsoll bock1111 O 10 20 40 6 d:a,.=X 15' tong cedar or ft log Secure fog N p Q N c e with two 3H° • b' fpyJ rely 24° from end of/ log. \ O EAT ROOSTING SOX DETAIL DIMENSIONS: A ROOF, II "XIO° B BACK, 5°X22 G6D SIDES, 6'X22 IN BACK AND b °XIT 1/4" IN FRONT E FRONT, 6'X17 V4° F FIRST PARTITION, 6'X11" SECOND PARTITION 6"X12° H THIRD PARTITION, 6"010 12" min. SPACING BETWEEN PARTITIONS, FRONT TO RACK. 3/4', 3/4 ", 1 °, 1 3/4° PERSPECTIVE NOTES I. ATTACH BOXES ONTO THE TRUNK OF AN lb" i. DIA. LIVE TREE. 2. HANG BOXES AT LEAST 15' ABOVE THE &ROUND IN A LOCATION WHERE ENTRY 15 UNOBSTRUCTED AND BATS HAVE EASY ACCESS WITH sow SOUTHEAST EXPOSURE. 3. CONSTRUCT BOXES OUT OF I "(3/4" ACTUAL 512E) THICK ROUGH -SAWN CEDAR. 4. USE ONLY GALVANIZED NAILS. SWALLOW NEST ROX DETAIL N.T.S. ti Cl Lr II �1F1 J I 5" --�`,- 5" FOUR I/4" DRAIN HOLES ON FLOOR'. NOTES I. ALL WOOD TO BE I" THICK ROUGH -SAWN CEDAR. 2. HEI&HT ABOVE GROUND TO BE AT LEAST 15 FEET. O TYPICAL SNAG DETAIL HINGED TOP TO FACILITATE ANNUAL MAINTENANCE ATTACH TO TREE OR 51 WITH THREE 1/4°X9" STAINLESS STEEL SCREWS I/4 "X4° AIR VENTILATION NOTCH AT TOP OF ONE SIDE 1" OVERHANG ON THREE SIDES NOTES: I. SNAG 15 TO HAVE A MINIMUM OF EIGHT BRANCHES, EVENLY DISTRIBUTED AROUND THE TRUNK. 2. MINIMUM BURIAL DEPTH OF 25 %. 3. SNAG TO BE INSTALLED AS NEAR TO VERTICAL AS POSSIBLE. 4. BACKFILLING AFTER SNAG PLACEMENT TO BE COMPACTED. CEDAR OR FIR TREE, 12" DBH MIN., WITH AT LEAST FIVE MAIN BRANCHES. FINISHED ELEVATION BACKFILL WITH EXCAVATED SOILS NATIVE SOILS I� 1 -11, I - N 11/4" CRUSHED ROCK 'SECTION tp I Date 5 -30 -00 Scale 1 Designed SO Drawn SO Checked JA, 50 Approved C ri CF(LnILA Project // 056 PERMIT CENTER Sheet (/ W2 O Z 2 W 1 a s 0 2 113 a ' a Z • ®' I— z j - • IU el • 0 tra F- PLANT SCHEDULE TREES SYMBOL 0 1 ,W 0 ` � F 711♦ SCIENTIFIC NAME AGER CIRGINATUM AGER MAGROPHYLLUM FRAXINUS LATIFOLIA MALUS FUSGA PICEA SITCHENSIS POPULUS TRIGHOGARPA PSEUDOTSUSA MENZIESII SALIX LASIANDRA THUJA PLIGATA COMMON NAME 51ZE (MIN) QTY SPACING NOTES VINE MAPLE 5' HT. 17 AS SHOWN BIB, MULTI-STEM (3 MIN) B16-LEAF MAPLE H' HT. 10 AS SHONAI BIB, 5 BRANCHES MIN. OREGON ASH H' HT. 21 AS SHOWN BIB, 5 BRANCHES MIN. WESTERN CRABAPPLE 5 HT. 29 AS SHOWN BIB, 5 BRANCHES MIN. SITKA SPRUCE 5' HT. 10 AS SHOWN 040, FULL 4 BUSHY BLACK 60,0.000 H HT. 19 A5 SHOWN BIB, 5 BRANCHES MIN. DOUGLAS FIR 5' HT. 29 AS SHOE BOB, FULL 1 BUSHY PACIFIC WILLOW FASGINES 19 AS SHOWN SEE DETAIL BELOW WESTERN RED CEDAR 5' HT. 31 AS SHOWN 134B, FULL 4 BUSHY BUFFER SEED MIX - also apply above elevation I6.5 In stormwator pond area. %SEED SCIENTIFIC. NAME COMMON NAME ADDIILatlan rata Der acre 100% TRIFOLIUM REPENS WHITE CLOVER i IOU SEED MIX 1204 WILBUR ELLIS FERTILIZER 1414 -19 50% IBM, or oquN. 20004 £RO- FIBER. WOOD FIBER MULCH, or equivalent SHRUBS 4 OROUNDGOVERS SYMBOL SCIENTIFIC. NAME 30% 30% 10% 30% PLANT ARUV FROM THE SIDEWALK EDGE I TO 10' IN TOWARD THE STORMWATER POND ALONG THE NORTH, EAST, AND WEST SIDES OF THE POND AREA. P LANTING PLAN SCALE, I" = 20' MULCH 3° DEEP 24° DIA RN6 PER SPECS. ARIA/ ARGHTOSTAF''FKLOS UVA -URSI KINNIKINNICK 4" POT Q CORMS SERICEA RED -O51ER DOGWOOD 18" HT. O ROLL/DISCUS DISCOLOR OGEANSPRAY 18" HT. (H MAHONIA AO,IIFOLIUM TALL OREGON -GRAPE 18" HT. © OEMLERIA CERAGIFORIIS INDIAN"PLUM lb" HT. PHYSOGARA1.6 GAPITARU6 PACIFIC NINEBARK lb" HT. RIBES SANAIINEUM FLOWERING RED CURRANT lb" HT. ROSA PI50GARPA CLUSTERED ROSE lb" HT. SALIX SCOU..ERIANA SCOULER WILLOW SYPIPHORIGARPOS ALBUS SNOW♦BERRY VIBURNUM roar HIGH -BUSH CRANBERRY GAREX OBNIPTA 6LYGERIA OCCIDENTALIS JUNCOS -reins SG1RP16 MICROCARPUS SET TREE STRAIGHT AND ROOTBALL ON SOLD GROUND OR ON COMPACTED BAGffILL BAGKFILL PLANTING HOLE RILL WITH NATIVE SOIL, TAMP SOIL TO STABILIZE ROOTBALJ_ CUT AWAY WIRE, STREW, AND BAILM. DO NOT DISTURB ROOTBALL. AMEND BAGffRLL AS NOTED IN THE SPECIHCATONS. OT BALL DIAME COMMON NAME SLOUGH SEDGE WESTERN MARIAGRAA56 SLENDER RUSH SMALL- FRUITED BULRUSH 0 EOM TREE DETAILS (tylp) KT_. , I WI SIZE (MIN.) I I rIIr �l l 1' 1 1 1 PREPARE PASCINE: CIGAR SHAPED BUNDLES (.5"- 10" DIA), OF LIVE SALIX LSIANDRA WHIPS WITH ENDS ALTERNATING, TIED O 12 -15 OS. BU ES NDL ARE e IN LENGTH. STEP NOTE: INSTALLATION SEQUENCE BEGINS AT TOP OF SLOPE ON DIAGRAM AND PROCEEDS DOWNSLOPE, FOLLOWING STEPS I THROUGH 5. STAKE ALONG SEL TAKES ECTED TO A D ELEVATION. 2. TRENCH ABOVE SEPRi STEP 5 t. Ir = II,rJ�. II'� OF 1/2 -2 DIA OF BUNDLE. 3. PLAGE BUNDLE IN TRENCH. /3 r 4. ADD LIVE SALIX SC.OULERIANA STAKES t► 5. COVER FASGINE WITH TOPSOIL, TAMP FIRMLY. FASCINE TO BE ABOUT 1/3 ABOVE GRADE WITH 10-20% LEFT OF FASCIFE: EXPOSED. SECTION CONTAIN SHRUB DETAIL (t p.) "T KTS. STEP 4 STEP 2 FINISHED GRADE. CITY SPACING NOTFS SEE PLAN 100 52 III 57 10'7 46 176 141 ROT WHIP IA" HT. 18" HT. 32 WETLAND SEED MIX - also apply I' above and below elevation 15.5' In stormwater pond. ENT EL SFFLt SCIIFIC NAME COMMON NAME Aa *llcatlan rata oar acre 10* SEED MIX 1204 WILBUR ELLIS FERTILIZER 14 -14-19 50%', IBM, or equiv. 10004 FRO -FIBER HOOD FIBER MULCH, or equivalent II I I I I II II . -. ROOT', BALL DIAMETER ®PASCINE DETAIL AND INSTALLATION KTS. ��,!II =11j= III``= 11'1 =111= IH" O.G. 3' O.G. 4' O.L. 3' O.G. 4' O.G. 4' O.G. 3' O.G. 3' O.G. O.G. 3' 05. 4' O.G. 2"r2" HEMLOCK/FIR STAKES, LOCATED OUTSIDE OF ROOTBALL. FASTEN w /I4 &Auer 6ALV. WIRE AND 1/2" NEW VINYL HOSING. STAKE WITH NO EXPOSED WIRE ENDS. NEITHER STAKE OR WIRE MAY TOUCH TREE TRUNK. STAKE HEIGHT MUST BE AT LEAST 5' FROM FINISHED GRADE. STEP I W ( SET SHRUB STRAIGHT AND PLACE ROOTS., ON SOLID GROUND OR ON COMPACTED BAGKFILL. BAGKFILL PLANTING HOLE 1/2 FULL WITH NATIVE SOIL, TAMP SOIL TO STABILIZE ROOTBALL, DO NOT DISTU2B.ROOTBALL. AMEND BAGKFILL AS NOTED IN THE SPECIFICATIONS. CAVATE HOLE 2 TIMES WIDER THAN ROOTBALL SCARIFY SIDES OF PLANTING HOLE. MAKE SURE HOLE HAS GOOD DRAINAGE. ISTING NATIVE SClL OR NEWLY PLACED TOPSOIL. FULL / BUSHY 2 GAL., 3 CANE MIN. 26,, 3 CANE MIN. 2 GAL, FULL / BUSHY 2 GAL., 3 CANE MIN. 2 GAL., 3 CANE MIN. 2 6AL., 3 CANE MIN. 2 GAL., 3 CANE MIN. 3-I/2" die., 4' whips 2 GAL., 3 CANE MIN. 2 GAL., 3 CANE MIN. PLAGE 3" OF BARK MULCH IN SAUCER TO WITHIN 3" OF THE TRUNK, REMOVE CONTAINER OR RILL BACK TOP PORTION OF BURLAP FROM ROOTBALL PRIOR TO PLACEMENT IN PLANTING PI, FORM WATER DAM AROUND TREE WITH SOIL TO HOLD WATB0. FINISH GRADE. EXCAVATE HOLE 3 TIMES WIDER THAN ROOTBALL. SCARIFY SIDES OF PLANTING HOLE. MAKE SURE HOLE HAS GOOD DRAINAGE. EXISTING NATIVE SOIL OR NEWLY PLACED TOPSOIL. PLANTING NOTES PLANT TREE 00 SHRUB I/2" HIGHER THAN DEPTH GROWN AT NURSERY. 2. FOR CONTAINER TREES 1 /OR SHRUBS, SCORE FOUR SIDES OF ROOTBALL PRIOR TO PLANTS . BUTTERFLY ROOTBALL IF ROOT CIRCLING 15 EVIDENT. 3. AFTER PLANTING, STAKE TREES ONLY IF NECESSARY (loaning or drooplrg) OR IN EXPOSED AREAS: 4. TREE STAKES TO BE VERTICAL, PARALLEL, EVEN - TOPPED, UNSCARRED AND DRIVEN INTO UNDISTURBED SUBSRADE: REMOVE AFTER ONE YEAR; 5. WATER IMMEDIATELY AND THOROUGHLY, GREATER AT FIRST, 2 or 3 TIMES PER WEEK THROUGH THE DRY SEASON, THEN LESS UNTIL ESTABLISHED. 6. FERTILIZE ALL TREES AND SHRUBS WITH AN APPROVED SLOW RELEASE FERTILIZER APPLIED AT MANUFACTURERS SUGGESTED RATES (see INcatloe). 1. ALL PLANTING PITS SHALL BE AMENDED WITH A SOIL MOISTURE RETENTION AGENT TO ASSIST IN KEEPING THE SOIL MOIST DURING THE DRY SEASON. GUTTING PLANTING DETAIL. ® N.TS. USE A 24 STEEL BAR OR MARLIN SPIKE AT LEAST I/2" DIA. AS A PILOT WHEN PLANTING CUTTINGS IN DENSE OR GRAVELY SOILS. INSL32T SPIKE TO A MIN. OF I, INSERT GUTTING IN HOLE AND TAMP SOIL AROUND BASE. NOTES: I. CUTTINGS SHALL BE SALIX SCOULERIANA SPECIES (see Planting Schedule). 2 CUTTINGS SHALL BE AT LEAST I/2" DIA. AND 4' IN LENGTH. 3, CUTTINGS MUST BE ALIVE WITH SIDE BRANCHES CLEANLY REMOVED AND BARK INTACT. CUTTINGS SHOULD. BE PLANTED WITHIN 24 HOURS OF GUTTING. 4. THE BUTT ENDS SHOULD BE CLEANLY CUT AT AN ANGLE FOR EASY INSERTION INTO THE 501L. THE TOP SHOULD BE GUT SQUARE OR BLUNT. 5. GUTTIN65 MUST BE FRESH AND KEPT MOIST AFTER GUTTING. THEY SHOULD BE PRUNED AND INSTALLED THE SAME DAY. INSERT CUTTINGS MANUALLY INTO PILOT HOLE TO A DEPTH OF AT LEAST 12". LEAVE MIN. OF 24 ". OF GUTTING ABOVE AROUND SURFACE M ALLOW FOR SUCCESSFUL SPROUTING OF LEAVES. :TU; - j' GI's' OI= lJ4kIA 122 2 PERMIT CENTER z 1 1 � yy 4) 6 r u 0 IL L ® � F- 2 0 . Avi 0 - -- I lu a Y to CI x I Date 5 -30 -00 Scale 1 =DO' Designed S� Drawn SQ. Checked • IA. �O Approved Project // 0563 Sheet t 1/43 0 SPECIFICATIONS PART 1 - GRADING SPECIFICATIONS GRADING SCHEDULE All earthwork.. the mitigation areas should be completed by August 31 to ensure adequate esta..hment of grass seed. All exposed ground shall be seeded immediately upon completion of grading, structure. and irrigation installation. Planting should occur anytime between December t and March 31 to take advantage of bare- root plant material (see Piamlrg SpedlkRtARs below). GENERAL SITE CONDITIONS Landscape Contractor shall give AOA a minimum of ten (10) days notice prior to Intention to proceed with construction. No condrudbn wore shall commence until there Is a meeting between the Client, AOA, and participating Landaape CRmredar. The approved plans and specifications shall be reviewed to allow part. rmo.d to understand the intent and the specific... related to the condmdion dodrmelb, specifications, and site combat.. LTedlons of exlatbg bTIIIOas Rave been estaNbhed by field survey or obtained from available recoNS andshould b censlderea approximate only and not neeeseaely compile. It lithe sole responsibility of the Landscape Conrad. to:. (1) Independently verify the accuracy of utility locations and (2) discover and avoid. ut ales within the mftgatbn area not drown when may b affected by impemeMabn of tNa pan. Such areas are be clesdy marked In the field. AOA shall mote any Conflicts .h the approved grading plan piano sari of construction. Constructionmual be performed in accordance with City of Tukwila dandarda, codes, permit conditions, and other applleabfe odium. and policies. The applicant R responsible for obtaining any other related or required permits pier to the start of constnudion' '. A copy of the approved aa, spedficellons, pam, and Litre Ttikwib aprovls mud b on slte whenever edrrslrudia in pragrea and shall shall re on site until proJ com A qualified wetland consultant shall be on site, as necessary, to monitor construction and approve minor revisions to the plan. Topegrapmc elevations represented on fhb plan are based upon topographic maps supplied by Barghausen Engineers. Final efevdrons may vary depending on site - specific conditions. it is the responsibility of the Landscape Contractor to verify pre- co.ruction topographic elevations and free fixations for accuracy prior to gredItfA Landscape Coetradar shall notiry AOA immediately If any medgcetions to the plans may be necessary due to inaccuracies of onginal:survey. FLAG EXISTING VEGETATIONTO REMAIN AOA shall nag existing frees/vegetation to remain located within the Gearing limits. Prior to grading, Landscape Contractor shall install bur -foot orange conduction fencing around flagged existing treesrvegeldlon to remain (al the dripine for conifers, at the lima of cbadng/grading for deciduous free species). Fencing shall remain in place until the completion of earthwork, removal to be approved by AOA. Landscape Camactor shall . sole for avoiding disturbance to existing vegetation located outside the lima of grading. No removal of any vegetation shall occur without prior approval by A.A. Areas outside crewing limits Lhat are dear.. or accidentally cleared shall be replarded consistent who other mitigation plant. occurring as a pad of this contract, al no extra cod to the owner. Plant species and quantities to be approved by AOA prior to Installation. Any living woody plant that Is tlamaged during consbuctbn shall be treated within 24 -hours of occurrence. AOA shall be notified Immediately of Addenl. Wound shaping treatment shall be done. Wound shaping includes, bud Is not limited lo: evenly cutting broken branches; exposed roots and damaged free bark immediately after occurs. Injured plants shall be thoroughly watered and additional measures shall be taken, as appropriate, to aid In plant survivability. FLAG EXIRT1NG VEGETATION a WOODY MATERIAL TO BE RELOCATED AOA shall flag existing frees, stumps, down logs, boulders, wee, and any other habitat features that will be relocated info the mitigation areas. Clearing CoMred°, shall notify AOA at least 2 days prior to scheduled clearing so that habitat features to be relocated can be gagged and reviewed prior to site clearing. Clearing Contractor shall carefully stockpile features for later relocation by Le.cape Contractor. 