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Permit B96-0204 - RIVERFRONT TECHNICAL PARK - TENANT IMPROVEMENT
City of Tukwila I (206) 431-3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 BUILDING PERMIT Permit No: B96 -0204 Type: B -BUILD Category: ACOM Address: 2811 S 102 ST Location: Parcel #: 042304 -9182. Zoning: Type Const: VN Gas /Elec: Wetlands: Water: UNKNOWN Contractor License No.: DASCOC *066KD TENANT OWNER CONTACT CONTRACTOR RIVERFRONT TECHNICAL PARK 2811 S 102 ST, TUKWILA, WA BOEING JOHN W. LANG Phone: 206 281 -8700 101 ELLIOTT AVENUE WEST. #330, SEATTLE, WA 98119 D A S CONSTRUCTION Phone: 206 281 -8700 101 ELLIOTT AVENUE WEST #330, SEATTLE, WA 98119 Status: ISSUED Issued: 08/09/1996 Expires: 02/05/1997 Type of Occupancy: Slopes: Sewer: • * k k k* k k 4* k k* k k * ** k•k k•k ** k k k* k•k ** * ** k * * ** ** * *•k * ** k** k *•k k** * ** *•k * * * * *•k * *** *•k ** Permit Description: EXISTING OFFICE BUILDING, WITHOUT WINDOWS, SAWCUT CONCRETE.. PANELS FOR NEW WINDOWS, CONCRETE PANEL REINFORCEMENT, INTERIOR COMMON AREA IMPROVEMENTS, AND:MINOR.SITE MODIFICATIONS Units: .001 Buildings: 001 Fire Protection: UBC Edi..t,.ion: 1994 Front: Left; SETBACKS Back: Right: .0.` Valuation: 660,000.00 Total Permit Fee: 5,890.46 kkkk *kA**kk* *•k* kph******* kk* k*• k• ek*• k* k**** 4*- k***• kk* *k•k * *** ***k**k*•k•k•k•k* *•k * ** Pern k Center Authorized Signature Date I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of,,this. permit does not presume to give authority to violate or cancel the 'provisions of any other state or local laws regulating construction or the performance of work. I any authorized to sign for and obtain this building perri Signature: Date: Print Name: 045,9•4/ Title: �,h60.7 PA /lefNa..... -- This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. . M4y. J q '.h DEPARTMENT :.0F .,: rfi . ... /'y5? d.'4}' :':ell DATE' I NS . t, .t ., 3 l ',.',,4.f DATE j 4"..N A P Pf EtOYED s - . .f ;5'. tyN , .'1'V f }f( ✓:'t CONTS • a ;'' RE QUIREMENTS ti MME x .. ,.. ... .,s . fi • „. �.. O Plan Review Meeting 2nd NOTIFICATION BY: (Init) 3RD NOTIFICATION INIT: O BUILDING - initial review VII (ROUTED) ,ONSULTANT: Date Sent - Date Approved - P.FIRE - 7/,/ 6 L.d/A FIREPROTECTION: 0 Sprinklers Q Detectors ON/A FIRE DEPT. LETTER DATED: INSPECTOR: INIT:?.0 .A. V PLANNING `ZONING: PAR /LANDUSECONDFTIONS? QYes 0 N fiEFERENCEFILENOS.: INIT: VIINIMUMSETBACKS: N- S - E - W - Q PUBLIC WORKS UTILITYPERMITSREOUIRED? QYes 0 N PUBLIC WORKS LETTER DATED: INIT: O BUILDING - final review TYPEOFCONSTRUCTION: CERT.OFOCCUPANCY? Oyes 0 No UBC EDITION (year): INIT: O BUILDING OFFICIAL INIT: AMOUNT OWING: CONTACTED DATE NOTIFIED BY: (init) 2nd NOTIFICATION BY: (Init) 3RD NOTIFICATION BY: (init) PLAN CHECK NUMBER PR -o 17 CITY OF TUKWILA Department of Community Development — Permit Center 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 (206) 431 -3670 Building Permit Application Tracking SITE ADDRESS a.3 s laa DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. REVIEW COMPLETED PROJECT NAME =1 ' k / * r f i t o n -- (E'c r' r i ? I C SUITE NO. INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that the status of the project may be ascertained at any time. • Plan corrections shall be completed and approved prior to sending to the next department. • Any conditions or requirements for the permit shall be noted in the Sierra system or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N/A ", date and initial. 07/15/96 i t et�� f .. DEPARTMENTS DAT IN . 'MATE,— ` .;: .. t y .. , ...... ,. .., SR EQUIREMENTS / COMME k Plan Review Meeting —L 2nd NOTIFICATION BY: (init) i a_q k INIT: 0 • BUILDING - initial review (ROUTED) :.ONSULTANT: Date Sent - Date Approved - O FIRE FIREPROTECTION: Q Sprinklers 0 Detectors ON/A FIRE DEPT. LETTER DATED: INSPECTOR: INIT: I ►:� PLANNING ZONING: PAR /LANDUSECONDITIONS? Oyes 0 N REFERENCEFILENOS.: ► NIT: AIN IMUMSETBACKS: N- S- E- W- Q PUBLIC WORKS UTILITYPERMITSREQUIRED? Q Yes Q No PUBLIC WORKS LETTER DATED: INIT: ik BUILDING - final review TYPEOFCONSTRUCTION: CERT.OFOCCUPANCY? QYes 0143 UBC EDITION (year): INIT: BUILDING OFFICIAL INIT: AMOUNT OWING: �� ] ] CONTACTED DATE NOTIFIED BY: (init) 2nd NOTIFICATION BY: (init) 3RD NOTIFICATION BY: (init) PLAN CHECK NUMBER E � p - OW-1 REVIEW COMPLETED CITY OF TUKWILA Department of Community Development — Permit Center 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 (206) 431 -3670 Building Permit Application Tracking PROJECT NAME k" lvtr€Cnn T Chri ( CO Park SUITE NO. SITE ADDRESS arc4 INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that the status of the project may be ascertained at any time. • Plan corrections shall be completed and approved prior to sending to the next department. • Any conditions or requirements for the permit shall be noted in the Sierra system or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N/A ", date and initial. DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. 02/15/96 Project Name/Tenant: Value of Construction / Site Address: a' L (o City State /Zip: A 'I " , .. Tax Parcel Number: f%1 m•1 /k --r2 : - . 7z/, Y /.1 Property Owner: Phone: Street Address: , Cit State/gip:, • Fax #: - - Contact Person: / 47/ , / /' / / 1 4)f / Phone: '.. � Street Addr ss: r City Stat /Zi : 90/ / /T /A L 3cr �11 - TZ IN Fax #: . 66 - F95" Contractor: 7 T/. r Phone: Gil — 1 1- Z 6 ) Street Address: �, /� City State /Zip, /.,-1. ' ! :.L /c77 ` /(' lit/ ' 1 re" . �G - - : t ' > Fax #: 2 82 - AAU P d ?2 0 t Architec: /A P hone: Street Address: 1 City State/Zip: Fax #: Engineer: .,E, z' „✓(4' J Phone: Street Address: City State /Zip: Fax #: Description of work to be done:,55</.5.2 o/='Y 0O' D/ 4 LJ/ 00 / .Vocr,J S9 - Cr/vcie ' ;, P4' c5 Az Aie i) lur vOoa/S lcx.C,G4'7;” P,4 L/e/5 1 / Govwed / ,1 )467J' 1- Aivcv2 Existing use: DI Retail ❑ Restaurant ❑ Church ❑ Manufacturing ❑ School /College /University ❑ Multi- family ❑ Warehouse Hospital ❑ Motel /Hotel 21 Office ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi - family ��❑11 Warehouse El Hospital ❑ Church ❑ Manufacturing C3 Motel /Hotel y_! Office ❑ School /College /University ❑ Other Will there be a change of use? ❑ yes iM no If yes, extent of change: (Attach additional sheet if necessary) I Will there be rack storage? ❑ yes ® no Existing fire protection features: ® sprinklers ❑ automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: / 7 &3 existing Area of Construction: (sq. ft.) /7', - 11RP.t cc i �Q "C..0 ' tl E O h v D llc Q Ll C. "O C) 0.1. ® ❑ Will there be storage of fla ma lefcom sti• e • n z rdous ma ena n t e •w mg. yes no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets CITY OF T" IKWILA Permit Center ‘`- 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 FOR STAFF USE ONLY Prooct Number: QRE KI o [) Permit Number :: fi j ' --0&0 Commercial / Multi - Family Tenant Improvement / Alteration Permit Application Application and plans must be complete In order to be accepted for plan review. PWq (P 0 a Applications will not be accepted through the mail 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 /Sidewalk ❑ Flood Control Zone ❑ Hauling 0 Fill cubic yds. ❑ Landscape Irrigation ❑ Sewer Main Extension 0 Private 0 Public ❑ Water Main Extension 0 Private 0 Public 0 Deduct 0 Water Only ❑ Land Altering 0 Cut cubic yds. ❑ Sanitary Side Sewer #: Storm Drainage ❑ Street Use ❑ Water Meter /Exempt #: Size(s): ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: ❑ Miscellaneous gal Schedule: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: - ?-IQ -( 1 (p Date application expires: (- (Q -cn Application: (initials) CTPERMIT.DOC 7/9/96 0 Q su BUILDING OWNE Signature: - o ,;, %� : - Z:: �, ENT: : / / / /a Yf / Date: , r /21F7 /- Fax It: ;K2__ ;K2__ Alg�~ Print name: d i W. ill % " Phone: m p�,r it/ -ft o Address tot /77 / 41/. City /State /Zip iegkiii,6 qg l" ALL COMMERCIAUMULTI -FAY TENANT IMPROVEMENT /AL ' ATION PERMIT APPLICATIONS MU BE SUBMITTED WITH THE FOL ING: ➢ ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN Y BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED U Complete Legal Description ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). ,.,l, Five (5) sets of working drawings, which include : ❑ U Site Plan (including existing fire hydrant location(s) ❑ ❑ ❑ 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of those, identify by size and species which are to be removed and saved 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H- 9). Floor plan: show location of tenant space with proposed use of each room labeled Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of any hazardous materials; dimensions of proposed tenant space. Vicinity Map showing location of site Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. Indicate proposed construction of tenant space or addition and walls being demolished Construction details Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. Washington State Non- Residential Energy Code Date shall be noted on the construction drawings. SEPA Checklist - if intensification of use (check with Planning Department for thresholds). Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) 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 Certificate of Contractor ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal I HEREBY CERTIFY THAT I HAVE EAD AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY 9Y THLA S OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. CTPF_RM1T.DOC 7/9/96 CITY OF TUKWILA Address: 2311 S 102 Sr Permit No B96•0204 Suite: Tenant: RIVERFRONT TECHNICAL PARK Status: ISSUED Type: B-BUILD Applied: 07/12/1996 Parcel #: 042304-9132 Issued: 03/09/1996 ****A******44**A***-4-4.**4-44*A4-4***-44,4******44***A444.*****4*-4-444.1.44*-0,4444*44* Permit Conditions: 1. Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off- site or into existing storm drainage facilities. 2. It shall be verified in writing to the City Aitilites Inspector that the fire loop system for the building contains a State Department of Health approved detector double check valve assembly. This shall he done prior to the Final Inspection. 3. No changes will be made to the plans unless approved by the Architect . or'Ingineer and the Tukwila Building Division. 4. 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 (29674722).' 5. Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (243-6630). 6. All mechanical work. shall be under separate permit issued by the City of Tukwila. 7. Al:Lpermits, inspection records, and approved plans shall be available at -the job site prior to the start of any con- struction. These documents are to be maintained and avail- able until final inspection approval is'granted. 3. All structural concrete shall be special inspected tUBC - Sec. .306(a)1). 9. Bolts installed in concrete shall be special inspected (UBC - Sec. 306(a)2). 10. When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in.a.timely manner. Reports shall contain address, project name, permit number and type of inspection being performed. 11. The special inspector shall submit a final signed report stating whether the work requiring special inspection was to the best of the inspector's knowledge, in conformance with approved plans and specifications and the applicable workmanship provisions of the UBC. 12. Readily accessible access to roof mounted equipment is required. 13. Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identi- fication showing the fire performance rating thereof. 14. A statement from the roofing contractor verifying fire retardant class of roof will be required prior to final inspection (see attached procedure). 15. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1994 Edition) as amended, Uniform Mechanical Code (1994 Edition), e.'4 Wm.zhillottin !:117atA.FnArnsi rndP (1444 Fdifinn1. k._, Validity of Permit. The issuance of a permit or approval of plans., specificati t and computations shall be con - strued to be a per for, or an approval of . violation of any of the provisions of the building 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 valid. * *rot+ **cA*** ** * * +k * *A ** 4** * *+•k* *** *A * * *:4 ** ** * *•k ** *••A *k *A * *A * ** *A *A• CITY OF TUKWILA, WA TRANSMIT *•t *A* * *** * * ****A *** /. *** 4A***A+A * ****A** * **:kk ** * * *******:4 ** It ANSMI Number: R9600461 Amount: 25.00 08/09/96 16 :21 Payment M &thud: CHECK Notations: DAS CONSTRUCTION Init: SMC } Permit No: PW96• -0239. Type: PW-SD STORM DRAINAGE Parcel No 042304 -9186 Site Address: 2811 S 104 PL Location: 2011 S 104 ST Total Fees: 25.00 This Payment 25.00 Total ALL Pmts: 25.00 Balance: .00 ******* A• k* * * * * * * * *A * *A *• * * ** * * * *A **• * *s *k *k * **A* *kat *,4 *AA * * *** * *** Account Code 000/345.830 412/342.400 Description PLAN CHECK -• UTILITY INSP FEE -- STORM DRAIN Amount 10.00 15.00 2071 08/12 9617 TOTAL 2343.71 4 * *4 *G *:A * **A *:l *k *•A * **A** *$• :kA• : Je *A *A *A+k•,4 +A *k: *•:%1 ** **A *:k +•.%*n CITY .OF 1'UKWILA. WA '-'L ( J " �-� TRANSMIT **AA ***r*** **A*A4 ****** *tkAA•k k*.i*. *.Ak *-L k:4rti.*•►•:4,kA.4:4.;••A•Jt:k•k TRANSMIT Number: R960046() Amount ;: 1,253.04 08/09/96 12 :34 Payment Method: CHECK Natation: DAS CONS1. Init: I(JP Permit No: 1396--0204 Type: 13- -BUILD BUILDING PERMIT Parc•e1 No: 042304-9182 Site Address: 2811 S 102 ST Total Fees: 5.1390.46 This Payment 1,253.04 Tcta1 ALL Pmts: 3.571.75 Balance: 2,318. 71 ,:i1,.4k4kz4•k•k;4 *** A*4** * *AA **• *ic,4•k * ** * * *1% * * ** 4 * :4*,\ A*4*•: k *A,k.* Account Code Description Amount 000/322.100 BUILDING -- i!OMRES 1,253.04 •2064 08/12 9617 TOTAL 1253.04 4 019/ol19 (LO . OS "t7 TC "i'TC' 7: 00" `fib'068'S 9i7"066' TL "8T£Z 1 LT96 ST /L0 LTZT 3ONOH311i1 , onialif10 11J HJ.S S3/10ON - omIa llnfl U i ld i.►:,aaa 4Y• Y•• YhV• Y1' •1'Y•4.4.1-t-Y•1•'f44Yt ° �4t•4 • Yt• Y• Y•• Y•1 Y•• YY.4 441 ') 4-Y4 -8sOUt l'•'fl :sq►ud 1"W !. TL'i3TC "i: �:�haJ 1 IS COT S 1Tt3° :ssa al.iS 7;tiT6- t'OCCtr0 :o,t laa" d 1:Il[?11,1 ONI011Aq a1in it :adAl PO 0 -969 : 1!. JS�S :1ftil NOTIOO.SNO3 SOU :140!4 3J31f ) :Po449w IT :9T 96/60/80 Tc :"91C'c :4t.►nCU►t) 19t•0096l1 :.�agunN `J IWStl�J21J. 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AO ',LID :qunowH 04 :uagwnl'1 J.IWSNUNI 4-4.4V•444-4444i 4441 444444t441'41Y4444Y 444-44 4Y - Ctty of 111 blight John W Rants, Mayor Fire Department Project Name ` ,\ v-�r et " � `-,\ F •‘. c r. { � - j� C ' ., Address 2 c*\ 5 102 Retain current inspection schedule' Needs shift inspection Approved without correction notice Approved with correction notice issued Sprinklers: ,--- Fire Alarm: C 1D, 2, % Hood & Duct: Halon: Monitor: Pre -Fire: Permits: Authorize Signature FINALAPP.FRM TUKWILA FIRS DSPAR TMSrrr FINAL APPROVAL FORM t Permit No. f ir 6 Z T.F.D. Form F.P. 85 Thomas P. Keefe, Are Chief Suite #51-q11 (� In Date Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575 - 4439 Tgia gr o of‘rriai l . p A 12 v.... Type of ireperdliono j Date called: Address: 1501 5 Io7 57 Special instructions: Date wanted: t , 20 _ 97 j— Requester: 1_ e Phone No.: Cl I 74124.0ree 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. -o7-o4 PERMIT NO. 431-3670 Inspector: Date: Corrections required prior to approval. $42.00 REINSPECTION FEE REQUIRED. Prior to inspec ion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: • Prolict. U0.4 417 ON 4- �„ % /_ - Type of inspection: 17_ V Addr It 5, I (� Z Date called: (p /l 1 1 CI -, Special instructions: ' Date wanted: (p /, slei i as m Requester: p L Phone No.: v-' ,... (.D 2,4 i 1 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit, INSPECTION NO. ` CITY OF TUKWIVA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 COMMENTS: G;( tJ ATO TL Nei c-u T GTl tJ too es EaA{ +1 0E LkwzrL --1-c uSR 6(31 -Ts. . Inspector: _..6;Z: Date: r_ ,61 Corrections required prior to approval. $42.00 REINSPECTION FEE REQUIRED. Prior to inspect5on, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: L 6 W1 .D aocr_ ;1`) S/ 'o T2 jW – /L l i Y A cat, a -oI a 1 ft...—" AS.) s> s . 2) a— 137— t a - � sw , ck w 1 DW.____ t S t Tel= A PPz R.S r r6z~ fhb d( b4s 9- ' �1ci i i , r► c - s ui2C (SPA ArZ.�1; mim 6k-c -\, t N O I c-is„'r o f ) . j D VZ_ LAGS A- C+ - - =r CC-05C / CMa-b I Ni A-M- j R+ �,1. 1 c._. ..4S A- arb LiS . . c - 1 - ..- � v�C 19 n b "r i �t4 -AF 11S 0. a-- I S - A - PAtL+ atG 11k1/ ( ?4\►.‘ tl c. , t FR 2 -.. N-N c-wSIACLE pCL— YL (& t■‘G v ` V.,P T4 C 9E Proj ct: V.\ Vatc -wzio. efroc Type of inspection:. " WA---- Address: 7-11 S j QZ SDa Date called: Special instructions: Date wanted: � �f Z/ a.m. Iry Requester: Phone No.: INSPECTION RECORD. Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 PERMIT NO. (206) 431 -3670 Approved per applicable codes. [ Corrections required prior to approval. Inspector: Date: $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Prpjtr J w 4 yOw \ /5 C ' Type of inspecti �, 1 Q fri ��, Addr 1 s " 107 S'E" Date called: l.P f (� 1 of Special instructions: Date wanted: 6 2... a. m. Requester: ! ti Phone No.: 1(9,7 ,, r „ Z i / � INACTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: Inspector: I INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. � • 07,,0 PERMIT NO. (206) 431 -3670 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: D,ate: ProkiG: Type of in tior Adrit j 1 p i 411/4.4\1 Date called: j U / Special instructions: Date wanted: (P (I i ( p.m. Requester: LL Phone No.: 1 (07 . (1,249 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: Inspector: Date : bltt I ,1i. _ INSPECTION NO. puw - INSPECTION RECORD Retain a copy with permit PERMIT NO. (206) 431 -3670 Corrections required prior to approval. $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 4 .74 1 :t. .ant >*1.4.,;71. : Project: , sv.er cC.I R fron-t- Torch Type of inspection: PW �iirlaJ J rIS Addressa 1 .5 i 0a Q tt Date called: Special instructions: 9 W 0 J PW ilk Na a3) Date wanted: a.m. p.m. Requester: Phone No.: tel Approved per applicable codes. I I C.l 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: - 19 Tko V )7t4O Si Inspector: r e r Date (P/UP/ $42.00 REINFECTION FEE REQUIRED. Prior to inspection, fee must be paid at 630 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: - � \ K � a� 1• of insp n: de_ C�1c -i 4 Address: S .. 161.../ Date called: Special instructions: i Date wanted: ( I i m (519 rT? Requester: Phone No.: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 )MMENTS: Inspector: Approved per applicable codes. PERMIT NO. (206) 431 -3670 Corrections required prior to approval. Date: S)-1i $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Pro ,W�one Tc.h TYevpt e: Date called: 6 - C P , Add���s� )/ 5 / A [ Special instructions: Date wanted: t 13 97 amp Requester: a Phone No7 / Oar 7 , (0 7 d � FS INSPECTION RECORD req4, . D 4�0 Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 PERMIT NO. (206) 431 -3670 Approved per applicable codes. corrections required prior to approval. COMMENTS: ott-- A I IVIK A '€)t4 h1". ._ - t 1J76 6tAlm -1. 2) RoArit. — i\ rfMv‘I . Date: j 1 /J� 3 J inspection, $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: rt COMMENTS: T of inspection: /°� / j l (--c I.L. A (LeA a i 2/ 1r o-- S E AR • 1 G601c - S. F . ARe14 .0 ND I-667 AXA - r p.m. Request ° rt Mt Phone No.:,-- � � ' & 0 P;P f ' t , : tii n f (; ,, o T of inspection: /°� As / / Date called: ! 4 Special instructions: Date wan /9? r p.m. Request ° rt Mt Phone No.:,-- � � ' & CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 I INSPECTION N Approved per applicable codes. Inspector: 1 Date: ti ) 3 9 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspectipn. I Receipt No.: INSPECTION RECORD Retain a copy with permit Ins Date: (206) 431 -3670 Corrections required prior to approval. R . bject: r� ..f. �1 4 • . of inspection• • i ,! • i id =,s� • ate calla • : 2- q 4 Special instructions: Date wanted ii,2) / a.m. Re ste : Phone tan.: 6g.9 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 (Approved per applicable codes. COMMENTS: Inspector: Date: f I Corrections required prior to approval. $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. [Receipt No.: Date: za INSPECTION O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit gc/6-064 PERMIT NO. ... _ . e_ aL m _,_ aar .. , t.. ,.r.nr �r s_ ., _ Ft _ r..*LAZACir.r - . _ -..,., (206) 431 -3670 Inspector: Date: /2_____ Corrections required prior to approval. 401 $42.00 REINSPECT! c $ FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 1 ect: ' 1 () -Y O&.+ . of inspection: Si i t 6 CtC'4 = • S !-� r^� '�� e �� V. v cam-. Date c llpd: L ( 1. Special instructions: ,� /1 / PG�'w/ i/ u Date want e Co a.m. Z O � 9 C p.m. Request r yxrut c s Phone / _ / _ C. INSPECTION O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit gc/6-064 PERMIT NO. ... _ . e_ aL m _,_ aar .. , t.. ,.r.nr �r s_ ., _ Ft _ r..*LAZACir.r - . _ -..,., (206) 431 -3670 Inspector: Date: /2_____ Corrections required prior to approval. 401 $42.00 REINSPECT! c $ FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 1 Project l \J.E• iron Tic h• Type of inspection:T amino, Address t \ 6 l Vo l ,s� Date called: IQ_ 1a_9 5C/ Special instructions: Date wanted: l _1( „_1 a rr. . �tl t vl p.m. Requester: Z� 2.nn� Phone No.: 1 (Y--) "03q al Approved per applicable codes. Inspector: I I 6 if INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 11 G a rd 3c enK 'V .' (206) 431 -3670 Corrections required prior to approval. COMMENTS: Date: la1)10)"IW $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: , Project: " At1.P'p- E-r � Pi /4 n Type /Sy of inspection: �� Address: Date called: Special instructions: Date wanted: //OS-94 p. Requester: Phone No.: 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. Inspector: Receipt No,: ...�.. : dirk ..••rarc....r_ .t'Me;NoriS..... r _... _ .. PERMIT NO. (206) 431 -3670 Corrections required prior to approval. Date: A24 r $42.00 REINSPECTION F or E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Ei Project: gi veA/ ito. T Type of inspe t'on: Addrp;s I , C 1 0 z Date called: ) ∎ 1-7_,.{.. Special instructions: • Date wanted: )1 12-4 1 c a. Requester: Di-,1,-. � 1r0 aj• 9 Phone No.:. 9 ` I I Approved per applicable codes. Receipt No.: INSPECTION RECORD Retain a copy with permit INSPECTION O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 $42.10. REINSP TION FEE REQUIRED. be paid at 6300 Southcenter Blvd., Suite 100. (206) 431 -3670 C orrections required prior to approval. COMMENTS: /.) tr, l - Prior to inspection, fee must Call to schedule reinspection. Date: EFFrh.* . • ,V.''smi .. r:Qs7iliY_' f` +itis Aithttr..id' &b.5.- •.a.ti`.k. ).ei.itx,Ait .'m .ktii. k COMMENTS: 1( r � v 9 �9, ys: 5 I n Z GT . , Special Srhai/ Fi > Own Peal -, • S la A te'"' , -7a c L 0 . („ i1:::-Sr S_119.7S , Gd 661 . 2) c thi LC6 = /t-c - - ---' f, krtov c 1 I . p V e 1( r � v 9 �9, ys: 5 I n Z GT . , Special called: 11- 1 2-9 � instruction Date wanted: U _ 1 a.m. Requester: bLN N t e. Phone No.: --7 ci jt7 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 K r Approved per applicable codes. Inspector: 7 I I INSPECTION NO. Receipt No.: INSPECTION RECORD Retain a copy with permit fl (206) 431 -3670 Corrections required prior to approval. Date: it // 3� $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: _.,...._.,_,u il� t±' ZL agA ri•• ''tda. . .c am_.. _ o ect: I NER gi `fib1-1. pa 2K. Type of inspection• L L 7 Address: 7811 5 1 ST Date called: 1►-12-i(.0 Date wanted: ' 3 , p f a.m. Special instructions: Requester: "p 144, s Phone No.: —.1(' q0 K Approved per applicable codes. I I Corrections required prior to approval. COMMENTS: I) , 2Whll..- c..►C -(t6 .) c4ot_∎ G , 'v,n. 6cam. -G kit_ AP pm.�: .. e-r4 5 ,5 __ . .... x � . dF c..,cn 4-1JG r-M►n „, 4 1 Receipt No.: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Inspector: $42.00 REINSPECTION FEE REQUIRED. Prior to p fe e must be paid at 6300 Southcenter Blvd., in ection ., Suite 100. Call to schedule reinspection. Date: PERMI NO. (206) 431 -3670 it f 3/7(7 Date: 4S...,.o._ o•,e_�x.. 31 Pr.'ect: ----- • — . a ' L ► T p. of'i spection: • 1 r, Tea'a' i 11J s 't S . , c aL( S) Dat card: / 9 Special instructions: Date /JJJJ1 ! a.•. - - .. .P•m. t F{�ques p u PFione ow _... •,t d 7 S l7.S (Approved per applicable codes. Inspector: I Receipt No.: INSPECTION RECORD Retain a copy with permit INSPECTISN NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Corrections required prior to approval. COMMENTS: Date: Date: PERMIT NO. (206) 431 -3670 $42.x• EINSPECTION FEE REWIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection. i I.XPr Te_j.. of inspection: - i��r ccde�!'1— ddres$: ,ate 1.) . J (2) ST. l u i Dat called: l� �b s 9 6 .. Special instructions: Date want • calm__ 10 3fl 94 p.m. R e 0CQ.Q Phon - e r __ _ _ _ _ _ ...+.w*ocemw imam. wwvW¢ ae tO. oftPatsrtvsw2N- .l.- O=207.TG'l lE+tl tCOC M3 t!7 C 1 INSPECTION RECORD nz,� Retain a copy with permit / (� PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Inspector: Date: (206) 431 -3670 I K Approved per applicable codes. I I Corrections required prior to approval. COMM ENTS: $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: r4 $Co,1,e�S►t,. - .�.— ! �K 1V Type of inspectic� M ( 1JEi : 101 Date called: 10 —20-96 Special instructions: Date wanted: Z -1( ' 10 r b Requester: Phone No.: CI S 5 _ 2725 I I I I 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. (Corrections required prior to approval. COMMENTS: '((L- vv)-E IL_ j on C )L.i 0E PAP0 (t-if.‘ 12-1 6. F /6/2_y? (0 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reirispection. Date: PERMIT NO. (206) 431 -3670 Receipt No.: Date: Pa. o _ rat Type' inspectio ir s: 5 10Z sT Date called: 10 - 214 -'9 / Special instructions: Date wanted:10 .25 1 p.m. Requester: b,r -.t Ae i s Phone No.: / 3 9 ,! 0 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION NO. Approved per applicable codes. [Corrections required prior to approval. COMMENTS: Inspector: $42. EINSPECTION - REP UIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit B9140 02o`1 Date: / PERMIT NO. (206) 431 -3670 COMMENTS: • ----/) CeG. //Id' g )-7‘.." l e_1" - a, /,..) get& / - r - , I 54..r_t -)--74, p-, r z64-•-, ‘ , --, 64.4 1,--06.14.7 _ / C ; / 5 SIP C. CCL 1M' 1 ,) , 7 Xr,f /11 aer / ___thrn , 0 4 - A Ca,- ; /- 1 -7 .s. / S 4 ../ / 14,01 of fad if% h 4, bt.r 14(91 i Ve,il tfi.1 , Project: rm , c r i 6,.., Ar9.7/ :97A Type of inspection: 1 'i `72e-1 e Address:,, cs, /02.17ef Date called: /0 " Special instructions: L .ert-e._-- A d t4 , Date wanted: a.m. -2az-94 • • Requester:- - 7 0 Phone No.: N INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 , I .4.11...21.M.1 Ato. a••••■ 44. r. , s i Date: I. PERMIT NO. (206) 43.1-3670 Approved per applicable codes. jJ Corrections required,prior to approval. $42.0 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: rorgri al ....-- J mix p of insrpoAm 1 i V Date called: 10_ Z , _ Mrs: c ij OZ _ 57 . instructions: Date wanted: IQ - 22- 96 �� 9 a• m• p Requester: Phone No.: -6 .— — . INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: INSPECTION RECORD Retain a copy with permit 1396 9-0Z V PERMIT NO. (206) 431 -3670 Corrections required prior to approval. �• lep4a -7-7 . roff/ •-% (Sa' 15 Inspector: ��� /0 `- (1 $42.00 EINSPECTION FEE REQUIRED. Prior to inspecti9n, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reihspection. Receipt No.: Date: r', p itargooT .... rianva, Aryzy sr rA5 Date called: 10- 2.1 c( gi r r ss: 5 102.. Special instructions: Date wanted . 2z _96 a. . . :). i r . 01.4, Requester: .,--. .1 ...1.-. Phone No.: cies ..... 2725 Approved per applicable codes. I 1 Corrections required prior to approval. COMMENTS: AP 410 il. A • • ..-- " , LZ., ....at . • . .41, 1 4 * , . ''', "TV A. 1. ' . , ..,, ..., .. •• ' le / VP, INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: / 0.... . 2,27.q ‘ Date: (206) 431-3670 sect: l ch rQ�K Vt/ on 1�' Type s�lec 'on. ,, t'7 �.f A re • + � X1 5 /Oa �,.J Date d_ / �- 9 �� 7 (((��� Special instructions: ' Date rem 5 _9 , Request r p // l__ Phone No.: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 COMMENTS: I I INSPECTION NO. pproved per applicable codes. INSPECTION RECORD Retain a copy with permit aufflecelbsverairelLISTIla 96 -oao9 PERMIT NO. (206) 431 -3670 Corrections required prior to approval. -77 ki WAt .fS S1 A (i -ri-3 (4 d , g. 4 v fk 7U a._ c0 AR • Inspector: $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: •.11:.,1 Date: /0 Date: COMMENTS: nn . J) Sk f�r3 yt is Gd l/ 2! ; L J lr ed f.9,I 16 .� J hs- J Gi--7 _ 2.) F 4.,?,;f. hV lr[ c , rd ,i / , ce,, hoc /ice ✓ i . _- r i et. r 2,/,i' (, f r ii C -40 Si aA- ci'U4 5 et„--L.4 it. (,5-1 0p / 5,L _ , f CAt, ^ V /—/- / ii d4), 5 t,d4 .. v _a_ c.4az4 _e,r.. ,5 /1 Pr�ct; A Q 70.2. Type of inspectiorf:� �§ s'. �D� ° `•4 Date called: Jo i Special instructions: f 2 (\ PhoneNo.:9 7 Date wanted: / CED Y p.m. Requester: 9 a s' CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Inspector: Date: /0 _Lfj INSPECTION RECORD Retain a copy with permit 696 -DPo / PERMIT NO. Approved per applicable codes. [ Corrections required prior to approval. $42.00 REINSPECTIOW 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: i �+/ 0- .Llciq c..- Ce1.2.6.t a- t h il -ul, a T ype of i pection: . -) i� — ivy, 4c,, id -d vh -ex Date called: 9 , 3 0 u $eo sf^ e I(:,64 / 5.) - _ 6 ‘4 frz, %c..7.v S• ‘,„ ( Requester: 6:)._ n v�' Phone No.: 9S 9as Project{ „ a T ype of i pection: . c , Address: aim s, /0 N4 , Date called: 9 , 3 0 Special instructions: `, Date wanted: /�/ / Ca r p.m. Requester: 6:)._ n v�' Phone No.: 9S 9as [1 ; Approved per applicable codes. Inspecto Receipt No.: .,..,..........-,. r. �+• w. �.. r......... u�+. a�a. ww. �+ nwnann :n:�.+.^+ri�.m.4a.z:aiwa INSPECTION RECORD ,� Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 I. Date: Date: PERMIT NO. (206) 431 -3670 Corrections required prior to approval. p] $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Project: • • L1�2. Type of ins ectior�: . ^.Q ^..'. �M �• Address: Date calle : e* Special instructions: Date wanted: /0/ 1 am p.m. Requester: Phone No.: INSPE TION NO. Approved per applicable codes. b a1z?..4sw"E Ir" . r s?t lti ar„r3Akttikigislk INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 COMMENTS: Corrections required prior to approval. $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Ty N o,nspO �� -�1NEj i i��ss: 5 �QZ S' — Date called: Q �Lf _9 9 c aF Q-) e.i lL-% i,di...._- )S' t t~Pdc/ 0 N Date wanted: 9 _25_9( 'PAT SIDE . 4 ._____CIILLZI13 1 31a4-9 f /L..- Z `=?' {�— L..., l..... c G 1 ' l..r r. cam, t.41,19e,L...- 1.11) . T f41Cleaji- 1�� Ty N o,nspO �� -�1NEj i i��ss: 5 �QZ S' — Date called: Q �Lf _9 Special instructions: Date wanted: 9 _25_9( a.m. P.m. Requester: gk Phone No.: ( ;G ....2... proved 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. $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: ype of inspection '� `n , � ` e ` 9 l co ClIA' '.,.3C„ or (9 L�c`N— on._... Q u I t_ - 0LATs S -- 1 — tea• 2) < < OF J{. N rr0 R.- tt40 .S , TAO c10 2 .. - Special instructions: 0-- A c\P (4-) o.3 ' i1-- rr-cANo jr_ , S 6J." '. -m e i c.,. t aG APen•ow0L.. Phone No.: ci _ 2---/ Z5 's) ,....`-' Reog - 'G.' LA NC 1 4 P&L._ WA-LA,- /A. Li 0. 4-) .- Sc-it. v , c. A 1t,i WA Lt-- Fap w, I 4 I Fcrab 2 . 4fil t: o . me 1. 1 R ype of inspection '� `n , � ` e ` 9 l co m i ss: iss: l O2_ S -- 1 — Date called: q � Z4 _ V Special instructions: Date wanted: 9, 25 _ t� f p.m. Requester: bt R Phone No.: ci _ 2---/ Z5 +.o...w.r..�.r B. tlMrivaMet lmxtf'P.GA:Wi'�VTL4 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 I I 3ck - ozOtl PERMIT NO. (206) 431 -3670 Corrections required prior to approval. Inspector: 1 Date: �)9l,, $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: /' . _ _ — �� X44.- Ty a of inspecti � /f-si /27 Date called: Address: Special instructions: Date wanted: . . 9 Z76 Requester: Phone No.: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved p applicable codes. Corrections required prior to approval. COMMENTS-, -A. — 4- -1 / sF- F71:701,- ,h) Fl—, lfii d4 !41z- '? fr e 214 4 2. K Y) p,1- i/ '. ..ter/ az Stiteit Inspector: Date: ,...At,,.a. ..;1 az- PERMIT NO. (206) 431 -3670 =�G $42.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must i9 be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: DAT TeGI. Thoc Ac4. k- TYPVIjOrP5IVAtroos NAILifit. n rrrs: s 102. 5 . 1 - Date called: 9- 2 _ 9 to Special instructions: ' -4 Date weted: „: a.m. Requester: bbj i. Phone No.:_- INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 roved per applicable codes. INSPECTION RECORD Retain a copy with permit I I (206) 431-3670 Corrections required prior to approval. COMMENTS: „i9.:}7 bet . Ke:A4,4 tf" $42.00 REINSPECTION FEE EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: o � IJ� �AkK.TYpe o She n: `-t - 9 ��ss: ' sT D ate called: ( _ ii -9(0 LCJtoIfJ&7 Special instr g �P v i t 6 ! � � S I , .A: N � 1 _ �Q _ 5 I _ a.m. )) i 1 �O p.m. Requester: Z A A ! Phone No.: l (3 - 1 dQ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: SAt f t�J S py„ — vim S �+ �.,h.. c- AA /L, !s Inspector: Date: 9 Approved per applicable codes. ,INSPECTION RECORD Retain a copy with permit PERMIT NO. (206) 431 -3670 Corrections required prior to approval. yc $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: Type of inspection: Address: Date called: Special instructions: Date wanted: cA ' 1$ ) I4 a.m. P.m. Requester: Phone No.: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 j c Approved per applicable codes. COMMENTS: �.1 L r+, 14. INSPECTION RECORD Retain a copy with permit (206) 431 -3670 Corrections required prior to approval. Inspector:C Date: Inge $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: 5/*TIC d &z,i 1-0A1i clrim i'� JC�c 2 la 1 i v j b4.( Sf ZiAt /JJSP it- 0A S 6:35ati..: O )f10.rr'ntaaS 14L HP Ar 2 y S Siloarul r F (? ELI.I S ,l n1-gs it�aP f '9 vY•414c - 1•‘%-5- aec ,-•wIJ. (414 Wi4M CA PO 149 6.zeNJ S iV 1,4 Ai-- ; ar‘..- A NV rr` 12-Ws S ►+1 3 11 4P r i " AZ 1 - J ter; Dat called c i ce 11 " A- &c ,„0 i ,.I SP- mea...., SA-v". y N vIN1.r , I S A-LC -A (3 «,1 -C I _ tam Is CAS`,I -.W A Z,54,1 s TA&pas- (i..^"fr A, rJ o a s l A,sl I niSiNty rrI I . c.x►n.... r"-. S o rte.. Pro a t: V Type of ins ectio • 1 r ss: l02- N � Dat called c i ce 11 " Special instructions: wi5 '1v5!' 6 g A. Ai . Date wanted: _ 9 (0 (g) A A Requester: .3...1 1Y ` '"(s Phone No.: � � INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Inspector: PERMIT NO Approved per applicable codes. Corrections required prior to approval. Date: (206) 431 -3670 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 5•1 .v_ D2MNG,. .4....1-1e533111.04s._ r .,.. .. _�:._......,.: • t�.1V c � gdar _ Teal e_ TYpei{�f —' wm. L.G hi ss: 6 , 0 2 5 . T . Date called: Sc, cl _ 17 _SG Special instructions: 1.OAD)W1 Thja wp1/41,..L vd6FeC, N9.7 Q RAi� 3 P M. Date wanted ... ' C (. ; .,_ too ; ' Requester: M Phone No.: �- - 7(03 - 9 50 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: Inspector: AA2, ,s ti INSPECTION RECORD Retain a copy with permit Approved per applicable codes. Receipt No.: u rJ SI - Date: (206) 431 -3670 Corrections required prior to approval. SP=L, r ._ • l ASP - t & yiS ILr G„ : ►rr s�GG - d�- del G,nfi -vi Date: 9 -17 -g $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. a�� .._..ew..t ac. ulw. tr6.�.1. .rn4Lb�.v4)M- wnted�i -.. .y. IH'4.1 •.l ai Y.�ef.�o.91- ...u�ed� w...... _! t1ts�.,im�iFwbS COMMENTS: 1 SP /4-1.-' /W S /c G'p (L,. i . boo C Oc-- AAe i ,C ‘itc -t tA-� a r4 S Tte L /0 A-i 4 1. 5tamlf 7 A A GL Or sm. -Tr-14 - `F4-1 iv9 ' TT ( ms`s=-. s_,„i e a - £I-9 tA. I.-E� Fort_ rwt y t.AG40 AO (JAO j t 6,E" c A- P A-r-N --- d P iv+ '14 Wt� Us W 0 ^(LWwH . Mr •77 L,,r 0F . S- 6' 1,44.p la'-'-d f d Pi T '1 E Ems- ; /.(a 1L TI 1 (rte 1, A PIP prr-- OF 1 <g:ZI L f St DE (3 x'(02 -E A 1 & 1ca.(tt V,'1... p_, --s Z N h�1�ri ct41 c. (LA=V Pry = i c S L 1 0 oj I i o/1 /4 i �, / I D� ti � i � rrfs: T of inspectior}� , 1O102_ Date called:( - ) -11,Q Special instructions: g.. ., �n�r � 5� - A , M . Date wantedi „ 16 _ { b Cajal 1 p.m. Requests J c , P hone No.: �7b� - as5o INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 E8- Approved per applicable codes. I I INSPECTION RECORD Retain a copy with permit I I PERMIT NO. (206) 431 -3670 Corrections required prior to approval. $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection. Receipt No.: Date: p0rizooT Teal F A l Type of '1 +36444 5 Address: Date called: (; , q �r _ Special instructions: IN( ..C,'c6C..:......It\$p., -7! 3n 1h . 6 1(e a.m Date wanted: ' ,+' 1� p.m. Requester;.t r � 7(Mot 5o,0 Phone No.: 1 k - ' 560 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 Corrections required prior to approval. COMMENTS: •Q.c ( (� �- tJSp.= Ao !L c) (2) C� �, — b ► _s S - rJ p rto iL\ 1s . Inspector: Date: 9 / I 0 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Fireproofing Aggregates Shotcrete Concrete Masonry Asphalt Roofing P i l i n g S t e e l S o i l s W o o d October 31, 1996 File: 96 -288 City of Tukwila Building Department 6300 Southcenter Blvd. Tukwila, WA 98188 Project: Riverfront Technical Park Address: 2811 S. 102nd St. Permit No.: 96=0204 This is to advise you that special inspections are completed on the above referenced project The following inspections were required and copies of all inspection reports have already been forwarded to you. 1. Reinforced concrete 2. Reinforced shotcrete 3. Auger cast piling 4. Structural welding 5. Epoxied items- resteel, dowels, bolts 6. Seismic tie installation All work inspected conformed to Tukwila Building Department approved plans, specifications, UBC and related codes and/or verbal or written instructions from the Engineer of Record. Our last report is dated October 31, 1996, number 14286, copy attached. Sincerely, A.A.R. TESTING LABORATORY, INC. / Kimberle Freiheit President cc: DAS Construction Sabey Corporation -Phil Burke Tel: 881 -5812 Fax 881 -5441 • P, 0. Box 2523, Redmond, WA 98073 1 CONSTRUCTION INSPECTION AND MATERIAL TESTING NATIONALLY ACCREDITED LABORATORY A.A.R. TESTING LABORATORY, INC. RECEIVED NOV 0 4 1996 COMMUNITY DEVELOPMENT City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WATER METER PERMIT Permit No: PW96 -0282 Issued: 10/04/1996 Status: ISSUED Approval Letter: 10/02/1996 Project Name: RIVERFRONT TECH Expires: 12/03/1996 Site Address: 2811 S 102 ST Location: 2811 S 102 ST /POINT OF CONNECTION ON 27 AV S Parcel *: Wetlands: Water Course: Slopes: Water Dist: UNKNOWN Sewer Dist: Type: COM No of Units: 000 Square Feet: Contractor License Number: DASCOC *066KD TENANT RIVERFRONT TECHNICAL PARK 2811 S 102 ST, TUKWILA WA 98188 OWNER SABEY CORPORATION Phone: 206 281 -8700 101 ELLIOT AV W *330, SEATTLE WA CONTRACTOR D A S CONSTRUCTION Phone: 206 281 -8700 101 ELLIOTT AVENUE WEST *330, SEATTLE, WA 98119 CONTACT JOHN LANG Phone: 206 281 -8700 101 ELLIOT AVE W *330, SEATTLE WA 98119 ******************************************** ** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Additional Description: Developer Construction Cost: .00 ONE PERMANENT 3" WATER METER FOR EXISTING BUILDING METER INFORMATION: Water Meter Size: 3.00 Quantity: 1 Work Order 1: 5104A Type: PERM FEES: Regular Connection: 900.00 Acct No: 401/388.102 Install Deposit: 1,350.00 Acct No: 401/386.520 Plan Check: 10.00 Acct No: 000/345.830 Inspection: 15.00 Acct No: 401/342.400 Turn On Fee: 25.00 Acct No: 401/343.405 Special Connect Fee: .00 Acct No: 401/388.101 Other Fees: .00 TOTAL FEES: 2,300.00 ************************************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I understand that the charge for the meter installation portion of the water meter /service installation is based on the actual cost of materials plus labor including 17% overhead. I agree to pay the installation fee (deposit) on the signing of this application and the balance of the cost when billed (overpayment will be refunded). Further, I agree to pay the regular connection charge, administrative plan check fee, inspection fee and turn -on fee as part of this application.I further understand that the water service piping from the public main to the water meter box and shut -off valve (corp stop) shall be constructed at my sole expense. THE APPLICANT MUST NOTIFY THE CITY INSPECTOR OF COMMENCEMENT AND COMPLETION OF WORK AT LEST 24 HOURS IN ADVANCE. FOR AN INSPECTION CALL 433 -0179. 1 Signature:_ ., Title: Company: 1 Ga o/1 Date: ************************************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPROVED FOR ISSUANCE: JJS Issued By: D�- ) (6fob (206) 431 -3670 Authorized Permit Center Signature Date ************************************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for the project approved herein. Final Inspection Approved By: Inspector Signature Date -■■• ] \ .). �� '' I CITY OF TUKWILA Address: 2811 S 102 ST Permit No: PW96-0232 Suite: Tenant: RIVERFRONT TECHNICAL PARK Status: ISSUED Type: PW-WM Applied: 09/23/1996 Parcel #: Issued: 10/04/I996 ***+***-A*a**+*+*+^**»**+4,+*++**+»+*+***^A+****^+++***°4*4 PermitConditluns: ]. Temporary erosion control measures shall he implemented as the first order of business to prevent sedimentation off- site or into existing stormdrainage'facilities' 2. Work affecting traffic-flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. City of Tukwila k._ (206) 431 -3670 J Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WATER METER PERMIT Permit No: PW96 -0281 Status: ISSUED Project Name: RIVERFRONT TECH Site Address: 2811 S 102 ST Location: 2811 S 102 ST /WM ON 27 AV S Parcel *: 042304 -9186 Wetlands: Water Course: Slopes: Water Dist: UNKNOWN Sewer Dist: Type: COM No of Units: 000 Square Feet: Contractor License Number: DASCOC *066KD TENANT RIVERFRONT TECHNICAL PARK 2811 S 102 ST, TUKWILA WA 98188 OWNER SABEY CORPORATION Phone: 206 281 -8700 101 ELLIOT AV W *330, SEATTLE WA ENGINEER ENTRANCO Phone: (206)454 -5600 CONTRACTOR D A S CONSTRUCTION Phone: 206.281 -8700 101 ELLIOTT AVENUE WEST *330, SEATTLE, WA 98119 CONTACT JOHN LANG Phone: 206 281 -8700 101 ELLIOTT AVE W #330, SEATTLE WA 98119 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Additional Description: Developer Construction Cost: .00 DEDUCT METER FOR LANDSCAPE IRRIGATION METER INFORMATION: Water Meter Size: .00 Work Order #: FEES: Regular Connection: Install Deposit: Plan Check: Inspection: Turn On Fee: Special Connect Fee: Other Fees: .00 TOTAL FEES: .00 ************************************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I understand that the charge for the meter installation portion of the water meter /service installation is based on the actual cost of materials plus labor including 17% overhead. I agree to pay the installation fee (deposit) on the signing of this application and the balance of the cost when billed (overpayment will be refunded). Further, I agree to pay the regular connection charge, administrative plan check fee, inspection fee and turn -on fee as part of this application.I further understand that the water service piping from the public main to the water meter box and shut -off valve (corp stop) shall be constructed at my sole expense. THE APPLICANT MUST NOTIFY THE CITY INSPECTOR OF COMMENCEMENT AND COMPLETION OF WORK AT LEAST 24 HOURS IN ADVANCE. FOR AN INSPECTION CALL 433 -0179. Signature: / _■ _LlzAirr Title: A1 ��Gg Company: _ f' -- - -- �'/ Date: 20-5- ************************************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPROVED FOR ISSUANCE: JJS Issued: 10/04/1996 Approval Letter: 10/02/1996 Expires: 12/03/1996 Quantity: 1 Type: DED .00 Acct No: 401/388.102 .00 Acct No: 401/386.520 .00 Acct No: 000/345.830 .00 Acct No: 401/342.400 .00 Acct No: 401/343.405 .00 Acct No: 401/388.101 664- (qq6 Issued By: Authorized Per it Center Signature Date ************************************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for the project approved herein. Final Inspection Approved By: Inspector Signature Date Address: 2821 S 102 ST Permit Nu: PW96-0281 Suite: Tenant: RIVERFRONT TECHNICAL PARK Status: ISSUED Type: PW-WM Applied: 09/23/1996 Parcel #: 042304-3186 Issued: 10/84/1996 **°w*k*+*+*+++++*+*+0(^***+*^»*^++*W+^*»*144*+^Wa^^*^^+*^+^+A Permit Conditions: 1. The exempt meter work shall include a State Department of ,Health approved double check valve assembly. 2. The deduct meter shall read flow quantities in cubic feet. 3. Temporary erosion .control measures —shall be Implemented as the first order of business to prevent sedimentation off- site or into existing storm drainage facilities. 4. Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector, Traffic Control Plans shall be:swbmitted to the Inspector for prior approval. CITY OF TUKWILA `Permit No: PW96 -0277 Issued: 10/04/1996 Status: ISSUED Aprr•ovai Letter: 10/02.'1996 Project: RIVERFRONT TECH Expires: 04/02/1997 Site Address: 2811 102 ST Location: 2811 S 102 ST Parcel #: 042304 -9186 Watercourse: Wetlands: Slopes: Sewer: Water: UNKNOWN Contractor License No.: DA'SCOC TENANT RIVERFRONT TECHNICAL PARK 2811 S 102 ST, TUK.WILA WA 93138 OWNER SABEY CORPORATION Phone: 206 231 -8700 101 ELLIOT AV W #330, SEATTLE WA CONTRACTOR D A S CONSTRUCTION Phone: 206 231-8700 101 ELLIOTT AVENUE WEST #330, SEATTLE, WA 93119 CONTACT JOHN LANG Phone: 206 231 -3 700 101 ELLIOT AVE W #330, SEATTLE WA 98119 ' kk: fk• k k kk k• k• k k •k * k* k k k 4444 . 4**444 *kk ** - 4•k4k - k*A - 4 - 444k 4k k 4 Additional Permit Description: TWO NEW ACCESS DRIVEWAYS: ONE ON S 102 ST & ONE ON 27 AV S, WHICH HAS AN HPA FOR CULVERT INSTALLATION CULVERT COVERED BY STORM DRAINAGE PERMIT PW96- -0230 NEW ASPH PED WALKWAY WILL BE INSTALLED. APPLICANT 'SIGNED A PROPORTIONAL FAIR SHARE AGREE- MENT FOR STREET FRONTAL IMPROVEMENTS FOR 27 AV S. Existing Square Feet: Additional Souar e Feet: New 'Square Feet: Inspection Fee: Plan Check Fee: TOTAL FEES: King County. Valuation: Value of Construction: .00 •k'Ak*4.4.4'kkk *k•k•k• - 44-k•4-k ** *•k4**k*•t-44 *•k*4k'k *-44.4.44-4-44. 444* 4. 44. 4. 44 .4444*4-4-44.44k4.44,44.44kk I hereby accept this permit and agree to abide all applicable sections of the City of Tukwila Municipal Code. We agree that the.City of Tukwila shall be held harmless for all or any claims arising as a result of this project. Permits which have lapsed beyond the expiration date shall require a re- application and reissuance of the permit through the City at an additional fee. .. _ THE APPLICANT MUST NOTIFY THE CITY INSPECTOR OF COMMENCEMENT AND COMPLETION OF WORK AT LEAST 24 HOURS IN ADVANCE. TO SCHEDULE AN INSPECTION CALL 433-0179. Issued Ev: S,ionature: :mil Date: 'kk "k •kkkkk*k*kk'k' 'kk' * k'k'kk* #<kkkk kkkkk* *kkkk•tk4kkk +4471 hk 4 k kh 44-444444 kkh kkk kk4.4 APPROVED FOR ISSUANCE BY: JJS ta 15.00 10.00 25.00 CURB CUT /ACC:ES'S /SIDEW Authorized Fermi`t` Center Signatur ~e k•k•4 4 . k k .4 k 4 •k k k k'4 k•4 k* 4 k 4 •k 4 4 4 4 k k 4 k•4 k * k k k k k k k k k•k'k 4 4 4 k•4 4 k••k :4• k k .4 k 4 I • hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for the project approved herein. Acct. No: 000'342.400 Acct No: 000/345.330 Date: Ut . �� IV1f Final Inspection Approved: Inspector 'Signature Date * CITY OF TUKWILA Address: 2811 S 102 ST Permit No: PW96-0277 Suite: Tenant: RIVERFRONT TECHNICAL PARK Status: ISSUED Type: PW-CCAS Applied: 09/23/2996 Parcel #: 042304-9186 Issued: 18/04/1996 w++a11******+**+******°**A*^+*+*kA*m+*k*+*+**++*°^°^**+*^4»*^*^*4^^+^*°**°A° Permit Conditions: 1. Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off- site or into existing ,storm drainage facilities. 2. Driveways shall com0y with City commercial standards. Driveway width .shall be a 25' minimum and 35' maximum. Slope shall he a'maximum•mf 15%. Turning radii shall be a minimum of 3. Work affecting traffic .flows shall be closely coordinated with the •cit}/ Utilities Inspector. Traffic Control Plans shall bp 'Submitted to the Inspector for prior approval. 4. CULVEPTUNDER THE DRWY ACROSS THE PAL CREEK SHALL BE MAINTAINED. BY THE OWNER PE HYDRAULIC PROJECT APPROVAL. * �)� LAND ALTERING3 Permit No: PW96 -0278 Status: ISSUED Project: RIVERFRONT TECH Address: 2811 S 102 ST Location: 2811 S 102 ST Parcel #: 042304-9136 Wetlands.: Watercourse: Contractor: D A S CONSTRUCTION TENANT RIVERFRONT TECHNICAL PARK. 2811 S 102 '..T. TUi:.WILA WA 98188 OWNER SABEY CORPORATION Phone: 206 281-3700 101 ELLIOT AV W #330. SEATTLE WA ENGINEER ENTRANCO Phone: (206)454 - 5600 10900 NE 8TH ST STE 300, BELLE'•1LIE, WA 98004 CONTRACTOR D A CONSTRUCTION Phone: 206 231-8700 101 ELLIOTT AVENUE WEST #330. SEATTLE, WA 93119 CONTACT JOHN LANG Phone: 206 201 -8700 101 ELLIOTT AVE W #330, SEATTLE WA 98119 4;4 k k 4 4;4.4 k 4 4 ** 4 k 4. k 4*•4•4 4. 4 4*k 4 k 4 4 k 4 4* 4.4 *4 4. 4 4.* 4 4.4. 4 4. 4 4 4. 4:+ 4 ***444,4 *44 Additional Description: LAND ALTERING FOR NEW EXISTING & PROPOSED PAPKING LOT. EARTHWORK; QUANTITIES: 1: EX. PARKING LOT: CUT= 850 CY, FILL = 0 CY 2. NEW PARKING LOT: CUT =1100 CY, FILL. 2950 CY Grading /Fill (Yards) -Cut: 1950 Fi11: Permit Fee: Plan Check Fee: Other: Total Fees: Issued By: t 153.00 30.00 183.00 Issued: 10/04/1996 Approval Letter: 10/02/1996 Et:p i r es: 04/02/1997 Slopes: License No.: DASCOC 4 0661 D 2950 Total: 4900 Account No: 000/322.100 Account No: 000/345.8'W Account No: 000/336.904 Valuation: .00 9 . 9 . 4 .4 4 . k :4 :4 . 4.k * •k . k •k 'k . 4 .9 .4 . 9 . 4 . 4 •4 . k •4.k * 4. 4..4 4 4 . k . k .4 :4 . .L k k - 4 * 9 . 4 . k 4 'k •k .4 4 4 4. .4. k . 4 4 .4. .4 .4 . 4 . ,4 4. .4 . 4. 4 . 4. .k k •k . 4 4 . 4 , 4 . 4 .4 4. .4 4 A 4 4 k I hereby certify that I have read and examined this permit and know the same to be true and correct. All p r o v i s i o n s of law and ordinances governing t h i s work w i 1 1 be complied with, whether s p e c i f i e d herein or not. The granting of this permit does, not presume to give authority to violate or cancel the provi;:.tons of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain t.hi_. Land Altering permit. This, permit shall become null and void if the work is not commenced within 180 days from the date of is .uance.or if the work is suspended or abandoned for a period of 130 days from the last inspection. THE APPLICANT MUST NOTIFY THE CITY INSPECTOR OF COMENCEMENT AND COMPLETION OF WORK AT LEAST 24 HOURS IN ADVANCE. FOR AN INSPECTION CALL 433- 0179. :;ignatur'e:%%� Dare: 1¢ 1._. k 4* k 4 k k 4 k k 4 4 k 'k 4 'k:k.k 4. k k k k :4 4 4 4 4 . k k 4. k k 4 k 4 •k k* k 'k k k k k k k •4 k* :4 k k k 4 k k k :4 k ;k 4 k 4 k .4 k A k k k k k k 444 APPROVED FOR ISSUANCE: JJS Authorized Perm t Center Signature *k *k4k'kk444 444' 44• k . kkk'44 . 44*44 . k:4444.4*4 , 44 , 44 , 4 *44 4 **44..4 .44*k4h'k *4 I hereby certify that the permit holder whose name and address appears on t h i s record has satisfactorily met the standards and c o n d i t i o n s for this project approved herein. F i n a l Inspection Approved 8y: Date: 0e4- 1 4 ) leictl,o Date: * Address: 2811 S 102 ST Suite: Tenant: RIVERFRONT TECHNICAL PARK Type: PW-LA Parcel #: 042304-9186 CITY OF TUKWILA wIk Permit Conditions: Permit No: PW96-0278 Status: ISSUED Applied: 09/23/1996 Issued: 10/04/1996 LANDSCAPE IRRIGATION � Permit No: PW96-0279 Issued: 10/04/1996 Status: ISSUED Approval Letter: 10/02/1496 Project: RIVERFRONT TECH Expires: 04/O2/1997 Site Address: 2811 S 102 ST Location: 2811 S 102 ST Parcel #: 042304-9136 Watercourse: Wetlands: Slopes: Sewer: Water: UNKNOWN Contractor License N0.: DASC0C°O66KD TENANT RIVERFRONT TECHNICAL PARK 2811 S 102 ST, TUKWILA WA 98188 OWNER 5A8EY CORPORATION Phone: 206 231-3700 101 ELLIOT AV W #330, SEATTLE WA ENGINEER MURRAY TDBIASON INC Phone: (206)513-2500 626 120 ST SW STE ]07, EVERETT, WA 98204 CONTRACTOR D A S CONSTRUCTION Phone: 206 261-8700 101 ELLIOTT AVENUE WEST #330, SEATTLE WA 98119 CONTACT JOHN LANG Phone: 206 281-3700 101 ELLIOTT AVE W #330, SEATTLE WA 98119 +*wA*++wa*+*^+********** Additional Permit Description: LANDSCAPE IRRIGATION FOR NEW PARKING LOT. Existing Square Feet: Additional Square Feet: New Square Feet: Inspection Fee: Plan Check Fee: ( 15.00 10.00 TOTAL FEES: 25.00 Signature: z4?` Issued 0«: v Final Inspection Approved: Inspector Signature Date Acct No: 401/342.400 Acct No: 000/345.830 King County Valuation: Value of Construction: .00 **w**^*+k*+w**�»*****4+»+*^+*+**+/+4+w�^*k*»**^^k**w*k^+^**+k^+^**+^«^*°*^^4*�+4^ I hereby accept this permit and agree to abide all applioab!e sections of the City of Tukwila Municipal Code. We agree that the City of Tukwila shall be held harmless for all or any claims arising as a result of this project. Permits which have lapsed beyond the expiration date shall require a re-application and reissuanCe of the permit through the City at an additional feu. THE APPLICANT MUST NOTIFY THE CITY INSPECTOR OF COMMENCEMENT AND COMPLETION OF WORK AT LEAST 24 HOURS IN ADVANCE' TO SCHEDULE AN INSPECTION CALL 433-0179. .�..`. "a^=. k^**Ak^^°*-0,+*4 *+k**^.r-rg*^`*AAA*+k***w+**v^k^^*^*.Aa^~*°+ APPROVED FOR ISSUANCE 8Y: JJS ��+ U /���y_ Date: c/m �� �''''' w , Authorized Permit Center Signature *^«+4^�**+4k***W»m****kA**4le»**44^4+***k4a*++^44k****m4*»*+^**^a^+**A^*+*^w+^* I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for the project approved herein. 1 Address: 2811 102 ST Suite: Tenant: RIVERFRONT TECHNICAL PARK Type: PW -LI Parcel #: 042304 -9186 CITY OF TUKWILA Permit No: PW96 -0279 Status: ISSUED A p p l i e d : 09/23/1996 Issued: 10/04 /1996 • 4* 444*' 44' k• k4** k4 '4**4**k****444*kk*•44 *444*4444 4444 *4 *'4.44.44 *.4444'4.4444444 Permit Conditions: 1. It shall be verified in writing to the Utilities Inspector that the landscape irrigation system contains a State Department of Health approved double check, valve assembly. This shall be done prior to the Final Inspection. Inspection Fee: Plan Check Fee: Issued By: _ TOTAL FEES: 25.00 15.00 10. STORM DRAINAGE Final Inspection Approved: Inspector Signature Date Permit No: PW96 -0230 Issued: 10/04/1996 Status: ISSUED Approval Letter: 10/02/1996 Project: RIVERFRONT TECH Expires: 04/02/1997 S i t e Address: 2811 S 102 ST Location: 2811 S 102 ST Parcel #: 042304- 9136 Watercourse: Wetlands: Slopes: Sewer: Water: UNKNOWN Contractor License No.: DASCOC' TENANT RIVERFRONT TECHNICAL PARK 2811 S 102 ST, TUKWILA WA 98138 *OWNER SABEY CORPORATION Phone: 206 231-3700 101 ELLIOT AV W #330, SEATTLE WA CONTRACTOR D A S CONSTRUCTION Phone: 206 1 -3 101 ELLIOTT AVENUE WEST #330, SEATTLE, WA 98119 CONTACT JOHN LANG Phone: 206 231 -8700 101 ELLIOTT AVE W #330, SEATTLE WA 93119 *' A * **-k'k***-k* * ***'k*•A•k'k * * * ** A *'k 'k A * ** ** * *-k ** A A 4•k* k* *AAA* k A ** A-k* k 4 k -A'4 4 4 A•4 4 k-4 k A k 4 4 k 4 Additional Permit Description: STORM DRAINAGE SYSTEM FOR NEW PARKING LOT NORTH OF THE EXISTING BUILDING. THI'S PERMIT ALSO COVERS THE CULVERT INSTALLATION FOR NEW ACCESS DRIVEWAY ACCROSS PAL CREEK ALONG 27 AV S. HYDRAULIC PROJECT APPROVAL CONTROL #00- •C5627 -01 FOR THE ABOVE CUL- VERT INSTALLATION IS ATTACHED AS PART OF THIS PER- MIT. THE CULVERT FACILITY SHALL BE MAINTAINED BY THE OWNER PER ITEM #10 PAGE 2 OF 4 OF THE HPA. Existing Square Feet: Additional Square Feet: New Square Feet: Acct N O: 000/345.830 41 / 4 2.4 00 Acct No: King County Valuation: Value of Construction: ,00 A*.4* A4 4*' A** A*' k*****• k'. 4- AAA* AA4- k*' A4- k***' Akk***** AA- k* k• 4*-. 4. 4-k' k* k4-A .44vk*•44k*-k-4kk*k-k♦ I hereby accept this permit and agree to abide all applicable sections of the City of Tukwila Municipal Code. We agree that the City of Tukwila shall be held harmless for all or any claims arising as a result of this project. Permits which have lapsed beyond the expiration date shall require a re- application and re issuance of the permit through the City at an additional fee. THE APPLICANT MUST NOTIFY THE CITY INSPECTOR OF COMMENCEMENT AND COMPLETION OF WORK AT LEAST 24 HOURS IN ADVANCE. TO SCHEDULE AN INSPECTION CALL 433 -0179. Signature: _ �1• -.� Date: Za- ie - ,�-�- k'k'A ***** *'k *** k* *'k'k ** k*** A *'A A'k•k* A*'k A**'k k A'k* A** 4*** k** k * ** A'k A*'k* k *** *'k **'k-.4 k A * :4 APPROVED FOR ISSUANCE BY: JJS Date: d2� a- L ltig(n Authorized Permi T Center Signature * * 'A A' A k * 'A 'k * A * * * * A 'A .4 A * 'k 'A * k 'k * * :A '.k A 'A * 'k * * * * 'A 'A 'A 'k * A 'k 'AAA 'k * 'A * 'A * 'A 'k * * 'k * 'A * 'AAA 'A * * * .h. * k 'A 'k * - k '4 A 4 I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for the project approved herein. 1 CITY OF TUKWILA Address: 2811 S 102 ST Permit No: PW96 -0280 Suite: Tenant: RIVERFRONT TECHNICAL PARK Status: ISSUED Type: PW -SD Applied: 09/23/1996 Parcel #: 042304 -9186 Issued: 10/0411996 *4* k k• k4*********************** 4** 4k* 4**4** **44 *'4 k 444 *'4 Permit Conditions: 1. Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off - site or into existing storm .drainage facilities. 2. HYDRAULIC PERMIT APPROVAL #00- C5627 -01 for culvert installa- tion UNDER .THE NEW DRIVEWAY ACROSS' PAL CREEK. ON' .27 AV S IS ATTACHED AS PART OF THIS PERMIT, CONTRACTOR AND OWNER 'SHALL MEET ALL. THE CONDITIONS OF THE HPA APPROVAL. CULVERT UNDER THE NEW DRIVEWAY SHALL BE MAINTAINED BY•THE PROPERTY OWNER PER. ITEM # 10 PAIGE 2 OF 4 OF THE HPA. TO: FROM: DATE: SUBJECT: Riverfront Technical Park 2811 S 102 St Project No. PRE96 -017 Plan Check No.B96 -0204 Activity Nos. PW96 -0277, PW96 -0278, PW96 -0279, PW96 -0280, PW96 -0281, PW96 -0282. Contact Person: John Lang Phone No. (206)281 -8700 THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON October 2, 1996: PW96 -0277 Access PW96 -0278 Land Altering PW96 -0279 Landscape Irrigation PW96 -0280 Storm Drainage PW96 -0281 Water Meter /Deduct (One,Size:1.5 ") PW96 -0282 Water Meter /Perm.(One,Size:3 ") Two copies of the confirmed Utility Permit Application Form and approved plan are included in the building permit file. JS /jjs Attachments a/s (, City of Tukwila Department of Public Works NOTIFICATION OF UTILITY PERMIT ACTION PERMIT CENTER PUBLIC WORKS ENGINEERING October 2, 1996 Permit Fee 25.00 183.00 25.00 25.00 NO FEE 2300.00 Total: $ 2558.00 cf: PW Utilities Inspector (w /copy of application /plan) Development File (w /copy of application /plan) John W. Rants, Mayor Ross A. Eamst, P. E., Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433-0179 • Fax (206) 431-3665 Permit No: PW96 -0231 Issued: 08/09/1996 Status: ISSUED Approval Letter: 03/05/1996 Project: RIVERFRONT TECH Expires: 02/05/1997 S i t e Address: 2811 S 104 PL Location: 2811 S 104 ST Parcel 1: 042304 -9186 Watercourse: Wetlands: Slopes: Sewer: Water: UNKNOWN Contractor License No.: TENANT RIVERFRONT TECHNICAL PARK 2811 S 102ND ST, TUK'WILA WA 98188 )WNEF: SABEY CORPORATION Phone: 206 281 -8700 101 ELLIOT AVE WEST'11330,.SEATTLE WA 98119 ;ONTRACTOR DAS CONSTRUCTION Phone: 206 281 -4200 101 ELLIOT AVE."WEST #400, SEATTLE WA 98119• • . )ONTACT JOHN W LANG, AIA Phone: 206.231 -8700 101 ELLIOT AVE .WEST 4330;' SEATTLE WA 98119 •A'k 'A •k * •A •A'A •A'A •A •A •k * * * •A •A * ;k 'A •A •k •k ik * * A *'A * * * * * * * •A •k •A •A'A'A 'A •A'k * 'A •A'A'A •A'A •A •A'k * A * * •A'A'A 'A'A 'A •A'A •A'A A A •k k k A •A •A * Additional Permit ;Descrip • CONNECT NINE RELOCATED DOWNSPOUTS TO THE EXISTING STORM DRAINAGE 'SYSTEM..'PARKING LOT MODIFICATIONS AND PARKING LOT EXPANSION WILL BE COVERED UNDER SEPARATE` STORM DRAINAGE PERMIT. LOCATION OF THE NINE RELOCATED DOWNSPOUTS: 3 DOWNSPOUTS@ NORTH ELEVATION @ COL LINE C,K &J 1 DOWNSPOUT @ SOUTH ELEVATION @ COL LINE J 2 DOWNSPOUTS " @ EAST ELEVATION @ COL LINE 5 & 11 1 DOWNSPOUT @ WEST ELEVATION @• COL .LINE 5 2 DOWNSPOUTS' @ WE'ST ELEVATION', BOTH @ COL LINE 11 Existing ; Feet: Additional Square Feet:: New , Square' Feet . 1 r Inspection Fee: Plan Check . Fee: STORM DRAINAGE 15.00 10.00 Acct No: 412/342.400 Acct No: 000/345.830 TOTAL FEES:. 25.00 King County Valuation: Value of Construction: .00 A * 'A •k k •A •A * •A •A 'k "A 'A 'A' . A •A •A 'k •k •A * * 'k 'k 'k •A 'A * 'A * * 'A 'A * •k •A 'A •A 'k 'A 'A •k 'A * * * * 'A 'A 'A * 'A •A k 'A 'k 'A 'A * A •A •A •A A 'k 'A 'A 'A 'A •A * A k * * k k •A * 'A I hereby accept;;this permit and agree to abide all applicable sections of the City of Tukwila Municipal Code. We agree that 'the City of Tukwila shall he held harmless for all or claims arising as a result of this project. Permits which have beyond the expiration date shall require a re- application and reissuance of the. permit through the City at an additional fee THE APPLICANT MUST NOTIFY THE CITY INSPECTOR OF COMMENCEMENT AND COMPLETION OF WORK AT LEAST 24 HOURS IN ADVANCE. TO SCHEDULE AN INSPECTION CALL 433-0179. Signature: _ GG�G`� Date: 8'�' • k •k • A 'A ' k • A k ' k ' k ' A 'A •A * 'k * •k 'A * ' A • k • k * * • k ' A 'k ' k ' A ' k • k ' k • A • k • A •A * ' A 'A * 'A 'A k ' A ' A A • k •A • A • k ' A ' A •k ' A 'k • A • k ' k A k ' A • k •A 'A 'A • A 'A • A A •A * • A ' A ' A • A • k A ' A A ' A k APPROVED FOR ISSUANCE BY: JJS Issued IW TY \U._Q-.k__ Issued By: Date: 2 -- 5 - 1 (419 Auth rized Permit Center Signature A A ' A k A 'A •k •A * 'k 'A • k •A • k •A * •A A ' k 'k 'A •k 'k •A 'k •A •A 'A •A A •k •A 'k 'k •A 'AAA 'A A 'A A •k •A ' k A •k k • A •A •A •A 'A ' A •A 'A ' AAA • k ' A 'A •A • A 'A * • A * •AAA •AAA •A 'A ' A • A I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for the project approved herein. City of Tukwila Department of Public Works SUBJECT: RIVERFRONT TECHNICAL PARK 2811 S 102nd Street Project No.: PRE96 -017 Plan Check No.: B96-0204 Activity No.: PW96 -0231 Contact Person: Mr. John W. Lang Phone: (206) 281 -8700 JJS /mv Attachments a/s C.F.: PW Utilities Inspector (application and plans) Development File (application and plans) NOTIFICATION OF UTILITY PERMIT ACTION TO: PERMIT CENTER FROM: PUBLIC WORKS ENGINEERING DATE: AUGUST 5, 1996 THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON August 5, 1996: John W. Rants, Mayor Ross A. Earnst, P. E., Director PERMIT FEE PW96 -0231 Storm Drainage $25.00 Total: $25.00 Two copies of the confirmed Utility Permit Application with a set of plans are attached for inclusion in the permit file. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 4313665 JJS/ sal Attachment a/ s City of Tukwila Department of Public Works Ross A. Earnst, P. E., Director To: Kelcie Peterson, Permit Coordinator From: Joanna J. Spencer, Public Works Department Date: May 6, 1997 Subject: Riverfront Technical Park 2811 South 102nd Street Project No.: . N96-017 Permit No.: X0204 Activity No.: PW96 -0277 (curb cut/access /sidewalk) The attached plan sheet number A1.1 was revised on April 15, 1995. The most recent revision ( #4) was received by the Permit Center on April 16, 1997. The revision covers the pedestrian walkway at the northwest corner of the site. The plan is in accordance with Public Works comments and has been approved with the following conditions: 1) The pedestrian walkway across 27th Avenue South shall be re- striped. John W. Rants, Mayor 2) An 8" thermoplastic (or equal) lane marking shall be installed along the north side of South 102nd Street to separate the pedestrian path from the roadway. The width of the pedestrian path shall be coordinated with Mr. Don Williams, Director of Parks and Recreation at (206) 433 -1843. cf: Applicant (with copy of plan) Development File (with copy of plan) City Utilities Inspector (with copy of plan) Parks and Recreation (with copy of plan) 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 431-3665 KL4s� t'' CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: 1 /5 7 PLAN CHECK/PERMIT NUMBER: /3 0 1' PROJECT NAME: , ' 7 c - 2 / /APO L �V PROJECT ADDRESS: 29// '�n� /O2" 2 CONTACT PERSON: N ": %/ 1 PHONE: 8,Z7 REVISION SUMMARY: r.9, I KM iU � C,oe , 1U4sie o;= Sim P L') /C O /oti5 Cpl-`- or 7.xc3iL4 C.ol \ACl atan Palmer ,5loglq�.�►3 SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: i CITY USE ONLY Bldg.` Planning (4&14A1-44 604-1frun#4 i azev,40;4 4/. ! :( !' " Ct)R UJ!''/ ,AT Are' RECEIVED CITY OF TUKWILA . ^rcrt yr Public..Works APR 1 61997 Paril 1 rER d 3/19/96 CITY OF TUKWILA Department of Community Development Building Division- Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 RECEIVED CITY OF TUKWILA DEC 0 2 1996 PERMIT CENTER REVISION SUBMITTAL n'A c Ur c I I Ea PLAN CHECK/PERMIT NUMBER: aJ PROJECT NAME: I' I FR 6^-)i T I. P/4(Z PROJECT ADDRESS: 9,81/ JoL,Tii IC) ra, TR T ti J /3 ��/ /4i1 CONTACT PERSON: 0 hN f fb 6h S PHONE: "767 6 .<I c ) DATE: / ' - - 9 m REVISION SUMMARY: a. X /Itt ST FA - 4 - A - Pi IT/o• pee.) / icSc. CITY OF TUKWILA A PPR OVED RA DING DIVISION' SHEET NUMBER(S) Y SST g.NS c/d•l.c" T7(> t o, z.e, 'f -r5 "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: 10/08/96 16:47 TX /RX NO.1475 P.003 3/19/98 • �s:l�f�$��YiCS.v ."�7 �V�a:1M.. ^JL'k'7ra•tKS w. s... wwwavlYn w�l. dmYtw.: tr aJ3su•*. w.: 1V7Grsn. u. va4^ EKaY.•> �wahwaa' 4wM4' aguetxxcusrr. a«, rn• w�.- v+. v. n. w,.•... w«.+.. wo... w....» wm.. w.+.. wvnKno +r+wiutRanrrmlmwrrr:+�wwr.i.,. November 6, 1996 Mr. Stanley Palmer III SABEY Corp. 101 Elliott Ave. W. Suite330 Seattle, WA 98119 Dear Mr. Palmer: City of Tukwila Department of Community Development Steve Lancaster, Director In response to your question, Handrail #5235 is considered not acceptable for the lobby stairs at the Riverfront Technical Park project (Building Permit #B96- 0204). I do not feel the handrail described in the specifications you faxed us on 10/30/96 meets the minimum requirements or intent of UBC Section 1006.9. Specifically, it exceeds the maximum 2 inch cross - sectional dimension in width and does not meet the minimum cross - sectional 1 1/4 inch cross - sectional dimension in depth; and in my opinion does not provide an equivalent gripping surface. If you should have any further questions on this subject please feel free to contact me. Sincerely, enJ Building Official cc: John Lang, Sabey Corp. Permit File (B96 -0204) John W. Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 41313665 10/30118 WED 18:04 FAX 208 28J:•n920 To : _ ':.::: Ken Nelsen With: City Of Tukwila Fax #: (206) 431 -3665 From: Stanley L. Palmer III, A.I.A. Re: Riverfront Technical Park For Your: X Information and use 0 Review and comment 0 As requested Action Required: 0 As Indicated 0 No action required 0 For signature and return NOTE: If you do not receive all Information as Indicated, please contact me at (206) 281 -8700 Immedlatety. Ken, Here is the profile of the handrail we would like to use at the Riverfront Technical Park Building for your review. Also included is the handrail mourning bracket and the ANSI A117.1 document that addresses the gripping surfaces of the rail. This rail will be used on top of a metal guardrail and for the handrail at the lobby stair. We want to use the same profile for each. Will the handrail #5235 be acceptable? Thank you for your consideration. DAS CONSTRUCTION Ei 001 cc: transmittal only: w/ attachments' FAX TRANSMITTAL Date: October 30, 1996 Time: 5:00 pm Number of Pages: 4 (Including this page) Project #: 5306 This facsimile communication Is Intended only for the use of the Individual or entity to which It Is addressed and may contain Information that Is privileged and confidential. If the reader of thls cover page Is not the addressee, or the employee or agent of the addressee, please be advised that any dissemination, distribution, or copying of thls communication Is strictly prohibited. If you receive this facsimile In error, please notify us immediately by telephone and mall this facsimile to us at the above address. Thank you. SABEY CORPORATION COMMERCIAL REAL ESTATE COMPANY • 101 EWOTT AVE, WEST, SUITE 330 • SEATTLE, WA 98119 • (206) 281 -8700 • FAX (206) 282 -9951 10/30/96 WED 18:05 FAX 206 281 0920 NICKEL- SILVER / STEEL / S'l'AINLI- NICKEL - SILVER (CDA 798) Mill finish 16' lengths r 15 A 4 ' �7 1 ' 5235 Nickel - Silver 3.18lb. /ft. Fittings: C -N 5274 Nickel- Silver Fittings: C -N 3.73 lb./ft. a c t lb. /ft. 1330 1.900" 1" .100" 2.69 1332 2r 1 %" .100" 3.65 Fittings: refer to page 6 STEEL 20' lengths Prime domestic steel t' /4e" 1 19/4" 4429 Steel 1.40 lb. /ft. Fittings: B-C-CC-CL-CR-E-F-GL-GR- JL -J R- L -N -S -S L- SR- T -U -UC- UL-V 4 ,,11. ; + t15i16 4428 Steel 2.25 lb. /ft. 6511 Stainless 1.25 lb. /ft. Fittings: B- C- CC- CL- CR- E- GL -GR -L- No fittings available. S -V 4435 Steel Fittings: V LOAFER RAIL DAS CONSTRUCTION 53 4429 used with 1" channel 4441 Steel 2.14 Ib. /ft. Fittings: B- C- CC- CL- CR- E- GL- GR -S -V 2.65 lb. /ft. 1 2" 1 4416 Steel 3.15 lb./ft. No fittings available. 4445 Steel .688 lb./ft. Loafer rail his over pipe or flat surface to discour- age lounging on lences, planters, railings or store fronts. Handrail Mouldings STAINLESS (Type 304) Mill finish 20' lengths, except as noted 2' /r , I 6501 Stainless 4.05 lb./ft. No fittings available. 16' lengths. 21'/ 1 3 /4" 6502 Stainless 2.80 lb./ft. No fittings available. 16' lengths. irfr 2'h" 2' .062" 2'/ 6512 Stainless 1.00 Ib./ft. No fittings available. ) NEW ITEM: NICKEL - SILVER HANDRAILS JULIUS BLUM & CO., INC. CARLSTADT, N.J. • 1-800-526-6293 • (201) 438 -4600 • FAX (201) 438-6003 1 .062' 4488 Stainless .944 lb./ft. No fittings available. Suitable for elevator cab handrails 21002 °62 a lb. /ft. finish 1430 1.900" 1.70 No. 2E3' 1432 2r 1.96 No. 26' 1452 2!" 1.96 No.4" 1433 3" 2.46 No. 2B' 1453 3" 2.46 No. 4" Fittings: refer to page 6. ' Suitable for polishing " Satin finish I Scale: 6" = 1, -0" 10/30/96 WED 18:06 FAX 206 281 0920 DAS CONSTRUCTION • ALUMINUM / BRONZE / STAINLESS CARLSTADT' Self- Aligning WALL BRACKETS Satin Finish I a t I 1 Ctsk. for '/4" FHMS 3 h" tapped hole For use with Carlstadt° handrail moulding: a 313 Aluminum 2 314 Aluminum 3'h" 3 /e tapped hole a 443 Aluminurl 3" 444 Aluminum 843 Bronze 3" 243 Stainless 3" WALL BRACKET EXTENSIONS Satin Finish 3" ' Clear anodized AA- M32•C22 -A31 (204R1) Stainless 3 /e tapped hole c std, thread For use with 307, 308, 313 and 314 wall brackets: a b c 414 414A* Aluminum 134" 1:4" i6" 415 415A" Aluminum 3" 116" ',6" For use with other Carlstadt• wall brackets: / 464 Aluminum 134" 1" 3 N" 465 Aluminum 3" 1" 3 /4" 864 Bronze 134" 1" 3 /4" 865 Bronze 3" 1" 3 /4" 247 Stainless 1%" 1" 34" 248 Stainless 3" 1" 3 /4" Extensions may be cut to length to suit Individual conditions. Note: Extending tha reach of a handrail bracket reduces Its bad - bearing capacity. To compensate for the reduced strength, the number of brackets may be Increased and their spacing reduced. 83 i THREADED BUSHING BRACKETS Satin Finish 34" tapped hole 163 Aluminum 164 Aluminum 36" tapped hole INSTALLATION DETAILS Wall er Bushing Brackets 3 A " -16 x 11/4i Aluminum Phillips Truss Head MS with Washer Handrail 6905 .' • Bracket 441 ;.r: Pos 6430 Bracket163 Gasket & panel (by others) • Z 003 Expansion shield with hanger bolt Colorail• Bracket 164 Threaded Bushing Brackets are used with threader studs, machine screws or bolts to Install handrails o panels. Brackets may be cut to length as required Brackets are furnished with aluminum phillips truss here machine screws and washers. GLASS MOUNTED HANDRAIL Handrail may be mounted to the lace of tempered glass balustrades using combination of the Carlstadt" wall brackets and our new glass mounting adaple kit. The kit contains a disc with a %" stud weld, a bushing and two gaskets. TO ASSEMBLE: O Prior to tempering, drill a 3 A" clear hole in the glass (do no attempt to drill a hole In tempered glass – It will most likely break); ® Insei the bushing In the hole; m insert the stud welded disc with gasket through the bushing; place the gasket on the other side; (4) thread on bracket and tighten. GLASS MOUNTED HANDRAIL ADAPTER KIT _ Gaskets 224 Stainless %" stainless stud `1. - - - -- Bushing —'h` glass JULIUS BLUM & CO., INC. CARLSTADT, N.J. • 1-800-526-6293 • (201) 438.4600 • FAX (201) 438.6003 10/30/96 WED 18:07 FAX 206 281 0920 ACCESSIBLE RAILINGS The Americans with Disabilities Act (ADA) went into effect January 26, 1992. The ADA ... requires that all new places of public accommodation and commercial facilities be designed and con- structed so as to be readily accessible to and suable by persons with disabilities .. . In regards to handrail size, the Americans with Disabilities Act Accessibilityry Guidelines (ADAAG) state that: ... the diameter or width of the gripping surfaces of a handrail ... shall be 1W in to 15X in ... or the shape shall provide an equivalent gripping sur- face. ADAAG does not define equivalentgrippingsu This section of ADAAG was taken directly from the American National Standards Institute (ANSI) document ANSI A117.1- 1980: Accessible and Usable Buildings and Facilities. The Council of American Building Officials (CABO) has since pub- lished two revisions of ANSI A117.1. The latest revision, CABO /ANSI A117.1 -1992 is very specific regarding accessible railings. it states: 4.3.10.4 Top ofgripping surfaces a f handrails shall be 34 in (865 mm) minimum and 38 in (965 mm) maximum vertically above stair nosings and ramp surfaces. Handrails shall be at a! constant height above stair and ramp surfaces. 