1141he responsibility of the Landscape Contractor to break stockpiled trees into usable sizes (see Part below on habitat feature placement). Landscape Contractor shall exercise care when moving habitat features to avoid breaking branches, scuffing ark, or breaking roots. Habitat features shall be reviewed prior to final placement In mitigation areas. Any features deemed unsatlsfadory by AOA (due to damage during relocation) Mall be replaced with imported material at Landscape Contr .. expense. Therefore, if habitat features cannot be moved directly to permanent location, Landscape Contractor shall' ensure that stockpile areas are large enough to accommodate full-. trees without resulting In significant branch breakage in later relocation to permanent sire. During the building site clearing/logging, any non-marketable debris (small trees, branches, etc.) no being exported for sale shall be ground up Into wood chips (4° x t° max. size particle) for later use as mulch around panted trees and shrua within the mitigation areas. Non - ground slash can ale be placed into the mitigation area as brush piles. AOA to designate location and number of brush piles following placement of topsoil. Stockpile wood chips and excess slash as near to mitigation areas as possible. It is the responsibility of the Clearing Contractor to stockpile wood chips and slash for later placement by the Landscape Contractor. CLEAR AND GRUB Cleating Contractor shall clear and grub areas within the clearing limits of the mitigation and buffer areas with the exception of flagged existing vegetation to remain. In areas of flagged existing vegetation to remain, Clearing Contractor shall remove blackberry and other specified Invasive species by hand, with minimal disturbance to the exiding vegetation. Cleared and grubbed vegetation shall be exported from the site. Particular cite must be given to ensure complete removal of lops and coo. (lo depth of 18') of reed conarygrass plants, and any other invasive /exotic plant species. Invasive /exotic plant spades to be removed and treated in the mitigation and buffer areas are: Scot's broom, English ivy, Himalayan and evergreen blackberry, reed c2narygrass, purple loosestrife, hedge bindweed (morning glory), Japanese knotweed, thistle, and creeping nightshade. AOA to designate any additional plant special to be removedereated prior to construction. SURVEY /STAKE/FLAG PROPOSED GRADES Landscape Contractor shall contrail a licensed surveyor to survey, stake, and flag proposed finished grades within the mitigation and corresponding buffer areas following clearing and grubbing. Surveyor shall supply grade dakes at a minimum of 20' 0.C. spacing. Additionally, where weirs occur, and pending is proposed, provide grade dakes at 20' O.C. maximum along entire proposed water perimeter and at weir locations. It is the responsibility of the General Contractor to locate buffer boundaries adjacent to site development. AOA shall approve grade staking prior to excavation and shall monitor during conduction. Maintain grade sakes throughout excavation process. If grade dakes are removed pdorto grading dgnoff, the Landscape Contractor shall supply es -buih grade staking (see below). EXCAVATE MITIGATION AREA (keeping soils on -site) Landscape Contractor shall excavate the mitigation area per the approved grading plan without removing grade stakes (see Drawing W2.0).: Excavated soil shall he used on the developed portion of the site; if possible, otherwise it shall be exported oft site: Minor geld adjustments to grading plan to ensure proper function of mitigation area shall be made only by obtaining prior approval of AOA. In the created and enhanced wdlantl and graded buffer areas, over - excavate 4' below finished elevation shown on plans for later placement of 6' of imported organic weed -free topsoil. REVIEW OF SUBGRADE Upon completion of excavation, AOA shall review subgrade In relation to original grade.stakes. If grade stakes are removed prior to approval by AOA, an as -bulll survey will be required without additional cost tic Owner. The as-built survey, i,y a licensed surveyor, stun include one -foot contour intervals with spot elevations of high and low points, pond surface elevations, weir elevations, and the mitigation wetland boundary. After subgrede is approved, Contractor shall place habitat features and topsoil (see Part 2 and 3) per plan. AOA shall approve habitat feature and topsoil placement. After sign -off, the . Landsupe Contractor shall remove the grade stakes. BENTONITE CONTINGENCY (omvide unit cost per a vd at time III bid) Upon completion of excavation within the mitigation wetland area, a bentonite day liner maybe required. If so, the liner shall extend from B' above the proposed water surface elevations down to pond bottoms. A gttechnical engineer shall review subgrede mated° to determine whether a beMonhe day liner will be required to retard water infiltration through pgnd bottoms. II - required, the day liner shall be placed prior to mdallation of structures, habitat features, and topsoil. If a bemanite day liner b required. AOA shall desgate Aeolian for line , the field with Landscape Contractor. Unerto be ..ruled by placing 3/4' of 200 -meh bentonite day over subgrade and titling Into the lop 8-10 of subgmde salt. Compact 11118 set &Clay mixture to a dry density of 90%. The geotechnIcal engieershdl approve compaction pier to structure installation, placement of habitat features, and topeoll. PART 2- STRUCTURE and HABITAT FEATURE PLACEMENT SPECIE CATIONS LOG WEIRCONSTRUCTIQN Construct kgwe)ra atbIMkrledepided m pawing W2.0 (see .tails o Drawing W2.0). Logs fertile four we. will be steadied futile baidngsite byte Clearing Co or. Lags shall be cedar end spades, 24'dia. min., and pled long. Log ...all be a ored Into subgmae a mhllmum depth d 40% of the log darn. Logs shall be anshared a mi hewn d e' of each and nt secured with %° robe, 1.r, and rod, as depicted In the detail. shal1 be I2M flat and notch to be cut per detail to ensure evenlbw ofwaterover log surfarj•. AOA shag approve fogwar Iodations pd. toinstallation. INDT111121841 Wall Sapp upon completion of subyade.0We. at locations dap on Drawing VV2.0. The Clearing Canada shagdto.pilesags during site devebpmern fig adNitles. The Landscape Contractor shah Ada. the snags. Snag, shallbe cation or fir des, 17 ddb. ' minimum. Each snag to be anIRored into abyade a minimum of 25 %o the total length, vdlha minimum of E main branches btaclesdepleted in the detail on Drawing .O. AOA approve Snag Walton! prior to irnlalNlbn. PLACE HABITAT FEATURES (DOWN LOGS. STUMPS BRUSH PILES AND BOUIDERS) Habitat features (down togs, dumps) will be docketed on the building site l by the Clearing Contractor for use by the Landscape Contractor.'. Place stockpiled habitatfealurl upon completion of suagred° earthwork ipdorto pacemenl of topsoig, at locatlaa depicted on Drawings W2.O. '. shall review placement of habitat features with Ire landscape Contractor_ All habitat features shall be first defined of dirt and debris and cut/broken prior to placement In the mitigation areas. To cul/break down loge gill score the 1191111. desired length, and then, using a backhoe, snap the log at the scored location to create a natural look to the break. Crunch broken ends to disguise saw cub: Co ends of habitat features Mall have no blunt ends. Down lags shall be a 11121 911 of 20 feel in length and 12 to ebb, 50% minimum of which have rootwads. Stomps to be either well-decayed relocated dumps. or cut live tootwads with a minimum of 10 feet of bunk and 12° dbh. AddiOoaal habitat features may be located within the mitigation areas, if available, that are utter specified sizes. During the remaining building site clearing, C.adrg Contractor shall stockpile brush piles and additional habitat features, O needed, al locations determined by the General Co.actor. Following placement of topsoil, brush pile, if available, Mall be spread areund the pond edges within the wetland mligelon area. AOA shall revlevr placement of brush p lee with the Landscape Contractor. Any boulders over 1r In dimension found ensile during excavation of the building site or to mitigation areas shall be stockpiled for use in the mitigation areas. Gent. Contradorshall determine stockpile locations. Stockpiled boulders, if available, sal( be pieced A piles of at lead 2 racks deep, and Ina manner that provides both physical stability and large internal voids. ADA shall review placement of boulder piles with the Landscape Contractor. Habitat features shall be reviewed prior to final placement in mitigation are.. Any lectures deemed unsatisfactory by AOA (due to damage during relocation) shall be replaced vrim imported material at Landscape Contractors expense. INSTALL NESTING /ROOSTING BOXES Landscape Contractor shall construct and Install all nesting and bat roosting boxes within the mmgatAn areas at locations depicted on the approved plans and detailed on Drawing W2.0. Landscape Comador shall Mach oat swallow nesti box to ach iataped snag at localian depidu on Drawings a installed ADach earn nesting box ng a minim o/ 15 -feat att fheground on la southerly side o/ the installetl snag. Lantlscepe Contractor sM1all attach 2 al roosting boxes, a minimum of 1ST et off the ground, onto to autheast slde o1 either existing tress to remain or Installed snags.] AOA shall flag trees designated for boxes PART 3 - FINISH GRADING, IRRIGATION INSTALLATION, AND SEEDIN}° AOA shall approve subgrede earthwork in the mitigation and buffer areas p to placement of bemonite (if necessary) and/or imported topsoil In all graded mitigation and buffer areas, 8 of Imported topsoil shall be plaited subgrade (see Pad 1 above). Topsoil shall be lightly tradewalk d on doped areas topreved rifling erosion. Planting pits shall be amended as noted in the planting specifications (see General Planting Installation Notes on Drawing W3.0). PLACE STOCKPILED TOPSOIL After topsoil ptacemenL any maining oganic material (Nanches, Ilea, 2112 brush) in remaining bran piles Ilan be re spread sound me pond edges within the wetland mitigation area. JRRIGATION A temporary save -ground irrigation system shall be designed and Installed by Landscape Contractor upon completion of finish grading and prior to installation of plantings within the graded upAnd areas. The temporary Irrigation system shall connect to the general system for the site. All graded areas shall receive head - to-head irrigation coverage, except for penlanenly ponded areas In the mitigation wetlands. Provide written verification to AOA that backfl. prevention per code exisson the line to be used as a point of connection for the initiation system. If verification canna be made, provide backfiow prevention per code as a part of the installation. General Contractor shall provide water° and pr n electricity for system. Land P e Contra IXot Y shall provide isolation valve and connection water and controller. es required within the mitigation area for least two growing seasons to sons following planting to ensure adequate m establishment of plant. material. The irrigation system shall be set by Landscape Contractor to allow for 1 14° o predpation 2 times per week between June le and October 31 of the find year after planting. The Landscape Contractor shall addst the controls to allow for h° of precipitation once weekly between July l and October 1"of the second year after planting. If pia.. occurs between May and October, then initiation will be extended to three growing seasons. I Landscape Contractor Is responsible for ensuring proper tundion and canneglion of the irrigation a t:,ms 31v lecoted with the mitigation areas, and to .. .Mem In stall. mtga(ion system pier to October It is the Landscape CoVrodol's responsibility to maintain the irrigation system for the duration of the two -years (or three) in which it is required. At the end of the imgation period, and if plant establishment is successful, as determined by AOA, the andsape Contract. shall permanently cap pipe downstream of isolation valve, and then disassemble and remove the irrigation systern . from within the mitigation areas. ) After Wig.. system Irarag and prior. hydroseedirg, the La1MSCape Contractor shall water thoroughly all Ildt expos. soils. Hydroseed srith seed mixes specified In the Plant Schedule (Drawing W3.0). Keepseeds moist ihnxlghout the graving season. Seed disturbetl areas again (by hand) following plant Instal.. Graded wetland areas shag be seeded with the wetland seed met specified on the ObM Schedule end tharolgHy watered. Graded buffer areas shall be seeded with the buffer seed mix specified on Me Mani Schedule and thoroughly watered. Seeds for mixes shall have been harvested a madmum of one year prior to dated seed application, and stratified or otherwise processed to ease optimal gemination rate. Seers g must scar immediately upon completion of grading, structure, and irrigatlan PART 4 - CONIEFRUCT{x! ...,,° �°° ...... AOA shag approve grading wor bncaee ...lion. and seeding prix to plant Installation, to cone. .1 . pleawere properly implemented. If items are to be corected,a Ixmdt get dial be prepared by AOA andabmBed to the landscape Canadar for completion. ABr pundl M WIN have beencompetesd, AOA shag review the project Pon gnat Internal acceptance ofgr.ng pion WderraMfeYOn and planting may then proceed. PART 5 - CONSTRUCTION )CTION DEIAYB PARTS- WARRANTY ESIEJETABILELEMEI ffthere is a delay let caatnrdbn foray reason, LmldsCape Collector, unless otherwise stdeel prreing,dml be respooeAle for maintenance of erosion control measures (as noted on the T.ES.C. Plan), degrees. and tamper, krgakn dudng Combedlon delay period. DIabed land areas in WMMM Canskridlll adivaes may be sIs for 30 days or more shag be immediately hydmaaededcooktiro lobos specified In the PIare Schedule (see Drawing W3.0). Seeded areas Maybe irrigated whin a water truck If irrigation system has lid been Installed and maintained edit acceptable seed garmnalbn has been detemined by AOA. - Upon consbudien ...eon, Landscape Cerdrador shall re-seed all exposed ground (second hand seed app olllbo) war thawed mores s sped0ed In the Plant Schedule. Landscape Contractor Mall ensure Set rnntruceon related activities do at damage ofesite features or adjacent vegetal. AOA shag De hogged immediately if accidental damage occurs (see plant replacement reryoemesds In tleadngsedlon). Landcape Conbactorsh. ensure tat adjacent roads are ma.tdned and dear of soil and/or otlerdebris at aiOmesdumgmramklion. Lararape Contractor shall make himself aware of and campy coda City of Tukwila rides regarding Meet matmenaceddeaning/remc control during construction. Any changes or madmCatoa to this plan must receive prior approval from AOA. PART 7- PLANTING SPECIFICATIONS PLANTING SCHEDULE Plating should ooam anyone between December t and March 31 to take advantage of bare- root plant mateiIL GENERACONOt.10NS... In file mitigation area, (b Landscape Contactor shag remove weedy or exotic invasive spades (e.g., Set's Nap, English ivy, ifmldayan old evergreen bbdbeny, reed canarygress, purple loasestrne, hedge Nruiweed, Japanese .tweed. Canada thistle, and creeping nightshade) by manual or chemical mean (as approved by the City of Mk.. and AOA) prior to pant installation. Landscape contractor shalt verify and plant Installation co thane are suitable within the mitigation and buffer areas. Any unselisfadory conditions shall be corrected prior to start of work When condhba debknebd to plant growth are encountered, such as rabble fill, adverse drainage condtlion, significant vegetation, or obstru.ons, LaMSwpe Contractor shall notify AOA prior to planting. Beginning of work constitutes acceptance of conditions as satisfactory. PIaM' (nslalied in und.rbed area shag be integrated with exlsting native vegetation; and planed In a ran.m, n.ralWk pattern. LOGATFJSI'AKEIVERIFV PLA(iTINGAREAS Landscape Contractor shall field locate, stake, and verify panting areas and configuration prior to planting: AOA Mal review and approve locet(ons prior to panting. Proposed locagons entrees and sh.s shag be staked and identified with an approved coding Salem or by placement of the °dual plant material. For loge groupings of a single species of shrub, Landscape Conhade may slake the pamirg boundaries. AOA shall review and approve locations of dl pants and pad groupings pdorto panting. APPROVE PLANTING LOCATIONS AND SPACING P.ndne Acdioa sawn on planing pans are approximate, based on anticipated site conditions. Actual planing locdlons may vary from those shown due to Mal Me conditions and locations of exfsgrlg vegeaton. Nevertheless, any variations from the planting plan will require prior approval by AOA Plant sparing for species Irsted is to be random (naturalistic), and not in a regular grid pattern. On-center sparing celled oat on plant list indicates an average spacing dimension. For example, when the pan cells for 24° O.C., spacing shall vary from 18 O.C., with an average spacing of 24 inches. AOA shall review panting locations and spacing prior to plant lndallagon. PART 8 - PLANT MATERIAL STANDARDS PLANT MATERIALS AOA shall examine plant mdedal prior to planting. Any material not meeting the required specifications shall be immedtdely removed from the site and replaced with like material that meets the required dander.. Plant material shall meet the requirements of State and Federal laws with respect to plant disease and infesations. Inspection cemfiltes, required by law, shall accompany each and every shipment and shall be submitted to AOA upon Landscape Contractors receipt of plant material. AOA shall pre - approve in writing any substitution of plant Maeda. prior to ordering abdaution plants. Plant materials shall be locally grown (wedem WA, western OR, or wedem BC), healthy, bushy, in vigorous growing condition, and be guaranteed true to 1.e, name, and variety. If replacement of pant material is necessary due to construction damage or plant failure within one year of indalldion, the sizes, species, and quantities shall be equal to damaged or unsuitable plants, or as indicated on the pans Ptah. Malt be nursery grown, well- rooted, of nomalgra o= habiLand /Ile from disease or tmestation. AOA reserves me right to require replacement orsubstitution of any plants deemed unaitsble. Trees Mall have uniform branching,11ogle straight trunks, (unless specified as multi- stemmed), and the central leader Intact and undamaged. Balled and budapped stock shall have been root - pruned at lead once within the previous two years. Container stock shall be fully rooted but not rod- bound. Plant mdedal with damaged root zones or broken root alts will not be accepted. Coniferous frees shall be nursery grown, full and bushy, with uniform branching and a natural non - sheared form. Original control leader must be healthy and undamaged. Maximum gap between branching shall not exceed V, and length of top leader shall not exceed 12 °. Shrubs shall be a minimum height of 18 inches. AY\,1 D Native plant cuttings shall be grown and weeded in the maritime Pacific Northwest. Cuttings shall be of one- to two-year -old wood, 1/7 tlia. minimum. Cuttings shall be a minimum of 4' in length with 4 lateral buds exposed above after planting. The top of each cutting shall be a minimum of 1' above a leaf bud, the bottom cut 7 below a bud. The basal ends of the cuttings shall be cut a a 45 degree angle and marked clearly so That the rooting end Is planted In the soil. Cuttings must be kept covered and mold during storage and transport, and no ma. shall be dared more than three days from date of tuning. Cuttings shall only fie used if planting occurs between December 1st and April 1st. For plaMing between April lst and December 1st, rooted cmlings or aspen. shall be used. Within 30 days of award rime landscape comma, landscape Contractor obeli suburb documentation that sped. plant maerials have been ordered and secured. A Ili of seedier names, adtlresses, phone numbers and the storage/growl. location of the materials shall be submitted to AOA within 30 days of Landscape Contractor award. VERIFY NI Mina STOCK CONBITIQI( - AOA shall taped plant material at the job Me, Including prevleusly fagged trees, for compliance with requlred standards for pled she and qualify prier to denting. This includes, but bat limited to, size and ceraRbn of ',Athal. and roobyelera, presence of insects, latent Iteudes and defects. Tree must be untled and separated for Inspections. AOA reserves the right to • refuse any /all plum matedd any time prior to ona acceptance K h le determined that such material does net meet the e...Iloa as desoibed herein. Rejected material shall be Immediately removed from protect age. VERIEYBTOMGESREIMILLM 995 Store pants In the manner hecesserytoaceommodae their