4.3.10.5 Clear space between handrail and wall shall be 14 in (38 mm) minimum. 4.3.10.6 Gripping surfaces shall be continuous, without interruption by newel posts, other construction elements, or obstructions. 43.1 0.7 Handrails shall have a cir- cular cross- section with an outside diameter of 1S4 in (32 mm) mini- main and 2 in (51 mm) maximum, or shall provide equivalent graspabili- ty in accordance with the following requirement. Handrails with other shapes shall be permitted provided they have a perimeter dimension of 4 in (100 mm) minimum and 6W in (160 mm) maximum. and provided their largest cross - section distension is 2'/, in (57 mm) maximum. 4.3.11.1 Ramp handrails shall extend horizontally 12 in (305 mm) minimum beyond the top and bottom of ramp runs. Such extension shall return to a wall, guard or the walking surface, or shall be continuous to the handrail of an adjacent run. 4.3.11.2 At the top of a stair flight, handrails shall extend hori- zonmlly above the landing for 12 in (305 mm) minimum begin- ning directly above the first riser nosing. Such extension shall return to at wall, guard or the walking surface, or shall be continuous to the handrail afan adjacent stair flight. 4.3.11.3 At the bottom of a stair flight, handrail shall extend at the slope of the stair flight for a horizontal distance equal to one tread depth beyond the last riser nosing. Such extension shall con- tinue with a horizontal extension complying with 4.3.11(4) or shall return to a wall, guard or the walking ntrface. 4.3.11.4 At the bottom of a stair flight, where a guard or wall is located so as to permit a 12 in (305 mm) minimum horizontal JULIUS BLUM & CO., INC. CARLSTADT, N:J. DAS CONSTRUCTION extension o the handrail, in addition to the extension required by 4.3.11(3), such a 12 in (305 mm) mini- mum extension shall be provided. The height of this extension shall equal the height of the handrail above the stair nosing. Such extension .. shall return to a wall, guard or the walking surface, or shall be con- tinuous to the handrail of an adjacent stair flight. ADAAG has not been brought in line with Retumtowall ANSI A117.1 -1992. Any changes that may be made in ADAAG must be made by the Justice Department. Keep in mind that the ADA is not a building code — it is a civil rights law. As such, k is neither required nor anticipated that the ADA will be enforced by local building departments or inspectors. As a civil rights law, enforcement is authorized by the Attorney General but it should be expected that enforce- ment will be effected primarily through complaints and civil suits by private citizens and public interest groups. Be aware, though, that many states and municipalities are incorporating ADAAG into their building codes. At the present time, we at least have a written clarification from the Architecture and Transportation Barriers Compliance Board (the Access Board) — the agency which created and interprets the ADAAG — regarding handrail size. The Access Board has con- firmed that 1/G" to 1M" pipe sizes (1.66" O.D. and 1.9" O.D., respectively) are acceptable for use as handrails within the ADAAG. Their letter of October 16, 1992 states: This is to confirm that the Access Board has been informing persons who request technical assistance regarding the require- ments for handrail size in section 4.26.2 of the Americans with Disabilities Act Accessibility Guidelines ( ADAAG) that stan- dard pipe sizes designated by the indurtry as 1W inch to 1:1 inch are acceptable for purposes of that section. You should be aware that although the Americans with Disabilities Act (ADA) authorizes the Access Board to provide technical assistance with respect to ADAAG, the Department of Justice is responsible for enforcement of certain titles of the Act. This letter provides informal guidance only. It is not a determi- nation of your legal rights or responsibilities under the ADA and is not binding on the Access hoard or the Department of Justice. The letter is signed by James J. Raggio, General Counsel, Access Board. Even though the Access Board has clarified that 1A" to 1 4" pipe sizes. are acceptable for accessible railings, many local inspectors are not aware of this clarification and still reject pipe railings. Consult your local authorities regarding their position. Copies of the letter from the Access Board are available upon request. For the latest information regarding ADAAG and CABO /ANSI 117.1 -1992, or to obtain your own copy, contact the Access Board at 1 -800- USA -ABLE or CABO at 212 -642 -4900. 12' 12' Retum to walking surface • 1- 800 -526 -6293 • (201) 438 -4600 • FAX (201) 438 -6003 10 %08/HB TI11S .i l:44 NA.A 2(1K 2f ijHZU CITY' OF TUKWILA Department of Community Development Building D/vlalon -Pe m/t Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: /0-28- 9k) PLAN CHECK/PERMIT NUMBER: a 960 �d9 PROJECT NAME: R r TX - C — P' Q< PROJECT ADDRESS: AS 1/ /C)2 5 •T K O / C. C /Z- 1")/4 CONTACT PERSON: 1- /17 6 4 /z.S PHONE: 767- Z._ 5 1 REVISION SUMMARY: cS tom. cS� P f'o2 SHEET NUMBER(S) "Cloud" or highlight all arras of revisions and date revisions. SUBMITTED TO: ( dOOL /C RECEIVED CITY OF TUKWILA OCT 2 8 1996 PERMIT CENTER 10/08/96 16:47 TX /RX NO.1475 P.003 qN WU.? 3/19/98 • OCT 25 '96 14:44 ENG I — NORTH WEST P.S. 61198 WOODLAWN AVE. N.E. - SUITE 206 - SEATTLE, WA 90115 - (206)526 -7660 - FAX* (!OE) sO!*41111O Joe No. _ Joe NAME SUBJECT 0 cJ %E 5rt� • • F ILE (7, n pY � Q CA ir- +uEQ , F11.0141 - C OO L+ w16- `rel1 ? E R. Sptt+aG- � v E D A,P TU p R 0 P ci 29 199 BU11,DIN G 01\16101q 10/25/96 14:41 TX /RX NO.1992 P.2,14 • DATE i ' aC 14 SNEEr...1_ov1., BY 41 ex - ma\ of u4 prop fl- . ("•p 1)1 el AP5o0 HU 5.t7.5it,6 I fI PERMIT CENTER P.002 RECEIVED CITY OF TUKWILA OCT .2 81996 r 3Lk) �h' ��St �J�. r4` a' s�'' w'.( 9LS�S!*. 95tiiK!", LYSV•!. csvn+.. . w..,..,......•,.,. �.....,... �..,,..+....,..., wx• � :w.w:.:rwamn�.:uw.v.w.w,nMw�vwa OCT 25 '96 14:45 ENGIa. ..ERS- NORTHWEST . IC. P.S. Mee WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - 008)525-7580 - FAX* (2019 88948811 Jos NO. _ .. Jou NAM R t E& Qrini DATI tO`r5 " 14 SUBJECT Goos~t iVG- ' ow Q sN�sr _ _ of 13 !' GL� SSE SECT. 64 soso• c EtiL 4G. Clop:xx6e . ct,tu4(, ..9 o4G- NAN•EQ • w! simp50a 1.02-$. EA. 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N.E. - SUITE 205 - SEATTLE, WA 98115 - (208)5254890 - FAX 0 (l0I) 11111.011110 No. Jon NAME RIVEft• QQ, DATE swum cooL40,X, T0wEr( t3 EY ExAST 2.)(40 14 . —Roo k3xo.2..x.4•214"fc twirls.; 4\ Locti'VE. G) At4D 2.PV em-novv% cRovt Potta. oci L.00At 314, • P.5/14 10/25/96 14:41 TX/RX NO.1992 P.005 • GiW. Y. �ttsywmu».,.+. s;. uu.. w...................................»... +.. <..uwe+mu +.rnxs�s'riete.avcn avrwarumwea+mv. OCT 25 '96 14146 ENGINE_:. RS — NORTHWEST (...SIC. P.S. esm WOODLAWN AVE. N. E. • SUI E 206 - SEATTLE. WA 98116 - (20410525-7580 - MX • (2O0 =MOM tuE F ` 'JOE No. Joe NAME R Qp 'J , $U JECT GQOLi '��i .i � � SMUT O Sr StrnpSO rJ u 4Co, tA. it,110 - To - moss WI . 4-ta !'a 'top HOLL5 ' To • *Ai, wl 4- wci, Wit .tlY -11:1V...J 81✓4.1 ‘ o n) D l 1 14.. Ercq,i via P.6'14 DATE . O-3 " E.xtsZ Ply wQCD St+npSAul H E.. 25c 4s4 ( #2wf) 2.)(.466% sraikr.) 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St.EtOS.RS awl TRUSS PANEL. • PotaZ S er 10/25/96 14:41 TX /RX NO.1992 P.013 • • 10/08/96 TUE .16:44 FAX 208 281 0620 DAS CONSTRUCTION CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: J PLAN CHECK/PERMIT NUMBER: 5 9 7 20 7 PROJECT NAME: R f YEA_ r P�d� i i cC 1f it) / cat C. p/+ R K PROJECT ADDRESS: 9,et / 1 s a' / o 2 ,57 R Er - 1 - 74 I( yt/l (1,!1` CONTACT PERSON: Jam) h' I 6 S PHONE: 7 ( 7 6 9 c I REVISION SUMMARY: 0 1■1 C C) X1c-Fe i A se 64.14.40- pl��i�- �; LI b.. fa'. se KtrKIDr roam. Stut .r or . *hi 4 04 5 >4 1 fro L2kk' mQ ■ - Chhn N9 h.(5 c(ft) SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. 10/08/96 16:47 -,-,-, USPS RECEIVED CITY OF TUKWILA 0 C T 2 8 1996 PERMIT CENTER - /4 L. TX /RX NO.1475 P.003 Iboo3 O.i \ i l lo( I4 to 0\1 \ 19 I VCT o 1 SEALED CONC. • . •" L j L. • L. -.I • . . . • -0" • NS 1 • CONC.. . TRASHA WACTOR PLATFOR 0 P1 co" •••■••■•■• ■••■■•■■•• • RECEIVED my OF TUKWI_A •OCT 2 8 19 36 PERMIT CENTER • : • • • 1 • J • L • (0.24,*: J i t 1 OMEN •r 'r Joe NO. .DOE NAME Rt0e.a. _ _ _ T DATE . 24 -4 1 �v SUBJECT SHEET OR SY ENGIN& -dRS- NORTHWEST hiC. P.S. 6906 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - M081525-7550 • FAX # (2014 i CITY Of - 11.101LI‘ -. APPROVED NOV 1 1996 BUI OCT 25 '96 1436 C eNC_ W A�4 '" • G t h � �C- �s[Ir ING DIVISION 00 o� 134 riVtr..14 q5 REA! 'U F en .0) 3 .. n ........-.....--. ....- ...........vm.a�..pw..,s.. LoC.t '44.03 GQOa£D 'UEtC Cp L CELLS iU Cwtiv OVA Lo CciNmaft),. • P 1_4; - C, H ILLSQ. 'IZoow\ JcAST ga+DL.I► - S 4 e ft, c'EALU toGr P.2/9 CITY OF RECEIVED OCT 2 8 1996 PERMIT CENTER 10/25/96 14:33 TX /RX NO.1989 P.002 2 • OCT 25 '96 14:37 • 1 ENGINLCRS— NORTHWEST iPC. PS. 1860 WOODLAWN AVE. N. E. - SUITE 206 - SEATTLE, WA 98115 - (206)5254580 - FAX • (200 S234111111 Joe No. ,Joe NAME R.%)to...aggs_ SUBJECT ill=1=1.1••■■•■■■■■■■•■•■•••••••••• ti- \NAWEAt IrkEKI 5 BLS -Dm t4.1 06- SCUMS elosi c..E.A.102 -4-- 1 1 exts1 • . . CP• .10 ts 5 •••••■•■•••••■■••• K .1 6:St. t9 „I wsi 5 ® te ` tS 6-A TIZAGt. Rs eitT6A W6- . NEVA . 741SLD s 9p, ce, '2.,./.-‘9 G44. coNIT 5109 tuerk%2) LAASIfLul PaesoA tioN9 5 RE Rs662, gl (11±_.)_a. 42" ct -2-4 - DATE SMUT _Or '•■• ( EXPIRES 11/12/ 4 1 C, 10/25/96 14:33 TX/RX NO.1989 P.003 • OCT 25 '96 14:37 ENGINLERS- NORTHWEST i PS. 811519 WOODLAWN AVE N.E.- SUITE 205 - SEATTLE, WA 98115 -(206)5254560 - FAX * (2011) 611241116 Jon No. Joe NINE RWERSYLON,R DATE CI-24AG Summar SHEET 3 • OP 5 By . (Amu_ sof:volt SECT C r 1 5:71 - C S W P. 4,8 c Liu 0.0 4c)ts:11S 80.T.6.1.06- TQAP PeAt. ■or.i A (0( GRoot.D 1.1 Vet tat- CL se-E. PLijJ. 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N.E. - SUITE 206 - SEATTLE, WA 98116 - (20(1)625.7680 - FAX N (2010 Et24618 Joy No. $uaircT_. 6Y _ 5'*c.L. 1WT v (4 Sao • . <40M FoRNtEO awl, p t U $C: : c kikc'Y.t k 'Z) OW v.S t01.) 1I c tt91N tsNC-L • 4.4 m (wt) c,m JOf! NAME, Rww RFQo1J1 G ig sal 0046- tU W R%Ur_ S setx 51 8 1g 33 2.Z,Z<9 • 'F .LSO Pee i c. to RE l' 5 L 1C�u�1L oLZ -,- *PE I c (t• . 2i.a-pen 4C�7 IZiNL 1E . -- Pte.. oaO Yt.LPo27 4 S �4 ' P ic. tAL 1e S PEC t OtO . E, b coit. AL, w tLie rIVECA Su pi iSE PAS (A .+ 4) PbV 4P00∎6.J6L b.L• P.6i9 DATE 9 - -Zt'L t.)41: 'c 1'L Dt5"u2ntfrtQ - - 4.1 - 1 S * Co?.) C. mmD r t.potiJautist 10/25/96 14:33 TX /RX NO.1989 P.006 U QCT 25 '96 14:39 P.7/6 ENG INERS- NORTHWEST 4 P S. WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 (206)(525-7560 - PAX* (11011) 122411111 JON N O.. JOB "A" -------. DATE SUOJECT-grAILLSO-• l� nwt CIO - L1 0 VIAAA SHEET I OF Orl E<0'. 14)4t-t. BY •■•••••••••••■ ,(t';1 c-E11.0. aclik; SE g S C • og, WS C06.161 bC P4 OEL S X 2..0 64 VUStic 1(0'' 12. 4tAG:to asosc Jo%btS 10/25/96 14:33 TX/RX NO.1989 P.007 • 'iWi 401M 'XK"z" KY..v'.M•••140 1. • , ••ew , w••v..«. ..,.w.w.riw.u .ntt.vs..Y •W141,.31 eMeaV•.V••:mcrbmV+ e.•.rover ,••m,a.entw.re.vtww , nt+».w + w.0 EN[�IIiIEERS Mc. P. 5 1'1'5 SGS9 Woodson Avenue NS. . • StAlly.S. WASHINGTON MS) USING so P4 f % l;C CONS-' Si 5rr Kgiu CAE (AM) - we OM OP . Puoct4E4 Jotsrj - IRS 1F CL11UL.tR, w1 CA1iIAla ` .:LS W1II 13*. 014 "Iu>c. e x 14. . 7( %9 6 4 S'tu 4 curry ' t ,Nua Ma') w i11 SE o & 'To vs*. t=oy `T•iS cci 1 I wG. S E. Si- t t • P. Ae9 crime RWEe.F it OP1RES 11/12/ q ego Jok AVul nJ 10/25/96 14:33 TX /RX NO.1989 P.008 .OIMiel re.prr•t.n a�nfs+MM.e+,t....n ■ ^,uw:uc�.z�:ie::o3w'^ ;r: so-. �xr. �:: naru:,:: �,. �+. u�-.-.......... �.._.,,.__ ._........+...- . «......�•en.:rnr 1a>.c+w�x a�nwnwu•w.- �w...�,�.... TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT TO: File # PRE96 -017 / 6 q( - 0 , w q FROM: Steve Lancaster SUBJECT: Riverfront Technical Park Piping of Pal Creek for access DATE: October 2, 1996 Based upon Ron Cameron's review of the August 15 Entranco letter to John Lang, and more specifically on Ron's memo to me dated October 2, I am hereby authorizing the piping of Pal Creek at Riverfront Technical Park as approved under an HPA permit issued by the Washington Department of Fisheries. This authorization is issued under TMC 18.45.080(d)(6). I find that this piping is necessary for adequate access. Steve Lancaster, Director Department of Community Development RVR FRNT.DOC INTER - OFFICE MEMO To: Steve Lancaster From: Ron Cameron Subject: Riverfront Technical Park access Date: October 2, 1996 The trip generation and distribution study identifies the need for an access on 27 Ave S. The facility will function with significant shift change volume peaks, i.e., there will be peak flow rates for short durations that are extremely high. These will affect emergency access to /from the site. The high peaks can be /will be coincident with other immediate area high peak rates...Boeing, Kenworth, Paccar, etc. The 27 Ave S access is necessary to distribute the internal site traffic to the Oxbow bridge and East Marginal where there are significant high peaks and LOS degradation and to the west along W Marginal and SR599. The 27 Ave S access will allow the site traffic to distribute to the west and reduce impacting the Oxbow route and East Marginal. It will also reduce queueing at the S 102 St access and emergency vehicle impacts. The 27 Ave S access is seen as necessary for the considerations of emergency vehicle access impacts, the distribution impacts to East Marginal and the high peaking, and ped traffic along S 102 St traveling between the trails. Bq( roaay SMOISSagLtRew /ti llWFj�i+!tlf; Dear Kelcie: Enclosure: As Stated cc: File i:nancys \wp\kcns \pcicr920.ltr Re: Permit PRE96 -017 SA&BEY CORPORATION Kelcie J. Peterson Permit Coordinator -Dept. of Community Development City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 September 20, 1996 As requested, enclosed is the original bond for improvements to S. 102nd Street. Sincerely, SABEY CORPORATION John W. Lang At � • Lead Architect A COMMERCIAL REAL ESTATE COMPANY 101 Elliott Avenue W. • Suite 330 • Seattle, WA • 98119.206/281.8700 • Fax: 206/282 -9951 bci ( c):o RECEIVED SEP 2 3 1996 COMMUNITY DEVELOPMENT ; 1Fa «'1fs +'.3Ct. "Je'L" rS°�5i1 UNITED PACIFIC INSURANCE COMPANY HOME OFFICE, PHILADELPHIA, PENNSYLVANIA IMPROVEMENT BOND SABEY RPO ION It lam, MI B RiEtniew w UNITED PACIFIC INSURANCE COMPANY By: cl TIM CHURCH Attorney -in -fact Principal ONO Bond No.0 272 89 51 ' KNOW ALL MEN BY THESE PRESENTS, that we SABEY CORPORATION, as principal, and UNITED PACIFIC INSURANCE COMPANY of Philadelphia, Pennsylvania, a Pennsylvania Corporation, authorized to do business in the State cf Washington, as surety, are held and firmly bond unto the City of Tukwila, as Obligee, in the penal sum of TWO THOUSAND AND NO /100THS DOLLARS ($2,000.00), lawful money of the United States of America, for the payment of which well and truly to be made, we bind ourselves, our heirs, executors, administrators and assigns, jointly and severally, firmly by these presents. WHEREAS, SABEY CORPORATION has agreed to construct in the City of Tukwila, the following improvements: provide striping on existing 41" wide asphalt street for 5" wide pedestrian walkway on north side of S. 102nd between S. 27th and frontage road adjacent to east side of Riverfront Technical Park. NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall construct, or have constructed, the improvements herein described and shall save the Obligee harmless from any loss, cost or damage by reason of its failure to complete said work, then this obligation shall be null and void; otherwise to remain in full force and effect. Signed, sealed and dated this 17th day of SEPTEMBER 1996. THE FACE OF TH • • • CUMENT HAS ACOL"ORED`.BACKGROUND' O • lTE PAPER RELIANCE SURETY COMPANY UNITED PACIFIC INSURANCE COMPANY 'KNOW ALL MEN .BY'THESE "PRESENTS; that RELIANCE SURETY COMPANY is'a corporation duly organized under the laws of the State of Del ;.aware, and that RELIANCE INSURANCE COMPANY and. UNITED PACIFIC INSURANCE COMPANY, are corporations duly organized under the laws of the Commonwealth of Pennsylvania and that RELIANCE NATIONAL INDEMNITY COMPANY is a corporation duly organized under the laws of the State of Wisconsin (herein collectively called "the Companies ") and that the Companies by virtue of signature and seals do hereby make, constitute and appoint Susan B. Larson, Tim Church, Lawrence J. Newton, Marsha Clesson, Cynthia L. Jay, Carl Newman, Peter H. Hammett, rJohn.N. 'Zefkeles, , Victor E. °Parker,: of Seattle, Washington their true and lawful Attorney(s) -in -Fact, to make, eiecute, seal and deliver for and on 'their • behalf,` and as' their act 'and deed any and all bonds and undertakings of suretyship and to bind the Companies thereby as fully and to the .same extent as if such bonds and undertakings and other writings obligatory in the nature thereof were signed by an Executive Officer of the Companies and sealed and attested by one other of such officers, and hereby ratifies and confirms all that their said Attorney(s) -in -Fact may do in pursuance hereof. This Power of Attorney is granted under and by the authority of Article VII of the By -Laws of RELIANCE SURETY COMPANY, RELIANCE INSURANCE COMPANY, UNITED PACIFIC INSURANCE COMPANY, and RELIANCE NATIONAL INDEMNITY COMPANY which e, provisions are.now in full force and effect, reading as follows: ARTICLE VII - EXECUTION OF BONDS AND UNDERTAKINGS "-'1:: The Board of Directors, the President, the Chairman of the Board; any Senior Vice President, any Vice President or Assistant Vice President or other officer designated by the Board of 1Directors shalt have power and authority to Ia) appoint Attorney(s)- in•Fact and to authorize thorn to execute on behalf of the Company, bonds and undertakings, recognizances, contracts of Indemnity end other writings obligatory in the nature thereof, and lb) to remove any such Attorney(s) -in -Fact at any time and revoke the power and authority given to them. '2. - Attorney(s) -(n -Fact shall have power and authority, subject to the terms and limitations of the Power .of Attorney issued to them, to execute deliver on behalf of the Company, bonds and undertaktngs;'recognizances, contracts of Indemnity. and other writings obligatory In the nature thereof. The corporate seal is not necessary for the validity of any bonds and undertakings, • eeognizances, contracts of Indemnity and other writings obligatory in the nature thereof, , •i;;; 3,' •'Attorney(s) -In -Fact shall .have power ,and 'authority to execute affidavits required to be' attached to bonds „recognizances, contracts of Indemnity or other conditional or obligatory undertakings and they,shall also have power and authority to certify the financial,stetement of the Company and to copies of the By -Laws of the Company or any article or section thereof. , ',.,:This Power,of'Attorney is and sealed by facsimile under by authority of the following resolution adopted by the Executive and Finance Committees of the Boards of Directors of Reliance ' :Insurance'Campany ;'.United Pacific Insurance Company and Relience`Natlonal Indemnity Company by Unanimous Consent dated as of February 28, 1994 and by the Executive and Financial `.",Committee of the Board of Reliance Surety Company by Unanimous Consent dated as of March 31, 1994. 14.i , 'Resolved that the,signatures of such directors and' officers and the seal of the Company may be affixed to any such Power of Attorney or any certificates relating thereto by facsimlle,end any _ such,Power -of Attorney or certificate bearing such facsimile signatures or I acsimile seal shall be valid and binding upon the Company and any such Power so ' executed'and certified by facsimile signatures and facsimild 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, the Companies have caused these presents to be signed and their corporate seals to be hereto affixed, this July 19, :1996,: ;STATE OF Washington COUNTY OF King;.” , ) ss. On'this; July 19,' 1996,; before me, Janet Blankley, personally appeared Mark W. Alsup, who acknowledged himself to be the Vice President of the Reliance Surety. Company, and the Vice President of Reliance Insurance Company, United Pacific Insurance Company, and Reliance National Indemnity Company and that as such; authorized to do so„ executed the foregoing instrument for the purpose therein contained by signing the name of the' corporation by himself as its'duly authorized, officer. In witness whereof, I hereunto•set my hand and official seal, - RObyn Assistant Secretary of RELIANCE SURETY COMPAN INSURANCE COMPANY, UNITED PACIFIC INSURANCE COMP- ANY; and RELIANCE NATIONAL INDEMNITY COMPANY do hereby cerii y that the above and foregoing is a true and correct copy of the Power , • ;of Attorney executed by said Companies, which is still in full force and effect. , • IN WITNESS have hereunto set my and affixed the sE;als of said:Companies this 1 7 th day of SEPTEMBER . 96 ADMINISTRATIVE OFFICE, PHILADELPHIA, PENNSYLVANIA POWER OF ATTORNEY AELIANCE INSURANCE COMPANY RELIANCE NATIONAL INDEMNITY • COMPANY RELIANCE SURETY COMPANY RELIANCE INSURANCE COMPANY UNITED PACIFIC INSURANCE COMPANY RELIANCE NATIONAL INDEMNITY COMPANY Notary Pub is in and for the State of Washington Puyallup Residing a THE BACK OF THIS DOCUMENT CONTAINS AN ARTIFICIAL WATERMARK - HOLD AT AN ANGLE TO VIEW Dear Kelcie: Re: Permit PRE96 -017 Public Works Comments g : \const \project\seatt1e \I996s96 7038\corres \pennit.Itr • SABEY • CORPORNIION September 18, 1996 Kelcie J. Peterson Permit Coordinator - Dept. of Community Development City of Tukwila 6300 Southcenter Blvd. Suite 100 Tukwila, WA 98188 A COMMERCIAL REAL ESTATE COMPANY 101 Elliott Avenue W. • Suite 330 • Seattle, WA • 98119.206/281 - 8700 • Fax: 206/282 - 9951 RECEIVED CITY OF TUKWILA SEP 1 8 1996 PERMIT CENTER This letter is the attachment to the City's revision submittal form for the referenced project permit application. Each comment by the Planning and Public Works Departments will be addressed separately. Planning Development Comment 1. Regarding the necessity for site access from 27th Ave. S., please reference the Entranco letter dated 8/15/96. (See Exhibit A) This site access was endorsed by Ron Cameron, Public Works, 9/16/96. In response to the piping of the stream, please reference the HPA application dated 9/13/96. (See exhibit B) This application with attached drawings outline the piping solution as directed by the Washington State Department of Fish and Wildlife representative. 1. Utility lines shown on drawing C -1 as requested. 2. The fire loop system does contain a State Department of Health approved double check valve assembly at point of connection to City Water. This fire loop serves both the USPS and Riverfront sites. A reciprocal use agreement has been established. RECEIVED CITY OF TUIC'•'OLA SEP 1 8 1996 PERMIT CENTER Kelcie J. Peterson September 18, 1996 Page 2 3. Reference Entranco drawing C -1 for cut/fill on both the existing parking lot and new parking lot addition. 4. A 7 -0" wide walkway is shown on drawings A1.1 and Cl. 5. In a meeting on 9/16/96, Ron Cameron and Joanna Spencer of Public Works requested that a "pedestrian pathway" be located on S. 102nd Street connecting the King County Trail to the West and Boeing jogging path to the East. Subsequent site measurements showed that the paved roadway was wide enough to allow a paint stripe to delineate this pathway. A bond has been posted for this work. (See exhibit C) Currently, legal counsel is researching the title report for the established easement prior to approaching the Desimone Trust for their review. There is no guarantee of their approval of this pathway. On July 8, 1996, representatives met with Steve Lancaster and John McFarland to discuss this project. Sabey Corporation then requested that frontal improvements (curb /gutter /sidewalk) not be made on S. 102nd Street due to the short length of public property. The same agreement held true on 27th Ave. S. as well as realizing that frontal improvements would cause significant damage to the adjacent PAL Creek. The next day, Steve Lancaster called Sabey Corporation to state that those frontal improvements would not be required. A pedestrian link from the King County Trail System to the building would satisfy pedestrian use patterns and requirements. This pedestrian link is shown on drawing A1.1. Not withstanding any prior discussion and understanding, on 9/16/96 Ron Cameron requested that Sabey Corporation endorse a Street Frontal Improvement Proportional Fair Share Agreement. (See exhibit D) He stated that it is extremely unlikely that this LID will be implemented. 6. The HPA permit for the driveway across PAL Creek is attached. (See exhibit B) Also included in the structural calcs for cover over the CMP as requested by Joanna Spencer in the 9/16/96 meeting. (See exhibit E) It is understood that work on this site access will not proceed until HPA approval. 7. The existing water main, tap location for irrigation systems and water meter are shown on drawing L2. g : \const \project\seattle \199es96 7038\corres\pennit.Itr • Kelcie J. Peterson September 18, 1996 Page 3 cc: Stan Palmer Phil Birk John Hughes File • Sincerely, We trust that each response satisfies the City's concern. We respectfully request a prompt approval as you are aware this project is well into construction and weather not conducive to sitework is quickly approaching. g:\const\pect\sea1e\s96jO3S\corresp\pennitI EXISTING PUBLIC TRAIL -p 0 f-- EXISITNG ASPHALT PAVING PRIVATE 0.681 .0 -,6 ® SaYO 021V0NVLS Il .0-,61 '.0-,41 .0•.61 .0-,91 RECEIVED CITY OF TUKWILA S E P 1 8 1996 PERMIT CENTER . ..rY.S'i ".hv�..�'�Y: ";tS $.T.;;•. w,v:. y ... ..i ... xv.r� ..`.i•n:•.w.. NEW PEDESTRIAN LANE MARKING, 4" WHITE PAINTED SOLID LINE, LOCATE ± 16' -0" FROM NEW CENTER LINE (5' -0" MIN. FROM EDGE OF EXISTING PAVEMENT). REMOVE EXISTING CENTER LINE, NEW 4" YELLOW PAINTED SOLID CENTERLINE, LOCATE ± 16' -0" FROM SOUTH EDGE OF EXISITNG PAVEMENT AND PARALLEL WITH EXISTING CENTER LINE. 133e1S ON ZOL H1fOS p 1 . I I .a.zC.D- ,zt�.o•,zt� Zos U U 0 U 0 U U 0 o U . n U u�i U $ \ o U S 0 0 ▪ U 5 U 4 v, 0 O 0 p ff U°� o U H '� U ' < U d U U = € Z U® o U U 0 0 0 o U - 0 U U 0 8 0 . a UU a U U v U O U U c o § 0 0 U N n U ^� 0 - ,0-,4z .0-,91 .0 .0 -,YZ ■ ' .0 - ,ri(5 i0-,Z(1 N 04 I ^ f PROPOSED PEDESTRIAN PATH ALONG SOUTH 102ND STREET. U U U U U U LL U U U U U SCALE ri 1 " =50' 0" PEDESTRIAN PATH EXTENSION 5' -0" WIDE, MIN. 'Iw � N 0 U U 0 0 0 0 0 0 0 titri• 400.0110000 25 50 75 100 125 D-.9Z .0 -,6 8 S8V0 0 YONV1S It E) E) PA1 4N LANE MARKING, 4" WHITE LINE, LOCATE ± 16' -0" FROM NEW 5' -0" MIN. FROM EDGE OF VENT). NG CENTER LINE, NEW 4" YELLOW CENTERLINE, LOCATE ± 16' -0" =DGE OF EXISITNG PAVEMENT AND EXISTING CENTER LINE. 'ON ZOl HIf10S 77 • !IT? r 0 U U 0 U U U U U U U U U U U U U U U U U 0 U U V "4 0 z .0-.41 I , .0-,Z PEDESTRIAN PATH EXTENSION 5' —O" WIDE, MIN. 0 - ,B1 rl z N O I - .0 -.6 6 SNVO ONVONV1S 41 1 �? L N �\ EXISTING BOEING JOGGING PATH EXTEND EXISTING PATH TO EXISTING PAVEMENT ) 9 , AJla ∎ .0 .ol - ,4Z AAI 3A 0 i I I it II ;OPOSED PEDESTRIAN PATH EXTENSION _ONG SOUTH 102ND STREET. LE = 5 0'- 0" 0 25 50 75 100 125 200 *0 S CORPORATION ARCHITECTURE CROUP CONSULTN TS DRAWING TILE: exHiPti REVISIONS 18 SEPTEMBER 96 ISSUE act MI O..,, N w W ,Mari/ OM/ ow, ha. O.lHW W, ., SNv..4 Iwar. M •• ,.M C. wt. ../N w.. may M,. ••..Y. rod P..var.., ..w, ....,,w 4.,..• .t.. sm., Cowmen niteRFRONT TECMCAL �a�a um* Voliketm DRAWING NUMBER: TA 1.1 PARTIAL SITE PLAN FILE: G: \ARCH\RNERFRi\CO5\J_PATNI.DWG PLOT: • PROJECT NUMBER: 5306 ORAWN B/: BOB CHECKED BY: JWL APPROVED BY: Based on the preceding checklist, I am sending copies of this application to the following: (check all that apply) O Local Government: for shoreline 0 Substantial Development • Conditional Use ❑ Variance • Exemption; or 0 Floodplain Management 0 Critical Areas Ordinance oa Washington Department of Fish and Wildlife for HPA O Washington Department of Ecology Approval to Allow Temporary Exceedance of Water Quality Standards O 401 Water Quality Certification Nationwide Permits O Corps Engineers for Section 404 or Section 10 permits) SECTION A - Use for all permits covered by this application. Be sure to also complete Section C (Signature Block) for all permit applications. 1. Applicant Sabev Corporation Mailing Address 101 Elliot Avenue W, Suite 330 Seattle, WA 98119 Work Phone: ( 206) 281 -8700 Home Phone: ( ) Fax Number: ( 206) 281 -0920 If an agent is acting for the applicant during the permit process, complete #2 & 3. 2. Authorized Agent Entranco Mailing Address 10900 NE 8th Street, Suite 300 Bellevue, WA 98004 -4405 Work Phone: ( 206) 454 -5600 Home Phone: ( ) Fax Number: ( 206) 454 -0220 3. Designation of Authorized Agent, if applicable: I hereby designate Entranco to act as my agent in matters related to this application for pe '(s). I • ; r» d that if a Federal permit is issued, I must sign the pe 't. 40( 9 /•!' Signature of Applicant Date ) 4. Relationship of applicant to property: 0 • 0 Purchaser © Lessee 0 Other ( 5. Name, address, and phone number of property owner(s), if other than applicant: AGENCY USE ONLY Agency Reference #: Date Received: SEPA Lead Agency: Other: RECEIVED -JARPA :APPLICATION FORM- CITY °I= TUICWILA - for use in Washington State - PLEASE TYPE OR PRINT IN BLUE OR BLACK INK SEP 1 8 1996 PERMIT CENTER Application Page 1 of 5 Location where proposed activity exists or will occur: Street Address 2811 South 102nd Street Seattle, WA 98168 City, County, State, Zip Code 0 .0 1000 ( 0,00 0 ,00 00[0.1 0 TAALFAVA00.0...0,0A.TANANAAANAA00,00 1.0.00.A.A. A. A A, 0 Waterbody Pal Creek DNR Stream Type (if known) 2 Tributary of' Duwamish River Legal Description: Tax Parcel No.: 042304 - 9190 -06 & 042304 - 9186 -02 NE SE 4 23N 4E th 1/4 Section Township Range . Describe the current use of the property, and structures existing on the property. If any portion of the proposed activity is already completed on this property, indicate month and year of completion. The existing 9.07 -acre parcel contains one building and a total of 4.97 acres of impervious area, including rooftops and parking lots. The existing 87,500 - square -foot building is being remodeled and adapted for Riverfront Technical Park. Current activity on this site includes parking lot expansion and grading. Is the property agricultural land? 0 Yes © No Are you a USDA program participant? ❑ Yes © No Describe the proposed activity, and the activity's purpose. Include expected water quality and fish impacts, and proposed actions to reduce the duration and severity of those impacts and provide proper protection for fish life. Complete plans and specifications should be provided for all work waterward of the Ordinary High Water Mark or Line, including types of equipment to be used, and for all work if applying for a shoreline permit. If additional space is needed, please attach a separate sheet. Proposed activities include the addition of one 49" x33" CMP arch culvert. The culvert will run parallel to 27th Avenue South and convey flows in a northerly direction in the ditch. No water quality or fish impacts are expected to result from the proposed culvert addition. The culvert is oversized such that the inside width of the culvert is greater or equal to the width of the watercourse. The culvert will be set 0,5 feet below the streambed level to facilitate potential fish passage. Riprap will be placed at each end of all culvert in order to minimize erosion. A backhoe will be used for installation and modification of the culvert. Work will be performed within the fisheries construction window. See attached figures for project location and plans. Preparation of drawings: See Appendix A - sample drawings and checklist for completing the drawings. One set of original or good quality reproducible drawings must be attached. NOTE: Applicants are encouraged to submit photographs of the project site, but these do not substitute for drawings. THE CORPS OF ENGINEERS REQUIRES DRAWINGS ON 8 -1/2 X 11 INCH SHEETS. Larger drawings may be required by other agencies. Application Page 2 of 5 9. Proposed Starting Date: ApprovaLite Estimated duration of activI.,: 3 -5 days Will the project be constructed in stages? ❑ Yes © No 10. Will any structures be placed: a. waterward of the Ordinary High Water Mark or Line for fresh or tidal waters? © Yes ❑ No b. waterward of Mean High Water Line in tidal waters? • Yes © No 11. Will fill material (rock, fill, bulkhead, pilings or other material) be placed waterward of Ordinary High Water Mark or Line for fresh or tidal waters? O Yes ❑ No a. If "yes," in fresh water indicate volume in cubic yards: <10 b. If `yes," in tidal waters, indicate volume in cubic yards waterward of the line of mean higher high water: 12. Will material be placed in wetlands? ❑ Yes © No If yes, impacted area: (acres) If yes: a. Has a delineation been completed? ❑ Yes ❑ No (If yes, please submit with application.) b. Type and composition of fill material (e.g., sand, etc.): c. Material source: d. List all soil series (type of soil) located at the project site, & indicate if they are on the county's list of hydric soils: Soils information can be obtained from the Natural Resources Conservation Service (NRCS), formerly Soil Conservation Service (SCS). 13. Will proposed activity cause flooding or draining of • Yes © No If yes, impacted area: (acres) wetlands? 14. Will excavation or dredging be required in water or wetlands? Cl Yes ❑ No If yes, volume: S5 (cubic yards) - a Composition of material removed: Sand bed material, mostly silty sand and organic silt b. Disposal site for excavated material: On -site c. Method of dredging: Backhoe 15. List other applications, approvals, or certifications from other Federal, state or local agencies for any structures, construction, discharges, or other activities described in the application (i.e., preliminary plat approval, health district approval, building permit, SEPA review, FERC license, Forest Practices Application, etc.) Also indicate whether work has been completed and indicate all existing work on drawings. Date of Date Completed? Type of Approval Issuing Agency Identification No. Application Approved Yes or No SEPA (DNS) City of Tukwila E96 -0021 June 25, 1996 July 26.1996 Yes Building Permit City of Tukwila B96 -0204 July 12. 1996 August 9, 1996 No Building Permit City of Tukwila B96-0218 July 23, 1996 August 22, 1996 No Storm Drainage Permit City of Tukwila PW96 -0231 August 5, 1995 August 9, 1996 No SEPA Lead Agency: City of Tukwila SEPA Decision Date: July 26, 1996 Application Page 3 of 5 16. Has any agency denied approval for the activity described herein or for any activity directly related to the activity described herein? 0 Yes © No lfyes, explain: SECTION B - Use for Shoreline & Corps of Engineers permits only: 17. Total cost of Project. This means the fair market value of the project, including materials, labor, machine rentals, etc. 18. Local government w/ Shoreline Environment jurisdiction: designation: Zoning designation: 19. For corps permits, provide names, addresses, and telephone numbers of adjoining property owners, lessees, etc., PLEASE NOTE: Shoreline management compliance may require additional notice — consult your local government. SECTION C - Complete for any permit covered by this application 20. Application is hereby with the information complete, and accurate. agencies to which t completed work. /4/7/4".41.. made for a permit or permits to authorize the activities described herein. I certify that I am familiar contained in this application, and that to the best of my knowledge and belief, such information is true, I further certify that I possess the authority to undertake the proposed activities. I hereby grant to the s ap i lication i - made, the right to enter the above - described location to inspect the proposed or 017/46 Signature of plicant or Au :: % d Ag -■ t (REQUIRED) Date 40F' 9/ S II° S'14' . of Landowner (REQUIRED if other than applicant) Date This application must be signed by the applicant. If an authorized agent is to be designated, the applicant must also sign at Item #3. 