horticultural requirements: Protect plan) material stored ensile from wealber damage coanedbn wavily and the public. Belted and budapped metered which cannel be htlalled Immediately shall be 'beefed -In° to keep /nom drying out prior lo planting.' Protect rootbsns by covering with motel sag, mach or sawdust Water as required to keep root.. moist. Keep dam specimens mots) (Welland species saluraie) and eluded until the actual time of installation. If barerool plants are 'pealed, soak roots In water one -hour minimum prior to planting. Before and after Iemedidety saturate the soils In the panting area to prevent Capillary stress. SUBSTITUTIONS Substitutions of plan/ species or sizes may be permitted bated on plant availability, but only with prior written approval by AOA and the City of Tukwila. Bareroot stock of eaua..lasa ..ceMalnef a BAS denting can be substituted for deciduous container or Bee plantings when available, but only with prior approval by AOA. Evergreen plan: mderbi sell b seedlings, container or 1388. PART 9- PLANT INSTALLATION SOIL PREPARATION/AMENDMENTS Prior to Iatalla0on of darlings, ensure complete removal of nonnative fill material used for the temporary construction accesses. Trees and shrubs shall fie pit panted as shown In details on Drawing W3.0. Inoluds In the eluding ackfill a ail moisture retention agent (polymer) per manufacturer, specification (see General Planting Installation Notes on Drawing W3.0). SOIL MOISTURE RETENTION AGEN1 Add hydrated SoilMdHL or approved equal, to the topsoil P10kfi11 of ail planting pits. Follow manufacturers specifications br directions for use and application rates. FERTILIZER Fertilize woody plantings with a slow-release (&mane), high nitrogen granular fertilizer (21 -3 -7), with application rates as specified by manufacturer. Apply fertilizer after planting pit Is ackllbd, and pro to application of mulch. Do not apply fertilizer between November and Maroh. MULCH In graded areas only, a 3° layer of fine bark mulch shall be placed around the base of new tree (36° dia. ring) and shrub plantings (24 °rib. ring) for erosion, weed control, and moisture retention. Trees te staked with at lead one slake, 3/4 the height of the tree (see detail on Drawing W3.0). Landscape Contractor shall remove slakes al the end of the one-year guarantee period, RESEED DISTURBED AREAS Landscape Contractor shall hydro.. and thoroughly water exposed soils with the seed mixes specified In the Plant Schedule following initiation installation and again (by hand seeding) following plant Installation to all exposed ground surfaces. Seed by hand again Immediately prior to construction completion. RESTORE EXISTING NATURAL OR LANDSCAPED AREAL ...sling natural or landscaped areas that are damaged during consbudlon shall be restored to theft original condition, unless Improvements or modifications are specified for those areas (see plant replacement requirements In clearing section). CLEAN -UP - Landscape CoMrectorOat' be responsible for the removal of construction mated. and debris on the site following Installation of plant materials and fence construction. • PART 10: WARRANTY This warranty shall Include replacement of plan. (same size and species shown on the drawings) that prove either to be mislocated or unsuitable as to plant material standards. Except for loss due to excessively severe climatological conditions (substantiated by 10 -year receded weather charts), Installed plant materials are required to be guaranteed for one year against defects and unsatis factory growth, except for cases of neglect by Owner or abuse /damage by others. Plants replaced shall be reinitiated under plant guarantee conditions. PART 11: FINAL ACCEPTANCE Upon completion of the planting, the Landscape Contractor Mall provide AOA with a set of clearly marked prints designating the actual locations and quantitiI of plantings within the mitigation areas. Landscape Contractor shall keep a complete set of prints at the job site tludng conduction for the purpose of 'red- lining° changes or modifications to the approved plans and shall update said information on a daily basis. AOA shall approve planting locations. If Items are to be corrected, a punch lid shall be prepared by AOA and abmitted to the Landscape Contractor for completion. After punch list items have been completed, AOA shall review the project for final acceptance of plan implementation. After acceptance has been obtained, Landscape Contractor shall provide as -bullt drawings to AOA of planted material. AO the mitgatlon A shall meet pla n insallatio-site with a n. representative of the City of Tukwila for review and acceptance of The date of final acceptance shall constitute the beginning or the one-year warranty/ maintenance period. PART . ONE -YEAR MAINTENANCE - Landscape Contractor shall review landscape maintenance recommendations with a qualified wetland biologist from AOA who is familiar wbh the staled goals and objectives of the mitigation plan. Maintenance Is to be provided throughout conduction and for one -year following • construction beginning at final acceptance. Landscape Contractor shall maintain trees and shrubs as required to maintain health growth and habitat diversity. This may Include tightening and repair of tree stakes, resetting plants to proper grade and upright daemon, grass and Invasive control, and correcting drainage problems as required. During the one -year maintenance period, between May 15 and September 15, hand seed all previously seeded areas which show bare ground patches larger than 38 ° x38'. Remove tree stakes at the end of the one -year maintenance peiod: Landscape Contractor shall be responsible for consident and adequate water application throughout the growing season. Landscape Contractor shall winterize and reinstate sydem in spring, including tune-up and repaks tludng the one-year maintenance period. Irrigation is required within the wetland mitigation area for at lead two growing seasons following planting to ensure adequate establishment. At the end of that lime, the Landscape Contractor shall remove the IMgatan system. Final sign -off will not occur before the irrigation system is sstlsfadnrily removed. Landscape Contractor shall correct erosion and drainage problems as specified on the TE.S.C. Plan throughout the one-year maintenance period. Landscape Contractor shall remove silt fencing at the end of the mainte once period and restore the fence area by hand seeding between April to end Odobr 15 all bare areas greater than one square C:.1 Cr k L: -,::.A PERMIT GERI _, LEGAL DESCRIPTION COU PEP UM= N wLUME ,3 OF PIATSP PAGEF36 RECO°ROrr : TOGETHER Br ROINM¢ x0 1 ANO°RECONDEO U TIER R°R1ENR�0MIC NO t°7 34 ]402115m EXROrsTo REOORDW UNDO RECOR IDNG NOD St W ID iG pNG CWIVIY FOR M°EFMLLSXID DE UNDER RECORDINMMGINJ901m0,6 AyI D: WAr, IN BLOp( J. ANU NE NORM t0 FEEL OF Mi 24, AND NL OF WR 25 TFW WIGH 32HIN ¢OCN ]. Px0 COTS 2 TIFWGH e W BLOCK 8. AND 1015 2) MRWCN 0.S IN BLOCH e. ALL IN Rh9,TON, A REPUT OF PAM OF RNERSIDE INIIXURBAN rFACR, PER PUT RECOgOED IH wWNE TJ OF ours, PME 3fi. RWOROS OF KING COUNTY: TOCE'OIER wiN THAT PoROON GT VACATED STN AVENUE MI AMOINWG BLOCK ] Mw28�50M VACATED BT OItpIN MCE N0. IB6J ANTI ftECOROED TINDER RECORgNC N0. IHAi PoRRON OF S4D BWCKS) MD 0 CONVEYED N HWC COUNTY FOR 3TX AVFNIIE SOUM M DEID fSCOROCO UNDER RECORDING N0. )401D10465: NAT Fa COAT M ESTPBUSMD M R OR UNOFR CITE RDINGG °F ]4m040463; AND TT ME NORTH 10 FEEL OF LOR I MD 32 BLOCK CONVEYED FOR ROM Br GEED ftECOROFO UNDER REOJRDINC N0. ]901090964: SIMATE IN THE COY OF NKWM COUNTY OF KIN, STATE OF WASHINGTON. PARCEL 1: LOT 4 OF SNORT PUT N0. ]0501& ACCORDING TO SHORT PUT RECORDED UNDER IWC COUNTY RECOflMNC N0. 06032409.X1: roGEI,1Flt WITH ME xOFIH HNi OF SHADED SOUTH 12 ME FAST UNE OF LOT 9 IN 4, SVD SUWMSIO E I THE SOUIHEALT PROWrnON OF THE EAM UNE OF SNIT LOT 4 OF THE SnWIE IN THE CRT OF MKWILA COUNTY OF KING. STAR OF WASHINGTON. PARCEL 2: E WTRURBM GD T M PER PLAT RE D �RED W wWNE ,D ' n`P� �,, REG�IDE DF KING DN,Y. TOGETHER WRH PLL RUi POR OG tOR' 1 NVO 2 IN BLOCK 5 'RNERION ". A flEPVLE F O AM OF RNERSOE INRRURSW T IPALR: PS PER PUT RECORDED W i 13 DF PUR. PAGE J6. RECORDS 6 MNG COUNTY, LING WESTERLY OF A UNE OESCRIBFO M BEGINNING AT A PORT .r ME WESTMLT FOUNDA% OF 54D LOTS 1 AND 2 SVO PORT BBNC 100 FEET 06TMT SOUMERLY fPOMME NOItTIMEST CO6NER OF 540 WT 1: HENCE NORMF/STFRLY N A POINT Ox ME NORiNERLT BDUNbRY.OF SUD Lm t, -0,7x BDNC }0 FEET D EASTERLY FROM TIE NORDMEST CORNER OF END Lm THE END of MIS uxE OESCPoPnox: ' T BiLY PPOOUCITON EFM and OF24LOTMi 9 W BtOGno FNz., F RNFASDE, TRAmB M PER PLAT REORDER IN GT PUTS, PILE J6 ANTI GSTEALY OF THE SOMHEk.T PRDCOUCIION DF THE WEST UNE30F LOT 12 54D ¢TICK Y. STRIATE IN THE CDT OF TUKWIU, COUNTY OF KING, STATE OF WASHINGTON. PARCEL }; LF7i&RSOE IN<EAUNRBAC IOWCWTAS°hRE on IN WI i3 0rPUR °A * S6pEPUT OF TOGETHER WITH VAGTFD SOUIX 12380 SLREET.AOOIN 'E NOHRH MO TOGEHER WIIN THE NORTH L i E OF VACATED 12tH SIHEE, ITWC WEST OF THE saTHERLT PROOUrnoN of ME FAST uxE DF saD Wr a IN BLOCK v SITUATE IN TIE COY OF TIM., COUNTY OF KING STATE OF WASHINGTON. PARCEL 4: LOR 25 THROUGH }Z�INCLUSNE. IN BLOCIt 6 OFL'HNFRiON"AGIIRFPIAT Of H�rvERSI E INRRURBNI TUL15. AS PW PUi REGORDE° IN wWME t! OF %AR, PM£ 36, ECOPolS OF qNC COUNT. =a m. 6669 ON OCTOBER 1O,7Wt90B, LYINrUflWEII15TIH rmrs AND 6; FITONGTME HILT ifiT T�xT PoRRON OF TIEPNOFIH HNF OF VAfAIEO SOUR! i2:lx STREET, IxD TIAT EM , a RTOx of THE Z HALF a v I:V 34TH rjO souM. WI T PURSUUT ro c couxrc DFDINMCE No. ebs3. nnMHW m wo PMC¢ 6r oPEWlrox OF uW; IXCE1T ENVY: PORTI OF LOTS I MD 2 IN °LOCK 5 OF ANER ", REPO of PAM OF PoVUtSDE INiFAURBW TMCTS. AS PEA FlAt RECORDED IN VOLUME F PUTS, PAGE J6, REOORDS OF qNC COUNTY. LYING W61ERI.T of A U NE SCPo AS FOLLOWS: BEGINNING A O Po�N TIN E W M Y TM U E C R O it A4 o S�D ixEicE xoRTx uslElar ro a PoIM Ox ME xoNrxExlr BOUNIUM of s4D Lm ,, SND PoIM BNNC 30 TEST OIMAM FASRLT iROM ME NORRfWFST CORNER OF SND Lm ,AND THE FNO DF TMS NNE OEET CRIPTION. AND EXCEPT THE 1 3 FEET OF W E AND 25 RLOCIt 6. CONVETr° m KfiNG couNrc FOR soIRH tasM D sIR¢T IT DEW , RECORDE uxliER flEC0lTOlxc xo. 601 O2COeCO; TO THE Cm OF NKW11R BYIDEED RECOUEO IL∎1 RECOFOINGE 0. 9 0°CN3260JBJ "' MWTE IN THE C, OF NM, COUNT. OF KING, STATE OF WASHINGTON. PARCEL S: TsluriioA'ONZi v"'2iFNO ".°Iw rEs cntiT: w.NLn cSOFA SU°iERiT o ; R D NMGIN OF PPoM4 STATE XI GHWAY N0. 1 (SSR -99). PARCEL 6: LOT I OF SHORT PUi N0. )05010, ACCORDING TO THE SHORT PUT RECORDED UNDER qNC couxlr RECORmxc xo. e6O3z4o93¢ SITUATE IN THE CITY OF NMI, COUNTY OF KING, STATE OF WASHINGTON. PARCEL 7; gxG A x0 zio NG To THE SHORT PUT RECORDED UNDER To TM Ts0P0iIMmE�'PLr°� ucnoRTxllo�E °fwESrESi ux� a sl'Illaolioilz o ¢7rHE SxOM PUT IND WEST¢Y OF A NNE BBNG 30 FEET WEEP THE FMUG.r EXTENSION OF THE LENIiItUNE OF 354 AVENUE SOIRN M COATED M THE AxD rocEMER w MAr PDlmox DF vAV.TED 3sTH AVENUE smrM aWaxwc, M N0. 90091> ',:c WHI , UPON VMATON. ATACHE55R1 540°PPOPEHTFM OEP°FRAnION SITUATE IN THE CRY OF NNWIU COUNTY OF KIN, STATE OF WASHINGTON. NAGEL 6 N NC RECOR°ING a,A0CLpR °LNG, THE SHORT PUT RECORDED UNDER SITUATE IN THE CRT OF NKWM, COUNTY OF KING. STATE OF WASHINGTON. PARCEL 9: LOR 9 MROUGH i) INCWSNE IN BLOCK 5 , "RMRTON', A REPUT OF PART F O RIVERSIDE INTERUR&W TPACR, M PEA PUi RECOROCO IN VOWMF 13 W PU15, PACE 36. RECORDS OF KING COUMT, TOGETHER WTH THE WEST HNF OF iRILi 2) OF Rfv}RSIDE TNT gr r o: M PER PUT RECORDED IN wWME 10 OF PUR, POLE 74, RECORDS OF KING COUNrv; AS PERMPRECOPoW WI VOWI NE ORTOF PULS,TP4GF.] 4, RECORFS 0OF K COUMT. IXGEPT FROM THE MOVE - DESCRIBED PARCELS THE FOLLOWING: IXCEM THE NORM 3W .FEET OF SAID TRACT 2); AN PT M THOSE PoRTIONS OF r WR 1} THROUGH i). INC us' AND 540 TFA 30 LWNC SOUIHEALY OF TIE FOLLOWING OESCRIBEO N,E BEGINNING AT THE g r a "CTON OF THE BOLLIX UNE OF END DUCT 30 WITH THF nND O¢D RFC F NECORVING O 9EeI2; OF THENCE NORTH IT 2]' 12" WEST PLONG 540 EASTEIHLY UNE 203.50 FEET TO THE HENCE PARALLEL V LIE SOUTH UNE Oi S4D EwT 5, SV E 21' 12" rr N ME EAST UNE GT SND BWLK 5 AND T iEAMINVE OF S4D DESCRIBES UNE; ER WITH TUT PORTION OF THE WEST MLF OFVMATED S9M AVENUE SOUTH, CORTEX ATALHFD TO SNIT PoRIION OF 54D BLOG(S MUM GT UW; ETHER WITH TUT PoMION OF ME SOUTHEAST DWNTEF OF NE SDUM OUARIER OF EErnON 9, IONNSXIP 23 NORM, IVNGE 4 FAST. W.M.. DESCRIBED M rouows: AT THE NOPMFAM CORN ONGFTHf NORM Ti O 54 M ¢SS E IN 0 SIAI E WGHWAT N0. ,, SOUIHEASTURLY 40 EAST MMCIN' I F FAST UNE OF SAID 9UBDMSION; NORM OP 45' 4D US ALONE SVD UNE i0 ME MILE POINT OF EXCEPT THAT PORTON LYING SOJMMLY OF A UNE DESCRIBED M FOLLOWS: C SITUATE IN THE Cm' OF NM,. COU E SND SECTION 9 TH OF PRIMARY STATE HIGHWAY Em EAST MOEE PoRIIONS OF WR iJ THROUGH ,), INCWSNE IN BLOCI(5 OF "Po`hMON ". A REPUr OF pNtT OF RNERSIDE INIEANRBW TRACSS, AS PER PLAT RECORDED IN it ,3 OF PLAR. PME 36. RECOPoS OF KINC COUNrv, LWNG SOmH OF TIE FOUDWINC DESCRIBED UNE BEGINNING AT THE CNI 7 OF THE SOUM LINE OF END TWm 36, CORN TIE E/SIFRLT UNE m PACIFIC NgNWAY SOUM, 0.5 CgAT:EO i0 THE STALE GT GTON M DEID RECORDED UNDER RECIN2DPlc N0. 199601T: THENCE EORM IZ 23' 12' WEST AIM,C 54D EtMEPLY IJNE 15JS0 FEET ro THE WEST UNE OF SNIT 1PACi 36: ..ON,INUING NOFM IT 23' 13 WEST ALONG SND EASTERLY UNE 50.00 THENCE PARALLEL WTM THE SOUTH UNE F 540 BLOCK 5, SOUTH 09 21' IE" FAST ro ME EAST UNE R TVCT 36 AND ME O MLLE POINT m BE4INNINC OF SND UNE: THENCE COMINUINC rr 09' 2,' 12" EAST N THE FAST UNE OF SNIT BLOCK 5 M9 MF. 1EIWWUS OF SUIT UNE; HAK Of HE A VGTED 34TH a'VIINE 7 wuTIH. MNICN Ai SUD P 6Y oP EPATIO Of uw: PARCEL I,: 71HAODTCON; A55PER PI°Ai RECORDED IN ICONS 200E PUR, PILEI46, REa6 OFLL°I5°N roCEIHER WNH TIE WEST 60 FEET OF TXE USr }ZIT FEM OF THE SO " 115 FLED OF THE NORTH 145 FEET OF TRAM 37, RMRSIDE INTERURBAN TAUS. PER FUT ARIA W THE COY OF TUKWIU COUNTY OF KING. STATE OF WASHINGTON PARCEL 12: LOTS 3 AN0 12, EXCEPT THE sOUM 6.9 FEET OF Lm 12: AND THAT PORTION OF Wr 1 BEM D T TW SND LR 3, TIE NORTH NID SOUM ONES m SND PoRTgN OF L r BUNG IEiE NORTH ANTI SOUM PLAT RECORDED OF SUE TIN VOLUME 3 PROJE O WESTERLY. E DDNDSON MOTION. M PFR PLAT IN 20 OF PUTS. PAGE 6, ftEC OF qNC COUNTY. P AONUEN OF PUTS. POE 4s!RECOR ilf DYNE cWMY: S PEA ER WNH THAT PoRTON OF THE FAST 1 7 4 OF VAr 34TH VENUE SOUIX, WH E°I ATFACNED ro SAID PMC¢ BY OPEW.TON OF UW: n A '. BELAYS IN TIE CRY OF TMMIA COUNTY W KING, STATE OF WASHINGTON. PARCEL 14 C-71027:72 WCLI/SNE, ANTI LOR 22 THCOIIGH 24, INCWSNE IN ELOC,) DF OF.PAM DF RNSASOE VTES2JRBAN iMGTS, M PER PLAT 13 DF PUTS, PAGE 36, MCORDS OF pNC COUNTY: EXCEPT THE NORTH 10 FEET OF SAID Lm 24; SITUATE W THE CITY OF NKR, COUNTY OF KING, STATE OF WASHINGTON. PARCEL 15: WTFAUF&W RNCTE PFA PUT °FRE[O�ROIVEMON otar 13r OF PIAIS�PALE 36,10E RECORD6 OF KING COUNT MATE W THE CM' OF TUKWILA. COUNTY OF KING, STATE OF WASHINGTON. PARCEL IS �B IN - KV, of • ,721 A RErur of PAM DF R TTE. E IM R _ ER PUi RECORDED x E 13 OF PUR, PILE 36, RECORDS O NWC SITUATE IN THE CRY OF NKWTIA COUNTY OF KING, STATE OF WASHINGTON. PARCEL 17: N BLOCK ) OF "RTVFPRIN' A RPUT OF PIRT OF RAERSIOE OR U D E S V TP/dTS. T AR PER FUi ItEtORDED IN , wWME E 1J OF TUTU, PAGE Jb, RECORDS OF KING COUNT: SITUATE IN THE CITY OF NKWRA COUNTY OF KING, STATE OF WASHINGTON. PARCEL 1 LOTS 15 AD i6 IN BLOCK) OF 'RNUTON', A REPUT OF PoRT OFR SNERSDE IM .. N DUCTS. 0.S PER PUi RECOflOEO IN 1WME 13 OF PUR. PAGE 36. Rm.. of wxc courrrc. EXCEPT THE FAST 90 FEET THEREOF; STOUTS W THE CITY OF TURI NA COUNTY OF KING, STATE OF WASHINGTON. PARCEL 19: ,ThEAE n rznAE Trt ca'A's"PEIR zroawKROE7, w .4 naTE.Fat Ss. RECORDS aF KINC couNn: IXCEM THE NORTH 6.6 FEET OF THE FAST 90 FEET OF SAID WT 15; PARCEL 20: OF 'R A RFRAT OF PoVEPSID INTER R&N lH� A PEA PUT 11CK 7 RECOROW IN 1WME 1S OF PUTS, PACE J6. RECORDS OF KIN° COUNTY. PARCEL 21: RV pcco I TPA ZA5 PER PUT ECOROEO IN VOWM E OF PUTEE. PI CE" 1 36, RECORD3 m RING COUNTY: 7 PARCEL 22: AND 2 IV N BLOCK RNETtiON" OF PP OFVRIVEAEIOE INiFRUROW I COM 0.S PER PUT RECORDED IN wLUME 13 OG PULE, PACE JG RECORDS DF qNC COUNT: EXCEPT THE WEST 60 FEET OF SND LOTS 21 AND 22, SITME IN THE cTTT OF TUKWIU COUNTY OF KING, STATE OF WMHINGTON. PARCEL 23: FREE LOR PNO 2D IN BLOCK 0 OF "PoVERTON", A REPUT OF PART OF RNEREIDE INIUIURBAN TFI.CR, M PER PUT RECORDFO IN VOWME IS OF PUR. PAGE 36. RECORDS OG KING COUNT; SITUATE IN THE CRT OF TUKWIU COUNTY OF KING, STATE OF WASHINGTON. PARCEL 24: THE W6T 00 FEET OF LO1S 21 AND 22 IN BLOCK 0 OF "RNBT V A REPUT OF PAM OF R IMEPUR&N TRI.CR. M PER PUt RECORDED IN wWME 13 OF PULE, PACE RECORDS OF KING COUNT; SMIATE IN THE CITY OF TUKWIU COUNTY OF KING; STATE OF WASHINGTON. PARCEL E s 2 AND 24 IN BLOCK B DF "RNERTON", A REPUr g. PART OF .712 MEAUR BW iRACR. M PEA PUi RECORDED IN VOWME 13 OF PUR, PAGE l6, RECAR09 OF YJNG COUNTY; SITUATE IN THE CIry OFNKWIIU. COUNTY OF KING. STATE OF WASHINGTON. PARCEL 26: LOR R5, 26, MO THE WEST 50 FEET OF LOT 9 UL M= 6 OF "HNEMON ", A REPUT OF ARE Op IME FF., TRACK, M PER PLAT RECORDED IN 1184E IS OF PUR, RECORDS OF KiNC COUNT: SITUATE IN THE CRY OF TUKWIA COUNTY OF KING, STATE OF WASHINGTON. INTERNATIONAL GATEWAY EAST II - GROUP HEALTH A PORTION OF THE SW 1/4 SECTION 10, TOWNSHIP 23N, RANGE 4E WILLAMETTE MERIDIAN, CITY OF TUKWILA, KING COUNTY, WASHINGTON 9 UTILITY CONFLICT NOTE CAUTION THE CONTRACTOR SHALL BE RESPONSIBLE OF ALL E %ISTING UTILITIES WHET SHON UTILITIES AND SURVEYI THIS SPILL INCLUDE CALLING NG THE ALL OF HE E %ISTING UTI SERI% WH OR NOT PLANS ARE BSED UPON THE IF CONFLICT S SHOULD OCCUR, CONSULTING ENGINEERS, INC. TO RESOL CONSTRUCTION. OR VERIFYING THE LOCATION, DIMENSION, AND DTH -800- 424 -5655 AND ON THESE PLANS OR NOT EY POTHOLING THE WD VERTICAL LOCATION PRIOR TO CONSTRUCTION. EP E ®1 THEN POTHOLING GS TO PHYSICALLY IE TES AS SHOWN ON THESE � ANTI ARE SUBJECT TO VARIATION. JLT BARGHAUSEN OR TO PROCEEDING WITH CALL BEFORE YOU DIG: 1- 800 - 424 -5555 BENCHMARK: 3" BRASS DISK ®S. 126TH STREET E. MARGINAL WAY S. - TOP MONUMENT ELEV. 36.44' KING COUNTY DATUM: NGVD (19291 NOTE: SURVEY INFORMATION PROVIDED BY SCHROETER SURVEYING (PROD. N0. 99079) DATED 1/30/99 INDEX OF SHEETS: Cl OF 7 C2 OF 7 C3 OF 7 GRA9ING AND STORM DRAINAGE PLAN (PHASE 2) C4 OF 7 SANITARY SEWER AND WATERMAIN EXTENSION PLAN (PHASE 1) C5 OF 7 SANITARY SEWER AND WATERMAIN EXTENSION PLAN (PHASE 2) C6 OF 7 C7 OF 7 RI OF 6 R2 OF 6 R3 OF 6 R4 OF 6 R5 OF 6 R6 OF 6 COVER SHEET GRADING AND STORM DRAINAGE PLAN (PHASE 1) CONSTRUCTION NOTES AND DETAILS CONSTRUCTION NOTES AND DETAILS ROAD IMPROVEMENT PLAN S. 124TH ST. ROAD IMPROVEMENT PLAN 35TH AVER S. ROAD IMPROVEMENT PLAN 35TH AVE. S. ROAD IMPROVEMENT PLAN S. 126TH ST. ROAD IMPROVEMENT PLAN S. 126TH ST. ROAD IMPROVEMENT SECTIONS AND DETAILS NOTE. ROUGH GRADING AND TEMPORARY ERO §ION CONTROL PLANS UNDER SEPARATE COVER. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY, PURSUANT TO WAC 332 -120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902 -1190, WASHINGTONDSTATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE WASHINGTON STREET S.E. P.O. BOX 47060 OLYMPIA, WASHINGTON 98504 -7060 UPON COMPLETION. OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. APPROVED FOR CONS7RUC710N DATE REVISION NO. Z- - D9rt-0439 `o 27.5 1 '21.7: 11 6' : Rl�I��CilY�1� - NOTE: D3WNSPOUTS SHALL a CWIECTED -TO ROOF DRAT 2016 2110', SYSTEM WTH NYATD£7GH FTTTNGS. CONTR4C:OR SHAW REFER TO ARCHRECTUAL. PLANS TO DEC_RMINE DOWNSPOUT 6IICATIONS. --EX..--GB RIM 1 8 IE =15 8 (18CMP SE E =118 1" CMP W E =10.68 30` CMP 5 E - 168 tl t,ON WETLAND MITIGATION AREA 2' ROCK WALL Ex_0 "W 1, LID STORAGE ;1MAy1 W.S. =19.50 I DFAb STORAGE 11 MAA1 0.5 II II a =2 .0 BW =20 IE =22.0 F. WITH RIP' RAP PAD 6'xgx $ 6" THICK -• PFD 10'k6'x �� 12` THICK I 23 ±00 TW422.0 BW =20 _i2(),,,9„, 0- III' DETENT1ON(WETPOND TOP OF POND =20.50 MAX. W.S. EL =19.50 STATIC W.S. EL =15.50 BOTTOM OF POND 0,8.00 LNE STORAGE PROVIDED= 65,704 CF LIVE STORAGE REQUIRED= 64,589 CF , WET POND VOLUME REQUIRED= 41,901 C WET POND VOLUME PROVIDED- 42,301 CF - ,v �o.-�n :00,003Weaat-- / ^' f ^S EX. 10" W-- EMERGENCY OVERFLOW SPILLWAY 8' MIN. WIDTH TOP EL =19.5 30' WIDE COMMERCIAL IE =14.0 DRNEWAY PER STD. PUN 55-9 u.. __ - - - D,ISTING 12 SD __ __ EX. CB ,(t RE,I�A�NJ� P1 PIPE.,5O SOUTH GRADING AND STORM DRAINAGE PLAN (PHASE 1) S.. STREET <"f1AVEL ACCESS ROAD 12' WIDTH, 7:1 MAX SLOPE LEGEND UiSCRIPRON TYPE II CATCH BASIN TYPE I CATCH BASIN STORM DRAINAGE C!& OUT STORM ORMNAGE LINE ROCKERY SPOT ELEXADONS CONTOURS ASPHALT CONCRETE EXISTING L' PROPOSED • Coca 100- :1 - PHASE 2 CB#14 TYPE 1 RIM =26.50 IE= 23.00(15 W) IE =23.50 8 " E) IE =23.00 12" SE CB#15 TYPE 1 RIM =26.50 IE 21.50 CB#16 TYPE 2 -48' RIM =28.00 IE= 20.25 (15" E) IE= 24.00 12" E) CB4417 TYPE 1 RIM=24.50 IE Z2.b0 CB1418 TYPE 1 RIM =23.00 tE =20.00 CB4M9 TYPE 1 RIM =23.00 IE =20.50 STORM STRUCTURE DATA. CB#20 TYPE 1 RIM =21.70 IE =19.00 CB #21 TYPE 1 RIM =20.00 IE =17.50 CB4422 TYPE 1 RIM =19.00 IE =16.00 CB#23 TYPE 2 -48' ftIM =21.00 IE =16.50 CB4I24 TYPE 2 -48' RIM =23.50 IE =16.50 CB4425 TYPE 2 -48' RIM =24.50 IE =18.00 2� IE E ql 8 CMP 1034 f5" -C . CB#26 TYPE 2 -48' W/SOLI LID RIM D LOCKING 1 5.15 IE =15.15 CB#27 TYPE 2 -54' W /SOLID LOCKING LID RIM =21.00 IE =15.50 FLOW CONTROL STRUCTURE SEE DETAIL SHEET 3 CB#32 TYPE 2 -5' RIM =27.40 CB4433 TYPE 2 -54' FLOW CONTROL STRUCTURE SEE DETAIL SHEET RIM =28.00 IE =20.50 CB#34 TYPE 1 RIM =25.1 IE =20.10 CB#35 TYPE 1 RIM =27.75 1,25.00 NEW MASONRY BLOCK WALL WITH 6' CHAIN LINK FENCE rW =zss BW =18.0 EX. 48" SD TH) 31 1 "=30° EX. CB RIM L.45 IE =1c.fi5 (12" CONC E) IE =T 3.95 18" CMP NW APPROVED FOR CONS7RUC71ON BY CITY ENGINEER DATE eg SI 751 z J 0 0 Q z CC 0 0 0) 0 z 0 z 0 cc / Q d 0 uu OE W 0 0 0 0 J Lu 2 0 27 D o: C) 11.1 CC z Q 0 CS O cv M W oo 0) 0) O CO W H co ui z N F 0 W J {{ -j ' WCUT LINE ONTRACTOR SHALL REPAIR PAVEMENT PER -PATCH RESTORATION C C 'E c T aM ET s4 6 1 REPLACE SIDEWALK IN KIND TO N.REST JOINT. .) INSTALL: r=3a 15 30 11111 Maast" 11111111111611111 W 111111 0 0611514 WV/. 72°4 Kliffee ...16#2.107) Mt"' '421 °mama WATER SERVICE ' WATER 19,17 0), 214', 8" DIV 67 178 841 !! It48rAu., 1:6"C"AT .1 7 LF 6 D.I. FIRE EXTENSION 1- 8" NOTE DETECTOR CHECK VALVE ASSEMBLY LOCATED INSIDE OF BUILDING MECHANICAL ROOM INSTALL: 41c.10M1 LF (FPRELTIE) W Cgc.1.1Cc " NEW BUILDING 'A' FF=29.0 13 LF pvG 0 7.3. 