18 U.S.0 §1001 provides that: Whoever, in any manner within the jurisdiction of any department or agency of the United States knowingly falsifies, conceals, or covers up by any trick, scheme, or device a material fact or makes any false, fictitious, or fraudulent statements or representations or makes or uses any false writing or document knowing same to contain any false, fictitious, or fraudulent statement or entry, shall be fined not more than $10,000 or imprisoned not more than 5 years or both. Application Page 4 of 5 DO NOT SEND FEDERAL PROCESSING FEE WITH APPLICATION Nature of`ile'existiie Qoodway, delta; type's iiprap, and extent and ....:.1.�! _ C;CYCntth8 0 ��8n ; Y ?proXimgte Iocatic ype of s ne; :such as marine, stream lake, lagoon, marsh, bog, swamp, pl i6 er hi bank, Iow bank or dike material suc as sand; grayeF in clay, rock < .aa. 2 p ropos ed buii1dings or structures will exceed aad numbe=:of residential. units existi and f . a heigh of thi ti :five feetabovethe avera6e grade level indic a``''licati aconditional use or variance set forth in full that ttion of the master ro am which provides :.: : .:.;...:.;..::,...:.. ....: , . po mast p gr hick pre i that.the proposed use;inay be ai:coridition use or, in the case.of a variance, from. which the variance is being sought: These Agencies are Equal Opportunity and Affirmative Action employers. For special accommodation needs, please contact the appropriate agency from Appendix A. Application Page 5 of 5 VU a ,,11.1 1.,..1 ms.+..+.»nma..-..nawe”. . wwrr*s +».mw....,......n...., r,...,., -,.. ?go T LOc.ir no/J LAT. 47 ° 3o t So" Izt4G . 122 17 3; s EAM GgosSIJ6 E N T R A N C O NO Scdl6 'wc#°t r Q� RECEIVED �1 CITY OF TUKWILA a U SEP 1 8 1996 PERMIT CENTER • 1,....IIPI.:t:L're•Vi4;'..■•7.4,!;,41••4.,..74.7..•••.:1•••••.,•.„,„.,„,,....,..„,„,.____•,.....,.....,•••.,_,,,,,......,...,.•••••••••/•,•10••••••■•,••••■•••■•••Y••••••••••••••••■•••1.•pnrcro••••••■••fter,e,•••••••••••••••■.•eM,••••••”••••*■,•••••••,••••••.•••,••••••*•..,kt•■•M,••••••••*••••••••••••■11. • S . • • /5. CIO \ N, \ ss. • S• 14. 15.0 14.A E N TR A 13 N CO i 1 .. ASPHALt -PEDESTRIAN WALKWAY ,--SEE ARCHITECTURAL 'SfTE PLAN ,• . '•"\&.,..5 ( .13 \--'\---'11 c 5_.._ 16 - c. '-'- e ••.... \ s. i --...... -.^. - -.....z . - (.7 .l -- --__ ....._ , \ .... -- --"- ---, -.., --- >1 l - --,...,,........ --- -c--.:,. - ., * "' _._. ... \ L. - I \--, \ •C- '\ ■ • RECEIVED CITY OF TUKWILA SEP 1 8 1996 PERMIT CENTER ".. ••• .-\ 15.0 - 14.5 •••■■ 1 ,"•• S. 49 ARCH CMP R1P,E \ \ \, • , 0:5!,BELOW EX. S (FIELD i.VERIFY); • / , R1PRAP-AT■PRE---ENDS (MAX 1/2:1 SLOpE) FOR r... '' PROTECTION: s _-... - .77 , 77V . 1 4 \ --- - •• REMOVE , - EX.::-. - 2:ALDER AND--_ , { PLANT NEW-ALDEEE 1 2 ' ----,, \ . M : CREEK - BANK ----- -- - 2:. - -:-... )\ DOWNSTREA --' ..••••"? - ---. ------ CONSTRUCT 4'XIO' GRAF/EI S 5... ALONG STREAM BANK ;:::::.--;-:. .::. ...1_ ...\ ...... .__7. ,....z.. -- -.... z... ": „. .-- . ..., - --,............ . ........_Q ----,.,,-,--__-_:-______ 7 . n ,,,, , ■v -•-■ -.., 1E.--8-z- ---. --- 7" ‘.........„ ---- .Z: •-•.. . k I -."•■• • ' `---' \ - - \ .:2 ..---,:-:---. - - - --L_____:---.... \ . ---------_ \ 1 .7 2^ •v"---- 0 .,.. ! • ,, .,' ;\ .... --.... 4 .._•....... .: „ • L ---." ' /.•• • . - " , t,.... 9 . :1 ' '\,..--•----,,_)\--.■,....- •,•••-. ) , , N' _L. .T.,,, --" ... rt. .....' 1' /4.5 , . s1?-EM cg.o ss 1144 TZ-N er-Feot•rr PA4- 11414-MLA WA Fill Slope 1.5:I • cr..; c • • .• • • ••■73. 0 • • • • " 1 C • 4 :END VIEW . . „. , • . • I. •■•, .1.11 Ill • a 41 • 1 30' • • • E NTR A NCO DizoliiwAY lot ••• Road rill '.. • 1 ' • • • • • • .. ; • it • • VIEW • .7‘.; 1 .:**•:•; • s .".•"::""f: • . • *••••';',; .'•t" .1 • • • ,..;• • ,. . Flow • • • .111■••• ame ■■•11. ••■•• M./ Om.. ••■•■ •mo. • •••■• IMEINt PLAN VIEW '• ;t":•..t• • . 7 • • 4 r • • • • AtNei • 010 r • . . • RECEIVED CITY OPTUKWILA SEP. 1 8 1996 PERMIT CENTER •■• ••••••• wIlm• ■ esireambed level • 0 'N. 1• ••• • 1,.• • ) • •••," . • 1 • • • • . s•V Culvert Sei Below Streambed Level 0. . . tr • . • • • • 1-0 . r • V 10 N •• • • 4 /. • • • . 612.44kL: iseD a rs , ....2•1•••• o.sswG f..1 .ele.F40Nrr 'Feat. P4- T4yzwIL4 ilA 11 '96 09 :02AM TU<WILA DCD'PW ADDRESS: PARCEL NO: SEA: /TWN /RN13: LEAD AGENCY:• . ...............�...... ....,..�..- .. +..$_._. . .... DESCRIPTION OF PROPOSAL: CITY OF TUKWILA DETERMINATION OF NONSIGNIFICANCE (DNS)' • CITY OF TUKWILA DEVELOPMENT OF A 726 STALL PARKING LOT PROPONENT: SAM CORPORATION LOCATION OF PROPOSAL, INCLUD I•NQ STREET., •11DDRESS, If ANY: 2811 '•S' 101 ST 042364 -9182 ' '. 04/23/04 ' •., FILE NO: E96 -0021 •1 P:2 RECEIVED CITY OF TUKWILA 6 E P 1 8 1996 PERMIT CENTER The City has determined•that.the proposal does not have•a probable s19n1fic;ant•adverse impact on the environment. An environmental impact statement (EIS) ls.not required under RCW. 43.21c..030(2)(c). This decision was made rafter reV i ew of a completed •nv i ronmenta'1 checklist and other information .0 file with. the lead agency. 'This inform tion is•available'to tha.public or request. • 4•*44** R*•4i4 ** M4*4i44,44•Af*44+***i4**A*44i *444 **9*4'*** ***A0 M4'4*44***44•** *4•*A This DNS is i • sued ,under ,197 -11- 340(2). . db must be submitted by etv5.4.4. • t Z�, ISAV _ • . i_ `. The lead agency will not act on this proposal for 15 days. from t date''beloQ. :stave Lanaster,' Responsible Official City of Tukwila, .(206) 431 -3680 . 6300 Southcenter Boulevard Tukwila, WA; :98183. Copies of the procedures for SEPA appeals are available. with the Department of Community D *velopmebt., • Data • • • '96 09 :03AM TUKWILA DCD /PW P.3 MEMORANDUM RECEIVED CITY• OF TUKWILA SEP 1 8 1996 PERMIT CENTER TO: Project File .96-0021 FROM: Michael Jenkins RE: SEPA review - staff evaluation of Environmental Checklist received June 25, 1996 DATE: July 24, 1998 Project Description: Site is located at 2811 S. 102nd. St. Project involves the development of parking for the proposed Riverfront Technical Park. Proposal includes the creation of a total of 726 parking stalls, comprised of 450 standards stalls, 261 compact stalls and 14 stalls for handicapped individuals. Project will include the potential Import of 3,000 cubic yards of soils for filling and grading to achieve desired parking spaces. Agencies with jurisdiction: Washington State Department of Fisheries Comments to SEPA checklist: Pg. 3, question A (12); Address has been changed from 10710 West Marginal Way South to 2811 S, 102nd, per request by Fire Department. Pg. 4, section 3(a): PAL Creek is not rated on City documents or maps, but has been assessed by Tukwila's Urban Environmentalist on July 23, 1998 as a Type 2 watercourse. Proponent to install oil/water separator in storm conveyance system. A use agreement between proponent and adjacent property will be filed regarding the shared use of storm conveyance system. Pg. 5, section 4(a): Property includes a mature stand of 35 foot maple at N.E. corner of property that applicant has indicated may be removed to accommodate storm drainage system. Additional landscaping to be Incorporated Into parking lot. Pg. 6, section 5(a): Widely held by Department of Fisheries and other interested parties that PAL Creek provides a habitat for Salomonid and other fingerlings. Pg. 14, section 14: Proposal includes new access point to site from S. 102nd and 27th Ave., S. 27th Ave access Includes proposal to construct 24' driveway crossing PAL Creek in its surface water course. • '96 09 :03AM TUKWILA DCD'PW SEPA review - E96.0021 - Rlverton Technical Perk - 2811 S. 102nd St July 24, 1900 Summary of interdepartmental comments: • PW: A land altering permit will be required due to filling and grading of 3,000 cubic yards of soil. Summary of Primary Impacts: • Earth • Air Generally flat terrain composed of silty sands and gravel. Approximately 3,000 cubic . yards of filling and grading will occur to support parking. Approximately 85% of project will be covered with impervious surfaces. Temporary erosion control devices to be used during construction, if needed. Emissions will occur during construction, however no increases in exhaust emissions are expected as a result of project. No mitigation is planned due to negligible levels. • Water Project lies adjacent to PAL Creek, a Type 2 watercourse. PAL Creek runs west of property into a culvert, diverting watercourse underground to outfall at Duwamish River. Proposal does not fall in 100 year flood plain nor does it require surface water diversions. Project does not includes ground water diversions. Surface water runoff will be collected Into existing storm conveyance system, which will be modified. As proposed, project does not comply with regulations in Tukwila's Sensitive Areas Overlay, Zoning Code section 18.45, et seq. • Plants A variety of plants are found along PAL Creek area, including mature deciduous trees, shrubbery Including Scotchbroom and Blackberry, wet soil plants that Include . ... cattail and a variety of native grasses. Water plants are also found, although not Identified as to type. A mature stand of maple trees are located along north property line extending approximately 75' to the east property line. Trees are approximately 35 feet In height, Landscaped area also located along east property line approximately full length of building. • Animals PAL Creek area of project contains Salomonld other fingerling species. Existing stand of trees along north property line may be habitat for mammals or birds. • Energy /Natural Resources Electricity will bo needed to effectively light parking lot. Site lighting will conform to Washington State non - residential energy code (WSNREC) standards, • P.4 11 '96 09:04AM TUKWILA DCD /PW P.5 9EPA review • E90-0021 Riverton Technical Petit- 28119. 102nd St. July 24, 199E • Environmental Health No known health hazards, toxlcs or hazardous materials associated with this project. Noise generated by project will occur during 7 a.m. to 6 p.m. construction' period, lasting several weeks. No measures to mitigate or reduce noise are required, • Lend/Shoreline Use Site is a vacant portion of a property adjacent to a proposed two story multi- tenant office structure. Site and all adjacent properties are zoned Manufacturing and Industrial Center /Heavy (MIC /H). Proposed parking lot is not In Shoreline zone, but is located adjacent to PAL Creek, a type 2 watercourse. Parking lot will serve proposed multi- tenant office use. • Housing No housing demolition or housing proposed for site. • Aesthetics No structures to be proposed. Light poles, approximately 35 feet In height, to be installed. • Light and Glare Parking lot light poles will produce minimal glare. • Recreation No known impacts. • Historic/Cultural Preservation No known places, landmarks or objects. • Transportation Project is adjacent to public right -of way (27th Ave., S.) and private street (102nd Ave., S.) with access easement. Project Includes the Installation of a new curb cut at the S. 102nd access and the creation of an access point on 27th Ave., S., including a 24 foot driveway that will crossover PAL Creek, a Type 2 watercourse. A•- total of 726 parking spaces have been proposed, generating approximately 280 p.m. trips, assuming no change In land use or building size. No proposed management . plan for transportation impacts. Nearest transit stop Is approximately 1 mile. • , • ./ 11 '96 09104RM TUKW1) DCD'PW SEPA review • ESS-0021 • ' Riverton Technical Park - 2811 S. 102nd St. July 24, 1996 • Public Services No known Impact. • Utilities Recommendations: DNS Electricity, Sanitation, Water, Refuse and Telephone services will be required for , adjacent multi-tenant office building. •• sASEPAlaffe-0021 4 • .. P. 6 .09/18/96 11:39 FAX ENTRANCO ENGINEERS • SCIENTISTS. PLANNERS • SURVEYORS 10900 NE 8th Street, Suite 300 (206) 454.5600 Bellevue, Washington 98004 Date 9/17/96 Name John Lang Firm /Agency Sabey City Seattle Fax Number (206) 282 -9951 From Durwin Ritter Project/Promo Name Riverfront Technical Park Project/Promo No. 96024 -10 FACSIMILE TRANSMITTAL PLEASE DELIVER THE FOLLOWING PAGES IMMEDIATELY TO: DESIGN CLARIFICATION: Culvert at Pal Creek Crossing Sheet C1, Site Grading and Drainage Plans, dated 9 -13 -96 for the Riverfront Technical Park, indicate the installation of 50 linear feet of 49 "x33" arch CMP for the driveway crossing to 27th Avenue over Pal Creek. The recommended pipe manufacturer, CONTECH, requires 1 ft. minimum cover from the top of pipe to top of subbase (based on a H 20 live load). Our design has a minimum 1.2 ft. of cover to top of subbase, or approx. 2 ft. to the top of the driveway surface. The pipe should have a minimum thickness of 0.079 in. (14 gauge) and be of lock -seam or weld - seam construction. Hard Copy ( Will X No. of Pages (Including Transmittal Sheet) 4 ENTRANCO ENG. Will Not Be Sent If there are problems with transmission, call Durwin (206) 454 -5600 Place Transmission Sheet In File Box with Copy of Transmitted Material Fax No. (206) 454 -0220 1 001/002 CITY OF SEP 1 8 1996 PERMIT CENTER • ... .. Q 002/004 *09/18/96 09 : 46 FAX ENTRANCO ENG. \ I \ \ \\„. • \ .J\ \ \,, Y\4( • c r . D ■rs r • NN t-PEDESTRalf WALXWAY \ \ ASPHAL ARCHITECTRRAL STE PLAAT f j / / Pc) /5.0 14.6 t. I 0 "1) 1 • -- - • • '.„••• .•• ENTR A'NCO. .4.. :-,-- •-•. • \ ... .(* • ■ ,.: . • . . .. ..? ...." • ) . .... ...... .1 N. \ ...'. '— N., „.... - .. L.----... •.... - - - ---- . \-\ . ? • • ‘ • l • / v.- N \ I P .. N..... 7 ._•• ;INSTALL 49'433' ARCH CMP PIPE V \ • • ••- ‘ • 1 - s. •I,I S. 4 '1. \ k i 4.1 . It EX. srp_AAP (Fl _ RIPRAP (MAX. Oil SLOpE) FoA e?:' .....EROSADN PROTECTION.---... , A .. • rl,' — , ',..-:,,..:-.... - • -1,- : ':. .)- 1 • t '''..... - li EMOV.g ft .... • PLANT AIEW....ADER:7. • •-•„., CONSTAICT 4'XIO' GRAVEL STREAM '.... ' 7 ... ..... .. LACE(ClikEETOPS ALONG STREAM BANK • ... • - • .• --•••• 4114 _ 29 11 OR', 4, ..... 'to. /5. RECEIVED CITY OF TUKWILA SEP 1 8 1996 PERMIT CENTER i cgteac.. • ••• 4 ." I N s‘s 0 ... , t. .J \ . i .., : .. ..., / 'ali . • ); ''. •....... N• ...." ,::' I I .''........ i . " ... i „..... 14.5 14.5 i 0 •11., STF-F.Am cgoSSII44 ILNer...feopiT - rec“ . pAgy_ 'Thie-WILA; WAS :} 111 PA .J . %0 N I" E I V r CONSTRUCTION PRODUCTS INC. • 09/18/96 09:47 FAX ENTRANCO ENG. 003/004 Mama, • Olt Sptta,-$ :i:t1is:. • 12 1.44.Ynal6)1, tf..: S Ceetr i 1 11..P. ri.14, . i�:: ;e �. 414 7'i`: Odin Coved ift.i�.1)116:' • M i t j 0 :0 64 i ' r ''w•�R.Sp id'T}11aa 0.O79:a wl.fbiP4,1ti;, (.0:109:140.1 ; - ', 0.168 , :' ,•F -•.• :0. 12 248 310 310 18 21 x 15 15 15 21 199 248 248 0.064 12 18 18 24 166 207 207 18 24 21 21 0.064 142 178 249 249 42 x 29 24 24 I5 124 155 218 218 9 30 30 • 48 99 124 174 174 19 36 36 0.109 83 103 145 186 186 42 42 14 71 88 124 160 195 48 54 60 48 12 62 77 66 109 93 79 140 120 102 171 147 125 66 18 66 68 87 107 72 I 68 73 89 78 1 8 73 89 74 84 74 84 61 90 61 90 5 96 12 50 96 41 i a arSptt�,''•� SIn.'r, .. runtnium' � "' -' Cwer.', .; %'?'::in.= -._: � . '' 's .%t;:lMttaiiltallai Cali - -. 2t;ar u; �'',T ''1";; .0.0d{? t : • ;0 :100 •`=0 :131 , :' ,•F -•.• :0. 12 12 248 310 18 21 x 15 0.064 15 21 28 199 248 0.064 12 19 18 24 28 x 20 166 207 18 24 30 21 0.064 12 142 178 249 42 x 29 0.064 24 I5 20 124 155 218 9 14 30 • 48 57 x 38 99 124 174 19 54 36 0.109 9 83 103 145 186 0.138 42 14 19 71 88 124 160 195 48 12 62 77 109 140 171 54 60 18 66 93 79 120 102 147 125 66 I 68 87 107 72 1 8 73 89 78 24 74 84 61 90 I 50 96 2 4 41 . ' :a.,.Slr la::Sc� _ Y J •lMidimum SO!�� ` :Tlsieimeiii • _.A� '; xiur .. , Mtiid�um Hf • . t�of•J?Ul;ll�:' '.AS�•Jk th FbUbwfe( (or, 1 C R�. �± T� !tLlSrea.!tta' r s . : }'SSn ..F.qulvil : In, lnchari sa - - , ., .; } . �Sv "�r'� Y. ILL .:r :, ix:, i? . . r s" illieti ;,: 15 17 x 13 0.064 15 22 30 18 21 x 15 0.064 • 14 21 28 21 24 x 18 0.064 12 19 25 24 28 x 20 0.064 12 18 24 30 35 x 24 0.064 12 18 24 36 42 x 29 0.064 10 I5 20 .1, 42 49 x 33 0.079 9 14 19 A' • 48 57 x 38 0.109 ._..9. 14 19 54 64 x 43 0.109 9 14 19 60 71 x 47 0.138 9 14 19 66 - 77 x 52 83 x 57 0.168 0.168 9 10 14 15 19 20 ., •,fi . t CovRt.ftt, .,. `aa liocaa : 1 S .'zRi " 3 ^ • ; ,Sptiei6itl�'Thleiowi lea , :, i - 15 17 x 13 0.079 0.079 0.079 0.079 18 21 x 15 0.079 0.079 0.079 0.079 21 24 x 18 0.109 0.079 0.079 0.079 24 28 x 20 0.109 0.109 0.079 0.079 30 35 x 24 0.138 0.109 0.109 0.109 36 42 x 29 0.168 0.138 0.138 0.109 42 49 x 33 0.168 0.138 0.138 48 57 x 38 0.168 0.168 54 64 x 43 0.168 60 71 x 47 0.168 St, 1 004/004 CITY EC keight-of-Cover � If.A 2 x 1 /2" PERMIT CENTER ,09/18/96 09:47 FAX r� Corrugated Steel Pipe q•veg ace Pi PE- Co V 1. / 6 (roe OF • 6^4P 7a The of SC BASE H 20 Live Load') 'From top of pipe to top of subgrade. H 20 Live Load-Pipe-Arch(1) (2) Minimum cove from top of pipe•a ch to top of subgrade 1 f (1) These tables are for lack -seam or weld -seam con- struction. They are not for riveted construction. Consult your Contech Sales Engineer for height -of -cover tables on riveted pipe. I✓c,e■t. 13.3 fztThe haunch areas of a pipe-arch are the most critical zone for backfdling. Extra care should be taken to provide good material and compaction to a point above the springllne P 5H5 wE 80 Minimum cover is measured from top of pipe to '� . (. bottom of tie. t'.� NOTE: Tables are based on information from "Handbook of Steel Drainage and Highway Construction Products," third edition, American Iron and Steel lnstitute.1983. ENTRANCO ENG. E 80 Live Loadilli E 80 Live Load - Pipe- Archf The above tabk is an empirical gage table based on experiences. to /' (r4-56 G4200E6 EL 13. 1 DR wAY 13 r+ZrlW4f.` - n4 ICICive 5 35rr cr• 2.92.1 DATE: PROJECT NAME: CONTACT PERSON: SHEET NUMBER(S) SUBMITTED TO: CITY (.7 TUKWILA Department of Community Development Building Division-Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 REVISION SUBMITTAL I mA6 PLAN CHECK/PERMIT NUMBER: 17 /b -61 riverKrorl 0.1Afix rprit PROJECT ADDRESS: 1(12 JO W. thtib PHONE: REVISION SUMMARY: K A196freP befier/ Wilrb 1 Pr osetiot 4 afo okrce "Cloud" or highlight all areas of revisions and date revisions. CITY USE ONLY (e.f Wq. e40 RECEIVED CITY OF TUKWILA SEP PERMINTFR ieCI 3/19/96 September 6, 1996 Mr. John W. Lang Sabey Corporation 101 Elliott Avenue West, #330 Seattle, Washington 98119 Dear Mr. Lang: Building Department: Fire Department: Planning Department: City of Tukwila Department of Community Development SUBJECT: REVISION LETTER #1 Development Permit Application Number PRE96 -017 Riverfront Technical Park 2811 S 102 St This letter is to inform you of revisions that must be addressed before your application for development permit can be approved. All revision requests from each department must be addressed at the same time and reflected on your drawings. The following are comments from each of the reviewing departments: 1. Planning needs additional information to be able to approve this project. The applicant is proposing to construct a new crossing over a Type 2 watercourse, so the requirements of the Sensitive Areas Ordinance must be met. The applicant must demonstrate that the stream crossing proposed for the west side of the parking lot is necessary and has the least amount of adverse effect of any alternative. The applicable parts of the Sensitive Areas Ordinance are: No Revision Comments No Revision Comments. FILE COPY Steve Lancaster, Director Contact Nora Gierloff, Associate Planner, at (206) 433 -7141 if you have any questions regarding the following comments. John W Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 • Mr. John W. Lang September 6, 1996 Page 2 18.45.080(d) Watercourses (6) Piping (A) Piping of any watercourse should be avoided. Piping may be allowed in any watercourse if it is necessary for access purposes. Piping may be allowed in Type 3 watercourses if the applicant complies with the conditions of this section, including: (i) Providing excess capacity to meet needs of the system during a 100 -year flood event; and (ii) Providing flow restrictors, and complying with water quality and existing habitat - enhancement procedures. (C) Piping in a watercourse sensitive area shall be limited and shall require approval of the Director. Piping projects shall be performed pursuant to the following applicable standards: (ii) Where allowed, piping shall be limited to be the shortest length possible as determined by the Director to allow access onto a property. (iii) Where water is piped for an access point, those driveways or entrances shall be consolidated to serve multiple properties where possible, and to minimize the length of piping. Public Works Department: Contact Joanna Spencer, Development Engineer, at (206) 433 -0179 if you have any questions regarding the following comments. 1. Show all utility lines, both existing and proposed, serving the building. Show location and pipe size for water, sewer, fire loop and existing sewer and water main in the street. 2. Verify in writing that the fire loop system for the building contains a State Department of Health approved detector double check valve assembly. Mr. John W. Lang September 6, 1996 Page 3 3. Provide land altering earthwork calculations for the amount of cut and fill for modifications of the existing parking lot and for the new parking lot addition. 4. Show new asphalt 7' -0" wide walkway across 27th Avenue South on sheet C1. Revise street call -out on sheet A1.1 to read 27th Avenue South. 5. Provide an agreement for the pedestrian trail connection on South 102 Av. Construct frontal improvements along South 102 Av. (curb /gutter /sidewalk) and provide a Proportional Fair Share Agreement for frontal improvements of 27 Av S. 6. Provide a copy of the HPA permit for driveways with culvert across Pal Creek. 7. Show existing water main, tap location for proposed irrigation system, specify size, type and location of irrigation water meter (deduct or water only water meter) on sheet L -2. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. Sincerely, Kelcie J. Peterson Permit Coordinator Enclosures CER1 MAIL (also sent via fax on 9/6/96) File: PRE96- 017x. TO: DATE: cad) TITLE :C gab FR . C 1 c i ' .- Pe COMPANY: TI p ier • nnt+. Loos d. DEPARTMENT: DEP • ' ENT a Ai di • FAX ao vii M :'Y f W S93Sb�ftNfor; . -. ,,SOC ONTMg...4.% t?.*A7.'+,44a',5W4,?X`*. e:V/X6... . hr R v»aer..s�w•ob✓mwfiaWn46: y5a»»: cx+�si»�tgsrzya: l �+ eu�aion LQJ4€J" #I IF THIS COMMUNICATION IS NOT CLEARLY RECEIVED, PLEASE CALL: DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 Southcenter Boulevard, Tukwila WA 98188 CITY(. r TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT NUMBER OF PAGES TRANSMITTED, INCL. THIS COVER SHEET: FAX NUMBER: (206) 431 -3665 SENT BY (INITIALS) : _ ' X31-3 .7 D.. rM9YM:>..M9k MIXMAM G4�%YiA7�dSYfkS3759MA.. r r r McASM Yd9>J .. ? :ZMW.S ;93PZ~S;.fY:903PY,MFiYaSS. 2X:IRV ::(4or,HiWM-X ^..444: j,Y:!t 5 W:<:"S'J.:MY,39'+'/A~> ",Yvy. My W50.%.. Office: (206) 431 -3670 06/16/80 TRANSMISSION RESULT REPORT (SEP 09 '96 08:47AM) TUKWILA DCD /PW C4,.1/.0 O29C ISi► (902) :a Q THE FOLLOWING FILE(S) ERASED FILE FILE TYPE OPTION TEL NO. PAGE RESULT 065 MEMORY TX 9 *- 2810920 05/05 OK (AUTO) ERRORS 1) HANG UP OR LINE FAIL 2) BUSY 3) NO ANSWER 4) NO FACSIMILE CONNECTION 98(86 bA1 ullaPPIL "Pmnalnoo JaP 0089 ZN2Nc1072,A,SCI .LLIMfmrwoo at) I iW TalVJJQ ?MD t/ 'd 'QUAI2OH x12a'I3 JON 91 NOLLV3INI11F WO0 SI11L all Subject: Riverfront Technical Park Project No.: PRE96 -017 PW Plan Review Comments (Sheets: C1, C2, C3, C4, G0.1, A0.1, A0.2, A1.1, L -1, L -2) c H-ctio 1. Show all utility lines, both existing and proposed, serving the building. Show location and pipe size for water, sewer, fire loop and existing sewer and water main in the street. 2. Verify in writing that the fire loop system for the building contains a State Department of Health approved detector double check valve assembly. 3. Provide and altering earthwork calculations for the amount of cut and fill for modifications of the existing parking lot and for the new parking lot addition. 4. Show new asphalt 7' -0" wide walkway across 27th Avenue South on sheet C1. Revise street call out on sheet A1.1 to read 27th Avenue South. 5. Provide an agreement for the pedestrian trail connection on South 102nd Avenue. Construct frontal improvements along South 102nd Avenue (curb /gutter /sidewalk) and provide a Proportional Fair Share Agreement for frontal improvements on 27th Avenue South. 6. Provide a copy of the HPA permit for driveways with culvert across Pal Creek. 7. Show existing water main, tap location for proposed irrigation system, specify size, type and location of irrigation water meter(deduct or water only water meter) on sheet L -2. q:\m ikekom river.doc AUG 30 '96 04 r O'r'PM TUKWIL ^ DCD REVISION SUBMITTAL DATE: 9 /4 /(o PROJECT NAME: REVISION SUMMARY: SHEET NUMBER(S) SUBMITTED TO: cny OF TUKWILA Department of Con,mun/ty Development Building Division- Permit Center 6300 Southcanter Boulevard, Tukwlla, WA 98188 Telephone: (206) 431 -3670 v� �LG PLAN CHECK/PERMIT NUMBER: A c16, ' Oa.b �{ ('M PROJECT ADDRESS: 11 S j001. ST. TOK L Y' L.A4 WA. CONTACT PERSON: Fs M S D- &O &So&) . PHONE: ? 4'3 - ckss �-� ,(R.Qcj III I q "Cloud" or highlight all areas of revisions and date revisions. P. 2 RECEIVED CITY OF TUKWILA SEP 0 6 1996 PERMIT CENTER 08/30/96 16:08 TX /RX NO.0315 P.002 3/16/96 15n..': 't.'.:... /.Y rv..�...,w.... ••V�'SV"nY!S:z-.`f:Y:S:s. .. "i {.n�!,`�f"::�1:: n1v.':NL..a4.14in . tRY',^ iiY;.'!." rxi^. YI S^; YlCtib' N: SaR} F�"' r` t�, Xw�;- r: AM1^ 5V7.74?'t,*xWit`!k?itv.taYusnos ro. ttmluAdJffi 09/05/96 TAU 16:57 FAX 206 281 0920 DAS CONSTRUCTION , -, -, -, USPS 00 /05 /96 16:30 FAI 20652261. NOR ST ' fr w r September 5, 1996 DAS Construction Corporation 101 Elliott Avenue West, Suite 400 Seattle, WA 98119 ATTN: Gary Atkinson RE: Riverfront Technical Park Gary: • Per our discussion, It is ecceptsble to shotcrete the concrete piasters as well as the door infilis. Reinforcing, thickness, and concrete strength remain es shown on the plans. Sincerely, ENGINEERS THWEST, INC. P.S. Raichle, P.E. Vice President ENGINEElitS NW 09/05/96 17:01 X001 001 RECEIVED CITY OF TUKWILA SEP 0 6 1996 PERMIT CENTER TX /RX NO.0458 P.001 %" {'.; !' 'Sfit�. :`;3";: i' •' .,rt�7. _T>! y;n. at+i.. t," x' x.+'�' - '.+y'• Mi'?� „a:r� ,' , "t' . . e; ti ; fn C ^ . . W;i V 54i.,, 7'F s- .a�..UtYi'u�C:l'�z:.. �Y. {..n 4Y•d` �f ..,: -Y. ?. i..U•..6.t�"��:* ? -.' ��? �i.' hl t; sr�; ay% ii+ `o�i�4;,��cils�'.k;.,u..�f�..,.a r:�l.,t . a.+` �a�•.,»! 1,... x .,.,�r".�'.F.�A��27 ",1':i.Kr[x, ..�ira,l`mtvoiry ` TO: Kelcie Peterson, Permit Coordinator FROM: Nora Gierloff RE: Riverfront Technical Park PRE96 -017 DATE: August 28, 1996 MEMORANDUM Planning needs additional information to be able to approve this project. The applicant is proposing to construct a new crossing over a Type 2 watercourse, so the requirements of the Sensitive Areas Ordinance must be met. The applicant must demonstrate that the stream crossing proposed for the west side of the parking lot is essential and has the least amount of adverse effect of any alternative. The applicable parts of the SAO are: 18.45.080 (b) Permitted Uses Subject To Administrative Review - The following uses may be permitted only after administrative review and approval by the Director: (2) Construction of new essential streets and roads, rights -of -way and utilities; (d) Watercourses (4) Essential Streets, Roads and Rights -of -Way. (B) Essential streets, roads and rights -of -way must be located to conform to the topography so that minimum alteration of natural conditions is necessary. The number of crossings shall be limited to those necessary to provide essential streets. (6) Piping (C) Piping in a watercourse sensitive area shall be limited and shall require approval of the Director. Piping projects shall be performed pursuant to the following applicable standards: (ii) Where allowed, piping shall be limited to the shortest length possible as determined by the Director to allow access onto a property. (iii) Where water is piped for an access point, those driveways or entrances shall be consolidated to serve multiple properties where possible, and to minimize the length of piping. CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 • • REVISION SUB[ CI`h DATE: 6' 7-- qea PLAN CHECK/PERMIT NUMBER: Q U c7 r(p — 02o4 - PROJECT NAME: )/ U 1 r 7 c --HAJJ v . /! � PROJECT ADDRESS: 281/ -Z- 4. /0 2 Sr _& CONTACT PERSON: [JGIJ L4'J6 A. 1.h. PHONE: 28/ - 8700 REVISION SUMMARY: PEZ C-/r/ (IF" ivKvU /2A ,e -7- .375 y 4) gc6E2P Pcs5,97-7 SSoCr -- _AI - a - S SHEET NUMBER(S) 4 Or / ` / 1/v & "Cloud" or highlight all areas of revisions and date revisions. I7/17'd • SUBMITTED TO: &I /W /4k+ t7{1f7 46. 4. RECEIVED CITY OF TUKWILA PERMIT CENTER 3/1 9/96 Md,CoQ F11IM71111 WdEE : 0I 96, 00 9114 08/09/1996 10:30 206 - 255 -3099 R O B E R T )SS \'11)�)l A S S O C I A T E S i i) \.1 I:I'IAI: 1•:\.:I \ I I{s August 9, 1996 Very truly yours, Crys 1 Kolke CLK:3 ,e0e,e.e„ .\ I •W(WI.$$ION I. G1)WIh)k %1U) Sabey Corporation Architecture Group 101 Elliott Avenue Wont, Suite 450 Seattle, WA 98119 -4220 ROBERT FOSSATTI ASSOCIATES, INC., P.S. cc: Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 KOLKE F. Y. I. dill 8F,(3) \ V, I: \I 1; Sol T11 .1.1'ri idU �IC1'ITI,1:. \1•\sI11\f I 911111 1'I :I.I:I'II11 \I {: (206)621-IMO F1 \i (21Mil 62I.117.Ih Il II) IIUrl•,I.,Ik1:I'I' M\111,) 13 II \11111 ) 9J11 : laMOIM.Otig4aNwo Post -It' Fax Note 7871 Phone it DWf6Cy ► TO TtAa►rte..- Co/Dep. 07 1". Cn G Wilke✓ co. Fae Attention: Mr. John Lang Regarding: 96 -T -08 (Riverfront Technical Park) RFA #96102 -08 Dear Mr. Lang: We have received additional information on the proposed project and have reviewed it for compliance with the structural portions of the 1994 Edition of the Uniform Building Code as adopted and amended by the Washington State Building Code (Chapter 51 -30 WAc). We have no additional continents. We have forwarded the drawings, structural calculations, and soils information to the City of Tukwila for their records. Please forward a copy of this letter to the structural engineer of Engineers Northwest, Inc. RECEIVED AUG 0 9 1996 COMMUNITY DEVELOPMENT 96t08 "3.doc PAGE 01 MKS \' 1 1' 1 0 B E \ S S O C 1 •\ T E S I;U\SI I•ll \G It \GF\ x.w., August 7, 1996 Sabey Corporation Architecture Group 101 Elliott Avenue West, Suite 450 Seattle, WA 98119 -4220 Attention: Mr. John Lang Regarding: 96 -T -08 (Riverfront Technical Park) Dear Mr. Lang: We have received additional information on the proposed project and have reviewed it for compliance with the structural portions of the 1994 Edition of the Uniform Building Code as adopted and amended by the Washington State Building Code (Chapter 51 -30 WAC). Our comments follow: 1. The drawings need to reference the applicable soils reports and Foundation Modification letter by date and report number in the General Notes. 2. Pile reinforcing is to extend to 120% of the flexural length of the pile per Section 1809.5.1. The soils report indicates that the flexural length is 20 feet. Therefore, reinforcing should extend to 1.2 x 20' = 24' beyond the underside of the grade beam. Refer to Details D -3, F -3, and B -4. 3. Justify the spacing of transverse pile reinforcing shown in Section B -4. It does not appear to meet minimum requirements established in Section 1907.10.5. Is it intended to use #6 vertical reinforcing instead of #5 bars, as called out in this section only? 4. We do not find where the structural slab reinforcing is called out on the drawings. Was the reinforcing ( #4 @ 12" o.c.) intended to be called out in Section F -3? Please forward a copy of this letter to the structural engineer of Engineers Northwest, Inc. and respond to the above comments in itemized letter form. Resubmit two copies of revised drawings and one copy of revised calculations to our office, as required. Very truly yours, ROBERT FOSSATTI ASSOCIATES, INC., P.S. rys(Eal Kolke CLK:2 \ plioV SsI U. SF:R1I ;l•;.: (:1IRI l IR 1I II )\ cc: Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 101 SF:C(\I1 %% k \I r'1 1 Ill S um:;,11:i �h:lPfld:.�� »iii ;ill\9N1111 I I I I:I I I(1 \F;: (204il 1 - 11111.1 Em: (21)61 1121. ;11. :of I I I Mill 1 . N I k1:1:1 >I 11E2.10 1111 \III.) 1.1 11%1114.4Q; 7KI.IIIlu\I IlaPI?j :s I•h•rl I. IHUHI .i 1 •111111 RFA #96102 -08 RECEIVED AUG 0 8 1996 DEVELOPMENT 96t08 ^2,aoc August 7, 1996 Mr. John W. Lang Sabey Corporation 101 Elliott Avenue West, #330 Seattle, Washington 98118 Dear Mr. Lang: SUBJECT: REVISION LETTER #1 Development Permit Application Number B96 -0204 Riverfront Technical Park 2811 S 102 St • City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director This letter is to inform you of revisions that need to be addressed before your application for development permit can be approved. All revison requests from each department must be addressed at the same time and reflected on your drawings. The following are comments from each of the reviewing departments: Building Department: Contact Ken Nelsen, Plans Examiner, at (206) 431 -3677 if you have any questions regarding the following comment. 1. On the plan specifications and /or general notes, include additional reference regarding audible and visible alarms complying with Washington State Building Code Amendment Section 1106.15. Fire Department: No Revision Comments. Planning Department: No Revision Comments PublicAWorks: No Revision Comments The City requires that five (5) complete sets of revised plans be resubmitted with the appropriate revision block. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 Sent to MR JOHN W LANG Street and No. 101 ELLIOTT AV W 1330 P.O,. State and ZIP Code SEATTLE WA 98118 • Postage $ . Certified Fee 1. 10 Special Delivery Foe Restricted Delivery Fee Return Receipt Showing to Whom & Date Delivered 1.10 j" Return Receipt Showing to Whom, Date, and Addressee's Address q TOTAL Postage & Fees $ 2.52 a O 1 Postmark or Date �L!_ , ,V "( mat led .! 9(p JP Mr. John W. Lang August 7, 1996 Page 2 Sincerely, Latitem Kelcie J. Peterson Permit Coordinator File: B96 -0204 Ion Enclosure CER MAIL (also sent via fax on 8/8/96) 2 0 O aD M rn 1.1 111■MIne In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. Z 019 851 605 IE Receipt for Certified Mail No Insurance Coverage Provided win.% Do'not "use for International Mail ISee'Reverse)l NORTHWEST August 5, 1996 SABEY CORPORATION 101 Elliott Avenue west Suite 330 Seattle, WA 98119 ATTN: John Lang RE: Riverfront Tech Park Plan Review John: The following is in response to the plan review by Robert Fossatti & Associates. RECEIVED CITY OF TUKWILA AUG r UD 9 1996 PERMIT CENTER 1. A letter should be submitted by the soils engineer to clear up this issue. 2. An attached calculation covers the slab grade beam and pile capacity. 3. The live Toad has been revised on the General Note. 4. The north arrow has been corrected. 5a. Panel elevations have been clarified the direction NE, S, W have been corrected. The panels also are viewed from the outside which has been noted. b. All existing openings have been noted. The rest are new. c. Notes have been added to S6 to cover cutting and filling of openings. d. Panels are reinforced simply by adding pilasters. Note that only two of these originally had openings. 6. Yes, Panels 16 & 21 are solid. They have #4 at 16 H #4 at 10 V. The added reinforcing is shown in section A -4. 6 #8's were used rather than 4 #9. The 2 #5 are the existing edge bars in the panels. The maximum steel required is 4.57 in see L -26. The 6 #8 provides this steel, thus, there really is no need to utilize the existing edge bars. 7. L -27 does indicate that a steel angle would be added. However another note indicated that the 4 #5 chord steel which presently exists would be adequate. See attached calculation sheet. ENGINEERS NORTHWEST, INC. P.S. - STRUCTURAL ENGINEERS &AAA uinnni AWJ A%1 JI11 N r• Sr•Arn r WA oR „c (9f#1 c9c.7u11 FAX (9(1 599•RRAR ieir.Le ±FAVr li.0i: 'A*'. YF.'.+.eKrslu.wvw August 5, 1996 SABEY CORPORATION Riverfront Tech Park Page 2 of 2 8. A calculation is included as requested. 9. P -1 through P -4 apply to panels like #1 and #2. P5 through P7 apply to panels like #15 and #17. Typically these panels are presently solid. They have new openings. We intend to cut new 15' wide openings at the ground and 2nd floor levels. The calculations demonstrate that the existing steel is adequate to carry the additional Toads created by the opening except that the 2nd floor beams on the north and south walls are to be supported by new columns, or pilasters ar to be added. 