18181 5800 RIM - 1,22.5 45 8868 20 LF 8" w WSTALL: 2-Er CATE VALVE (ELKMJ) 1-8 ADAPTER (FLNMJ) CONC. BLOCKING /' FT A ADAPTER INSTALL: 1-8,8 TEE (19.1,L) 1-8" GA. VALVE (EURO CONC. BLOCKING PREFABRICATED CONC. CHANNEL ) ParLI AVM BY GU-MANHOLE LINER OR APPROVED EQUAL. ...11 'I BEND PROvIDE ASPHALTIC CONC PER DIST. STD. 9 IF NOT LOCATED IN PAVED AR.. 1-10,8" TAPPING TEE (MJHEL) 1-8" GATE VALVE (FLIKMJ) CONC. BLOCKING ITTA71 S ET L 0 .7 1 1 M I ATErl f AYN ' PRIOR TO CONSTRUCTION. ;DEDICATION 1' I EX. POWER' POLE co 2, 00 w z POWER PO. w EX: 10, VAL 60 I y EX F H INSTALL: 1-8"x8 TEE (MJKFL) 1-8" GATE VALVE (FLAW CONC. BLOCKING 15 PVC SDR -35 DETAIL A ' SECTION A-A C.UT AS REOUIRED FOR 6,8,10 8, 12" gIELONG CUTTING DETAIL A DETAIL B Wic";LbEgr GASKET RISER PIPE PHASE 2— WASTE WATER ACCESS DEVICE DETAIL , I WAD DETAIL WATER AND SANITARY SEWER PLAN (PHASE 1) EX. POwER POLEA /-EX_POWFR PniF EF- RDA EL-- I. (N) W a POWER W 2 I S. 124th STREET -1- As " - pHALT FRAME AND COVER EXISTING GRADE ‘') 2 CONC. G.DE RINGS MIN) AND MON. SHRINK GROUT , WATER TIGHT PLUG , SDR-35 15" PVC ASTM 0-3034 WATER TIGHT ADAPTER SEE DETAIL 1 FOR 1 REQUIRE- HIGH DENSITY POLYETHYLENE , ACCESS FITTING PREFABRICATED CONC. p C LAs HAN T N ic EL5/ ER FIDE A R s SUPPORTED MANUFACTURED BY GU- MH LTD. OR APPROVED EQUAL r, I F.H. INTERGRATED SOCKET W 0 RING GASKET l TO ACCOMODATE IYPE EL ATION AND S. OF SEWER PIPE(TYP.) MANHOLE BASE STRAIGHT THROUGH FLOW NTS ■._____/,_____,-__,, w a- 0 0 0 w 1— -J 0 0 0 ± 070. 1178 w 10- 0 !rote) AI) H.evot,0% — 0 . - i t flovre .lown 0 5 • CI MANHOLE FRAME AND COVER, OLYMPIC FOUNDRY #MH 30 OR QUILV. (MIN \ 8 / I T JRZE AND WORD "SEWER" CAST IN COVER. 3 BOLT. BOLT DOWN. MANHOLE ADJUSTMENT RINGS PRECAST CONE MANHOLE STEPS F AMI R AT2 S IDZ GRAVEL OR EQUAL PRE-CAST BARREL 2' MANHOLE BASE SEC. W/PREFABRICATED CHANNEL WAINER. SEE DET. 5 & 6 F OR SAND EX:' WATER VALVE (5) 011 Kurbing-- ; EX. GAS VALVE --" STANDARD MANHOLE DETAIL 'AL NOTES: I) DETAILS SHOWN ARE PDF FOR ALL MANHOLES UNLESS OTHERWISE NOTED. 06 _,. 6 2006 2) MANHOLE FRAME AND COVER TO EIE ON OPPOSITE SIDE FROM OUTGOING PIPE. 3) ROTATE MANHOLE FRAME SO LOCKING TABS ARE OPPOSITE LADDER 4) TOP MANHOLE STEP TO BE FOR HAND HOLD ONLY. APPROVED FOR CONSTRUC770N B, cit, ENGINEER DA TE LEGEND DESCRIPTION SWART SEWER MANHOLE WATERMAN ASPHALT CONCRETE p08A P/7 SSMH POSTING PROPOSED E •grd d ER 9? SAWCUT UNE CONTRACTOR SHALL REPAI PAVEMENT PER T-PATCH RESTO.TION DETAIL. (SHEET 06) CONMACTOR SHALL REPLACE SIDEWALK IN KIND TO NEAREST JOINT. • LEGEND DESCRIPTION SANITARY SEWER MANHOLE WATERMAN ASPHALT CONCRETE 1 " =30' 6 LF8 "D.I. POWER POLE COSTING PROPOSED 2' DOMESTIC WATER SERVICE WI 2 WATER METER 11 2' IRRIGATION DEDUCT METER NOTE DETECTOR CHECK VALVE ASSEMBLY LOCATED INSIDE OF BUILDING MECHAMCAL ROOM 1 -8" 45' BEND (MJ) CONC. BLOCKING - 8' TEE (MJFl) -6' RATE 'VALVE 3 / ERTEN31 5 /4" F.H. ASS B BY TF' KWI ONL.:: BL CAIN VE IRE FXTENSI0 ASS lac 1A" POp I" „, PBOpnplr� NEW BUILDING 'B' FF =43.0 ° 12 P i g ° . 9 r 26TH STREET CE WATER AND SANITARY SEWER PLAN (PHASE 2) 315 LF8 D 8 SS 26 Poplar CAP IX. WA A e cyclone e 32 Poplar aV REMOVE IX. ATM ?TO N+RTH. .J: 20' L EX. WATER VALVE (2) C 44.4 5841652'Eu —'-'rn 1 M.LT � HLINE SEE SHEET C4 �� 33111 PHASE 2 ��EX 95MH rcp RIM 27.10 .rust t, ce I 10 PVC IE=13.35 (S) Kr IC IE =12.60 (E) S.126th STREET 5'.. WATERMAI 1 -B' 90' BEND (MA) CONC. BLOCKING ' e3 E Alder 13G EX. SSMH SEE NOTE 1 IE =14.53 Nq 043v NOTE CONTRACTOR SHALL COORDINATE WITH VALVUE SEWER DISTRICT. TO UNCOVER EXISTING MANHOLE. ADJUST RIM TO RNISH SHADS -24.0. I lne . creek: nenterline creek cer l.erlirve of c -ee EX. SSMH RIM 29.76 IE =18.73 APPROVED FOR CONSTRUC770N BY CRY ENGINEER STORM DRAINAGE GENERAL NOTES HALL W BE REIT 1%E � DA ONSERIJCTION�A mM I T 1` TET USE AND IRIGUT -OF -War. R T xY Ln ra 01]9 BETCONTA CTEDIFORTAEPRECONSTRUUCIWNEEMERING DEPARTMENT 6 GRAVELACB I5, OYPR EEZ. - UAL YSDDT/APVA STANDARD PLAN B -1 OR ASSOCIATED SAND AND • CATCH BASIN - TYPE 1[ - PER VSDGT/APVA STANDARD PLAN °I I4B -INCH I.D. GR Sa -INCH I£ AS DESIGNATE➢) OR ASSOCIATED SAND AN➢ GRAVEL CB -19, DR EDUAL. B. UNIT COVERS AS DESIGNATED ARE NISDOT /APVA STANDARD, (PER STANDARD PLAN B -IAN. TYPE I[ CATCH BASINS SHALL HAVE LADDERS OR SAFETY STEPS PER VSDOT /APVA STANDARD PLAN H 12 SGRATES MALL DUCTILE ' IRON PER USDGT /APVA A STPN➢ARD PLAN B- 2A. ND : ALL CATCH BASIN GRATES SHALL BE DEPRESSED 0.10 FEET BELOW PAVEMENT /CURB LEVEL. . ALL OIL /WATER SEPARATOR CB GRATES SMALL BE OF TIE ROUND SOLID LOCKING TYPE.' STORM DRAINAGE CONVEYANCE PIPE SHALL BE ONE OF THE FOLLOWING AS A OESTGNATED� 0 . A V AH NMATOR I RDADS BRIOGEE AN➢ C@4STRUCT] NT STATE VNSHINGTpN STATE 199a EDIT3pNI TOLE HE YRH TUp LaTEST DF THE CITY pF iUKVILA ENGINEERING STANDARDS. HELRAL CORRUGATED AUMINUM (OR ASPHALT- TREATEB STEED MNIMUM I6 AU E DR GREATER AS SHOYN 2 2/3 NCH x V2 INCH CCRRU GATIpN, V1TH WATERTIGHT CONNECTING BARDS. CONCRE ET -X CLASS II DNFDRCED L AN SPIGOT (WITH BELL FLLSH PER T ITH C.B. E WALL OG USED), RUBBER GASN C. P.V.C. CONFORMING TO A.S.T.M. D -3034 - STIR 35 O. PIPE MAY BE ANY OF THE ABOVE PROVIDED U PIPE JOINTS MUST BE OF THE SAME MATERIALS, AND E. MINIMUM PIPE COVER SHALL BE 2.0 FEET. F. SMOOTH VgLL SPIRAL RIB A 0,17, 1° ASPHALT- TREATED STEED PIPE, 16 GAUGE, V/34 -INCH 3/4 -INCH RIBS AT T V2 INCHES O.L N -12 HIGH - DENSITY PEYETHTLENE CORRUGATED IPE WITH AN INTEGRALLY FARMED SMOOTH INTERIOR TB THE REOU[REMENT of AAiHT.d H. ALL PIPE SHALL HAVE A TESTABLE JOINT. PIPE BEDDING SHALL CONFORM Tp VSOTOi /APVA SECTION 9-30L tD13 FOR ALUMINJM A pND P. AN1p SECTION 9- 30.>(iJA FpR C�yRDEN PIPE ALT ENCN BACKFILL SHALL BE COMPACT ❑ 92 PERCEJi MIWMUn Stir PER A.STH. ➢- 155] -]0. I/2 1 - 2 INCHES - t0 PERCEM _ � PERCEM 4 INCHES - B INCHES - 40 PERCEM - ]0 PERCEM TESTING OF ALL STORM SEWER PIPE WILL BE AT THE OPTION OF WE CITY OF TAW. PIPE OR PIPE MCN IS USED WHERE IT WILL BE IN CONTACT WI ALI PNNIED 1 WI I TI UM TWO R CA A AiS OF P,MACT W 1 �E CONPI eE CLEWED WfTH SOLYEM i0 REMOVE COMAMIN R. PETER P,NIED WRH TWO LGATS OF PALM CONFORMING 20 TT -P E645 (PRIMER. ALM. ZINC CNPGMATE, ALKYD VEHICLE) x /SEDIMEMATON LINlTROL FACILTiFS SHALL BE CONSTRUCTED OR EX cNSNE LAND CIFARING IN ACCORDANCE WIM TIE ION /SEDIMEMMON CO ILA PLANS. THESE.FAC CITES R M,M,NEO UNTIL CONSTRUCTION AND LANDSCMING IS OTEMML FOR ON STE EROS ON HAS PASSED Lo PARKING AND ORNEWAY AREAS TD HAVE POITIVE ORVNAGE TO LI£CTION /C SYSTEMS OR WTRIANO SHEET ORALN ME/S Ai ONE PERCEM (FIE LPN D VDU- �NOT OE TITS OUIREMEM IMDU CORRECTION REWIRED EAS THAT DO NOT'.MEET THIS EOUIREMM) SINS FOR UTUIY mENUES ON EXISTING TRAVELED ROADWAYS NL KFl MECHANICALLY D COMPACTED. Lm US F IMO E EXIST 6 ASP .NT NEAT -LANE UT WOH54W IN LONONUOUS LANE. A TEMPORARY COLD MIX PATCH F BE PLACED IMMFONTELY AFIFR BACKFILL PALO COMPACTON. A PERMPNEM HOT CH L BE PIALEp WITHIN 10 GAYS. EV 1 BE SFPMaTE FR VHEAE SNPJM ®TING ➢RAINS) E SYSTEM CAN BE THE AS REQUIRE➢ T- INFO RECORD pF Y, ENGINEER. MD ALL ROOF AND FOOTING pFN S HALL BE LOUTEO HN THE FlE ANO ADJUSTED AS ECESSARY TO AVOID IMPAC THE IXISTNC TREES DENOTED ON THE ,FV.OING PIPN O i0 BE SAVED. OPAJN LANES SHO ULD BE LOGIED OUTSIDE THE W GRIP LANE OF TREES T BE SAVED WHEREV POSSIBLE. THE STORM OR,NAGE SYSTEM SHALL.BE CONSTRUCTED ACCORDING i0 THE M PRDVEO NG DEPARTMENT. ANT OEVUTON FROM THE MPROVED PLWSEWILL REOU RE WftITENNM�PROVAL. FROM THE PROPER AGENCY. 0. CON WNCE WITHOTM ATEpI�p(C�OMUNOAORWOTSPE G DNS. S E UI� s EDRp�N A 51 R O T OCCUPANCY, THE 7, 1 "r STORM DRANAGE SYSTEM MUST BE CLEANW OUT. ( oal D1se0sE IMO Am DTHFR s➢tEAM. sraRM SEWER, oR sgrvITAm' SEWERTSTSIEM.)R P RAP ROCK FOR EROSION PROTTION SHALL BE OF SOUND OUMRT ROCK PLACED TO A MINIMUM DEPTH OF ONE ( 1 ) FOOT EC ROCK AFFRECAIE TO BE AS FOLLOWS: 6 ALL FMTHWORK UNOEft PAVING TO BE VS BY VEAL CLAUS iRAFF S SNALL B , ,?, " f TFD MUM 95 PERCEM ORY OPTIMUM ENSNY PER AS.i.M. - - O (MO FlEO PROCTOR). MMg OIATELY FOLLOWING FINISH GRAD NG ANY OIETURBEO AREAS O SPECIFIED FOR D/ M4NEM LANDSCAPING SHALL BEBE EO AND STABNZED WTTH ERMMEM IvEGETATON CONSISTING OF RAPID, STEM, AND LEGUME GRASSES (MINIMUM B PER ACRE). THIS IS i0 MCLUDE 20 PERCEM ANNUAL PERENNAL OR HYBRID RYE GRASS 0 PERCEM WHREEPICLOVFR fESCUE HE S WHICH ON�I£ IN THE ENGINEERING U EPARRAEMR OINC TO �TON FROM TIE MPRDVED PVWS WILL REQUIRE APPROVAL. FROM THE PROPER AGENCY. E CONRUC�O SHALL KEEP PARKING LO15 ANO STREET CLEMI AT ALL TARES BY T SWEEPING. RING OF ANT TRAVELED SURFACE WILL NOT BE ALLOWEp 3 . %iRUDEO CEMENT CONCRETE CURBS MOUnO ASPH,.I Euuw a1 Onalrcwlcu PEP. DETALL ' SANRART SEWER GENERAL NOTES 1 ALL WORN PND MATERL,S SHALL BE IN ACCORD WITH THE '6TMDARp BPECIFlGTONS FD DAD, BRIpGE. AND MUNICI CONSTRUCTION.' WASHINGTON STAT E n DEPARTMENT O TON AND AMERW PUBL'C WORKS ASSOCWTON, ON STATE CHAPTER 19 EOITON. T OGETHER WITH THE LATEST EORION OF E CTY NKWItA ENGINEERING siMDM05. N SHALL E R P RE IBIIM OF THE CONifUCTOR Ilan 5> Et USE MD D ERMIS PRIOR TO PM CONSTRUCTRON RICH -OF -WAY. PRIOR TIU ANY CONSTRUCTION V THE CUT OF TUKWILA ENGINRING M (206) 433 -01]9 UST BE CONTACTED FOR A PRECONSIHUCITON MEEEETRNG. "HARME THE SANITARY SEWER SY'TRM SHALL BE CONSTHUCIED ACCORDING TO THE MPRDVED FILE IN THE CTY OF a ENGINEERING OEPARIMEM. AMY OEVNTI IFlVOM TIENMPROVEO PLANS WILL REQUIRE WRIREN MPROVAL FROM THE P AGENCY. Ew SANRPRY SEALER LANES SHALL 9E SFNID OFF Ai THE IXISIINC TRUNK CONNECITON POINT UNTIL ALL UPSTFENA CONSRtUCTON 5 COMPLETED. CLEANED. TpN�O mWpTER SH4L BE REMOVETEO FROM PIPE PRIOR 1a OPEMING� C DEBRIS B. MANHOLES AND LIDS: A DNSmucIEO PER '" sLLrAri�Dawo oETNL �a -z3n Hw � etiRlc �xES. B. ALL MANHOLES SHALL HAVE A MINIMUM DROP OF 0.10 FEET BETWEEN INVERTS C. ALL MANHOLES NOT IN PAVED AREAS SHALL HAVE LOCKING DDS. R SHALL BE THE REON I M S 7 OF THE WNIRACTOR TO USi MANHOLE TOPS TO M4TCN FINAL SP ASPHALT ELEYATONS MD CROUNp ATONS AL IN LAMpsuwEO AREAS. SEWER PIPE. BEDDING. AND TRENCH COMPACTION: A ALL SEWER PIPE SHALL BE ONE OF THE FOLLOWING AS DESIGNATED: P.V.C. CONFORMING TO AS.T.M. S -1034. SDR 35. 2. DUCTILE IRON. CUSS S0, CONFORMING TO MEW A CIS1. 3. PIPE MAY DE AM' OF THE ABOVE PROWDEEN D. PIXE JOINTS MUST BE CF THE SAME M4TERLLLS, AND B) lIN E�A�MP�E M T ST BE IDS p ECIFlCALLY SHOWN ON THE PLAN. UM PIPE COVER AT MANHOLES SHN.L BE.6.0 FEET PMO 5.0 FEET BETWEEN RUNS. PIPE BEDDING SHALL BE A.P.WA 1YPE 'F' YWTH MATERIAL CONFORMING TO TRENCH BACKFILL SHALL ( B [O tO WNppUM 92S DRY OFiMUM DENSITY PERAS.T.M D- 1 55] -7A Croft TO TESTING SEWER LANES FO ACCEPTANCE 10: S1DE SEWER LATERALS: A SIDE SEWERS SHALL BE 6 -INCH MINIMUM DIAMETER AT 2.0S MINIMUM SLOPE. SI DLL BENDY TESIEDRi RAPROMDE TEST TEES AT SEW L,,, C. � OL WINGS O WOH GREATER THAN 10 UNIT SL BE SERWCEO BY ONE OF THE FLOWING METHODS: SHALL 1. DOUBLE 6 OWMETER SERVICES CONNECTED TO TRUCK BY STANDARD TEES OR IMO MANHOLES. 2. SINGLE 6- NNCH�OMMEIER S� ��E� NEC�iION NETNN005 ME T DEPI U CTEO K ON PWIS.) 11. T ' , '" LAUD" OF ° (GROUNDW TER) ETSIEM SHALL BE IN ACCORDANC WTM AP.WA STANDARD SPECIFlCATONS, SELTON 61 -3.02. 