10. P -11 is included with this response. 11. Details have been added for this frame. 12. The existing floor capacity is 250 psf. The CMU wall weighs 55 psf X 15 = 825 plf. The new floor loading will be Tess than 100 psf. Thus, the 825 plf is distributed over 5' to 6' of structural slab. The TJ's at the top do not bear on the wall. Adequate deflection space is built in. 13. Note added on detail. 14. P12 refers to the added columns in Panel 34 which are intended to laterally reinforce the panel because of the new opening. See revised plans. The column at 15 -G is an error and is removed from these plans. This should provide the clarification requested. Sincerely, ENGINEERS NORTHWEST, INC. P.S. obertLe. Raichle, P.E. Vice President RCR:jl ENGINEERS NORTHWEST, INC. P.S. - STRUCTURAL ENGINEERS 6869 W000I.AWN AVENUE N.E. SEATTLE.. WA 98115 (2061525 -7560 FAX 12061 522.6698 *Yne+7ea.t..wnvwd sv. ENG I N CRS- NORTHWEST (. -SIC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 - 6698 Joe No. SUBJECT `` JOB NAME 3 I.■ r1 . ac s4 ^ 35 SE �UIj� } 4 �� C_ . . VC- --� r2 4: 2- S 4/2 2e. c 9Y .2Q �� L 114 u 12 Y + .L/C i „' g s /.8 1 qs h 5= Yti • ,' /.9$ /S" ,1 *s ---> 'f C.' /Z u �) /X r �Z 7. � r 7 DATE -5. 96 SHEET F I OF BY r t.. 3.3 ) 1- — 3 4 4 - 3 v 4- tk ve l 50e4,41 roo ENG I 1 ERS - NORTH WEST ( rNC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206)622 -6698 Joe No. JOB NAME 221 U Lv DATE 2 - 3 - 9 SUBJECT SHEETZ 2 OF BY 9- /3 c _ v^ w -/l 9 ' . � .//1 C I ,,,,,:i s � U ) c_ _ ,55) - 3. 2 — ,2 s 34-1 G- s l x x 1 s ca % h /i /T f'�> ? IA; -��� ,47 < /.o ok- /7' /! /T/ T /7 3- /5 T-0 5cei 03.25 )z6 l • G • ENGIN Z.RS- NORTHWEST .JC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522-6698 Joe No JOB NAME SUBJECT e .xLf7 f �fDYr' L 1 1 4' DATE 4', G its c �+ y i z, . / ! /e. ✓c (1 r C Or. (� ,f�' /4" .. c T p/G �c /Is SHEET OF BY Engineers Northwest 68 Woodlawn Ave. N.E. . .Seattle, Washington 98115 206 525 7560 Fax 206 522 6698 STEEL COLUMN DESIGN COMM DAT AISC Section ts6x6xl /2 Axial Dead Load Column Height = 17 :eft Live Load Fixity @ Top . finned Short Tern Fixity @ Bottom : Pinned Unbraced Lengths... For Y-Y Buckling = 17.00 ft For X-X Buckling = 17.00 ft DESI© DATA Fy = 36ksi Load Duration Factor = 1.330 Live & Short Loads Don't Combine Sidesway... X-X Axis Restrained Y -Y Axis Restrained Effective Length Factors... Uniform Loads X -X Axis = 1.00 Y -Y Axis = 1.00 SECTION DATA Depth Width Top Thickness Web Thickness Area Weight rT. Ixx Sxx Rxx Iyy Syy Ryy F'ex DL +LL Fey (DIAL) F'ex (DL +LL +ST) F'ey (DL +LL +ST) V4.482 (c) 1983 -95 ENERCALC 6.00 in • 6.00 in = 0.500 in = 0.500 in = 10.400 in2 = 35.311 plf = 0.000 in • 50.5 in4 • 16.8 in3 • 2.20 in • 50.5 in4 • 16.8 in3 • 2.20 in • 17424 psi = 17424 psi • 23174 psi • 23174 psi X -X Axis Nonents: Y-Y Axis Nonents Point Loads Cu:x (DL +LL) Cn:y (DL +LL Cn:x (DL +LL +ST) Cn:y (DL +LL+ST) Top Bottom Btwn Ends Top Botton Btwn Ends X -X Axis Y-Y Axis X -X Y -Y Combined Stress Ratios... Formula 1.6 - la Formula 1.6 - lb Formula 1.6 - 2 = Actual & Allowable Stresses... Fa : Allowable = fa : Actual Fb:xx : Allow [F1 -6] _ " " [F1 -7 & F1 -8] = fb:xx Actual Fb:yy : Allow [F1 -6] _ " " [F1 -7 & F1 -8] _ fb:yy Actual = Max X -X Axis Deflection Max Y -Y Axis Deflection Intermediate Stress Calculation • 0.60 • 0.60 • 1.00 0.60 Date: 07/05/96 APPLIED WADS • 58.00 k "Y" Eccentricity • 0.00 k "X" Eccentricity • 0.0 k SUMMARY - Dead-- - Live- = 0.662 • 0.693 13.90 0.00 5.58 0.00 23.76 0.00 23.76 0.00 0.00 0.00 23.76 0.00 23.76 0.00 10.34 0.00 -0.289 in at -0.317 in at Values Cb:x DL +LL) Cb:y DL +LL Cb:x DL +LL+ST) Cb:y DL +LL +ST) Page: 0.00 in 3.00 in "Pc // - Dead- - Live- - Short- - E: Start - - - -- None -- • -- None - • -- None -- -- None -- -- None -- • -- None -- -- None -- -- None -- • 0.00 0.00 0.23 k /ft 0.00 ft 17.00 ft • -- None -- DL + ST - 0.690 0.578 13.90 18.48 ksi 5.58 5.58 ksi 23.76 31.60 ksi 23.76 31.60 ksi 0.00 5.79 ksi 23.76 31.60 ksi 23.76 31.60 ksi 10.34 10.34 ksi 8.50 ft from column base 9.86 ft from column base 1.75 1.75 1.00 1.75 ENGINEERS NORTHWEST, ZKW0601566 Steve Lancaster City of Tukwila Building Department 6300 Southcenter Blvd. Suite 100 Tukwila, WA 98188 Dear Steve: Please call me with any questions. cc: Laurent Poole John McFarland August 5, 1996 RE: Permit for Riverfront Technical Park I would appreciate your prompt response to provide the building department's comments on our plans submitted for Riverfront Technical Park. In our meeting with John McFarland on July 8, 1996 we stated that meeting the tenant's required schedule for occupancy was based on the City providing comments within two weeks of our submittal. We submitted plans on July 15, 1996 and expected City comments by July 29, 1996. As of today, we have not received City of Tukwila comments. We received Fossatti's comments on August 1, 1996 regarding the structural plans and our structural engineer is responding today. We need comments immediately so we can get a permit. We have fallen behind on this project and need your support to obtain a building permit as soon as possible. Respectfully, D.A.S. CONSTRUCTION CORPORATION * Phil Birk Director of Construction RECEIVED g :\const\ projects \seattle\ I996\s96_7046\corresp \I unc805.1 tr DAS CONSTRUCTION CORPORATION 101 Elliott Avenue West • Suite 400 • Seattle, WA 98119 • Tel: (206) 281 -4200 • Fax: (206) 281 -0920 AUG 0 6 1996 COMMUNITY DEVELOPMENT JUL 31 '96 03 :40PM TUKWILA DCD'PW REVISION SUBMITTAL DATE: e0 PLAN CHECK/PERMIT NUMBER: f `6 1‘ J O/ PROJECT NAME: I i ,c � V _r vi" I 1G4 rnf PROJECT ADDRESS: Ze • 02 CONTACT PERSON: EVISION SUMMARY: `e V 1 t 714 / / /16 maiw . R f � I. P 'W N& S 4 W W r o r7' woor_A W� ev )6 J 7 f /AIM - PMAtiN (7 JL, t (1 /bM J f�) SUBMITTED TO: CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431.3670 \)CW LAO PHONE: l -U SHEET NUMBERS) "Cloud" or highlight all areas of revisions and date revisions. futti‘ WCRr- i per CITY USE ONLY CIT OFETUKWILA AUG " 2 1996 PERMIT CENTER P.4 3/19/96 111LAS1 MAMI Sabey FIRST airman* PNONE(S)• (206) 281 -8700 QCONTROL WOW 00- c5637 -01 Corporation 19 STREET OR RURAL ROUTIS 101 Elliot Ave W, Ste 330 ATTN: Haynes Lund El ! 9 WRIA 09.0001 sea ie Et 98119z in 1r Dim" Unname (Pal Creek) t vuw amish River 11 In C nOUARTER SECTION TOWNSHIP RANOE(E-W) COUNTY SECTION NE SE 04 23N 04E King County ,� AND TITLE LIMITATIONS* SI l L TNt$ P ROJECT MA Sim . Immsdiatel� MUST SE er 7, 00 !ry -1 October 7,200 I, .)t E. , the ordinary high water 7, 1996. Revegetation, than May 1, 1997, 2000. or contractor shall notify FAX at (206) 391 -6583 Wildlife (WDFW) Office Issaquah Washington shall fie received days o the shall include date for work, and Approval (HPA). specifications entitled submitted to WDFW with the by this HPA. 220 -110 WAC. A site during construction. to ensure unimpeded I.. 1 1 ; I.; 1. ADDITIONAL TIMING LIMITATIONS: Work below line (OHWL) shall be completed by October per Provision 22 shall be completed no later and shall be monitored through October 7, 2. NOTIFICATION REQUI EMENT: The permittee the Area Habita Biologist listed below, by or mail at Wash in ton Department of Fist and Park Suite 230, Bldg E 22516 SE 64th Pace 9802 of the o ect start date. Notification by the Area Habitat Biologist at least 3 working start of construction activities. The notification the permittae's name, project location starting the control number for this Hydraulic Project 3. Work shall be accomplished per plane and "Stream Crose..ng Riverggrontt Tee . Park," Hy Project Application except as modified • These plans reflect design criteria per chapter . copy o these plans shall be available on 4. The culvert shall be installed and maintained fish passage. . sEPAt DNS, City of Tukwila, July 1996 mo HABITAT AT MANAGER. • 4 [P� Philip Schneider (206) 391-4365 APPLICANT - WILDLIFE • READER • PATROL . HAS. NOR. - WtIA DEPARTMENT OF FISRERIss R j ' * j DIRECTOR 10/01/96 TUE 14:45 FAX 206 281 0920 • OCT 01 '96 08 :03AM DEPT( SHERIES DEPARTMENT Of PLSNIRIES • 14 (applican DAS CONSTRUCTION PIKE 9' O ' 4 7 lQ 003 R I VEiR4FI2o t rr T P.3/6 FCHN. I RYDRAUL =C PROJECT 71PPROviL LC.11. 75.20.100 A.C.w. 78.20.103 September 30, t should refer to thin dots to PAGE 1 OP 4 PAGES 1996 (4004140440). all oorrespordence) 10/01/96 TUE 14:46 FAX 206 281 0920 OCT 01 '96 09:03AM DEPT 'SHERIES w DEPARTMENT OP /110,111$ IT 1 A1T NAM uu Sabey Corporation WEN_ unnamed (Poll Creek) DAS CONSTRUCTION HYDRAULIC PROJECT APPROVAL R.C.W. 75.2 0.100. R.C.W. 73.20.103 September 30, (applicant should refer to this tote in PAGE2 of PAGES TACT PHONI(f) (206) 281 -8700' 1996 1116014M4h all correspondence) 11 iaj 004 P.4/6 CONTROL 0 NUMBER 5627 -01 09.0001 5. The elliptical culvert shall be placed on a flat gradient with the bottom of the culvert placed below the level of the streambed a minimum of 20 percent of the culvert's vortical rise. The 20 percent lacement below the streambed shall be measured at the culvert Outset. 6. The culvert width at the streambed shall be equal to or greater than the average width of the streambed. 7. The culvert shall be installed to maintain structural integrity to the 100 -year peak flow with consideration of the debris likely to be encountered. •8. Fill associated with the culvert installation shall be protected from erosion to the 100 -year peak flow. 9. The culvert shall be installed and maintained to avoid inlet scouring and to prevent erosion of stream banks downstream of the project. 10. The oulvert facility shall be maintained by the owner, per RCW 75.20.060, to ensure ont nued unimpeded fish passage. It the structure becomes a hindrance to fish passage, the owner shall be responsible for obtaining an HPA and providing prpmpt repair. .Financial responsibility for maintenance and repairs shall be that of the owner. 11. Wastewater from project activities and dewaterin shall be routed to an area' outside the OHWL to allow removal of fine sediment 'and other contaminants prior to being discharged to state waters. 12. The oulvert shall be installed in the dry or in isolation from the stream flow by the installation of a by -pass flume or culvert or by pumping the stream flow around the work area. 13. A sandbag revetment or similar device shall be installed at the by -pass inlet to divert the entire flow through the by-pass. 14. A sandbag revetment or similar device shall be installed at the downstream end of the by-pass to prevent backwater from entering the work area. 15. The by-pass shall be of sufficient size to pass all flows and debris for the duration of the project. 16. Prior . to releasing the water flow to the project area, all bank protection or armoring shall be completed. REV 10/16/88' 10 /p1 /96 TUE 14:47 FAX 206 281 0920 DAS CONSTRUCTION QCT 01 '96 08 :04AM DEPT. .SHERIES DEPARIFEMT 01 FISHERIES ®usT NAMI Sabey Corporation fl tom. nnamed (Pal Creek) HYDRAULIC PROJECT APPROVAL R.C.N. 75.20.100 1.0.11. 75.20.103 awomulm1111111001411•044m.4114, n September 30, 1996 (. (applicant should refer to this dste in ell correspondence) PAazSoF 4 pun CONTACT PHONICS) (206) 281 -8700 11 MIA 4005 P.5/6 CONIAOL UNMEA 00- C5627 -01 • 09.0001 17. Any device used for diverting water from a fish-bearing stram shall be equipped with a fish guard to prevent passage of fish into the diversion device, pursuant to RCW ' 7.20.040 and 77.16.220 The pump intake shall be screened with 1/8 -inch mesh to prevent fish tromp entering the system. The screened intake shall consist of a facility with enough surface area to ensure that the velocity though the screen is less than 0.4 feet per second. Screen maintenance shall be to prevent injury or entrapment to uvenile tish and shall remain in place whenever water is withdrawn from the stream through the pump intake. The pump shall be large enough to pump the entire steam around the work a area. Once the pump is started it shall run Continuously until the streambed and bank in the work area is restored. The pump discharge shall be placed downstream of the sandbag dam into an area that will not create erosion. 18. Erosion control methods shall be used to prevent siltation from entering the stream. These may include, but are not limited to, straw bales, falter fabric, temporary. sediment ponds, check dams . of a ravel- f4lled burlap bags or other material, and /or immediate mulching of exposed areas. 19. Extreme care shall be taken to ensure that no petroleum products, hydraulic fluid, fresh cement, sediments, sediment -laden water, chemicals, or any other toxic or deleterious materials are allowed to enter or leach into the stream. 20. Equipment shall operate stationed on the bank. 21. The ermittee shall capture and safely move game and food fish and other fish life from the job s te. The ermittee shalhave fish ri capture and transportat }o equipment ready and on the job site. Captured fish shall be immediately and safely transferred to free - flowing ater downstream of the pro act site. The permit tee may requ st may wpm assist in capturing and safely moving fish life from the e job site to fres- flowing water, and assistance may be granted if personnel are available. 22. Disturbance of the streambed and banks shall be limited to that necesear to place the culvert and any required channel modification associated with it. Affected streambed and bank areas outside the culveQrt and associated fill shall be restored to preproject configuration following nstallation of the culvert. Within one yea Of project completion, the banks shall be rgvegetated with nativ or native approved woody spaoies. Ve cuttings *hall be planted at a maximum interval of 3 feet (on center) and main- tained as necessary for 3 years to ensure 8 percent survival. REV 10/16/aa 10/01/96 TUE 14:49 FAX 206 281 0920 'OCT 01 '96 09 :05PM DEPT "'SHERIES ON►ARTNEMT OF FI$MERIEs 1LUT MAZE Sabey Corporation 1z M unnamed (Pal Creak) DAS CONSTRUCTION RYDMULIC flOJNCT APPROVAL R.C.W. 75.20.100 assuramodwadommiamaidw 21.C.N.75.20.103 El 6aytember 30 1996 = " ' (applicant should coterie this dote in ell correspondence) TACT NNONI(*) � MU CONIEL M (206) 281 = 6700 00- 05627 -01 %pub P.6/6. 09.0001 23. A minimum of 10 inches deep of clean rounded uniformly - graded grave shall be placed in the channel where tie ulvert will be removed and in the the bed of the new oulverta with a size composition of: a 15 percent of 4.0 to 3.0 inches; c) 40 percent of 1.5 to 0.25 with tines less than 0.25 inches not exceeding 3.0 percent total volume shall be placed throughout the channel. LOCATION: 27th Avenue South oft' of West Marginal Way South near the Boeing parking lot entrance. bk REV 10/16/88 10/01/96 TUE 14:44 FAX 206 281 0920 • OCT 01 '96 08:02AM D U.Mh.,v i EPARTMENT OF FISH AND WILD. 400 CAPITOL WAY NORTH OLYMPIA, WASHINGTON 98501.1091 (380) 9024834 This Mrdr4ulic Prolact Anorova(yartaint only trq t/Z! provision; of tba fisheries Coda_ <W 75.201. Additional authorisation from cafe., public 80ancias maul* mow for this oroiecj 9ENERAL PROVISIONS This Hydraulic Project Approval shall be available on the job site at all times and all its provisions followed by the permtttee and operator(s) performing the work. This Hydraulic Project Approval does not suthorlse trespass. DAS CONSTRUCTION APPEALS INFORMATION P.2 /6 The person(s) to whom this Hydraulic Project Approval Is issued may be held liable for any loss or damage to fish life or fish habitat which results from failure to comply with the provisions of this Hydraulic Project Approval. Failure to comply with the provisions of this Hydraulic Project Approval could result in a civil penalty of up to one hundred dollars per day or a gross Misdemeanor charge, possibly punishable by fine and/or imprisonment All Hydraulio Project Approvals issued pursuant to RCW 75,20,100 or 75 20.180 are subject to additional restrictions, conditions or »vocation if the Department of Fish and Wildlife determines that new biological or physical information Indicates the need for such action. The psrmittss has the right pursuant to Chapter 34.04 RCW to appeal such decisions. All Hydraulic Project Approvals issued pursuant to RCW 75.20.103 may be modified by tit Department of Fish and Wildlife due to changed oonditions after consultation with the nominee: PROVIDED HOWEVER, that such modifications shall be subject to appeal to the Hydraulic Appeals Board Sstabiished in RCW 75.20.130. IP YOU W18H TO APPEAL A DENIAL OF OR CQWDmQNa PROVIDED W A HYDRAUJC PROJECT APPROVAL., 'MERE ARE INFORMAL AND FORMA( APPEAL PROCESSES AVAILABLE. 0 A. INFORMAL APPEALS (WAC 1.20-11041# Of DEPARTMENT ACTION. TAKEN PURSUANT 70 RCW 76.20.100, 76.20.103, 71,20.101, AND 7L20.110: A person who is agoriarrad or adversely affso sd by the following Department actions may ragout an informal review et: (A) Ths denial or issuance of a Hydraulic Project Approval. or the conditions or provisions made part of a Hydraulic Project Approval; or (d) An order imposing civil neuritis*. It is recormraredsd that an aggrhved party contact the Ara Hailat Biologist and discuss the »nc fns. Most problems are resoled at this Revel, but if not, you may devote your concerns to hiihar supervisor. A request for an WOORMAL RESEW shall be In yams, to the Department of Piste and Wildfire. SO0 Capitol Way North, Olympia, Washington 91501•1091 and shall bs RECF:IVID by the Dsp nt within lo•days of the denial or Isawirtee Of a Hydraulic Protect Approval or receipt of an order imposing civil penalties. The 30dsy tiene raqukwnent may be stayed by the Dapertenent H nsgo0oliona are occunvig between the aggrieved patty arrd the Area Habitat Biologist andlor Nano supervisor. Ths Habitat Protection services Division Menage, or Mather deafens. shall conduct a review and recommend a decision to the Director or its designee. If you arc not satisAed with Me results of tills inronmsI appeal, a %anal ap Sad inay be Med. S. FORMAL APPEALS (WAC 220.E f0•sso) OP DEPARTMENT AC71oNS TAKEN PIm3UANT 70 RCW 76.20.100 OR 76.20.101: A person who is aggrieved or adversely affected by the following Deportment actions m y request an fond review of (A) The denial or issuance of a Hydraulic Protect Approval, or the Conditions or provisions needs part of a HydrauTre Project (e) An order Imposing civil penaaiw; or . (C) Any other 'agency action' for which an adjudicative proceeding is required under the Adnninletrative Procedure Act, Chapter St ,05 RCW. A request for a FORMAL APPEAL shall tea in WRRiNG to the Department of Fish and Wildlife, *00 Capitol Way North, Olympia, Washington 1x101.1911; shall be plainly labeled as 'REQUEST FOR PORMAL APPEAL' and shall be RECEIVED DURING OFFICE HOURS by the DepartnsM within 30-days of the Department action that Is belag challenged. The time period tor requesting a formai appeal is suspended during consideration of a Wifely Would appeal. K then has been an informal appeal, the deadline for requssting a fennel appeal shall be wlgdn *days of the dote of floe D.parinrerd'a written decision in mimosa to the IMbmtiai appal. C. FORMAL APPEALS OP QEPARTAENT ACTIONS TAKEN PW SUAN7 TO RCW 76.20103 or 76.20.110: A person who is aggrieved or adversely affected by the denial or issuance of a Hydraulic Project Approval, or the conditions or pro'dons reads part of a Hydraulic Project Approval may request a fomr l appeai. TM request for PORMAL APPEAL shall Min WRITING ITiNG to fit Hydraulic Appeals Board per WAC 211.04 at EIwiron r snial Hearings office, 4224 Sixth Avenue SE, Building Two • Rowe SLY. LsccY. Washington 915•; telephone 36WNx114327, D, FAILURE TO APPEAL THE REQUIRED T1IIE.PERIODS RESULTS IN FORFEITURE OF ALL APPEAL RIGHT$. IF THERE is NO TINILY REQUEST POR AN APPEAL, THE DEPARTMENT ACTION SHALL BE FINAL AND UNAPPEALASIE. •II Fax Noote Postt' Del , W . ; ► 2. / 7 / 671 T• /attuAr t-r;v- rG Cl C pt11J ILc4., Co /Dept. Co. Phone • Phone. Dee _ anal " Fa. 41 - F.,1 07,30/1996 15:51 206 - 255 -3099 Ml 11 l\11 I•: \l i l \I•:I:Ks July 30, 1996 %1T(WESSIONM. ti0A 11;1.5 I; RECEIVED JUL 311996 COMMUNITY DEVELOPMENT Sabey Corporation Architecture Group 101 Elliott Avenue West, Suite 450 Seattle, WA 98119 -4220 KOLKE Attention: Mr. John Lang Regarding: 96 -T -08 (Riverfront Technical Park) Dear Mr. Lang: 1 RI {01 \I1 \ \I: \I 1; S1'1 111 i1'ITI•; - 11E1 51 «\ 11'11. ll 1 >I I I \1;'111\ '111101 1'lil.l:I'l l(1 \R. 12I1;1 1121.11111' 1'U: 1111111 1121.17.111 I h• x.11 111 1 •1141.1.1 �I 111' . 11.11 1111\ 111 11 II 111111 11.11.1'11.1.1 d, iRi .'I:11..f 1•• P \\ 11111111 ".1'.•13dd PAGE 01 59(p- 02- R£A #96102 -08 We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1994 Edition of the Uniform Building Code as adopted and amended by the Washington State Building Code (Chapter 51 -30 WAC). Our consents follow: 1. We received two reports (dated April 18, 1987, and July 8, 1987) from Geotech Consultants. We did not receive a geotechnical report that addressed the use of augercaet piles which is intended for this project. The appropriate document needs to be submitted for our review and the drawings need to reference the date and report number of the applicable document (by Geo Engineers, as referenced on the drawings). Refer to Sections 1804, 1807, and 1809 for applicable requirements. 2. Provide calculations checking loading conditions on all new foundation work including new grade beams, piles, and structural slabs. 3. The live loads in the General Notes, Sheet 31, should be revised since 50 psf was used for the design of the second floor joists. 4. The architectural and structural drawings do not coordinate with the direction of the north arrows. Revise all effected plans to clarify. Since the calculations use the same directional references as the architectural drawings, we have used those references in our comments below - assuming the structural drawings are in error. 5. The panel elevations are fairly incomplete, provide additional information as required: a. For clarity, the panel numbers should be referenced in plan or panel elevations should be identified as North Elevation, South Elevation, etc. b. Indicate which openings are new and which are existing. What notes are intended to be typical? c. Provide details showing how sawcutting and infilling of panels will be done. Dimensions of new openings should be shown on the drawings. d. The Foundation Plan, Sheet Sl, shows where panels are to be reinforced 8 places. Did these panels used to have openings? How are they "reinforced" other than with pilasters? 07,30/1996 15:51 206 - 255 -3099 KOLKE PAGE 02 July 30, 1996 Riverfront Technical Park Page Two 6. Were panels 16 and 21 originally solid with 04 @ 16" o.c. horizontally or were there existing openings? See page L -17 of the calculations. Also, page L -20 indicates that 4 -09 and 2 -05 are provided - where is this reinforcing? Please clarify the existing reinforcing at these panels. (Please note this comment applies typically at each face of the building.) 7. Pages L -27 and L -28 of the calculations indicate that drag struts are needed at the roof and floor levels at the north and south walls. We do not see this called out on the drawings; refer to the panel elevations. 8. Page L -30 of the calculations indicates that the existing chord steel at the floor level (5 -05) will be sufficient for the drag loads into the two solid panels on the east and west elevations. Please respond to clarify the extent of this existing reinforcing. Also, indicate and check the adequacy of existing connections between panels. Supporting calculations will be sufficient in your response, assuming changes to the drawings will not be necessary. 9. So that we can understand the calculation on pages P-I through P -4 of the calculations for the new openings in the E/W walls and pages P -5 through P -7 for the N/S walls, please clarify which walls this analysis applies to. Perhaps referencing panel numbers would be helpful. A written explanation would be helpful to indicate what conditions are existing and what modifications are taking place. The drawings are unclear, therefore, we cannot follow the calculations. 10. Page P -11 is missing from the calculations. Provide this information which checks the adequacy of the columns at the new frame an the south elevation. 11. The drawings are incomplete regarding the south frame. Provide connection details etc. and complete the drawings. 12. Provide calculations checking the adequacy of the effect of the new CMU walls, shown in the Partial Foundation Plan -Sheet Si, on the structural slab as well at the TJI's at the top. 13. Section E -4; the side plates and bolts at the existing beam are not called out. Is this part of the existing connection? Clarify the detail. 14. Section K -4 is referenced on the panel elevations at four places: Grids 1 /D, 1 /H, 15/E, and 15 /K (we assume the column shown at 15 /G is in error). We assume that this detail relates to page P -12 of the calculations (which is out of order in the calculations; refer to the first sheet after the S2- Series). Please clarify what is going on at these locations. Please forward a copy of this letter to the structural engineer of Engineers Northwest, Inc. and respond to the above comments in itemized letter form. Resubmit two copies of revised drawings and one copy of revised calculations to our office, as required. Very truly yours, 4 RO ERT FOSSATTI ASSOCIATES, INC., P.S. Cry al Kolke CLK:1 cc: Mr. Duane Griffin /City of Tukwila 96t0e^l.doc Fire Department Review Control #B96 -0204 (511) Dear Sir: City of Tukwila Fire Department Thomas P. Keefe, Fire Chief July 30, 1996 Re: Riverfront Technical Park - 2811 South 102nd Street 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) Extinguishers shall be installed on the hangers or in the brackets supplied, mounted in cabinets, or set on shelves (NFPA 10, 1 -6.9), and shall be installed so that the top of the extinguisher is not more than 5 feet above the floor. (NFPA 10, 1 -6.9) 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) Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. (NFPA 10, John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575 - 4404 • Fax (206) 575.4439 City of Tukwila Fire Department Thomas P. Keefe, Fire Chief Page number 2 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 10A -4 -4) Maintain fire extinguisher coverage throughout. 2. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 1003.4) Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) 3. Exit doors shall swing in the direction of exit travel when serving any hazardous area or when serving an occupant load of 50 or more. (UBC 1004.2) 4.• 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. • 5. 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. (UBC 1013.1) John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575 • Fax (206) 575 - 4439 L. City of Tukwila Fire Department Thomas P. Keefe, Fire Chief Page number When two or more exits from a story are required and when two or more exits from a room or an area are required by U.B.C. Section 3303, exit signs shall be illuminated (UBC 1013.3) Internally illuminated exit signs shall have both bulbs working at all times. (UBC 1013.3) Current supply to one of the lamps for exit signs shall be provided by the premises' wiring system. Power to the other lamp shall be from storage batteries or an on -site generator set and the system shall be installed in accordance with the Electrical Code. (UBC 1013.4) 6. Exits shall be illuminated any time the building is occupied with light having an intensity of not less than 1 foot candle at floor level. Fixtures required for exit illumination shall be supplied from separate sources of power for Group I, Divisions 1.1 and 1.2 occupancies and for all other occupancies where the exiting system serves an occupant load of 100 or more. (UBC 1012.1, 1012.2) The power supply for the exit pathway illumination shall normally be provided by the premise's wiring system. In the event of its failure, illumination shall be automatically provided from an emergency system. Emergency system shall be supplied from storage batteries or an on -site generator set and the system shall be installed in accordance with the requirements of the Electrical Code. (UBC 1012.2) 7. Maintain sprinkler coverage per N.F.P.A. 13. Addition /relocation of walls, closets or partitions may require relocating and /or adding sprinkler heads. Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under overhangs greater than four feet wide. (NFPA 13- 4- 4.1.3.2.1) John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575.4439 Page number 4 City of Tukwila Fire Department 8. 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) All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to The Tukwila Fire Prevention Bureau must be stamped with the appropriate level of competency seal. (WAC 212 -80) 9. Maintain hose station coverage per City Ordinance #1742 and N.F.P.A. 14. Addition /relocation of walls or partitions may require relocating and /or adding hose stations. An approved hose station requires plans review. (Plans must be submitted to the Fire Marshal for approval prior to installation.) (City Ordinance #1742) 10. 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. Local U.L. central station supervision is required. (City Ordinance #1742) In areas that are not continuously occupied, automatic smoke detection shall be provided at each control unit(s) location to provide notification of fire at that location. (NFPA 1 -5.6) John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 Page number 5 11. 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) 12. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 13. When walls and ceilings are required to be of fire resistive or noncombustible construction, interior finish materials shall meet the requirements of Uniform Building Code 803. The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 8 -B of The Uniform Building Code. (UBC 804.1) 14. Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (UFC 901.4.4) 15. Every building shall be accessible to Fire Department 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. (UFC 902.2.2.1, UFC 902.2.1) 16. 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. Fire hydrants shall conform to American Water Works John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575 -4404 • Fax (206) 5754439 City of Tukwila Fire Department Thomas P. Keefe, Fire Chief Page number 6 Association specifications C- 502 -54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 1/4" Pentagon open -lift operating nut. 17. All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (UFC 901.3) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Yours truly, The Tukwila Fire Prevention Bureau cc: TFD file ncd John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 PLAN REVIEW #B96 -0204 TO: Kelcie Peterson, Permit Coordinator FROM: Ken Nelsen, Building Division DATE: July 29, 1996 SUBJECT: Riverfront Technical Park 1. On the plan specifications and /or general notes, include additional reference regarding Audible and Visible Alarms complying with Washington State Building Code Amendment Section 1106.15. A0 , 1 2. The parking plan shows; all accessible parking at the primary (north) and secondary (south) entrances. It may be preferred to locate a small percentage of the required parking stalls at other building entrances. No other comments, thanks Ken. :.raa *.cun.Y.r9:fq,aAai July 25, 1996 Dear Crystal Kolke: c .AURI2MNIX5MaiKlfLLA:ft V1'i767.LL':T:r . SKI! {MISS/V.M .00.1eY.i4'kMMf?IA'CWWW ASN'IFJM WNI5 nm OtatbR VISV. City of Tukwila Department of Community Development Steve Lancaster, Director Robert Fossatti Associates Consulting Engineers 401 Second Avenue South, Suite 503 Seattle, WA 98104 Regarding: 96 -T -08: Riverfront Technical Park (B96 -0204) Please do structural review per . U.B.C., 1994 Edition. Sincerely, Shellie L. Bates Permit Technician John W. Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 ... w.... r,...+. �.•..+ �++ uai.. ��,+ Je. w(. �.' n+ i. stittiR�. 6; 4✓+ Y.^.' li. ti:^'.' MC. J+. w' �13�I.' WSY. tt�u; al4Yda�q .�rrv'.FS.v�'.s %rxtt�+'L��mw r'n S f - t/O :lV /thi KegCtk4ten itiledeart L 12 dry/ /996 NOTES:(f eSeliJ6 A41-giv& I. ALL EXISTING INCENSE CEDAR WILL WILL BE REMOVED IN PLANTING BEDS ALONG SOUTH, EAST AND WEST OF BUILDING. EXISTING PHOTINIA WILL REMAIN WHERE FEASIBLE. FRUNE AND SHAPE AS NECESSARY. 2. EXISTING PLUM TREES IN PLANTING BEDS TO THE SOUTH OF THE EUILDING WILL REMAIN. PRUNE AND SHAPE AS NECESSARY. 3. ALL PLANTING WILL HAVE AN AUTOMATIC IRRIGATION SYSTEM. EM. J U RECEIVED CITY OF TUKWILA JUL 1 2 1996 PERMIT CENTER 08/09/96 FRI 15:28 FAX 208 281 0920 7 FACSINILR TRANSMITTAL DATE/TIME: IY11 ORIGINAL TO FOLLOW: No Yea, by: Mail Overnight Delivery Messenger TO: 3704 FIRM: FAX NO.: PHONE NO.: FROM: Number of pages, including this cover sheet: Transmitting from fax No.(206)281-0920 Phone (206) 281-4200 Message: ----------.- ••■■•■•" ■■• •••• V DETACH TO DISPLAY OVTI1F1CATE OTSPLAY CFR/ IFICATE.-t • DAS CONSTRUCTION -)44 USPS Qom DAS CONSTRUCTION CORPORATION RECEIVED 101 Elliott Avenue West • Suite 400 • Seattle, WA 98119 • Tel: (206) 281-4200 • Fax: (206) 2131•095*-Ty OF TUKWILA PERMIT CENTER • FILE COPY Sabey Corporation Rivertront Technical Park Drainage Study Tukwila, Washington July 1996 RECEIVED CITY OF TUKWILA JUL 1 2 1996 PERMIT CENTER ENTRANCO PRrahwor-7,39A-4O410V : REs 7- 2- '(--e7%j 1 July 12, 1996 Draft - For Review Only CITY OP TUKWILA J U L 1 2 1996 PERMIT CENTER Drainage Study RIVERFRONT TECHNICAL PARK Tukwila, Washington Prepared for Sabey Corporation Prepared by ENTRANCO 10900 NE 8th Street, Suite 300 Bellevue, Washington 98004 (206) 454 -5600 July 1996 98024 / Reports / Drainage (7/12/98) / (o DRAFT CONTENTS Page INTRODUCTION 1 EXISTING CONDITIONS Soils 1 Existing Drainage 1 Downstream Conditions 2 DRAINAGE REQUIREMENTS 2 DEVELOPED CONDITIONS Site Improvements 2 Stormwater Treatment Method 2 Drainage Plan 3 Storm Detention 3 APPENDIX A - Drainage Calculations B - Oil/Water Separator Data i INTRODUCTION The Riverfront Technical Park is located within the City of Tukwila in the Southeast Quarter of Section 4, Township 23 North, Range 4 East, Willamette Meridian, in King County, Washington. The project is to be built on a 9.07 -acre parcel located between West Marginal Way and the Duwamish River. The project consists of grading and repaving the existing parking at the building entrance, reconfiguring the parking layout, and converting the undeveloped portion of the parcel to the north to parking. This report addresses the storm drainage issues associated with developing the property, using the City of Tukwila requirements for design guidance. EXISTING CONDITIONS The project site is a 9.07 -acre parcel located at River Mile 6.0 along the Duwamish River. The topography is very gently sloped from south to north, ranging from elevation 12 along South 102nd Street, to elevation 15.3 near the building entrance. The existing parcel contains 4.97 acres of impervious area, including rooftops and parking lots. Existing pervious areas consist of landscaped islands in the parking Tots, as well as grass and shrubs around the perimeter and north half of the site. Soils Existing Drainage 96024! Reports / Drainage (7/12/98) !)0 1 DRAFT The soils on the project area were analyzed in a separate geotechnical report: Geotechnical Engineering Services Proposed Oxbow Corporate Park Improvements, GeoEngineers, September 1995. The project area soils are fill consisting primarily of silty sand materials. Organic silt and peat were found below the fill in several test pits. Based on several soil logs, groundwater may be expected to be encountered around elevation 7, which corresponds to the base water level in the Duwamish River. The existing drainage system collects runoff from the parking lot and the building rooftop and conveys this flow to the area adjacent to the northwest corner of the building. The flow discharges into a 48 -inch pipe and it discharges to the area adjacent to the southeast of the building. Both of these areas connect into the trunk -line. The trunk -line pipe conveys flows to the southeast corner of the industrial park, where it discharges into an existing swale. The swale is flat and approximately 400 feet long. After passing through the existing swale, the flow enters a closed storm system. Approximately 70 feet farther, the flow discharges into the Duwamish River. Downstream Conditions The project site discharges directly to the Duwamish River at River Mile 6.0. Flood elevations of the Duwamish River at this location are expected to reach 9.0 feet for the 10 -, 50 -, and 100 -year flood events. DRAINAGE REQUIREMENTS The City of Tukwila has directed Entranco to use the King County Surface Water Design Manual to determine detention requirements, pipe conveyance standards, and water quality facility sizing criteria. The following is a summary of the drainage requirements and issues incorporated into the proposed drainage design, as discussed with Phil Frasure and Joanna Spencer from the City of Tukwila. • Stormwater Peak Rate Control: Sites at or below Duwamish River Mile 6.0 are exempted from providing peak runoff rate controls (no detention required). • Special Water Quality Controls: This requirement applies whenever more than one acre of new impervious, driven (vehicular use) area, is created. Runoff from such surfaces must be treated by a wetpond, wetvault, bioswale, or coalescing plate oil -water separator. • Conveyance Sizing: The conveyance system is sized to handle 25 -year peak flows as calculated by the rational method, while providing 0.5 foot of freeboard at all catch basins and manholes. DEVELOPED CONDITIONS Site Improvements The proposed redevelopment will expand the existing parking areas adjacent to the existing structure. New paved areas for vehicular traffic and parking will be added primarily at the northern and western portions of the parcel. The total added impervious area is approximately 3.38 acres. Stormwater Treatment Method The stormwater treatment method used for this project was developed for a previous phase of the Oxbow redevelopment prepared for the U.S. Postal Service. This method was developed through coordination with Phil Frazier at the City of Tukwila. Water quality treatment is provided for the additional impervious area (3.38 acres) by routing the proposed additional area runoff to an oil /water separator located upstream of the existing drainage system (see Appendix B for information on the oil /water separator). 