1961 ED TION. 2. µLAELLVATON THATMTIIE TOP OF THEESEWER DALE 5 A TE IFARi 36 INCHES BELOW THE H BOTTOM ON THE WATER MNN. 14. R TO OCCUPANCY. THE DEVELOPER SHWL "‘"T 10 WIDE SMRAfm SEWER F/SEMENS TO THE CTY OF TLIKWIIA WATER GENERAL NOTES OFN gal Fp WAY) IN THE COY ALL WORK PALO MATFRVL9 SHPlt BE IN ACCORDA4CE WITH THE 'SIPNOMO FI t FOR ROAD, BRIGCE AND MUNICIPAL CONSTRUCTION.' WASHINGTON STALE OERM ""H OF IF,WSPOMATON AND H CM PUFAIC WORKS E'TES "' Cf1Y� ENGINEERINGISTAN0AR0i TOGETHER MM THE LATEST "'HUH OF THE TSHALL BE THE SOLE R3PONSIBILIIY OF THE. CONTRACTOR TO DBTNN STREET u" MO PHI' OTHER RELATED PERMITS PRIOR TO P9ry CONSTRUCOON ACTNTY IN CRT NGM -OF -WAY 4 DR TO ANY CONSTRUCITON ACRMY, THE T OF T1KMLA OEPARIMEM (206) 433 -0179 MUST BE COMACTEU GOR APRECONSIRULTION MEETING. All. LOCA O F IXISTNG UTLIOES SHOWN HEREON HAVE BEEN ESTABLISHED BY FlELO SURVEY OR B TNNED. FROM AV, IABLE RECORDS ANO SHOULD THERE BE E Ei0ERE0 APPROXIMATE ONE PND Oi NE CESSARILY LDMPLEIE R IS 1HE SOL RESPONSIBILGY OF sN MO TORFURTHDEPENDENILY VERIFY THE ACCU PACY (IF ALL MILTY LOGTDNS ER DISCOVER ANp AVOID 09D O THER U1IIRIES NO SHOWN FAEON WATER N,N OISTRIBUTDN SYSTEM sIW1 BE CO NSTRUCTED ACCORDING TD THE THE DVEO PUI45 MUCH ME ON FlLEIN TR CITY OF ';`" ENGINEERING OEPNT PNYROEMTDN FROM THE MPROVED PUN TLL RE ONRE WRRTEN APPPOJPt FRCM TAE PROPER AGENCl. ] SEE T D IX NG FAC IMIE$ SHA BE SFei cn OFF UNTIL CONSTRUCDON IS COMPLETED. NO CONNECTIO WILL BE ALAWEO UNTIL THE NEW WATER MAINS HAVE PASSED PLL PRESSURE ANp PURTY TES B. WATER AWN PIPE, BEDDING, AND TRENCH COMPACTION: N AN.S SPECIFl A -2E 5�0.W.WA C15 - ]B)�OR UST 4 CEMENT MORTAR UNINC PALO SUJ. =0 SHALL CONFORM T(J TE AN.S.1. A- 21.4-] (q.W.WA C10a -74), OR LATEST REWSION. D. ALL WATER MAIN PIPE BEDDING TO BE AP.WA CUSS - C. - B PPE JOINTS TO BE PUSHED ON. MECHANICAL OR FLANGE JOINTS. a WATER MNN PPE FITTINGS TO RE TWAT. ram CAST IRON. NGORMINC TO AN.5.1. A -21.10 AND A- 021.11 -T1. OR LATEST REWSION. F OP➢MAUMR MN TRENCH BACKFlO 5 BE LDMPACTEO TD MI IMU 9 DRY RT PER 0.5.T.M. - - 0 (MODIFlFD PROCTOR) P D 0 iESONG WATER MAINS FOR ACCEPTANCE. 9 AL,WATER M,N PIPE t0 AND SMALLER O MAIM, A MIN M cOK AT 36 !,"0° '47 T iS O N C D�GPADE." WHFR DRUM T CONN.'TSN000UR. I WATER S ME TO BE LLL WATER M,NS SHALL BE PRESSURE TESTED Mp DISINFECTED IN ACCORDANCE WTi THK WSPLAEC�EIC4o O ALTL ENSPELRI ON ANO PRESHURE TESTING SHALL BE DONEEN TIE PRESENCE Of, D UNDER THE SUPERJISION OF,STHE Cltt ENGINEER AND/OR HIS REPRESEMATV£ it C,° 407 OR TO PROVIDE PLUGS ran n,"`" BLOW -DTF ASSEMBLIES FOR TESTING FURRY ACCEPTANCE PRIOR TO FINAL TIE IN 12. FIRE HYDRANTS: A. AL E HYDRANTS SHALL CONFORM TO THE CITY OF TUKWILA STANDARD PLAN xOSFl W 3. W 4, W 5. FNp W 6. B. DRNEWAY ASSH ON THE PUNBE PERPENDICULAR TO CURB AND TOWARD 13. DOMESTIC WATER SERVICES: A�LL pC�ATERPIPE. OftE PJCE PIPE. BSERWCE CO NNECTIO NS SHALL BE IN CORDANLE WTN CRY OF TUKWILA SG NOMD PLAN N0. 20 OR N0. 20 (DOUBLE S!PAPS AND COflPORATON STO B. METER BOXES TO BE INSTALLED BY THE CONTRACTOR. C. METERS TO BE INSTALLED BY THE CITY OF TS.. 14. BUILOINCS SHALL NOT BE PERMITTED WITHIN 10 FEET OF THE SPRING LINE OF ANY WATER 15. ALL FTTNGS SH4 BE CAST IRON OR DUCTLE, MTI FANGED OR MECHANIC,. JOINT CONNECTON, AND BE THE SAME iHICKNE55 CLASS AS THE PIPE USED. 16. LIVE TAPS TO BE COOROINATEO WITH CITY AT LUST 45 HOURS PRIOR TO CONSTRUCTION. 11. AH PIPE FTTNGS TO BE LISTED AND LABELED U.S. FOR FIRE SERVICE IN ALLED. TESTED p FWSH 0 AR SPELIFlED BY NFPA STANDMOS N0. 3 ANp N0. T ROPERLY COMPI£IEDECOMRACT)R'S MATERW. PALO TEST CERTRFlGlES ARE TO RE FRONDED TO WASHINGTON SURVEYING AND MTRNG BURGU PALO THE CITY OF IUKYAIA 8" SUBGRADE COMPACTED TO 95% LIGHT S PAVING SECTION B GEO REF E NG< /EER".EDATEDN:EB zEP09e8 (ON -SITE) FOR ALTERNATNE SECTIONS AND SUBGRADE NOT TO SCALE EX GRADE CONSTRUCTION NOTES AND DETAILS WATER DUALITY SWALE PER DETAIL THIS SHEET 2 COM PACTED DEPTH CL ASS �B AC. PAL�rJAENT 1 " COMPACTED D EPTH CRUSHED R OCK BASE CO 8" MIN. THICKNESS OF QUARRY SPALLS ROCK WALL NOT TO SC, 8 15" CAST IRON RING AND COVER PREPARATION. 3 SQUARES SPACED 3/4" AS INDICATED -HT 1/8' 8" RAISE 1/2 WIDE BORDER r 5 /8" PIPE MATERIAL AS SPECIFIED BY THE ENGINEER 3 -MAN ROCKS MIN. 12 " OIA FIBRE JOINT PA CLEANOUT BLOCKING DETAIL NOT TO SCALE CITY OF TuKWILA STD. DET. SS -2 FABRIC PEA GRAVEL BACKFILL 6" PERE DRAIN PIPE WRAPPED WITH FILTER FABRIC. 4" MIN. OF ROCK UNDER PIPE 2' lielESOBE NMI CKING 45 DEG. 21 SIDE SEWER L jilu L.0., FINISH GRADE SEAL JOINT SAWCUT PAV'T 12" OUTSIDE OF TRENCH EDGES PIPING NOT TO SCALE NOTES: 1. PROVIDE 4" SAND BLANKET BEDDING FOR RIGID PIPE 2. ALL TESTING OF BACKFILL AND COMPACTION SHALL BE IN CONFORMANCE WITH ASTM D -1557 T -PATCH ROAD RESTORATION DETAIL FINISH GRADE PLUG NOTE: THIS DETAIL TO BE FOLLOWED FOR ALL CLEANOUTS LOCATED IN FLEXIBLE PAVEMENT AND UNPAVED AREAS. 30 PATCH SURFACING TO MEET AND MATCH EXISTING. MIt9MUM SECTION TO BE 3" A.C. PAV'T CL B OVER 4" CRUSHED ROCK BASE STRUCTURAL FILL MATERIAL COMPACTED TO 95% OF MAX. DENSITY MAX. 3" SPACING 0.25 "x2"x5" STRIPS SUBGRADEOR STRUCTURAL .015" 9 FRAME FILL MATERIAL COMPACTED 0.5" GALVANI2ED- TO 90; OF MAX. DENS , OR NON - CORROSIVE. BOLTS 8c NUTS ENDS TO BE WELDED GRAVEL BACKFILL FOR TO 0.75 0 FRAME PIPE BEDDING COMPACTED TO 957, OF MAX. DENSITY NOTE: THE TRASH RACK SHOWN 15 FOR ROUND PIPE. TRASH RACKS FOR ARCH PIPE ARE TO CONSTRUCTED SIMILAR MATERIAL AND DE CONFIGURATION. 0.75" 0 EXTRUDED CONCRETE CURB DETAIL NOT TO SCALE 1 • SECTION BETWEEN BUILDINGS DEBRIS BARRIER NOT TO SCALE 5 SECTION AT WETLAND ENHANCEMENT 9" VIEW "A" ANCHOR STRIP m FRAME VARIABLE r4 EACH,K 2 "K5" STRIPS WELD TO 0.75"9 F1119SM rr SPACE UNIFORMLY. o SIDE VIEW APPROVED FOR CONSTRUCTION ,25 40 15 !_ 2 15 10 5 25'- LANDSCAPE BUFFER 60 V ROCKERY X- SECTION MIN. I III;III�ILIII I L ill ITI li • IIIJ JI=TIL 111 II_ IL /\ -111L 12�... - MASONRY BLOCK -WALL HEIGHT VARIES • - ... Q SEE -PLAN f • EXIBTING" REE -- TO REMAISEE TREE RE FLAN ^SECTION n S 126th ST. R.O W. �JJ ..SCALE - :1 " =10'. HORIZ... ........ " =5' VERT. PROFILE SECTION LV .... ... T0� P' OND 20.50 PROPOSED ROFIL ®SECTION � W E�,9 .50 1 -- -' ,STATC -W.S. EL =15:5 ' CBI_ 41 BOTTOM L =8 I I - ;Il f lll -III - RS _ - 5' BERM EL-15 5 2 DETENTION POND X- SECTION GRAVEL WINDOW I E =7 _p STATIC W.S. EL =15.5 #2 BOTTOM EL =B u13 11 H I I- VII 111 - L ERRING GRADE • SECTION. • 411=,. I I IId II-; INVERT EL =20.5 65 60 PLAN VIEW xosTOSCALE ROUND SOLID COVER MARKER "DRAIN" W , _KlaNG BOTS. NLESS OTHERWISED A PROVlED BY ENGINEER U FRAME AND LADDER OR STEPS OFFSET. SEE PLAN SHEET. FRAME & GRATE ELEVATION PER PLANS RIM-28.0 FLOW CONTROL MANHOLE NOES 1 PIPE SIZES & SLOPES, SEE PLANS. 2 OUTLET CAPACRY NOT LESS THAN COMBINED INLETS 3) METAL PARTS: A) CORROSION RESISTANT OR T GAL- VANIALV OR ALUMINIZED B) GALVANIZED STEEL PIPE, H ASPHALT PHALT TR TREATMENT I. 4) FRAME & LADDER OR STEPS OFFSET S0: A) CLEANOUT M TO „ GATE IS VISIBLE FRO 8) CLIMBDOWN SPACE IS CLEAR OF RISER & CLEANOUT GATE. C) FRAME IS CLEAR OF CURB. 5) STRUCTURE SHALL BE A TYPE 1i -60" CATCH BASIN MINIMUM. OVERFLOW ELEVATION TO PROVIDE DETENTION AND OIL SEPARATION EL =25.5 PIPE SUPPORT �} 12" 0 RISER STD GALV. STEEL OR ALUMINUM LADDER /STEPS CLEANOUT GATE BODY BRONZE MTD. OLYMPIC FDY. STD. OR B) LIFT GATE. &S C /ILG, CASCADE CULVERT INC. OR C) OTHER DEVICE APPROVED BY ENGINEER l 5r R ,, E , ICTOR PLATE DRILLED ORIFICE 4 1111 DIAM =7 35" -J NOT TO SCALE NEW ROCKERY - Lf DATE INT ON/WET POND: TOP OF POND=2 - -- MAX WS. . EL -15. STATIC WS.' EL-15.5 ) ...BOTTOM DE. POND EL =8.0: J 6" SECONDARY ORIRC ELBOW 1E -24.85 ORIFICE DIA. =2.1" 2 LF 36" CMP VERT L= SHEAR GATE W/ CONTROL ROD PER KCRS DWG 2 -026 CB #33 TYPE II 60' FLOW CONTROL MANHOLE 25, 15 WELDED STEEL PLATE 60' C MP DETEN TANK 5' DEAD STORAGE I NOTES AND DETAILS ROUND SOLD COVER MARKER "DRAIN" W/ LOCKING DOLTS. UNLESS OTHERWISED PROVED DY ENGINEER FRAME AND LADDER OR STEPS OFFSET. SEE PLAN SHEET. FRAME & GRATE ELEVATION PER PLANS RIM-21.5 OVERFLOW ELEVATION IO OIL S E DETENTION AND OIL SEPARATION EL-19.5 PIPE SUPPORT STD GALV. STEEL O ALUMINUM LADDER / S TEPS CLEANER GATE Aj SHEAR GAZE IRON BODY BRONZE MTD. OLYMPIC TOY. STD. OR A) ',4 1/E GAT, C /I-LG, ASCADE CULVERT INC. OR C) OTHER DEVICE APPROVED BY ENGINEER INVERT EL =15.5 RESTRICTOR PLATE W/ DRILLED OftIFlCE DIAMETER =3.93" WETLAND MITIGATION AREA 9 ® • 20 W `\ * M, , TII IIT III I III P II NI IHIJI'Cll I . - 7= f- l�l aIL-111 `l'- III III JTI_ _III k; yl :' CB#27 TYPE 11 -54' FLOW CONTROL MANHOLE NOT TO SCALE WETLAND CONTAINMENT SOP ELEVATION =19 50 BER MAX_ WS. EL-I9.50 n : ETPOND'EL= 15.5' 6" SECONDARY ORIFICE ELBOW IE =18.5 ORIFICE DIA =.64" INVERT EL -15.5 SHEAR GATE W/ CONTROL ROD PER KCRS DWG 2 -026 I 10 Dui BOTTOM OF POND: EL =8:0 - - - -- .. ILIA II I IILIi ICIILIIL .. . _ _ . T1 ICI II II T 5 • W/ SECTION TH W /DETENTION •POND AND MITIGATION AREA OVERFLOW ELEVATION TO PROVIDE DETENTION AND OIL SEPARATION SECONDARY ORIFICE ELBOW 2.0" `\ IE =28.50 DIA.= INVERT EL =26.0 ® RESTRICTOR P TE 1W D "ILLED ORIFI DIAMETER-1.25 NOT TO SCALE ROUND SOLID COVER MARKER "DRAIN" W/ LOCKING BOLTS. UNLESS OTHERWISED APPROVED 9Y ENGINEER FRAME AND LADDER OR STEPS OFFSET. SEE PLAN SHEET. FRAME & GRATE ELEVATION PER PLANS RIM-35.5 PAE- SL1PP - ALUMINUM LADDER /STEPS CLEANER, GATE A) SHEAR GAZE, IRON BODY BRONZE MTD. OLYMPIC FDY. STD. OR B) LIFT GATE, C C /I- A CARE LG, CULVERT INC. OR C) OTHER DEVICE APPROVED BY ENGINEER'' BY DATE 72 CMP OFTEN ,ION TANK CMP TO BE COATED WITH 36" CMP TREATMENT #2 P ll s' oEA 70RAGE INVERT } EL-26.0 SHEAR GATE W/ CONTROL ROD PER KCRS DWG 2 -026 CB #30 TYPE 11-60' FLOW CONTROL MANHOLE NOT TO SCALE � X39 APPROVED FOR CONSTRUCTION CITY ENGINEER LA �i1R1i1� 0 0 CN I 0) o 01 O O N Z < 0 W s N I U m • Jab Number 7390 Sneer 6 <1'14,c ENG \NN'� 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251 -6222 (425)251 -8782 FAX CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES A NI A A z A g Z m: 2 C STA '10+63.00 n PVCEL =15.84 PVT STA 10 +73.00 PVT EL =15.6 VC STA '11 +05.00 PVC'EL =15.64 PVT STA 11 +1500 h + PVT EL =15.65 Designed _KL. Checked Approved _MR. Dote 11/8/99 PVC STA 1 +43.00 -m PVC EE =15.95 o. a VT STA: 11,3 00 PVT: EL =15.96 PVV 11 +70.00 PVC STA EL -15.80. o m 1 ..2V1 STA 11 +,500 PVT EL =15.85 PVC STA 1 PVC EL= STA 10 +00 0/L 35TH o PVT STA 11 +5500 a,+ PVT EL =1615 PVC STA 12 +3300 PVC :EL =16.01. � m> PVT STAB 17 +53.00 PVT EL =16 File. F. \SDSVPROJ\7390 1,41IEERING 7 390 -R5.D. Gate /Time: 08/07/2008 15.39 Scare: 1 =20 Ben Yrefs: ,7390 - 527390 T.Z739ORB, Horizontal 1"=20' Vertical • STA .13 +95 18' RT BEGIN SAWI/NEW fLOWLINEEL -./ 5.. For: PAVEMENT' 35TH AVENUE J cp it, 681 SABEY CORPORATION 101 ELLIOTT AVE. WEST SUITE 330 SEATTLE, WASHINGTON 98119 -4200 (206) 281 -8700 0. (015 Date By Ckd. Appr. y 1 o J1D STA j0 +00 5. 124TH STRET E = SrA 20 +00 35TH AVENUE 5. VEWAY TYPE RS -9 STA 14 + +.46 BEGIN IMPROVEMENTS MATCH EX. CURB EL =1B.9 1 Revision 4 9/20/00 MDY KL DKB REVISED DETENTION /WATER DUALITY PER HPA 3 8/05/00 BHE KL DKB PERMIT SET 2 7/07/00 ER KL DKB PER FINAL CITY REVIEW 1 5/26/00 BW KL DKB GENERAL REVISIONS. Q Title: ROAD IMPROVEMENT PLAN - S. 124TH ST. INTERNATIONAL GATEWAY EAST II GROUP HEALTH COOPERATIVE TUKWILA, WASHINGTON 2 aT 0 11 r m '' ' V G EN GO '''. 