06024 1 Reports / Drainage (7/12/96) / jo 2 DRAFT Storm Detention 96024 1 Reports / Drainage (7/12198) / jo 3 DRAFT Drainage Plan The proposed drainage system will be constructed as shown on the attached plans (see pockets at back of report) and as described in this report (see Appendix A for the calculations used to develop the drainage system). The added areas of parking will drain to the oil /water separator (sized to treat 0.36 cfs), while existing paved areas will be topped with new pavement and will continue to drain into the existing storm system. The flow from these existing paved areas will bypass the oil /water separator. No storm detention is proposed for the development of the new 3.38 -acre parking lot. The site is exempt from the detention requirement, because the site's discharge point into the Duwamish River is below River Mile 6.0. DRAFT APPENDIX A Drainage Calculations I RIVERFRONT TECHNICAL PARK Description of On -Site Areas Feature Existing Developed Change SITE Entire Site 9.07 9.07 0.00 I Impervious Area 4.97 8.35 3.38 I 1 I 1 Pervious Area 4.10 0.72 -3.38 I I Impervious Area 0.00 3.38 3.38 GOAL to be treated I OIL/WATER SEP. I Parking Area routed to 0.00 3.38 3.38 ACTUAL oil /water separator I Pervious area to OWS 0.00 _ 0.29 0.29 I Net area to OWS 0.00 3.67 3.67 I I W- QSUM.XLS Page 1 t. f• 1 .Upstream � D w st U U strea D t S Sub - Basin r '., � '� • � ■ • , t ��: ; '1I t .•- ( r , , . l ( l CB16 C CB15 1 13.20 1 13.20 1 10.88 1 10.77 1 16 0 0.106 0 0.720 0 0.076 0 0.076 6 6.30 0 0.80 2 2.69 0 0.21 8 8.00 0 0.012 0 0.00 CB15 C CB7 1 13.20 1 16.00 1 10.44 9 9.67 1 15 0 0.106 0 0.720 0 0.076 0 0.153 6 6.46 0 0.79 2 2.65 0 0.40 1 12.00 0 0.012 0 0.00 7.14 CB14 C CB8 1 14.50 1 15.85 1 11.25 1 10.06 1 14 0 0.452 0 0.874 0 0.395 0 0.395 7 7.14 0 0.74 2 2.48 0 0.98 1 12.00 0 0.012 0 0.01 7.45 CB13 C CB12 1 13.00 1 13.00 1 10.92 1 10.75 1 13 0 0.117 0 0.726 0 0.085 0 0.085 6 6.30 0 0.80 2 2.69 0 0.23 8 8.00 0 0.012 0 0.00 CB12 C CB11 1 13.00 1 13.00 1 10.42 1 10.00 1 12 0 0.080 0 0.687 0 0.055 0 0.140 6 6.55 0 0.78 2 2.63 0 0.37 1 12.00 0 0.012 0 0.00 CB11 C CB6 1 13.00 1 14.00 1 10.00 9 9.11 1 11 0 0.593 0 0.890 0 0.527 0 0.667 7 7.11 0 0.74 2 2.49 1 1.66 1 12.00 0 0.012 0 0.00 THE FOLLOWING COVEYANCE SYSTEM ANALYSIS AND SIZING SPREADSHEET USES THE RATIONAL MET OF ANALYSIS AS OUTLINED IN THE KING COUNTY, WASHINGTON SURFACE WATER DESIGN MANUAL. ALL FORMULAS AND COEFFICIENTS USED IN THIS SPREADSHEET ARE DESCRIBED IN THIS MANUAL. FOR MORE BACKGROUND INFORMATION PLEASE REFER TO THIS MANUAL. I = (P)(i) = Peak Rainfall Intensity P = the total precipitation at the protect site for the 24 -hour duration design storm event for the given return frequency. See the Isopluviai Maps In Figures 3.5.1C through 3.5.1H. I = (a)(Tc)ti(b) = the unit peak rainfall intensity factor (see table below) Tc= time of concentration (minutes) to each sub -basin calculated using the method described in this manual. (Tc minumum value using this method is 6.3 minutes.) Line ID 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 17 18 19 2 21 2 23 24 25 26 27 28 29 30 31 32 33 34 3 3 3 3 3 4 4 4 4 4 4 4 4 4 4 5 5 5 5 Cates DESIGN STORM RETURN FREQUENCY (YEARS) 2 5 10 25 50 100 a 1.58 2.33 2.44 2.66 2.75 2.61 b 0.58 0.63 0.64 0.65 0.65 0.63 ENTER VALUES VARIABLES BELOW FOR USE N THIS SPREADSHEET AS DESCRIBED ABOVE AND IN THIS MANUAL P= a= b= 3.35 2.66 0.65 NOTES /ASSUMPTIONS: 25 -Year Design Storm Smooth- walled Pipe Page 1 L; 41Ta(nilii), ' h !Q(da) If PiPe(In) 11 ', - :;': .::Typ.'n .. ::;.! :.` . lope ,., • ;Cif(cte ): ::71/f(tps) N Depth ::•,•:. :.'Vr(fps)'• T -. OIQf. . • ..,., ': L(ft) ; :,''....:-.•.„ :' Tt(min);1 0.076 6.30 0.80 2.69 0.21 8.00 0.012 0.0052 0.95 2.72 0.21 2.17 0.22 21 0.16 0.153 6.46 0.79 2.65 0.40 12.00 0.012 0.0068 3.19 4.07 0.24 2.79 0.13 113 0.68 7.14 0.395 7.14 0.74 2.48 0.98 12.00 0.012 •.0137 J.1'U 5.76 0.32 4.60 0.22 87 0.31 7.45 0.085 6.30 0.80 2.69 0.23 8.00 j 0.012 0.0052 0.94 2.70 0.22 2.23 0.24 33 0.25 0.140 6.55 0.78 2.63 0.37 12.00 0.012 0.0051 2.75 3.51 0.25 2.44 0.13 83 0.57 0.667 7.11 0.74 2.49 1.66 12.00 0.012 0.0050 2.74 3.48 0.56 3.65 0.61 178 0.81 7.93 0.384 6.30 0.80 2.69 1.04 12.00 0.012 0.0083 3.53 4.49 0.37 3.90 0.29 100 0.43 0.702 6.73 0.77 2.58 1.81 12.00 0.012 0.0075 3.35 4.26 0.52 4.35 0.54 115 0.44 7.17 1.097 7.45 0.72 2.42 2.65 12.00 0.012 0.0087 3.60 4.59 0.64 5.01 0.74 45 0.15 7.60 1.250 7.60 0.71 2.38 2.98 12.00 0.012 0.0067 3.18 4.05 0.77 4.60 0.94 83 0.30 7.90 2.469 7.93 0.69 2.32 5.73 18.00 0.012 0.0050 8.07 4.57 0.93 4.95 0.71 52 0.17 8.10 0.067 6.30 0.80 2.69 0.18 12.00 0.012 0.0116 4.17 5.30 0.14 2.65 0.04 107 0.67 6.97 0 182 6.30 0.80 2.69 0.49 12.00 0.012 0.0100 3.87 4.93 0.24 3.38 0.13 94 0.46 6.76 0 646 6.97 0.75 2.52 1.63 12.00 0.012 'X' 3.46 4.41 0.48 4.34 0.47 120 0.46 7.43 3 115 8.10 0.68 2.29 7.13 18.00 0.012 0.0050 8.07 4.57 1.10 5.15 0.88 60 0.19 8.30 a 1.58 2.33 2.44 2.66 2.75 2.61 b 0.58 0.63 0.64 0.65 0.65 0.63 UENCY (YEARS) ELOW FOR USE N THIS ABOVE AND IN THIS MANUAL 7 3.35 2.66 0.65 Calcs NOTES/ASSUMPTIONS: 25-Year Design Storm Smooth-walled Pipe PROJECT: JOB NO: FOR: MADE BY: CHECK BY: Riverfront Tech 96024-10 SABEY Corpon TBB DATE: 10-Jul-96 SAS DATE: 12-Jul•96 ■� 7/12/96 11:27:50 am Entranco Engineers, Inc. - Bellevue page 1 RIVERFRONT TECHNICAL PARK Water Quality Storm Calculations 1/3 2 Year, 24 hour SBUH BASIN SUMMARY BASIN ID: 1/3DEV2 NAME: WATER QUALITY STORM 1/3 2YEAR I., SBUH METHODOLOGY TOTAL AREA • 3.67 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE • TYPE1A PERV IMP L PRECIPITATION • 0.67 inches AREA..: 0.29 Acres 3.38 Acres TIME INTERVAL 10.00 min CN • 86.00 98.00 TC • 8.27 min 8.27 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.36 cfs VOL: 0.14 Ac -ft TIME: 480 min ■NTRANCO PROJECT . '-,∎„ —+ T�-ci t t,i c.ct..J CALCULATIONS FOR P.( i s 1. 4e r- MADE BY Q DATE 7// C CHECKED BY SHEET NO. / OF / JOB NO. j -.16 o 2 / DATE - Sol.v i►v - T7 2 Co P c' Ct/.tfL CZ€/kTc ON ; Ft-c, c.J sP L-1 T c � = c( ) v z ( 7 / C L . H - 7 / 9 4 ( H ) ) ) C 2,9, EZ.ev. oF c- 3G c (/3 2 ac 3O (7 7 8" PiPe t oQ of Wet z. �,y = a57 5 r 'I S 4.2 F5' c F .ow 7. N Li c - Ps — Y4 6 6 1 PLr-t.AJ 8 ` itae_ c._+ z s - re-r _ G 6 N P i 41.(,d) 7 .QG . a s va l f = /6 r X0 . 1 f- .- 0.36. cs -- 1 6 9 2 - r , 6 4-0 —Pe„sit:frt. cAP VG to f- — SS Sjjp w� KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.5.1C 2-YEAR 24-HOUR ISOPLUVIALS 2-YEAR 24-HOUR PRECIPITATION 3.4 ••"'"' ISOPLUVIALS OF 2-YEAR 24-HOUR TOTAL PRECIPITATION IN INCHES 0 1 2 3 4 5 6 7 8 Mlles 1: 300,000 3.5.1-8 • 0 1/90 I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 351F.. . 2 6 ?,8 S.0 2S -YEAR 2A -HOUR ISOPLUVIALS• .... ,j -YEAR 24 -HOUR PRECIPITATION 3.4 ISOPLUVIALS OF 25 -YEAR 24 -HOUR TOTAL PRECIPITAT1ON IN INCHES 1: 300,000 6 7 8 MIIn 33.1 -11 3h Co 1 lb* te $,s 4.5 1/90 ■ APPENDIX B Oil /Water Separator Data . • ^,r n.- .v,.w.,, :.., n. «.w-w .,.... �.......,....., COVER No. 57- 2 -342P —� 2,540 Ibs. BASE ASSEMBLY No. 577 -CPS 7,700 Ibs. Copyright 1992 OIL RETAINING BAFFLE 577 -CPS OIL / WATER SEPARATOR 1,050 SO. FT. - EFFECTIVE COALESCING AREA 555 G.P.M. - MAXIMUM PROCESS FLOW OUTLET PIPE WITH SAMPLING TEE BY OTHERS OUTLET WEIR 7•.0' COALESCING MEDIA 1 INLET WEIR = D 0 FIBERGLASS HOLD -DOWN CHANNEL 4' -8' 6 ' -0' 7.0' INLET PIPE WITH ELBOW BY OTHERS • ITEMS SHOWN ARE SUBJECT TO CHANGE WITHOUT NOTICE. FOR DETAILS SEE REVERSE SIDE. 124 Issue: April, 1992 OIL/ WATER SEPARATOR 1,050 S AREA FINISH GRADE EL. % /\ INLET I.E. INLET PIPE WITH ELBOW 9� BY OTHERS INLET WEIR 0 D FI 6 0 o• FIBERGLASS HOLD -DOWN CHANNEL PLAN VIEW OIL RETAINING BAFFLE 4' 0' WATER DEPTH •Dr ' • n 0 D COALESCING MEDIA —/ SECTION AA 124.1 STRUCTURAL NOTES: 1. CONCRETE: 28 DAY COMPRESSIVE STRENGTH 1'c =4500 psi 2. REBAR: ASTM A•615 GRADE 60 3. MESH: ASTM A -185 GRADE 65 4. DESIGN: ACI.318.83 BUILDING CODE ASTM C-857 'MINIMUM STRUCTURAL DESIGN LOADING FOR UNDERGROUND PRECAST CONCRETE UTILITY STRUCTURES' 5. LOADS: H•20 TRUCK WHEEL w/ 30% IMPACT PER AASHTO GENERAL NOTES: 1. ALL BAFFLE/ WEIR PLATES TO BE MILD STEEL, GALVANIZED 2. WATER DEPTH = 4'•0' 3. CONTRACTOR TO: GROUT IN ALL PIPES SUPPLY & INSTALL INLET & OUTLET PIPES (INCLUDING PIPE ELBOW & SAMPLING TEE) FILL w/ CLEAN WATER PRIOR TO 'START UP' OF SYSTEM VERIFY ALL BLOCKOUT SIZES and LOCATIONS 4. REFERENCE U.V.Co. CATALOG MODEL 577 -LA ' 0 �- U.V. Co. 2 -342P DIAMOND PLATE COVERS c ' • 0 0 • oI • D ' L OUTLET WEIR 0 OUTLET I.E. INFORMATION NEEDED: INLET PIPE SIZE • OUTLET PIPE SIZE - GRADE ELEVATION • INLET INVERT ELEVATION - OUTLET INVERT ELEVATION - BASIC DESIGN INFORMATION: INFLUENT CHARACTERISTICS - OIL SPECIFIC GRAVITY = .83 OPERATING TERMERATURE = 45' INFLUENT OIL CONCENTRATION =100 ppm OPLET SIZE (MICRONS) =130 EFFLUENT QUALITY 10 ppm OUTLET PIPE WITH SAMPLING TEE BY OTHERS TABLE OF CONTENTS • (LOW TO MODERATE SOLIDS CONTENT DESIGN) SECTION TITLE PAGE ND. 1 INTRODUCTION 2 SYSTEM DESCRIPTION AND REQUIREMENTS FIGURE 1 / CROSS SECTION FIGURE 2/ MPak COALESCING PLATE ASSEMBLY 3 SAFETY 4 SYSTEM INSTALLATION • 5 SYSTEM OPERATION 6 TROUBLE SHOOTING 7 REPLACEMENT PARTS INFORMATION 1.0 INTRODUCTION The Facet International, Inc. Mpak vault system (See Figure 1) is an enhanced gravity separation system for the removal of oil and solids from waste water. Oil droplets, being lighter (lower specific gravity) than water, tend to rise and separate from the waste water. In a similar manner, the higher specific gravity (heavier) solids particles fall to the bottom of the separator. The Facet International MPak system enhances this separation by the use of special patented coalescing plates (U.S. Patent No. 4,897,206) to remove droplets much more efficiently than simple gravity separators. The separator contains an inlet separation section set off from the rest of the separator by an inlet weir, a plate section, and an outlet section set off by an outlet weir. The coalescing plates are made of calcium carbonate-filled polypropylene, stacked and bound together with sturdy rods and supports into modular plate packs known as MPaks. MPaks are available in either 1/4" or 1/2" nominal plate spacing. Spacing to be utilized will be based on the conditions and separation efficiency required. The oil /water mixture flows into the separator and enters the coalescing plates. As the oil /water mixture passes horizontally through the plates, the oil droplets rise to meet the bottom of the next plate above them, where they are collected. From this point the oil droplets merge to form larger droplets that will rise through the holes located in the peaks. The oil droplets will continue to rise to the top of the separator to form an oil layer which can then be removed periodically from the top of the separator by means of a vacuum truck or portable skimming device. Frequency of oil removal from the separator that is required will depend on the amount of oil entering the unit. An estimate of the quantity of oil to be captured by the separator may be found in the separator quotation. Actual oil removed depends on the amount of oil entering the separator. Optional equipment could include standpipe type skimmers that would remove the oil from the separator to an (optional) oil holding tank. Most of the solids drop into the bottom of the inlet collection area. Some additional solids enter the plate packs and are separated there. Solid panicles that are captured by the plate packs fall to the bottom of the plate area through the solids removal holes in the "valleys" of the plates. Space has been provided under the plates for these solids. The Mpaks are designed to be cleaned in place with an optional cleaning wand (Sc section 5.3 Maintenance). 2.0 SYSTEM DESCRIPTION AND REQUIREMENTS Note: The following description of a separator is a general one and some systems may vary due to differing requirements. 2.1 Inlet Section • In the inlet section of the separator, gross amounts of oil including all large drops will rise to the surface by gravity. Large solid panicles will fall to the bottom and remain There until removed by vacuum truck or other means. The inlet section is separated from the plate section by the inlet weir. Please see Figure 1 for a cutaway of the separator showing this weir. 2.2 MPak (Coalescing Plate Pack) Section 2.3 Outlet Section Water flows out of the area beyond the second weir and exits the separator. 2.4 Skimmers (optional) 3.0 SAFETY a) Normal fire prevention measures should be enforced around oil. 2 The MPAk area of the separator will contain one to three rows of plate packs. The number and size of plate packs are determined by the process design conditions. These coalescing plate packs will be either 1/4" or 1/2" nominal plate spacing. A typical detail of the installation of packs is shown as Figure 2. on droplets not large enough to separate in the inlet chamber enter the plate packs and are captured on the underside of the plates. The oil droplets then merge to form larger droplets and run upward along the sloped bottom of the plates to the holes located in the peaks. The oil exits the holes at the peaks and rises vertically to the surface. The processed water flows out of the coalescing plate region under the oil darn into the outlet section. The outlet section is equipped with a weir arrangement that causes the water to flow under the first weir (oil dam) and over the second weir. This effectively traps any separated oil in the first two sections of the separator. The optional oil skimmers allow the oil to flow out of the separator to a holding tank. A skimmer should be located at each end of the separator. The skimmers are vertically adjustable to allow for variations in oil level that occur due to variations in the inlet oil concentration as well as variations in water flow. The skimmers are adjustable up or down by turning the locknuts on the supporting bracket. When adjusting the skimmers, first rotate the upper part of the skimmer (expansion joint) to loosen it before making vertical adjustments with the locknuts. The inner tube moves inside the outer pipe to get the necessary adjustments. The oil flows over the top of the skimmer and down into the connecting pipe to the oil holding tank (if provided). The skimmer should be adjusted so that the top of the skimmer is less than 3/8 inch above the waste water level with very little oil accumulated and with a normal flow rate. Access to the skimmer adjustment is through the access cover. If floating or other type skimmers are provided, refer to manufacturer's instructions on installation /adjustment of these devices. b) Care should be taken in keeping the area clean as oil /water mixtures can be. dangerous, toxic. or hazardous. 4.0 SYSTEM INSTALLATION Flow into the separator should be controlled at the recommended flow rate for the particular application. The maximum allowable flow rate may be found on the computer sizing provided with the quotation. The vault must be vented to the atmosphere through the top covers. The flow through the separator is normally gravity flow. 1f a pump is used for the inlet oil /water mixture, it is recommended that a positive displacement pump or an air diaphragm pump be used. This will minimize the emulsification so the performance of the separator will not be adversely affected. Use of centrifugal pumps, globe valves or other high shear devices can cause unduly small droplet sizes and reduce performance. Excessive pressure drop in the inlet piping must be avoided as this will cause emulsification of the oil which will adversely affect the separator performance. The separator vault should be level to within I /16 inch per foot and adequately strong to support the weight of the separator full of water. In areas where the water table fluctuates, care should be taken to ensure that the vault will not be damaged if it is empty when the water table rises. It is recommended that the water effluent pipe (in addition to the inlet pipe) be gravity flow. The outlet pipe must be arranged so as to be free flowing. If the outlet pipe is too small or has a high pressure drop, water will "back up" into the separator, causing problems. External piping should be supported separately, not supported from the separator. To install the separator, follow these steps: 1) Connect the oil /water inlet piping to separator inlet connection (Figure 1). It is recommended that a full port ball valve of the same size as the inlet piping be installed in the influent line to control the flow. The inlet valve (if provided) should be located at least ten pipe diameters upstream of the separator. NOTE: Excessive throttling causes turbulence and emulsification. Emulsification may adversely affect separator performance. 2) Connect the water outlet piping to the water outlet connection (Figure 1). No valving is necessary as the weir will control the height of the oil /water mixture in the separator. 5.0 SYSTEM OPERATION 5.1 Initial Start -Up The following procedure shall be followed after the installation of the Separator or after the Separator has been drained or pumped out and is ready to be restarted. This procedure assumes that the separator is delivered with plates installed. if plates are to be field installed, follow the procedure provided in the Maintenance section below. 1) Ensure there are no obstructions in the oil outlet or water outlet pipe. 2) Remove cover (or open access hatches). 3 5.1 Initial Start -Up (Continued) 3) Fill tank with clean water to avoid contaminating the Separator outlet area with oil. 4) Open the (user supplied) inlet valve to allow the oil /water mixture into the tank. Adjust for the desired flow rate as shown on the nameplate or on the proposal if no nameplate is attached. Calculations which include flow rate have been provided with the proposal. • 5) Check to see if there is an oil build -up on the surface. 6) With flow at the required flow and some (at least I/8") oil accumulation, set the oil skimmer to 3/8 inch above the water level. • 7) Check for leaks of water into the oil. 8) Determine if effluent meets requirements after 15 minutes of run time. 9) Replace cover (or close hatches) after oil begins to flow out of the skimmer pipe (if provided). 3.2 Normal Operation Do not exceed the recommended flow rate which has been previously determined. The unit can operate at any flow less than what is recommended. The flow of skimmed oil out of the skimmer pipe, once a sufficient quantity of oil has accumulated in the Separator, varies with the concentration of oil entering the system. Only oil should be removed since the oil outlet skimmer is set above the water level. Oil is lighter than water so the oil will rise higher than the water level and be skimmed off if the skimmer is adjusted properly. TOTE: An oil layer will always remain on the surface when the skimmer is adjusted properly. If skimmers are not provided, it is necessary to remove oil with a vacuum truck or portable skimmer. Frequency of oil removal will be a function of oil concentration in the influent. IT IS THE RESPONSIBILITY OF THE OWNER TO REMOVE OIL PROMPTLY TO ENSURE ONLY OIL GETS OUT OF THE SEPARATOR INTO THE OUTLET LINE. FACET INTERNATIONAL, INC. AND THE VAULT MANUFACTURER ASSUME NO LIABILITY FOR ENVIRONMENTAL OR SAFETY PROBLEMS IF THE OIL IS NOT PROMPTLY AND PROPERLY REMOVED. If oil is not removed regularly, it may accumulate in enough volume to displace most of the water in the separator and eventually begin going under the oil darn. The frequency of solids removal is dependent on the solids concentration in the influent and can best be determined during operations. 4 5.3 Maintenance 1) After the initial month of operation, the vault should be cleaned out as follows: a) Remove cover (or open hatches). b) Lower oil skimmer(s) if provided to remove all the accumulated oil or pump the oil layer out of the vault. c) Remove water from the vault. d) Clean the vault by flushing with a hose and examine the plates for blockage. e) Remove accumulated sludge with a vacuum truck or positive displacement pump such as an air operated diaphragm pump. Dispose of the sludge properly as it will contain some hydrocarbons. f) To re -start operations, follow the steps in Section 5.1 Initial Start -up. NOTE: If sludge level is 6" or more in the inlet chamber, the cleaning interval should be shonened. if less that 6" depth, interval can be increased. 2) After approximately (3) three months in operation, the Separator vault and plates should be cleaned. Inspect the inlet chamber and the entrance to the plate packs. If sludge is accumulating in the inlet chamber verify if accumulation is taking place in the plate pack entrance. If no sludge is apparent in the plate packs, clean inlet chamber and proceed with "Start-up" as defined in Section 5.1 - Initial Start-Up. If sludge is apparent in the plates of a depth 3" or less from the bottom, flush plates with water hose and return to operation. If sludge is 3" or greater, clean plates and establish a more frequent cleaning schedule or a method to reduce the inflow of solids. Minimum maintenance should not extend past six month intervals. Generally cleaning of the plate packs without removing them from the vault is recommended if it is possible to access the top of the plates safely. Two methods may be used to clean the plates: NOTE: DO NOT disassemble the plate packs. a) Cleaning in place with a pressurized cleaning wand: To clean the plates, connect an (optional) cleaning wand to regular city water pressure. Check the wand to ensure that the inlet screen is in place. The wand should be provided with a valve to start and stop the water flow. A positive displacement "Sandpiper" type pump or vacuum truck should be provided for removal of the solids (along with some water) after they have been fluidized by the cleaning process. 5 5.3 Maintenance (Continued) The procedure used is as follows: 1. Using the cleaning wand or a hose, fluidize the dirt in the inlet chamber and suck it out with the pump, along with some water. 2. Insert the wand in one of the cleaning holes in the row nearest the inlet of the pack. Start water flow through the wand to begin moving the solids out of the inlet end of the pack into the area immediately in front of the plates where the pump could remove them. 3. Push the wand gently dawn into the cleaning hole until it reaches bottom, maintaining water flow through the wand. Move the wand up and down through the hole to ensure that the plates in the vicinity of the hole are thoroughly cleaned. 4. Move the wand to another cleaning hole in the same row and repeat the process. 5. Continue cleaning the area served by each hole in turn until the entire pack area has been cleaned of solids. Repeat steps 1 -5 above for each pack. b) Flushing with fire hose or steam: Clean the plate pack assemblies by flushing with water from the sides. A 1-1/2 inch fire hose at 10-15 psi or a standard garden hose at normal city water pressure (30-35 psi) are effective cleaning tools. In a similar manner, steam can also be used to flush plate packs, but CARE MUST BE TAKEN TO NOT GET THE PLATES TOO HOT. NOTE: Plates do not need to be cleaned until white. A thin coating of oil does not harm performance of the system. It may be necessary to remove some or all of the packs for cleaning outside of the vault if the fire hose method is utilized. In addition to cleaning the plates, clean the skimmers and oil removal pipes (if provided) by flushing with a hose and hot water. Hose down the interior of the vault and remove any oil and solids with the vacuum hose. NOTE: Caution should be taken that cleaning does not result in a pollution problem. 5.4 Re Installation of coalescing plate packs (if they have been removed). To replace the plates, follow this procedure: 1) The plate packs are designed to fit snugly within the separator. 2) Position plate packs in the same configuration (rows) as when removed. 5.3 Maintenance (Continued) 3) Install plate packs one at a time, one row in length and one row in width, being sure the outer packs are adequately sealed against the vault wall in the same manner as before they were removed. 4) After all packs are installed, check to ensure that the packs are even and touching, forming one (or two if provided) rows of packs across the channel and that they are securely butted against the backing angle at the bottom of the separator. Please see Figure 2 for a sketch of this angle installation. Install the upper channel to ensure the plates are secured in place. 5) Secure hold down channel per Figure 2, ensuring it is snugly in place. 6) Check to see that no possibility of fluid by- passing can occur around the plates and the side wall of the tank as well as between plate pack assemblies since this could adversely affect the efficiency of the separator. 7) Re -start the separator as outlined in section 5.1, Initial Start-Up. TROUBLE . ■ POSSIBLE CAUSE DIAGNOSTIC TECHNIQUE CORRECTIVE ACTION NO OIL IS DISCHARGED • Skimmer too high • Check oil layer thickness • Lower skimmer NOTE: FOR OIL FLOW, THE OIL LAYER HAS TO BE ABOUT I12 INCHES THICK. • PROCESSED WATER MS • Flow too great • Check flow • Slow the flow OIL IN IT for application • Remove cover and rate • Leakage around inspect • Reweld or oil dam • Remove plates and putty where • Plates blocked inspect leaking clean A A I I I TANK IS OVERFLOWING • Output line restricted • Check flow • Remove restriction 5.5 ThoUBLCSII0 NG b .. 6.0 REPLACEMENT INFORMATION Please Note: ` For replacement plate packs, please contact: • Facet International, Inc. 9910 East 56th Street North Tulsa OK 74117 Telephone Number: (918) 272 -8700 Facsimile Number: (918) 272 -8787 Your Local Representative: ZONE LTR 1 4KTERIAL- 6 • REVISIONS DESCRIPTION DATE a • Facet International Inc.-1993 41s) Facet SIC:NATURES !Mai YR 4,9 Internotionol tumour N 0 11Cal:1111111111111111111 TYPICAL .MPak .toyammunlis . "M". CONFIGURATION cc3:11111111=11111MM- VAULT INSTALLATION WIZI P N. 7 1DWO. MO. A 87405 FIGURE. 1 SPA PONE iturrr APPROV. • 1 REVISIONS ZONE LTR MATERIAL- fft 0. DESCRIPTION iL3 A DATE APPROV. • Facet International, Inc. -1993 NAMT TYPICAL SEPARATOR DESIGN WITH OUTLET PIPE ARRANGEMENT psalm 87405 i 4) Facet S9 International MO. NO. FIGURE.. 5B ScMLNDNE REVISIONS ZONE TRi . DESCR1PT10N • DATE APPROV. Qai NM W 11i ;12 +l',31]II11111w1111 111I 11M1/11111=1111 r SIGNATURES FM NO 87405 WATER 'M' PLATE Facet International LEVEL FOR INSTALLATIONS N0. FIGURE 7 4 -7/8' WATER LE MATERIAL- HEIGHT OF PLATES CALCULATED BY PROGRAM *Facet Internotionol Inc. -1993 REVISIONS' ZONE t.TR 1 DESCRIPTION • 0 • $ 0 O 0 $ O f 0 0 $ 0 0 1 0 f O 0 0 O 0 f O 0 f d f O • 6, • cr Cu 'DATE <(ccc<<ccc<c(c<< -_ t.tttttttttutttttt - t�((IUtU tt[tctcut t(«ttttttttttttttt IIE CCW - 111MittUtttttt[ GEEEECg - 11111tccc t - immittc ttct «uttcttctt 4(eCL 't�I(UUttttttttttttt mirK(c<<c<ccc "ttt n U- _ ._...._._ .. Pd MO. p > NO. • A 874051 FIGURR APPROV. O Facet International, Inc. --1993 MATERIAL — < Facet 49 International IWE TYPICAL MPak 'W CONFIGURATION- ZONE LTR co. REVISIONS DESCRIPTION 'GARDEN' HOSE CONNECTION 1/2 HOSE, 8' LONG V 1.1e3aorLamminvx • A • SPECIAL HOSE NOZZLE LVE DATE APPROV. HD S VA ER JETS BARBS (TYPICAL) HOSE NOZZLE (ENLARGED) Focet International, Inc.-1993 MPo.k CLEANING WAND P N a. 87405 Facet 4■9 International 6051764 Rry .• 3 : .;' . CO Facet 4 International : • • • CET PLATE PACKS. CAN .BE CLEANED IN PLAC Facet International MPak". Oil -Water Separator plate packs are self - cleaning,' but even self- cleaning packs can become plugged with solids under.adverse conditions. For this reason, they are designed so that they can be cleaned in place to remove accumulations of solid particles. Plate type separators that are provided in large modules must be lifted out of the separator by a crane when contaminated with dirt: This is inconvenient and expensive, and it is possible to damage the packs during removal or re- insertion. Facet MPakTM plates are designed to be cleaned in place using a special cleaning wand (Facet part number 6051764) and city water pressure. The wand has a connection just like an ordinary garden hose and is equipped with a small conical strainer in the connection so that solids in the inlet water will not clog the cleaning holes. A sketch of this wand is shown on the reverse. DIRECTIONS FOR USE OF THE CLEANING WAND Facet MPak plates may either be cleaned in place or removed and cleaned. To clean the packs, first stop the flow to the unit, remove the oil, and drain the water. - For cleaning in place, connect a pressure water hose (at least 60 psig) to the special cleaning wand. Provide a vacuum truck or other means of disposing of the sludge and dirt in the vessel. Turn on the water to produce a spray from the wand and insert the tip of the wand. slowly into each hole of the plate pack, starting at the upstream end. As the water flushes the dirt out of the plate packs it should be removed by the vacuum hose or directed to an oily water sewer if one is available. For cleaning outside of the vessel, remove plate packs and other internals (except bolted -in internals). Flush with hose and cleaning wand to oily water drain. PLEASE NOTE: The spray wand produces a vigorous spray. Operators should wear . .. waterproof clothing and goggles or face masks. r 4C*3 Facet International Enaineerina Clear Solutions a a for Firoiromnental Clean-up Coalescing Plates: Mraks tit Facet C 4 International Facet International's MPak® Coalescing Plate Separators The Best for Environmental Clean -up and Resource Recovery Most facilities have waste -water discharge, either from process streams or rainwater run -off. Environmental regulations require that most of these discharges be treated to remove hydrocarbon contaminants. Facet MPaks are best for this purpose because they have no moving parts, require little service, and are de- signed to treat the effluent water in accordance with the regulations in force in the most cost effective way. The Facet MPak system is an "enhanced gravity separation' system. Enhanced Gravity Separation Most physical mixtures of oil and water will separate by gravity eventually. Because oil is of a lower specific gravity than water, it will eventually float to its surface. If the droplets of oil are small, or their specific gravities are close to that of the water, separation can take a very long time. Facet MPaks substitute patented coalescing plates for the large voids in other equipment, reducing the time required for oil capture. For this reason, MPaks are referred to as "enhanced gravity separators." Vessels with MPaks are much smaller than pure gravity separators. As the oily water flows horizontally through the separator, the oil droplets rise vertically. Droplets are separated if they rise to the surface before the horizontal movement of the water carries them out in the effluent. (Figure 1 shows the path of an oil droplet entering a separator near the bottom and rising toward the top as the water flows through.) Since no filter cartridges are required, operating costs are minimal. Furthermore, Facet's MPak systems normally have no pumps or compressors, substantially reducing maintenance costs. Under normal operating conditions, occasional cleaning with water is all that is required. This can be done without removing any MPak assemblies by using Facers special pack cleaning wand and city water pressure. FIGURE 1 011 Rise Direction Actual Path of Unimpeded Droplet Water Flow Direction RISE PATH OF A TYPICAL OIL DROPLET 1• • <<< Facet <.t International . ;heo of Oil-Water Separation by Enhanced rY P Y Gravity Separation The mathematical relationship that describes the separa- tion is Stokes' Law: VR = g = TI = Pw = Po = Do = For example, at 68 °F (20 °C), the density of water is effectively 1 and the viscosity is 1.0 x 10 poise. The rise rate of an oil droplet with a diameter of 60 microns and a specific gravity of 0.9 is therefore: VR _ 980 x (1 -0.9) x (60x10 18 x (1 x 10 0.0196 cm/sec = 1.176 cm/min ‚ C gure 2 illustrates the rise distance of a droplet vs time for various droplet sizes. From this figure it may be seen that larger droplets rise much faster than smaller droplets. A 60 micron droplet will rise nine times faster than a 20 micron droplet (60 20 = 3600 / 400 = 9). 1.0 .9 .8 .7 .6 .5 .4 .3 .2 .1 0 9 (Pw - Po) 4 VR — 18x1 , where rise velocity of the oil droplet in cm/sec gravitational constant (980 cm/sec viscosity of water in poise density (gm/cm or specific gravity of the water density (gm/cm or specific gravity of the oil diameter of the oil droplet in cm FIGURE 2 OIL DROPLET RISE DISTANCE VS TIME FOR VARIOUS OIL DROPLET SIZES 1 3 4 5 6 7 TIME (MINUTES) The basic conditions for Stokes' Law to be valid are: 1) Flow must be laminar. 2) Particles (droplets) must be spherical. The rate at which solid particles fall in liquids is also govemed by Stokes' Law. To take full advantage of this, the flow of oily water through the plate packs is designed to be laminar. If there is high flow through the plates causing turbulence, the droplets/particles will be mixed within the fluid and not reach the surfaces of the plates for capture. This is particularly important in removing oil from waste -water as the oil is usually dispersed in a wide variety of small droplet sizes.) The object of an enhanced gravity separator is to in- crease the droplet size as quickly as possible, thereby decreasing the size and cost of the separator. The features of the MPak separator system are all designed for this purpose. Many factors can affect the performance of oil -water separators. The Facet computer modeling program is intended to take into account all of these to assure performance criteria are met. Computer Simulation of MPak Designs Means Guaranteed Performance Most water pollution regulations allow a maximum effluent hydrocarbon content (measured in ppm). Because different size droplets rise at different rates, it is neces- sary to determine the rise rates of the different sizes in order to determine which droplets are captured by the separator. 8 9 10 11 12 2.54 229 2.03 1.78 1.52 127 1.02 .76 .51 .25 :: 11? ,-, - -,2; " , ,l‘ :. .: • ) t CI ,:): ‘).: - „ 1) :' ' • ' , . • , , , ■ 7 (11 .. 7 f ) ..1 L: : 1, : , i , :, • ) ( i ; 7 '.1 t ) (1 CI i - 7 ' ■ : : 2 4 ' , — .1 , ) -;:. ._ .4.', Z i.‘ - ' si.t:'''' l'1 :... '' . 11. 1 1': ';''' .''' .' ':.:"..,:.'. ..').. r • - c ."■ ■ , .7. ; - , CZ ,. , T.: " ■ , • .'• „ :',.. ..;:: . '''' s ' :•,:' ....' -,- ',':', :, , , C,) ', ,,, N Q7 ' C' :: .„ , ) : • . . . 2.. '..... • .., 7 - 7 , 0,, . • •, • 1 .:. 1 0 •_ " ' ;'-.. ( 1 ';', ' „ ..! '.. i f } :. ! I ‘ 1, .. ,,I, , '*, Ci , . ,..: 1 . i l . ..'7 . 1 ' :1 L •.' -: _ , ' '-' :. :: :-. ••• , :.:.: .i r; - 1 - L-r; ':: r',.. ., •,''''..: . . c; - •.,. '-, :: .,. .. ,. i• '..; :: .., . .., ,,, ;.. -•, ,' .. -.: •:-.. TO ' ' 7,: ',-; , • — '7' 7.'" ...-) •..) .2,... C.) (1 t, ..)• /., . . .7 . L''' . . -, " ‘• :" `, • ;: u- t! i 1 : t 2 :. 7... ' t.,, .. ... : 7 ' , : • ., I :- ' . ... ... :' ' , Ca- : 7 . f...• ‘'..... D ,,":, 1 I .... ._ • .11 , 11 11J cr. 0 4 Facet 4.4 International 2) The Facet MPak separator system is designed to en- hance all these processes in the following ways: 1) The separation chambers and inlet piping are arranged to give maximum separation of very large droplets and "slugs" of oil as well as solid particles. The plates are spaced to maximize the capture of small droplets. 3) The separator design ensures laminar flow is maintained in the plate section, ensuring that the droplets rise according to Stokes' Law. 4) The plates are made of an oleophilic material that encourages the coalescence of droplets. 5) The maximum distance a captured droplet must travel before encountering an oil port is minimized to ensure efficient and rapid separation. Solid Particles Separation and Disposal In addition to the removal of oil from the water stream, coalescing plates are also efficient solids removers. Facet has made provisions in the design for the removal of these particles, as well as for their storage. Whereas the undersides of the plates are intended for the removal of oil, the top sides of the plates are solids removal surfaces. Solid particles settle onto the plates and slide down to the removal holes. These holes communicate directly with the bottom of the separator in the same way that the oil ports communicate directly with its surface. Particles that enter the solids removal holes fall to the bottom of the separator where they accumulate until removed. The supports for the MPaks have been designed such that they elevate the plates several inches above the bottom of the separator to provide solids storage capacity. Influent Conditions and OH-Water Separation Influent conditions have a great effect on the quality of separation. Surfactants such as soaps and detergents are designed to break up oil and grease and hold them in the water phase. For this reason, such chemicals have a very detrimental effect on the operation of oil -water separators. Pumps, valves, and other devices that cause shear also break up droplets, making oily water separation more difficult. • For this reason, gravity flow into the separator is pre- ferred. Where this is not possible, "low shear" pumps should be used. At the same time, influent piping systems should be designed with (relatively) large bore piping and a minimum of fittings and valves which should also have "low shear characteristics. Resource Recovery and Recycling In oil refineries, bulk terminals, and other hydrocarbon processing and handling facilities, MPak separators can recover enough hydrocarbons to pay for themselves. In many operations, trace quantities of hydrocarbons are carried off in waste -water or process streams. In machining facilities, costly coolant fluids can be rapidly degraded by the intrusion of tramp oil and solid particles. Facet's MPak separators offer an effective, economical means of preventing degradation, and recovering valu- able coolant. Please see Facet publication W /200 for more information on coolant processing. Additional Applications MPaks may also be used for the separation, or recovery, of other valuable, immiscible liquids or solids. Please consult Facet or your Facet representative for further details. c 4 3 Facet IA International s - o. oloo 6 0 075 11 L SAS ' IV ASPHALT PAVEMENT 1TYP.1 —15 1117/1%7CL Z / l! 711111.7 11111. 60 90 120 • I ! REVI510N /,. -_ 5 6 40 Yrt 150 .. • ± u11iruui111IIl - & a 0 71111!l7 /L /17/11111111 L CI 7711111111/ - rc.N P4SIN 4 o REA S MAP 816•004 Ste. mtu 1A le 4 r IVIRS TRUE PROJECT NORTH NORTH REVISIONS ISSUE DATE as a o•oogo a1a .rlllm rlrrla a ooraa Mr2N atn.11Nu Ira original ala ua.plla.a torn el 61. 16.., elorKrallon ad tr. tots aa• not N aplloaloa, 6060 or *16.7.4.2 .110Y1 tea trlllorl o6a.al 26 NY Seal Crrtrrlan Riverfront Technical Park DRANING TITLE. SITE GIADINO APO DRAINAGE PLAN FILET PI \CAOO \OGN\96024- tO \RFGRADELOGN PROJECT NUMBER; 96024 -ID DRARN BY, 0MR CNECAED BIN SAS APPROVED BEI DAL ORARIND NU68ER1 PLOTTED; 01/12/96 09104145 l4 t— I5.7 SAWCUT JOINT AND REMOVE EXISTING CURB UTYP.1 S -0.0100 SD 14.5 'QR/AATER 1 SEPMA Lilt C Iii%' �1 *GraF',3 E � tlirr'uit ri ikvr �4 r. 1�.. •- 1..��� _.cam 4 , r' x �.. r�r Cat .''$r ;.. l , RP C] i rE 1St /0, ' 4 1 Ill... % . f1 ! 4 f I'MTy tnI .1. • `,� r �� M I 5• w u I Ig7! m ,4 � ' I I :. m „ar.,4,tittei. •- L - il .0 tip ..41:,. 1 1A 11.5 N RELOCATE Mil NEW ASPHALT PAVEMENT TTTP.1 fNTS TA7 ITTP.1 L r A .43 INSTALL Er evt: ` t� , Ba • S -0.OIO _ 1 __ • r � NO WORK SHALL `DOYfIEA •••:,.......; rlN THIS AREA WR'hOVT COi7P7llICE a O $ . .-•v+ ' .•• � wv � c•... � .. � t v�r•. -15° PER LOT LINE REYISION APP�r r ASPIIAtT . ._ �/y ��M -�•,.. - H 4-1� sz r o t inr� - - • : " " ': - eei:[fY7 - �> �"- - - - - 13% ocsimid • 08/05/98 GeoEngneers 15:52 FAX 208 861 8050 GEOENGI�EERS _ RECEIVED AUG 0 7 1396 Sabey Corporation 101 Elliott Avenue Wes:, Suite 330 Seattle, Washington 98119 Attention: Mr. John Lang FILE COPY August 5, 1996 Report Geotechnical Engineering Consultation Foundation Modifications Riverfront Technical Park Building (formerly Building 251) West Marginal Way South and South 102nd Avenue Tukwila, Washington File No. 0548- 017-01 Im Consulting Engineers and Geoscientists Offices in Washington, Oregon, and Alaska ' We have reviewed the pile foundation requirements for new shear walls and other foundation modifications for the Riverfront Technical Park Building as described by Mr. Bob Raichle of Engineers Northwest. The information developed in our for the Oxbow Corporate Park Improvement (see our report dated September 8, 1995, GEI File No. 0548 -15-01 for detailed information) and information from a previous site investigation by others is considered applicable to this building as well. We reconunend that the new foundation elements in this building be supported on 14 -inch diameter augercast concrete piles. We recommend that these piles be installed to a penetration of 45 feet below the existing floor grade of the building. For this penetration, an allowable downward capacity of 40 tons per pile and an uplift capacity of 15 tons per pile can be used. These values apply to single piles. If piles are spaced at least three diameters apart, no reduction for group action is necessary. The above values can be increased by one third when considering transient loadings such as seismic or wind loads. We do not anticipate any changes in areal loading in the vicinity of' the new piles; therefore, downdrag loads are not a consideration. The lateral capacity of these piles will be as described on page 8 under "Lateral Capacity" in our September 8, 1995 report. GeoEngineers, Inc. 8.1t0 154th Avenue N.E. Redmond, WA 98052 Telephone (306) 861.6000 Fax (206) 551.6050 1 Sabey Corporation August 5, 1996 Page 2 IKT:eau Docuilsnt ID: 0548017.11 Three copies submitted cc: Engineers Northwest Attn: Mr. Bob Raichle 6869 Woodlawn N.E. Seattle, WA 98115 . 08/05/96 18:53 FAX 208 861 6050 GEOENGINEERS Installation of these piles should be done with the full -time monitoring of one of our engineers. Our representative will observe the characteristics of the soils penetrated by the auger to determine if the subsurface conditions are comparable to those defined by previous explorations on the site and monitor grout pressures and volumes and other factors relating to the installation of the piles. He or she will advise the contractor if modifications to pile lengths or redrilling of a pile is necessary based on conditions or procedures observed. 4 0 • We believe the above Information will fulfill your needs for the building permit application. If you have any questions, please contact either Jack Tuttic or Tom Tobin at 861 -6000. Yours very truly, GeoEnginee:s, Inc. Jack K. Tuttle, P.E. Principal -mar • • Report • • " . , • Geotechnical Engineering. Services Proposed Oxbow Corporate Park Improvements /' . • , "GeoEng1neer$'• RE AUG 7 lit FILE G File No. OS48 -01S- R01/090895' CONTENTS Page No. INTRODUCTION 1 SCOPE 2 SITE CONDITIONS 2 SURFACE CONDITIONS 2 SUBSURFACE CONDITIONS 3 Building Addition, Loading dock and Loading Apron Areas 3 Truck/Trailer Parking Area 3 CONCLUSIONS AND RECOMMENDATIONS 4 GENERAL 4 SITE PREPARATION AND EARTHWORK 4 Site Preparation 4 Fill Placement 5 Dewatering 5 Preload And Fill Settlement 6 PILE FOUNDATION SUPPORT 7 General 7 Axial Capacity 7 Pile Downdrag 7 Settlement 8 Lateral Capacity 8 Pile Installation 8 FLOOR SLABS 9 LATERAL SOIL PRESSURES 9 LATERAL RESISTANCE 10 EROSION CONTROL 10 PAVEMENTS 10 DRAINAGE CONSIDERATIONS 11 LIMITATIONS 11 FIGURES Figure No. Vicinity Map 1 Site Plan 2 APPENDICES Page No. Appendix - Field Explorations and Laboratory Testing A -1 Field Explorations A -1 Laboratory Testing A -1 APPENDIX FIGURES Figure No. Soil Classification System A -1 Key to Boring Log Symbols A -2 Logs of Borings A -3 ... A -7 Logs of Test Pits A -8 ... A -10 G e o E n g i n e e r s i File No. 0548 -01S- R01/090895 REPORT GEOTECHNICAL ENGINEERING SERVICES PROPOSED OXBOW CORPORATE PARK IMPROVEMENTS SEATTLE, WASHINGTON FOR SABEY CORPORATION INTRODUCTION This report presents the results of our geotechnical engineering services for the proposed improvements to the Oxbow Corporate Park in Seattle, Washington. The site is located east of West Marginal Way South and south of 102nd Street South, as shown on the vicinity map, Figure 1. Three existing buildings (Buildings 250, 251 and 252) occupy the site. We understand that Buildings 250 and 251 are on spread footing foundations and that Building 252 is pile supported. For the purposes of this report, we will refer directions to an assumed project north oriented toward 102nd Street South. We understand that the site improvements will consist of constructing loading docks and portland cement concrete pavement truck loading aprons adjacent to the south side of Building 250 and to the north side of Building 252. The truck loading apron areas will be cut approximately 4 feet below the loading dock elevations to provide dock -high access. A space between the two buildings, approximately 37,000 square feet in area, will be developed as a single story connecting structure with high bays. A truck/trailer parking area and new vehicle entrances are planned west of the existing buildings and adjacent to 27th Avenue South in the dirt- surfaced area currently being used for the same purpose. Slab and foundation loads for the building addition are not yet finalized. However, we recommend that the building addition and the loading dock that will be connected to the north side of Building 252 be supported on piles. This recommendation is based on our understanding that total and differential settlements between the structures and the existing buildings must be limited as much as practical and also because of the site subsurface conditions. We have assumed that axial pile loads will be on the order of 40 tons due to building slab, wall and column loads. Although the proposed building addition and loading dock adjacent to Building 252 could be preloaded to reduce potential settlements induced by slab loads, we strongly recommend the use of structural floor slabs because of the potential for unacceptable differential settlement. However, we do recommend preloading for slab -on -grade construction of the loading dock adjacent to Building 250. This will result in more similar settlement performance between the loading dock slab and the adjacent building which is supported on spread footings. The loading apron areas and the truck/trailer parking areas can be constructed without preloading. We assume that the finished grade for the truck/trailer parking and vehicle entrances will be approximately the same as the elevation for the existing dirt- surfaced parking area. G e o E n g i n e e r s 1 File No. 0548 -015- RO1/090895 . SCOPE The purpose of our services was to evaluate the subsurface soil and ground water conditions at the project site and to develop geotechnical recommendations and design criteria for the proposed building addition, loading dock and pavement areas. Our completed scope of services includes the following items: 1. Review subsurface information available in our files for nearby facilities and from the GeoTech Consultants, Inc. report for the existing facility that was provided by you. 2. Drill three borings to depths of approximately 29 to 511/2 feet each to provide geotechnical information for foundation design and settlement behavior of the building addition and the loading dock adjacent to Building 252. 3. Excavate five backhoe test pits in the proposed truck/trailer parking area and two hand borings in the truck loading apron area (north of Building 252) where there had been insufficient information for design. 4. Complete a limited laboratory testing program including soil classifications, moisture content and dry density determinations for selected samples obtained from the explorations. 5. Provide recommendations for site preparation including specifications for fill material and fill placement, site drainage and erosion control. 6. Estimate settlements which will result from new areal fill and floor loads and evaluate the impact on the existing buildings. 7. Provide allowable capacity- penetration relationships for augercast pile foundations, as appropriate. 8. Provide pavement design recommendations. 9. Prepare a written report summarizing our conclusions and recommendations along with supporting field and laboratory data. SITE CONDITIONS SURFACE CONDITIONS The majority of the proposed improvements are in parking and drive areas surfaced with asphalt concrete pavement which are adjacent to the existing Buildings 250 and 252. The planned portland cement concrete loading apron to be located south of Building 250 is in an area that is undeveloped, with tall grass and some brush, that is approximately 2 to 4 feet below the grades of the existing asphalt drive adjacent to the building. The west parking area extends to the Seattle Transmission Line right -of -way, that is oriented in a northwest to southeast direction and crosses West Marginal Way South. An area to the west of the transmission line right -of -way is presently used as a dirt- surfaced truck trailer parking area and is proposed to be an asphalt -paved truck/trailer parking area and new driveways. G e o E n g i n e e r s 2 File No. 0548 -015•RO1 /090895 SUBSURFACE CONDITIONS .. The subsurface conditions at the site were explored by drilling three hollow -stem auger borings, two hand borings and excavating 5 test pits at the locations shown on the site plan, Figure 2. A description of the field exploration methods, laboratory testing procedures and the logs of the explorations are presented in the Appendix. We have also reviewed the logs of three borings and seven test pits completed by others in 1987. The previous explorations were completed at the approximate locations shown in Figure 2. The subsurface conditions encountered in the previous explorations are relatively consistent with those encountered in the borings and test pits completed for this project. Building Addition, Loading dock and Loading Apron Areas: The site is mantled with existing fill which ranges in thickness from about 4 to 8 feet at the exploration locations. The fill is composed primarily of loose to medium dense silty sand and sand with silt, but also contains zones of very soft to medium stiff silt and sandy silt. A relatively continuous unit of soft silt and organic silt with peat lenses and organic matter was encountered beneath the fill in all of the borings completed for the project. This silt and organic silt unit is on the order of 4 to 8 feet thick. The silt and organic silt unit is underlain by deposits of silty sand, sand with silt, and sand which contains lenses and layers of soft sandy silt and decomposing wood. The sand deposits have a loose consistency to a depth of approximately 36 feet below the ground surface. Below this depth, these deposits are typically medium dense. The sand deposits were encountered to the maximum depth explored in boring B -1. Ground water was typically encountered at a depth of about 20 feet during drilling of borings B -1 through B -3 but at a depth of 6 to 7 feet in hand borings HB -1 and HB -2. Based on the information obtained from drilling the borings, our evaluation of samples obtained from the borings and our experience in the area, we anticipate that the depth to ground water can be expected to range from about 5 to 10 feet below existing grades in the area of the proposed building addition, loading docks and loading aprons. It should be expected that the ground water levels at the site will experience significant fluctuations with variations in seasonal precipitation. Truck/Trailer Parking Area: The subsurface conditions encountered in the test pit excavations completed in the proposed truck/trailer parking area generally consist of a unit of stiff silt and medium dense silty sand and gravel fill, approximately 1 to 71 feet thick, overlying loose to medium dense sand. Soft organic silt and peat were encountered at a depth of about 11 and 10 feet, respectively, in test pits TP -1 and TP -2. No ground water seepage was observed in test pits TP -1 through TP-4. Slow ground water seepage was observed at a depth of 13 feet below existing grade during excavation of test pit TP -5. G e o E n g i n e e r s 3 File No. 0548 -015•RO1 /090895 CONCLUSIONS AND RECOMMENDATIONS GENERAL In our opinion, the project site is suitable for construction of the proposed improvements. The site is underlain by soft, compressible soils which will experience significant settlement under loads caused by new foundations, slabs and fills. Two options are reasonable for support of the building addition and loading dock areas. Site preloading would generally be the most efficient and economical option for the building addition and dock areas. However, we understand that the time frame available for construction of the addition might not allow sufficient time for a preload to be effective. Additionally, the placement of preload adjacent to Buildings 250 and 252 could result in unacceptable settlement of the existing building foundations due to downdrag loads on the pile foundation of Building 252 and settlement of the spread footing foundations of Building 250. The effects of preload and slab fill placement can be mitigated somewhat by constructing the preload crest some distance from the buildings, but differential settlement between the preloaded areas and the areas not preloaded might be at unacceptable levels. At your request, we have included the option of preloading the slab area for the building addition and loading dock areas. Since the existing Building 252 is pile supported and given our understanding that differential settlement between the building addition and the adjacent existing buildings is to be limited to as little as practical, we recommend that the building addition and the proposed loading dock adjacent to Building 252 be supported on augercast piles. We recommend the use of augercast piles as opposed to driven piles to minimize the potential for damage to the existing buildings due to vibrations associated with pile driving. We recommend that the floor slab for the building addition be pile - supported (if a preload program is not completed) to eliminate the potential for long -term differential settlement between the slab and the building frame. The following sections of this report are based on the understanding that augercast piles will be installed to provide support for the building column and wall loads. SITE PREPARATION AND EARTHWORK Site Preparation We anticipate that trees, bushes and shrubs, which will conflict with new construction, could be salvaged from the landscaped areas during demolition of the existing parking and drive areas. The existing asphalt can be ground in place or broken into relatively small pieces (less than 4 inches maximum dimension) and be incorporated within the fill for the loading docks and building addition. Prior to placing building pad fill and structural fill for loading docks, aprons and pavement, the subgrades should be evaluated by a representative of our firm. The purpose of this evaluation will be to identify particularly soft or loose areas which might require overexcavation and replacement with structural fill. Visual evaluation, probing and proofrolling are the techniques G e o E n g i n e e r s 4 File No. 0548 -015•RO1 /090895 which would most likely be used to make this examination. The most appropriate technique(s) will be dependent on the weather conditions at the time of construction and should be identified by our representative at that time. Most of the near - surface soils at the site are moisture - sensitive and will be difficult to work on or compact during wet weather. If particularly soft subgrade soils are encountered in portions of the site, it might be desirable to use a geotextile to separate the new structural fill from the soft subgrade soils. We recommend that Mirafi 140N, Phillips Fibers Corporation Supac 4NP, or an equivalent fabric approved by the engineer be used for this purpose. Fill Placement All new fill in pavement and slab areas (if structural slabs are not constructed) should be placed as compacted structural fill after the exposed soils have been prepared as described above. Fill placed within the area of structural slabs should be compacted to a dense condition adequate for support of construction traffic and equipment. All structural fill material should be free of debris, organic contaminants and rock fragments larger than 4 inches. Structural fill should be placed in lifts not exceeding 8 to 12 inches in loose thickness and mechanically compacted to a firm, nonyielding condition. All fill placed for the building and loading dock subgrades, if the slabs are not structurally supported, and within 2 feet of the finished subgrade surface in pavement areas and utility trench backfill should be compacted to at least 95 percent of the maximum dry density determined in accordance with ASTM D -1557. Below this depth, fill should be compacted to at least 90 percent of ASTM D -1557. The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing No. 200 sieve) increases, soil becomes increasingly more sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. We recommend that structural fill contain no more than about 5 percent fines for placement in wet weather. The percent fines can be higher for placement in dry weather, provided the fill material is moisture- conditioned as necessary for proper compaction. The existing fill at the site is composed primarily of silty sand and sand with silt which, given the time of year and time frame for construction, will not be suitable for use as structural fill because of the significant percentage of fines in the existing fill soils. Preload fill and nonstructural fill placed in landscape and waste fill areas need only be compacted to the degree required for trafficability of construction equipment and effective surface drainage. We recommend that a representative of our firm observe the placement and compaction of new fill. An adequate number of in -place density tests should be performed in the structural fill as it is being placed to determine if the required degree of compaction is being achieved. Dewatering Excavations to various depths will be required to prepare the site, remove unsuitable material from beneath slabs and pavements, place utilities and construct pile caps. We expect G e o E n g i n c e r s 5 File No. 0548 -015- R01/090895 that these excavations will generally not extend more than 3 to 4 feet below the existing ground surface. Some ground water seepage could be encountered in the excavations. We anticipate that the ground water seepage can be controlled during construction by installing temporary drainage ditches and /or sumps within the excavations and pumping from the sumps when necessary. Preload And Fill Settlement The site is underlain by soft, compressible soils which will experience significant settlement under the weight of new fill. We have developed estimates of the magnitude of these settlements as a function of the thickness of the new fill. These settlement estimates are presented below. Fill Thickness Estimated Settlement (feet) (inches) 2 1 -1/2 to 2 4 2 -1/2 to 3 -1/2 6 3 -1/2 to 5 We estimate that most of the above settlements will occur within three to five weeks after the fill is placed. We understand that the imported structural fill recommended above for the building addition site will extend 1 to 3 feet below the finished floor slab. Because soil conditions vary across the site we anticipate that postconstruction settlements resulting from floor loads may be on the order of 1/2 to 11/2 inches. If this level of differential settlement is unacceptable, we recommend constructing structural slabs or placing preload fill for slabs supported on grade. The preload fill should extend at least 1 foot above finished floor 21jy1 grade for each 100 psf increment of the design floor load for the loading docks and building addition (e.g., 2 feet height of preload fill for a design floor load of 200 psf). The full thickness of preload should extend over the entire building footprint and at least 5 feet outside the building perimeter except for the north and south edge of the building footprint. These sides of the building footprint will abut the existing buildings. We recommend that the crest of the preload and the existing building walls be separated by about 15 feet to avoid settlement related damage to the existing buildings. We estimate that postconstruction differential settlements across the site will be reduced to less than 1/4 to 1/2 inch with the use of a preload. If a preload option is considered, we recommend using sand and gravel fill with less than 5 percent fines. This material could then be used as fill for pavement subgrade or elsewhere on the site when the preload settlement is complete. We recommend that the fill to achieve slab subgrade elevations and preload fill be placed at least 3 to 5 weeks in advance of slab construction to allow these settlements to occur. We recommend that GeoEngineers evaluate settlement measurements to verify that the differential and total settlements are sufficiently low before removal of the preload fill. This is accomplished by placing settlement markers in the slab areas prior to fill placement and surveying the settlement of the markers during and after fill placement. G e o E n g in e e r s 6 File N o. 0548 -015 -R01 /090895 We also expect that some fill will need to be placed to support new pavement in the loading apron areas where the loading apron will be excavated below existing grade to provide dock -high access. We understand that the loading apron areas will be cut to depths of approximately four feet below the loading dock grades. We anticipate that up to 1 foot of structural fill will be required for support of new pavement in the truck loading areas. This fill will be underlain by variable thicknesses of soft compressible soils which will experience only minor settlement under the weight of the fill. Fill induced settlements could affect the performance of new or existing buried utilities. The effects of settlement because of fill placement should be considered in the design of utilities. We can provide further assistance, if needed, as the design of utilities is being finalized. We recommend that the surface of the fill be constructed to a height of approximately 1 foot above the top elevation of pile embedment in the interior pile caps to facilitate augercast pile installation for structural slabs. The remaining fill needed to achieve finished floor subgrade elevation for structural slabs should be placed following pile installation. PILE FOUNDATION SUPPORT General Pile support is expected to be necessary for support of building addition wall and column loads and possibly for building and loading dock slab loads. We anticipate that design capacities on the order of 40 tons per pile will be appropriate for this project. We believe that drilled augercast concrete piles will be best suited for the expected conditions. Axial Capacity We recommend using a design downward axial capacity of 40 tons and a design uplift capacity of 15 tons for a 14- inch - diameter augercast pile installed to a depth of approximately 45 feet below existing site grades. The allowable capacities presented above are based on our determination of the strength of the supporting soils for the penetration indicated and include a factor of safety of about 2.5. These values apply to single piles and are for the total of dead and long -term live loads. These values may be increased by 1/3 when considering design loads of short duration such as wind or seismic forces. There is some risk of eccentric loading associated with supporting structural elements on single piles. Therefore, we recommend that all structural elements be supported on pile groups consisting of two or more piles. Pile Downdrag Pile downdrag forces develop when surrounding compressible soils settle relative to a pile, thus interacting with and adding load to the pile. The project time constraints might not allow for complete settlement of site soils prior to pile installation. Therefore, pile downdrag forces G e o E n g i n e e r s 7 File No. 0548 -015•R01 /090895 • will have to be considered in design. We recommend using a pile downdrag force of 5 tons per pile for the 14- inch - diameter augercast piles. The pile downdrag forces should be added to the structural load carried by each pile. The 15 -foot separation of preload from Building 252 recommended in a previous section was developed to reduce .the risk of transfer of downdrag loads to the existing piles supporting that building. Settlement Settlements of piles and pile groups will depend on the pile type and capacity intended for design, and on the size and layout of pile groups. Generally, we expect the post - construction settlement will be approximately 1/2 inch or less given the expected design load of 40 tons per pile. Lateral Capacity We recommend using an allowable lateral load of 12 kips for design purposes, for a 14- inch - diameter augercast pile. The allowable lateral capacity assumes a center -to- center pile spacing of at least three -pile diameters, adequate steel reinforcement and pile -head fixity against rotation. The allowable capacity is based on a maximum pile deflection of approximately 1/2 inch. We recommend that reinforcing be installed in the 14- inch - diameter augercast piles to resist bending moments associated with lateral loading. Typically, the reinforcing steel cage extends to a depth corresponding to zero or near -zero moments in the pile. Our analyses indicate that zero moment will occur in the pile at a depth of about 20 feet with an applied lateral load of 12 kips. Pile design for bending should recognize that it is generally not possible to position the reinforcing at a precise location within the augercast pile. Consequently, the design factor of safety for bending should be adjusted accordingly. Resistance to lateral loads can also be developed by passive pressures on the face of pile caps, grade beams, tie -beams and other foundation elements. Passive pressures may be computed using an equivalent fluid density of 200 pcf (pounds per cubic foot) (triangular distribution) for the existing site soils that have been prepared as recommended previously. The equivalent fluid density values presented above both include a factor of safety of about 1.5. Sliding friction on the base of pile- supported foundation elements should be ignored. Pile Installation Augercast (cast -in- place) concrete piles should be installed to the recommended depth of pile penetration using a continuous - flight, hollow -stem auger. As is common practice, the pile grout is pumped under pressure through the hollow stern as the auger is withdrawn. Reinforcing steel for bending and uplift is placed in the fresh grout column immediately after withdrawal of the auger. G e o E n g i n e e r s 8 File No. 0548 -015 - 801/090895 We recommend that the augercast piles be installed using suitable equipment by a contractor experienced in their placement. Grout pumps must be fitted with a volume - measuring device and pressure gauge so that the volume of grout placed in each pile and the pressure head can be easily determined. While grouting, the rate of auger withdrawal must be controlled such that the volume of grout pumped is equivalent to at least 115 percent of the theoretical hole volume. A minimum grout line pressure of 100 psi must be maintained while grouting. Also, a minimum head of grout of 8 feet should be maintained at all times while removing the auger. We recommend that there be a waiting period of at least eight hours between installation of piles spaced closer than about 8 feet center -to- center, in order to avoid disturbance of concrete undergoing curing in a previously cast pile. It should be noted that the recommended pile tip elevations and allowable capacities presented above are based on assumed uniformity of soil conditions between the explorations. There may be unexpected variations in the depth to and characteristics of the supporting soils across the site. In addition, no direct information regarding the capacity of augercast piles (e.g., driving resistance data) is obtained while this type of pile is being installed. Therefore, it is particularly important that the installation be completed under the direct involvement of a properly experienced registered engineer. Accordingly, we recommend that pile installation be monitored by a member of our staff who will observe installation procedures and evaluate the adequacy of individual pile installations. FLOOR SLABS The upper 12 inches of structural fill supporting the floor slabs should consist of free draining coarse sand and gravel containing less than 3 percent fines. This free - draining layer should be hydraulically connected to the perimeter drains outside of the building foundations. A vapor barrier can be used to provide added protection against upward migration of moisture into the slab beneath all on -grade floor slabs where moisture control in the slab is critical (i.e., where tile or carpeting is to be glued to the slab). The vapor barrier should consist of polyethylene sheeting overlain by a 2 -inch thickness of clean sand. For on -grade floor slabs founded on native soils or on structural fill placed and compacted in accordance with our recommendations, the allowable frictional resistance to lateral loads may be computed using a coefficient of friction of 0.35 applied to vertical dead -load forces. LATERAL SOIL PRESSURES We recommend that the lateral soil pressures acting on the loading dock walls be computed using an equivalent fluid density of 35 pounds per cubic foot (triangular distribution) for free - draining fill. This lateral soil pressure does not include the effects of surcharges such as floor loads or other surface loading. Surcharge effects should be considered as appropriate. G e o E n g i n c e r s 9 File No. 0548 -015- R01/090895 Measures should be taken to prevent the buildup of excess lateral soil pressures due to overcompaction of backfill behind the wall. This can be accomplished by placing the zone of backfill