19.9 21:1 I?i.. .:22.3 25.75 28.65 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251 -6222 (425)251 -8782 FAX CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES STA 20 +00 O/L S. EXISTING GRADE BREAK STA 2 +00 EL= 19.9±' Designed n _JA@_ Checked ESL Approved DKB Date 1, 8 99 PVT STA 22 +90.00 PVC EL =2515 Scale: Horizontal Vertical File: P:\SDSKPRO,A7390 \ ENGINEERING \7390— R4.0'NC Dale, /Time: 01/07/2000 15 :01 Scale' 1 -20 Ben %refs_ 07390- 5,27390— T,27390RB, 24TH: STREET MATCHLINE STA. 231.50 (SEE SHEET R3) For SABEY CORPORATION 101 ELLIOTT AVE. WEST SUITE 330 SEATTLE, WASHINGTON 98119 -4200 (206) 281 -8700 19:3 S. 124TH STREET 4V MATCHLINE SEE SHEET R3 Rev ion 4 9/20/00 M0Y KL DKB REVISED DETENTION /WATER QUALITY PER HPA 3 8/05/00 BHE KL DKB PERMIT SET 2 7/07/00 ER KL DKB PER FINAL CITY REVIEW 1 15/26/001 BW IKL DKB GENERAL REVISIONS. No. Date By Cktl. Appr. Trtie: ROAD IMPROVEMENT PLAN — 35TH AVE. S. INTERNATIONAL GATEWAY EAST II GROUP HEALTH COOPERATIVE TUKWILA, WASHINGTON 1 " =20' Jab Number 7390 286 31 5 34.3 37.2 40.0 0 m m 11 43.4 46.8 • 51.0 55.5 60 0 63.6 N fn Sheet R3 aT 6 2T,NG ENGtN File: P\SDSKPROJ \7394 MATCHLINE STA. 23 +50 (SEE SHEET ``// l M t r ( .)I> 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251 -6222 (425)251 -8782 FAX CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES R2) PVC STA. 25 +49,00 PVC EL. =39.90 PVT ST PVT EL 26 +79 00 = 49;3 0 PVC STA 28 +05,00 PVC EL. 60.30 Designed Checked ESL_ Approved DK_0- Date 11/99 Horizontal Vertical IGINEERIJG \7390— R3.DWG Date /Time: 08/29/2000 08:18 Scale: 1 =20 briar,. %rer • 27390 —S./73 0- 1,7390P8, S For MATCHLINE SEE SHEET R2 N I t 009 o O 0 SABEY CORPORATION 101 ELLIOTT AVE. WEST SUITE 330 SEATTLE, WASHINGTON 98119 -4200 (206) 281 -8700 24 00 4 9/20/00 MDT KL - DKB 3 8/05/00 SHE KL DKB 2 7/07/00 ER KL DKB No. Dote By Appr 1 x/26/01 BW KL DK8 Ckd, t t -+�• ,49°N-e- S.126T H STREET Revision 1=20' REVISED DETENTION /WATER QUALITY PER APT PERMIT SET PER FINAL CT( REVIEW GENERAL REVISIONS. Title ROAD IMPROVEMENT PLAN — 35TH AVE. S. INTERNATIONAL GATEWAY EAST II GROUP HEALTH COOPERATIVE TUKWILA, WASHINGTON fit ob 7390 Sheet y _ 64.4± 63.8 62.2 59.6 • 00 55.8 0 TI m 47,8 • 41.0 39.5 et 38.6 7. 618 MATCHLINE Q, G H'4�/t1 18215 72ND AVENUE SOUTH Z KENT, WA 98032 (425)251 -6222 (425)251 -8782 FAX CIVIL ENGINEERING, LANG PLANNING, SURVEYING, ENVIRONMENTAL SERVICES STA. 35+50 (SEE SHEET R5 Designed 1(L Drawn Checked _SL Approved _DKB Date 11 8/99 4 P4SOSI,P14OJ 47390\ ENGINEERI14f47390 -141-0WG Octej Time- 08/07/2000 15.47 Scale: 1 =20 Ben :erefs- Z7390- 5,27390 Scale: Horizontal 1".20* Vertical 7390RB, For I PVC STA. 30 +5 E4= 63,88 P of O SABEY CORPORATION 101 ELLIOTT AVE. WEST SUITE 330 SEATTLE, WASHINGTON 98119 -4200 (206) 281 -8700 ,.I 3 3 m �� oImumiwiiriss '1.1;6 ll J�0is•RI.d err MATCHLINE TA. 35+50 N," SEE SHEET R5 35TH AVE. SOUTH O 796 AVE. 3. R/W 0 BE VACATED) 4 9/20/00 MDY KL DKB REVISED DETENTION /WATER QUALITY PER HP0 3 8/05/00 BHE KL NB - - PERMIT SET 2 7/07/00 ER KL DK8 PER FINAL CITY REVIEW 1 5/26/00 BIN KL DK8 GENERAL REVISIONS. o, Date Dy Ckd. Appr. Revision Title ROAD IMPROVEMENT PLAN — S. 126TH ST. INTERNATIONAL GATEWAY EAST II GROUP HEALTH COOPERATIVE TUKWILA, WASHINGTON 1" =20' 0 2D 40 MEN Ma= ■ cc- w . F! w! —W C7. Q } EX. GHT P IX OUTF 'TO REMAIN UND15pI iRBED- 4 EASING I3RIVEWAY COMR£OTIXR SHALL DRIVEWAY IN KIND.) SEE NOTE 2 5 LF 12" SD ® 5.0% ± W ® Z ac II H ■ ■ PLAN VIEW j NOTES ��� I ���' — 1. NEW 10' WATERMAIN CONSTRUCTED BY OTHERS. CONTRACTOR SHALL FIELD ') LOCATE WATERMAIN AND COORDINATE ANY RELOCATION WITH KCWD 1125. CONTRACTOR SHALL REPLACE DRIVEWAY TO EXISTING CONDRIONS OR BETTER 1 FOLLOWING CONSTRUCTION. DEVELOPER SHALL OBTAIN ANY TEMPORARY ADJ CONSTRUCTION ACENTPROP OWNE R PRI AND /OR OR TO CON PERMANSTRUCTION. ENT DRAINAGE EASEMENTS FROM % 52 LF 72° CMP DETENTIGN ®- - BOT EL=21.5- - MAX. - WAS EL =27.0 NWS EL =24.0 CB RI TYPE 2 E %. GRADE FINAL GRADE a FLO LF 72 "CPEP 2:70% 36+00 PROFILE ® R/W C/L 1 " =20' HORIZONTAL 1 " =5' VERTICAL s STA 36+50. T3' LT CB -RI0, TYPE 1 RIM =34 75 - - - - - - 1E 50 - - - -- 37+00 ROAD IMPROVEMENT PLAN SOUTH 126TH STREET EX. B" SS CS Ril, TYPE 2-60• SfA 37+40,13' LT. RIM = 3050 IE= 22.00 (36 E) IE= 26.50 (,2" WA j 30'0 sc (0:1) STA 38+01, 13''. LT SEE DETAIL THIS SHEET RIM =29S0 ........ IE =22.00 (36' W) IE =24.0 (12" NE 3 .+ 00 CB RYA o N E= 22.1t(EX. , P) SSA > F:4 r7 + l,l - � \ EX. 6 WATERMAIN TO BE REMOVED —5 LE 12" - -- CMP - N TEE INTO;EX. 18' CMP- CONNECTION. TO BE MADE IN ACCORDANCE WITH. REVISIONS. OF HPA - 600- E6651 -02 EC, 46...CMP 242 ...........35 Th°\ 9 TEE INTO EX. 18' CMP PER HPA $00- E6651 -02 CONSTRUCTION KEYNOTES O1 SAWCUT LINE 1' MMUM INSIDE. IXISTNGEOGE OFF AVEMENT. ® STA 37 +15, 17 LT TO 21' LT. IXISTNG P POLE TO BE RELOCATED. WI WITH SEATTLE SHALL LIGHT A U.S RELSCATION WITH SEATTLE CIN LIGHT AS U.S WEST. / O STN. 35 +65, i6'. LT. TO 21' LT. CON POWER POLE TO IN RELOCATED. CONTRACTOR SHALL COORDINATE W/ US WEST / ROUND SOLID COVER MARKER "DRAIN" W LOCKING BOLTS. UNLESS OTHERWISED A PROVED BYENGINEER FRAME AND LADDER OR STEPS OFFSET. SEE PLAN SHEET. FRAME & GRATE ELEVATION R 29 RIM =29.5 OVERFLOW ELEVATION DWM.IO PROVIDE DETENTION AND OIL SEPARATION EL =27.0 h ` O �.a SECONDARY O= 2 3/8 IFICE EL =25.75 ALUMINUM STD GALV. STEEL OR LADDER /STEPS CLEANOU GATE A) SHLAR GAI E, IRON BODY B RONZE MT. 1 OLYMPIT C FAY. STD. D OR i 2" OUTLET PIPE e) LIFT GATE, C1 A CARE CULVERT INC. OR OTHER DEVICE APPROVED BY ENGINEER INVERT EL =24.0 12" DIA. RISER RESTRICT. PLATE r, / ,,, / DRILLED ORIFICE A 1" NOT TO SCALE IX. UGHT POLE 1 \ m PE SUPPORT M TWO SUPPORTS CB R12 TYPE II -60" CONTROL STRUCT. DET. PLAN VIEW NOTES: 1) PIPE SIZES & SLOPES, SEE PLANS. 2) OUTLET CAPACITY NOT LESS THAN COMBINED INLETS 3) METAL PARTS: A CORROSION RESISTANT OR GAL- VANIALD OR DLSTIE PIPE, II, 8) GALVANIZED STEEL L HAVE ASPHALT TREATMENT I. 4) FRAME & LADDER OR STEPS OFFSET S0: A) CLEANOU T GATE IS VISIBLE FROM B) CLIMBDOWN SPACE IS CLEAR OF NAMER & CLEANOUT ATE. C) E IS CLEAR OF CURB. INVERT 72' CMP DETENTION TANK BOTTOM EL =21.5 5) STRUCTURE BASIN A L L OE. A TYPE II -60" APPROVED FOR CONSTRUC770N BY CITY ENGINEER DATE 60" TYPE 2 CB OCT 2 ) 703 EXPIRES: 9/23/01 I EXIST. 11 EXIST. ASPHALT PAVEMENT SAWCUT EXIST. PAVEMENT NSIpE E%IBTING EDGE PER CItt PUBLIC WOP.KS INSPECTOR. SOUTH 124TH STREET " HALF STREET IMPROVEMENT SECTION NOT TO SCALE EXIST. VARIES EXIST. 12 RIGHT OF WAY CENTERLINE EXIST. 1, OT TAR RIGHT OF WAY CENTERLINE EX. 20' HALF RIGHT OF WAY NOT TO SCALE EXIST. VARIES H TTAR SEAL SAWCUT E %UST. PAVEMENT 3" COMPACTED DEPTH CLASS 'B' ASPHALT CONCRETE INSIDE EXISTING EDGE PER CITY PUBLIC WORKS INSPECTOR. 3" COMPACTED DEPTH 5/8' CRUSHED ROCK SURFACING TOP COURSE 3" COMPACTED DEPTH CRUSHED ROCK SURFACING BASE COURSE. WSDOT 4 -02 GRAVEL BASE CLASS 'B' MAY BE REQUIRED DEPENDING ON 35TH AVENUE SOUTH SOIL CONDITIONS /!HALF STREET IMPROVEMENT SECTION NOT TO SCALE RIGHT OF WAY CENTERLINE EXIST. 11'3 H TAR EAL EXIST. gSPHALT PAVEMEM �/ SAWCUT EXIST. PAVEMENT INSIDE EXISTING EDGE PER Cltt PUBLI WORKS IN SPECT OR . PAVEMENT WIDTH CURB AND GUTTER 0 HALE RIGHT OF WAY 8.5'i 2% &2% & ARIES 2'F'RM"aRifr:T DS��• 18' VARIES SEE PLAN 2% 'ZbT.f. lVY:.3'y�.r3.3 E%. 20' HALF RIGHT OF 14' 3'3 5 5.5' 6" 6 s• a.o.w. DEDICATION SOUTH 126th STREET "HALF STREET IMPROVEMENT SECTION NOT IC SCALE SCALE CEMENT CONCRETE VERTICAL CURB AND GUTTER " THICK CONC. SIDEWALK CONC. VERTICAL CURB & GUTTER PER DETAIL SHEET 4" COMPACTED DEPTH CLASS 'B' ASPHALT CONCRETE 2' COMPACTED DEPTH 5/8 CRUSHED ROCK SURFACING TOP COURSE 6" COMPACTED DEPTH CRUSHED ROCK SURFACING BASE COURSE. WSDOT 4 -02 GRAVEL BASE CLASS 'B MAY BE REQUIRED DEPENDING ON SOIL CONDI iIONS THICK CONC. SIDEWALK CONC. VERTICAL CURB & GUTTER PER DETAIL SHEET A 5' R/W DEDICATION " THICK CONC. SIDEWALK CONC. VERTICAL CURB & GUTTER PER DETAIL SHEET COMPACTED DEPTH CLASS 'B' ASPHALT CONCRETE 3 DEPTH 5/8" CRUSHED ROCK SURFACING TOP COURSE COMPACTED DEPTH CRUSHED ROCK SURFACING BASE COURSE, WSDOT 4 -02 G RAVEL BASE CSS '8' MAY BE REQUIRED DEPENDING ON S OIL CONDITIONS LA ROAD IMPROVEMENTS, SECTIONS AND DETAILS • TYPICAL PATCH FOR RIGID PAVEMENT e.t.a 011 Mat 5/6' MMUe 0 301 3 Creehed ROrd union The otherwlOty. Ordered by TYPICAL PATCH FOR FLEXIBLE PAVEMENT NOTES: 1. All work to amfann t0 the current 50134001 5ped6os8one for Rand. eddq. and MuNNpal Cemtruetbn. 2. A min.. el a on* year gumadr . 153*5d an GO Govern. 0031803 and ...a. .. 3. Controlled density 110 In Moos of crushed rock rra..d may be :m .. in Dow of recent pa0wmem overlay, or os dlr.. by uty Engineer. PAVEMENT PATCHING SECTION NTS CITY OF TUKWILA STD... DETAIL RS -3 Bedding. Mo ". See Flee Ss CrOdaGen Table. Fou.otIon Level 3/4' 3/6' /4 /10 /20 /40 0101 Sand ERUh0lrtw Passing id) 70 -100 55 -100 35 -25 20 -60 10 -55 0 -10 0-3 35 M N. Came or Ellbanhoue Patel LImR of Pipe Zane r A OD. Alternate Lid —back 6' Trench A "—FE 1210 ted15'IMr 6'kfin. D.m 16'1.0. Noes: 1. Prod. uniform support under ban.. 2. Work hurtling under haunches 3. Trench *330(N') — Pips. �pS,0 24 Vac fa Moe 24' ID. —Pipe ID. phre 3fY Mal for WP ku5er than 24 ID. 4. Boddie Mater. 5/6' kifaw C... Reek unless othwa. APP.. by the. City. 5. For ma with reinforced HOPE,PVC On Pr1wh Systems where WpTe• 6. Sas Peven.rw Patching Standard Plan. BEDDING MATERIAL GRADATION TABLE FLEXIBLE PIPE BEDDING IN TRENCHES NTS CITY OF TUKWILA STD. DETAIL DS -11 Saw Cut Pas. 3/6' Mlnt 003.3alM °Mend Reek al h °M end. Ordered ay. the CRr We CRUSHED ROCK SFCTION A — A 3/e' Full Depth Expansion Jolnt� T 'A' Curb 2% Max. 1% "1". L Gutter NTS CITY OF NKWIL4 STD. DETAIL RS 11 6' 6' ON Joints 5', BD See Note 1) to with new. APPROVED FOR CONSTRUCTION BY CITY ENGINEER DATE ERRE OCT 2 6 2,1,00 EN EXPIRES: 9/23/01 1 J CO Z W 0 DU DU O Z cc < Z O ▪ U O w CC co 5' ..r h = G CD CD N C 65 0) CD 2r. co 0 Z Q y O 7 w J Q UU GO (01 Ct EXPANSION JOINT ELDORA IF GUTTER L APRON ARE POURED MOMLITHIC adr Tope o3 Curb 2' ula. o. more at Driveway a dk.rtM. 55 5/8' Minus Crushed Rock Thickened Edge On Radius ND1F5: WSPECIIDN RU I BEFORE PLAONG CONCRETE AT LEAST 24 HOUR NOTICE BUSE BE CNEH TO NKWIIA PUBLIC WOPI6 F'OR aSPECRON. 2 CONGRETE SHALL BE CLASS B DR BETTER THAN 5 1/2 SACK, 3000 PEI. 3.. ALL DRIVEWAY APRONS EH.. BE A MIN. E THICK. 4. ALL WORK 55043 01 PERFORM% IN ACCORDANCE 0RN AP5A/WSDOT PLANS AND 5PE0RC1 OR AS dREC1E0 0Y THE CITY OF NNIWIA REMWAL OF FI CONCRETE WRB, GUTTER aR SIOEWNX S1Wl BE 10 THE NOR EXPi JdNT; SCORE ,MINTS MUST BE $AW CUT AND REPLACED WITH IXPANSION JOINT. 6. ORNE WITH HBH VESS. OLUME (AS NOTED BY OM ENGINEER) MAY BE APPROVED FOR 011ERSECIidti 1YPE ACC 7. TURNING RESTRICTIONS MAY BE APPLIED BY THE CRY ENGINEER, COMMERCIAL DRIVEWAY DETAIL NTS CITY OF TUKWILA STD. DETAIL RS -9 P- 0 /CP /CM C -1 /C -2 M -1 /M -2 All Others Sidewalk Width Local Access Arterial 5' 6' 6' B' 5' 6' 5' 5' Score Joints Every 5' Expansion Joints Every 1 1 Wide if 3/8'3/8' Deep Scor 3/8' x 3.5' 'Expansion Joint Section A -A NOTES 1. Sidewalks shall be a minimum of 8 feet wide at bus stops and pullouts, or where the speed limit Is over 35 MPH, or where a trail and sidewalk are combined. 2. Expansion Joints shall be placed every 15', score Joints every 3. Cement concrete shall be placed on 2' of 5/8' minus crushed rock, and as otherwise specified In 'the current APHA /WSDOT Standard Specifications 4. Removal of existing concrete curb, gutter or sidewalk shall be the nearest Joints score Joints must be saw cut and replaced SIDEWALK DETAIL