located within 3 feet of the wall in lifts not exceeding 6 inches in loose thickness and compacting this zone with a hand - operated or small self - propelled vibrating plate compactor. The recommended fluid density assumes a free - draining condition behind the walls. This may be accomplished by placing an 18- inch -wide zone of sand and gravel containing no more than 5 percent fines against the walls. A perforated drainpipe sloped to drain and leading to a suitable discharge should be installed at the bottom of the sand and gravel. LATERAL RESISTANCE The soil resistance available to resist lateral foundation loads is a function of the passive resistance which can develop on the face of below -grade elements of the structure as they tend to move into the soil. The allowable passive resistance on the face of pilecaps, or other embedded foundation elements, may be computed using an equivalent fluid density of 225 pounds per cubic foot (triangular distribution) for fill or on -site soils. The above passive equivalent fluid density value includes a factor of safety of about 1.5. EROSION CONTROL The ground surface at the sites of the proposed improvements is essentially flat. The near - surface site soils below the existing pavements and below the existing sand and gravel fill in the proposed truck/trailer parking area contain fine to medium sand which is highly erodible where sloped surfaces are exposed to runoff (e.g., soil stockpiles). Based on this information, it is our opinion that the sites have a low to moderate erosion potential after the asphalt or existing sand and gravel fill has been removed. Control of off -site transport of sediment will be an important consideration. In our opinion, conventional erosion/sedimentation practices will be appropriate. We strongly recommend that erosion control measures be installed prior to site grading activities. The goal of erosion/sedimentation control system design must be to (1) prevent mobilization of sediment, and (2) efficiently trap sediment in surface runoff before it can be transported off site. We recommend that the project grading plans be prepared by a civil engineer properly qualified for, and attentive to, the erosion/ sedimentation issue. We will be pleased to work with the designer in that regard. The existing native soils will be very difficult to filter or precipitate once suspended in surface runoff. Therefore, it will be important to cover stockpiles and avoid vehicle traffic on exposed soil, especially during wet weather. PAVEMENTS Our recommended design pavement sections assume that the subgrade will be prepared as recommended under "Site Preparation and Earthwork." GeoEngineers 10 File No. 0548 -015- RO1/090895 Based on the expected heavy vehicle traffic loading, we recommend that the pavement section for the proposed truck/trailer parking area consist of at least 3 inches of Class B asphalt concrete, 6 inches of crushed rock base course, and 12 inches of clean (less than 5 percent fines) structural fill subbase. This pavement section is also appropriate for the proposed access road to the truck trailer parking area with the inclusion of a geotextile (non -woven filter fabric e.g., Mirafi 140N, Phillips Fibers Corporation Supac 4NP, or equal) separation layer between the subbase and the subgrade soils. The clean structural fill and crushed rock should both be compacted to at least 95 percent of ASTM D -1557 and to a firm, nonyielding condition. We understand that rigid pavement consisting of a 6 -inch thickness of portland cement concrete (PCC) will be used for the truck loading aprons. We recommend that the design pavement section consist of the aforementioned 6 -inch thickness of PCC overlying a 12 -inch thickness of sand and gravel subbase compacted to at least 95 percent of the maximum dry density (ASTM D- 1557). Portland cement and asphalt concrete and base materials, placement methods and compaction should conform to the requirements presented in the WSDOT 1994 Specifications for Roads, Bridges and Municipal Construction. DRAINAGE CONSIDERATIONS Perimeter drains should be installed adjacent to the exterior building walls. As is normal practice, the finished ground surface adjacent to the building should be sloped so that surface runoff flows away from the structure. LIMITATIONS We have prepared this report for use by Sabey Corporation and their design team in the design of a portion of the project. The data and report should be provided to prospective contractors for bidding or estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. If there are any changes in the loads, grade, location or configuration of the proposed site improvements, the conclusions and recommendations presented in this report might not be fully applicable. If such changes are made, we should be retained to review our conclusions and recommendations and to provide written modification or verification of these recommendations. When the design has been finalized, our firm should be retained to review the final design drawings and specifications to see that our recommendations have been interpreted and implemented as intended. There are possible variations in subsurface conditions between the locations of the explorations and also with time. A contingency for unanticipated conditions should be included in the project budget and schedule. We recommend that our firm provide sufficient monitoring, G e o E n g i n e e r s 11 File No. 0548 -015- R01/090895 testing and consultation during construction to confine that the conditions encountered are consistent with those indicated by the explorations and to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. • 0 ► We trust that this letter satisfies your current needs. Please call if you have any questions. Yours very truly, GeoEngineers, Inc. RMM:JKT:cms Document ID: 0548015.R Copyright m 1995 by GeoEngineers, Inc., All rights reserved ttitzer i Robert M. McIntosh, P.E. Project Engineer Jack K. Tuttle, P.E. Principal G e o E n g i n e e r s 12 File No. 0548 -015- RO1/090895 1.• 1400 v S 103RD Um 115TH 010ECr011 SCALE IN FEET VICINITY MAP FIGURE 1 CLOVE . LE sr Reproduced with permission granted by THOMAS BROS. MAPS. This map is copyrighted by THOMAS BROS. MAPS. tt is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. 21 TO 2T CIS. ip NOT M PAA[JNG TOTALS) of qtr. um( • FK. of cues. Ir. !Proposed !Loading Dock Proposed Loading Apron 81 — • —• — . — — III IIIIIIDIII IIIIlulI1111I11I11111111IIilIglH1 C s FR-2 Reference: Drawing entitled Site Plan, by Sabey Corporation, dated 06 /30/95. { BOEING PARKING + Proposed Truck/ Trailer Parking fgsT 4RChN4C Wq M Proposed Loading Dock Proposed Loading Apron CASING 0.111411 S1 J[ILAC MEW 93-rfL11 AXII SUAL1 Geo Engineers 0 300 - 600 SCALE IN FEET EXPLANATION: B - 4 - BORING BY GEOENGINEERS TP - TEST PIT BY GEOENGINEERS + PREVIOUS BORING BY OTHERS - 41 - PREVIOUS TEST PIT BY OTHERS SITE PLAN FIGURE 2 appendix • FIELD EXPLORATIONS AND LABORATORY TESTING FIELD EXPLORATIONS The subsurface conditions at the project site were explored by drilling three borings with a highway drill rig, two hand borings and fie test pits at the locations shown in Figure 2. Exploration locations were located by pacing and taping from existing features on the property. Figure 2 also shows the locations of borings and test pits completed by others for a previous study associated with the Oxbow Corporate Park. The borings B -1 through B -3 were drilled on August 14, 1995 to depths ranging from 29 to 511/2 feet below existing grades. The borings were advanced using a truck - mounted, continuous - flight, hollow -stem auger drill. Relatively undisturbed samples were obtained from the borings using a 3- inch - outside - diameter split - barrel sampler (Dames and Moore sampler). The sampler was driven into the soil with a 300 -pound hammer free - falling 30 inches. The number of blows required to drive the sampler the last 12 inches, or other indicated distance, is recorded on the boring logs. Hand borings HB -1 and HB -2 as well as test pits TP -1 through TP -5 were completed on August 15, 1995. The hand borings were completed using a hand auger. The test pits were excavated with a rubber -tired backhoe. The explorations for this study were continuously monitored by a representative from our firm who examined and classified the soils encountered, obtained representative soil samples, and observed ground water conditions. Soils were classified in general accordance with the classification system described in Figure A -1. A key to the boring log symbols is presented in Figure A -2. The boring logs are presented in Figures A -3 through A -7. Test pit logs are shown in Figures A -8 through A -10. LABORATORY TESTING All soil samples were brought to our laboratory for further examination. Selected samples were tested to determine their moisture content and dry density characteristics. The results of the laboratory testing are presented in the boring logs. G e o E n g i n e e r s APPENDIX A - 1 File No. 0548 -015- RO1/090895 SOIL•CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS More Than 50% Retained on No. 200 Sieve GRAVEL More Than 50% of Coarse Fraction Retained on No. 4 Sieve CLEAN GRAVEL GW WELL - GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND More Than 50% of Coarse Fraction Passes No. 4 Sieve CLEAN SAND SW WELL - GRADED SAND, FINE TO COARSE SAND SP POORLY GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE GRAINED SOILS More Than 50% Passes No. 200 Sieve SILT AND CLAY Liquid Limit Less Than 50 INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY Liquid Limit 50 or More INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification is based on visual examination of soil Dry - Absence of moisture, dusty, dry to the touch in general accordance with ASTM D24B8 -90. Moist - Damp, but no visible water 2. Soil classification using laboratory tests is based on ASTM D2487 -90. Wet - Visible free water or saturated, usually soil is obtained from below water table 3. Descriptions of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, andlor test data. \gy Geo \O Engineers SOIL CLASSIFICATION SYSTEM FIGURE A -1 LABORATORY TESTS: AL CP CS DS GS %F HA SK SM MD SP TX UC CA Atterberg limits Compaction Consolidation Direct shear Grain -size Percent fines Hydrometer analysis Permeability Moisture content Moisture and density Swelling pressure Triaxial compression Unconfined compression Chemical analysis BLOW COUNT /SAMPLE DATA: NOTES: Blows required to drive a 2.4 -inch I.D. —' split - barrel sampler 12 inches or other indicated distances using a 300 -pound hammer falling 30 inches. Blows required to drive a 1.5 -inch I.D. (SPT) split - barrel sampler 12 inches or other indicated distances using a 140 -pound hammer falling 30 inches. "P" indicates sampler pushed with weight of hammer or against weight of drill rig. SOIL GRAPH: SM Soil Group Symbol (See Note 2) Distinct Contact Between Soil Strata Gradual or Approximate Location of Change Between Soil Strata Water Level Bottom of Boring 22 ■ Location of relatively undisturbed sample 12 ® Location of disturbed sample 17 ❑ Location of sampling attempt with no recovery 10 0 Location of sample obtained in general accordance with Standard Penetration Test (ASTM D 1586) procedures 26 m Location of SPT sampling attempt with no recovery Location of grab sample 1. The reader must refer to the discussion in the report text, the Key to Boring Log Symbols and the exploration logs for a proper understanding of subsurface conditions. 2. Soil classification system is summarized in Figure A -1. Geo Engineers KEY TO BORING LOG SYMBOLS FIGURE A -2 5— 10— 15— 25— 30— 35— 40— Moisture Dry Content Density Blow Group Lab Tests (%) (pct) Count Samples Symbol TEST DATA BORING B -1 9 89 MD 38 84 MD 31 90 MD 28 95 MD 26 98 16 18 l Note: See Figure A -2 for explanation of symbols Geo \O Engineers DESCRIPTION ASPHALT 3 inches asphalt concrete RX 6 inches base course SP -SM Brown fine to medium sand with silt and gravel (medium dense, SP -SM moist) (fill) Gray fine to medium sand with silt (medium dense, moist) (fill) SM Dark gray silty fine sand (loose, wet) PT ML Black peat (soft, wet) Grayish brown fine sandy silt with a trace of organic matter (soft, wet) SP Dark gray fine to medium sand (loose, wet) Q SP -SM ° Ground water encountered at 19.5 feet during drilling Dark gray fine sand with silt and a trace of organic matter (loose, wet) SP Dark gray fine to medium sand with occasional lenses of wood chips (loose, wet) LOG OF BORING FIGURE A -3 — 10 —15 — 20 — 25 — 30 — 35 40 us 0 ao a 0 z 40 45— 50— 55 — o so 65— 70— 75— TEST DATA Moisture Dry Content (pcf) Count Samples Group l Lab Tests (%) (ct) p Symbol 21 19 ■ Geo 4 � Engineers BORING B -1 (Continued) DESCRIPTION SP Dark gray fine to medium sand with a trace of silt and decomposing wood (medium dense, wet) Boring completed at 51.5 feet on 08/14/95 LOG OF BORING FIGURE A -3 — 45 —50 40 — 55 — 60 — 65 — 70 —75 80— —80 Note: See Figure A -2 for explanation of symbols co co N 2 2 — Lab Tests 0 5 10— 1S— t w z s _ w 0 20— 25 — MD TEST DATA BORING B -2 Moisture Dry Content Density Blow (%) (pct) Count Samples 45 76 MD 40 76 15 ■ 2 ■ 1 4 ■ 1 S mbol ASPHALT RX SP -SM SM ML SP Note: Sec Figure A -2 for explanation of symbols DESCRIPTION 2 inches asphalt concrete 6 inches base course Brown fine to medium sand with silt and gravel (medium dense, moist) (fill) Gray silty fine to medium sand with occasional gravel and wood fragments (medium dense, moist) (fill) SP Gray fine sand with a trace of silt (loose, moist) Grayish brown fine sandy silt with organic matter (soft, wet) SM Grayish brown silty fine sand with organic matter (loose, wet) ML Grayish brown fine sandy silt with organic matter and lenses of silty fine sand (soft, wet) SZ Ground water encountered at 20.5 feet during drilling Dark gray fine sand with a trace of silt (loose, wet) SP/ML Dark gray fine sand with a trace of silt with lenses of fine sandy silt and organic matter (loose, wet) SP - SM Dark gray fine sand with silt and organic matter (loose, wet) 0 —5 — 10 — 15 — 20 — 25 Boring completed at 29.0 feet on 08/14/95 - 30— —30 35— —35 40— —40 Geo JEngineers LOG OF BORING FIGURE A -4 0 5— 10 — 25 — 30— Lab Tests TEST DATA BORING B -3 Moistens Dry Content Density Blow Group (%) (pcf) Count Samples Stmbol MD 66 58 MD 32 89 8 2 ■ 3 ■ 2 ■ 7 ■ 11 ■ ASPHALT 3 inches asphalt concrete SM Brown silty fine to medium sand with gravel (loose, moist) SP -SM Brown fine to medium sand with silt (loose, moist) OL MI. Black organic silt (soft, moist) Grayish brown fine sandy silt with a trace of organic matter (soft, wet) SM Grayish brown silty fine sand with a trace of organic matter (loose, wet) DESCRIPTION Q Ground water encountered at 20.5 feet during drilling � — — — 20 — 25 SP -SM Grayish brown fine sand with silt (medium dense, wet) Boring completed at 30.5 feet on 08/14/95 35— —35 — 30 40— —40 Note: Sec Figure A -2 for explanation of symbols Geo Engineers i LOG OF BORING FIGURE A -5 ib 0 0-- 2 - 3 - 4 W u. 7 - z 2 11 12 13 14 16 5 — 6 - 8 - 9 - 1 15— TEST DATA HAND BORING HB -1 Moisture Dry Content Density Blow Group Lab Tests (%) (pc}) Count Samples Symbol Geo i Engineers • Note: See Figure A -2 for explanation of symbols DESCRIPTION SP -SM Brown fine to medium sand with silt (medium dense, moist) (fill) SM/ML Gray silty fine to medium sand with lenses of black silt (loose/soft, moist) SP -SM Gray fine to medium sand with silt (loose to medium dense, moist) Q Ground water encountered at 6.0 feet during drilling Boring completed at 8.5 feet on 08/15/95 LOG OF HAND BORING FIGURE A -6 0 — 5 — 10 - 15 .3tir*.'..'rvcrurn.....:w>.•ws 7 8 16 - TEST DATA Moisture Dry Content Density Blow Group Lab Tests (%) (pc!) Count Sam.les S mbol Note: See Figure A -2 for explanation of symbols HAND BORING HB -2 DESCRIPTION SOD SM 2 inches sod Brown silty fine to medium sand with gravel (medium dense, moist) (fill) SP -SM Brown fine to medium sand with silt and a trace of fine gravel (medium dense, moist) (fill) SP -SM Gray fine to medium sand with silt (medium dense, moist) (fill) SM Gray silty fine to medium sand with wood chips (loose to 2 medium dense, wet) - Ground water encountered at 7.0 feet during drilling PT /SM Interbedded black peat and silty fine to medium sand (medium stiff/loose to medium dense, wet) Boring completed at 10.0 feu on 08/15/95 — 5 — 10 15— —15 Geo Engineers LOG OF HAND BORING FIGURE A -7 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION ' (FEET) SYMBOL TEST PIT 77-1 0.0 - 0.1 1 inch sod 0.1 - 1.0 GM Brown silty gravel with fine to coarse sand and occasional wood and construction debris (medium dense, moist) (fill) 1.0 - 11.0 SP Grayish brown fine to medium sand with a trace of silt (medium dense, moist) 11.0 - 12.0 OH Dark gray fine sandy organic silt with wood fragments (soft, moist) Test pit completed at 12.0 feet on 08/15/95 No ground water seepage observed Severe caving observed from 7.0 feet Disturbed soil samples obtained at 2.5, 7.0, 9.0 and 11.5 feet TEST PIT 77-2 0.0 - 0.1 1 inch sod 0.1 - 1.0 GM Brown silty fine to coarse gavel with sand and occasional construction debris (fill) 1.0 - 2.0 SP Brown fine to medium sand with a trace of silt (medium dense, moist) (fill) 2.0 - 2.5 SM Brown silty fine to medium sand (medium dense, moist) (fill) 2.5 - 10.0 SP Gray fine to medium sand with a trace of silt (loose to medium dense, moist) 10.0 - 10.5 PT Black peat with fine to coarse sand (soft, wet) Test pit completed at 10.5 feet on 08/15/95 No ground water seepage observed Moderate caving observed from 8.0 feet Disturbed soil samples obtained at 2.0, 3.5 and 10.0 feet THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Geo O Engineers LOG OF TEST PIT DESCRIPTION F limilmiL LOG OF TEST PIT FIGURE A -8 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION . . (FEET) SYMBOL 0.0 - 0.1 0.1 - 1.5 SM 1.5 - 5.5 ML 5.5 - 12.0 SM LOG OF TEST PIT TEST PIT TP-4 0.0 - 0.1 1 inch sod DESCRIPTION TEST PIT TP -3 1 inch sod Brown silty fine sand with gravel, wood chips and construction debris (medium dense, moist) (fill) Gray and brown mixed silt with fine sand, occasional gravel and wood debris (stiff, moist) (fill) Gray fine to medium sand (medium dense, moist) Test pit completed at 12.0 feet on 08/15/95 No ground water seepage observed No caving observed Disturbed soil samples obtained at 3.0, 7.5 and 12.0 feet 0.1 - 2.0 GM Brown silty fine to coarse gravel with sand and occasional wood and construction debris (medium dense, moist) (fill) 2.0 - 7.5 ML Gray and brown silt with occasional wood fragments and a trace of gravel (stiff, moist) (fill) 7.5 - 13.0 SP Gray fine to medium sand with a trace of silt (medium dense, moist) Test pit completed at 13.0 feet on 08/15/95 No ground water seepage observed No caving observed Disturbed,soil samples obtained at 1.0, 4.0, 7.0 and 8.0 feet THE DEPTHS ON THE TEST NT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PTT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Geo O Engineers LOG OF TEST PIT FIGURE A -9 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST P1T 'TP-5 0.0 - 0.2 2 inches sod 0.2 - 1.0 GM Brown silty fine to coarse gravel with wood chips (medium dense, moist) (ftU) 1.0 - 2.5 ML Gray and brown fine sandy silt with a trace of gravel and wood fragments (stiff, moist) (fill) 2.5 - 14.0 SP Gray fine to medium sand (medium dense, wet) Test pit completed at 14.0 feet on 08/15/95 Slow ground water seepage observed from 13.0 feet No caving observed Disturbed soil samples at 2.0 and 4.0 feet THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Geo o ,,Engineers LOG OF TEST PIT FIGURE A-10 O lo GEOTECH CONSULTANTS 1:126 A.F. 211th til tx. Way). tiuite 1G lirilwue, WA 9x1"3 • 121)61 747.561K 12116) 343.795y Sabey Corporation 201 Elliott Avenue West, Suite 400 Seattle, WA 98119 Attention: David Sabey Subject: Gentlemen: RECEIVED JUL 2 6 1996 V I r°71 : 4 1 R ecEIVED JUL. 2. 6 1996 ROBERT FOSSA111 ASSOC. FILE COPY July 8, 1987 JN 87010 Hazardous Substances Survey, Oxbow Project, West Marginal Way and South 102nd Street, King County, Washington . We are pleased to present our hazardous substances survey for the Oxbow Project to be constructed in the Duwamish River Valley, south of Boeing Field. The purpose of our work was to determine if the site has been contaminated with hazardous substances. This work was verbally authorized by you on June 26, 1987, so that this study could be completed as quickly as possible. APPROACH Our approach to an environmental investigation to determine if a site is contaminated with hazardous substances generally consists of two basic steps: a historical land use review and a laboratory analysis of selected samples. For a historical land use review, we gather information on the site's land use history that includes the types of chemicals used on the site, the types of wastes generated on the site, where these wastes were disposed of, and where, if any, chemical spills occurred. Property ownership is traced by searching county records and interviewing previous owners if possible. Historical airphotos are evaluated to estimate the extent and consequences • of site development. Federal, state, and local RECEIVED CITY OF TUKWILA JUL 1 2 1996 PERMIT CENTER • Sabey Corporation July 8, 1987 JN 87010 Page 2 agencies are interviewed for an indication if hazardous substances were handled or disposed of on the property and possibly adjacent properties. Usually, the United States Environmental Protection Agency (USEPA) is contacted for a list of known potentially hazardous waste sites. Both the Environmental and Water Resource Groups within the Washington Department of Ecology are contacted for any information in the area survey such as drilling logs of water wells and site assessment reports. : The local city hall, public works department, and historical societies are routinely interviewed. Based on information from the historical review, samples are taken in areas where any potential contamination of hazardous substances could be concentrated. The effort usually considers potential contamination of surface water, soils, groundwater, and air. After referring to EPA's Hazardous Substance List, the 'samples are analyzed for appropriate substances including but not limited to all chemicals used or produced on the property in the past. Reports of previous studies and investigations are reviewed for possible information on historical land use and potential contamination. SITE CONDITIONS The site configuration generally has a trapezoidal shape with the longer southeastern side bordering the Duwamish River and the parallel northwest side lying along South 192nd Street. The southwest side borders 27th Avenue (West Marginal Way) and the northeast side stops at the Boeing Company parking lot. As the Oxbow Project name implies, the site is part of a meandering river flood plain consisting of alluvial deposits of various proportions of silts, sands, and gravels. From test its and borings by Geotech Consultants, Inc. in earlier investigations, portions of the site appear to have been filled hydraulically with sandy dredge spoil from the Duwamish River. This loose sand fill, reaching eight feet thick in places, has disrupted the surface drainage which, in turn, has contributed to the low, wet areas found on the undeveloped portions of the sile. • Sabey Corporation July 8, 1987 A layer of organic silt and sandy silt was found in many places below the loose sand fill. The soft, gray, brown and black silt layers range in thickness from very thin to ten feet thick. The deepest soft silt layer appears to be in the existing low areas. This variability is probably due to the old river meanders that can cause significant changes in soil composition within short distances. Gray, brown, and black native sands are found below the silt. The fine to medium grained sands usually begin as loose to medium dense but increase in density with depth. Groundwater was observed at depths ranging from seven to ten feet below existing ground surface. During winter months, standing water was noted in low lying areas, such as, south of the former Kenworth Test Track. The groundwater level can be expected to vary with the level of the nearby Duwamish River and rainfall. LAND USE JN 87010 Page 3 Information for this section is primarily based on interviews with the property leasors, their representative, or the property manager /operator. Aerial photographs were studied and governmental agencies were consulted to supplement the land use history. Legally, the Oxbow Project site is divided into three parcels. Parcel A is the southeastern portion adjacent to the Duwamish Waterway. Parcel B lies northwesterly of Parcel A ending at South 102nd Street. Parcel C is the 200 feet strip of land condemned in 1955 for the Seattle City Light transmission line. The Desimore family, the present owner, bought Parcel A sometime in the very early 1940's and bought Parcel B in 1945 from Eddy M. Dunn, who has owned this property since the late 1920's. All three parcels were used as farm land prior to the Desimore's acquisition and during their ownership until sometime before 1960. Aerial photographs for the years 1936, 1946, 1960, 1969, 1974, 1977, and 1985 show that the site and general vicinity were used for farming row crops until sometime before 1960. the 1960 photo shows, for the first time, a bridge over the Duwamish River, a smaller version of the Boeing plant parking lot, and fill on the section of land extending southeast of the parking lot to the river. The actual Oxbow Project site appears to be uncultivated and vacant. Sabey Corporation July 8, 1987 JN 87010 Page 4 By 1969, Boeing' had extended their parking lot to the present location and the highway interchange had been constructed for South 102nd Street and West Marginal Way. The southeastern portion of the site (Parcel A) appears to contain till, probably dredge fill from the Duwamish Waterway. There may have been fill placed near the interchange and along West Marginal Way. The 1974 photo shows a new bridge being constructed with the center span open. There was no vegetation observed in the major fill area in Parcel A. The remaining portion of the site had some vegetation, i.e. shrubs and small trees, but no obvious farming. The 1977 photo showed little change. In 1977, Paccar leased Parcels A and B from the Desimore family. They constructed a truck test track for Kenworth in the northwesterly 15 acres of Parcel B at South 102nd Street and West Marginal Way. The 1980 aerial photo shows the test track constructed. The property manager for Paccar has stated that Paccar never manufactured, used, handled, stored, or disposed hazardous or toxic substances on the test track property. In 1979, Larry and Walter Lowe of Porland, Oregon, subleased portions of Parcels A and B from Paccar. The Lowes used the property as a recycling yard to process and store materials from demolished buildings, such as concrete doors, air conditioners, piles, etc. The demolition debris would be stockpiled according to material types. All asbestos removal work was subcontracted to a specialty contractor, usually Power Master, who was required to 'remove and dispose the asbestos according to state and federal regulations. The 1980 aerial photo shows the test track constructed and piles stored in the fill area. During a 1985 inspection', a large quantity of stockpiled concrete and brick rubble was reported to be present. In 1983, Dove's Supply Company in Maple Valley, Washington, subleased from Future Resources, Inc. a small portion of their yard to store construction trailers. Later, Dove's Supply Company started to bring in old equipment and machinery from salvage. This prompted complaints from neighbors. In 1986, Dove's Supply Company subleased the 200 foot strip beneath the transmission lines directly from Seattle City Light. Basically, Dove's Supply Company used their subleased property for an equipment /machinery salvage operation. Equipment, typically foundry, logging, and construction, would be obtained, usually at an auction, hauled to the yard, stripped tor parts and other saleable materials, and the remainder sold Sabey Corporation July 8, 1987 JN 87010 Page 5 for scrap. The yard operator said they were very concerned about pollution and contamination, especially being so close to the river. They were very careful during their operation feeling that it would be too costly to have a pollution problem. The railroad boxcar, all uninsulated, were used tor storage of parts. Barrels and drums seen at the yard were usually empty or used to store iron and parts. Batteries were stored in boxes. The Chevron Oil carport was used as a welding station not a vehicle maintainence facility. Occasionally sand blasting was used to remove rust, but river sand was used rather than the preferred copper slog which contained arsenic. There were incidental spills /leaks of petroleum oil and grease used for vehicle lubrication and oil changes. In all probability, solvents were used. A 1985 inspection reported observations made of materials currently stockpiled on site did not indicate the existence of any large sources of visible soil contamination. The report by Hart Crowser & Associates, Inc. to Paccar Inc. dated November 26, 1985, also stated that the observed areas of spillage were ?invited in extent and the spilled fluids were likely comprised of conventional fuels, oils, and lubricants. The report summarizes by saying they have no reason to believe, from any visual evidence, that this site has been a repository for hazardous contaminants. Almost immediately upon starting the equipment machinery salvage yard, the local residents on the nearby hills constantly complained about the unsightlyness of the yard. Officials from the City, King County, Washington Department of Ecology . (WDOE) , WDEQ Shore Development, Land Construction and Development Agency, Seattle City Light, and Paccar would periodically inspect the yard and take photos in an effort to close it. It there were anything hazardous, toxic, dangerous, or "illegal" being handled on the property, it should have been discovered. To complete our study, WDOE and USEPA were questioned regarding known, active, and pending hazardous waste sites. The Boeing Development Center, less than a mile downstream, is considered a pending site. The closest known active site is the Monsanto Company, Seattle Plant immediately downstream; of the Boeing Development Center. By being downstream, neitherlsite is expected to influence the Oxbow site. WDOE Water Resource Group stated no water wells were reported in the section containing the Oxbow site. There is no readily available information on the water quality at the site. Sabey Corporation July 8, 1987 LABORATORY ANALYSES JN 87010 Page 6 Soil samples were taken at one and one -halt feet from the surface at 45 separate locations. Twenty -three locations were organized on a grid pattern beneath the P -Major building. The remaining samples were taken at the manufacturing building, office building, and beneath the transmission line. Site grading was in progress at the time of sampling. Soil samples from six locations were analyzed by AM Test, Inc. In Redmond for E.P. Toxicity and by Chemical Processing, Inc. in Seattle for PCB's. The test results are attached to this letter. No hazardous materials were found by tests on the representative samples. i CONCLUSIONS Based upon record search, air photo interpretrations, leasor and agency interviews, we found no evidence or documentation to indicate that the site investigated was ever used to manufacture, handle, store, or dispose of hazardous substances as defined by the United States Environmental Protection Agency. Our personel have been on site during the entire grading process and have observed no hazardous materials with the exception of very limited oil and /or grease spillt. Site inspection, sampling and preliminary testing found no indication of contamination of toxic or hazardous substances as defined by USEPA. LIMITATIONS This report has been prepared for specific application to this project and for the exclusive use of the The Sabey Corporation and their representatives. Our conclusions are based on the site materials observed, personal interviews, selective laboratory testing and engineering analyses. The Sabey Corporation July 8, 1987 conclusions and recommendations are professional opinions derived in accordance with current standards of practice. No warranty, expressed or implied, is made. LEM /JRF /vtv Enclosures: Lab Test Results Respectfully submitted, GEOTECH CONSULTANTS, INC. 6 mAilisio 6Yett ta-*.e* Lynn E. Mort an, P.E. Principal • 4+114. James R. Finley, Jr. P.E. Principal JN 87010 Page 7 Laboratory Sample Nos.: 707260 Client Indentification: 5A Arsencic Selenium Barium Cadmium Lead Silver Chromium Mercury *All values are in mg /1. Laboratory Sample Nos.: 707263 Client Indentification: 27A *All values are in mg /1. ANALYSIS REPORT E.P. TOXICITY ANALYSIS 707261 707262 Maximum Allowable 14A 23A Concentration (mg /1) <1.0 <1.0 <1.0 <0.05 <0.05 <0.05 <0.1 <0.1 <0.1 <0.05 <0.05 <0.05 <0.1 <0.1 <0.1 <0.001 <0.001 <0.001 707264 707265 Maximum Allowable 37A 41A Concentration (mg /1) 100.0 1.0 5.0 5.0 5.0 0.2 Arsenic 5.0 Selenium 1.0 Barium <1.0 <1.0 <1.0 100.0 Cadmium <0.05 <0.05 <0.05 1.0 Lead <0.1 <0.1 <0.1 5.0 Chromium <0.1 <0.1 <0.1 5.0 Silver <0 <0.05 <0.05 5.0 Mercury <0.001 <0.001 <0.001 0.2 July 2, 1987 Mr. James R. Finley, Jr. Geotech Consultants 13240 N.E. 20th'Street (Northup Way) Suite 12 Bellevue, WA 98005. Dear Jim: Enclosed is the report of PCB analysis performed on the six soil samples from the Oxbow property. None of the samples had any detectable levels of PCB's. The enclosed lab report is for your records. The less than 2 ppm level indicated is the MDL for the run. On the basis of our results the submitted samples are not considered as Dangerous Waste due to PCB's. Respectfully Submitted, Mel Miller Technical Director MNM:tks CHEMICAL PROCESSORS, INC. 5501 AIRPORT WAY SO. SEATTLE, WASHINGTON 98108 PHONE: [208] 767 -0350 Lab Number : 13916 Plant /Generator Name Sample Type Date of Receipt Outside Lab Number of Samples ADF_A05A ADF_A06A ADF_A07A ADF_A08A ADF_A09A ADF_A 10A 50mple ID Code Numbers 13916 -1 5B 13916 -2 14B 13916 -3 23B 13916 -4 27B 13916 -5 37B 13916 -6 41B PCB Laboratory Repo. : GEORGETOWN /GEOTECH CONSULTANTS : SOIL : 06/23/87 NONE : 6 # Drums in Ciprn os ite Analyst: GCH /DKW Outside Lab Report No: NONE Page 1 Aroolor # Total PC <2 <2 <2 <2 <2 <2 z _ 1 �. " -T-- , %?;E TP-9A Q ` `'" TP ,' , BUILDING ` 1,- liel - I 1 ` � ` ` 4 CE - n •I . O E1 ,, ` ff : W.2 S q "z, 'a ts) Y �\ \ � ' ` ` J `; t , RTP ' .t ,t TP - 13A.... SEATTLE TRANSMISSION G!!TP-3 ) T P -I IA N. • - 1 ,11 EA' , „ r s. TH = 1 TP - 14A P4 • TH - 4 TH TP -I0 TP- 12 ■ i t TP - 9 TH - 7; i TP . -TP TP BUILDING t 1� FF s15.5 TP-54 TP TP - 3A 9 f FF.= 18 -t° TP ; ` Il ' l — . t i SCALE= 1= t50 SITE EXPLORATIO PLAN OXBOW PROPERTY KING COUNTY WASHINGTON pATE' APRIL, I987U L TE • 2 • T GEOTECH CONSULTANTS r... •�.nnv_.n.._�w �n n/a�.. ♦rtf�.uw.rt�tse.Y�!^n.r KM�M.nanr....�..w+ww.....r. 1324(1 N.I:. 2U1I St . (N(wthup S uite 12 Ili evue. WA U5I)t)5 (211(;) 7.1 .f G18 Berkley Structures 101 -2-0 Elliott Avenue West, Suite 4 - 320 Seattle, WA Ittt - 9 - QV/et Attention: Al Clow Subject: Gentlemen: 4 . ?, RECEIVED JUL 2 6 19960 ", April 10, 1987 JN 87010 Geotechnical Engineering Study, Oxbow Project Phase I, Boeing Office /Warehouse Buildings, King County, Washington We are pleased to present our geotechnical engineering report for the initial two buildings to be constructed on the Oxbow site in King County, Washington. The site is a portion of a 39.9 acre tract at West Marginal Way and South 102nd Street. The purpose of our work was to explore site conditions and provide earthwork and foundation design criteria. The work was authorized by your acceptance of our proposal, dated January 12, 1987. The scope has been increased since our proposal to include two 300,000 square foot warehouse. We originally performed a preliminary study of the site in January 1987. For the current study we explored the subsurface conditions of the proposed building sites with an additional 14 test pits and two test borings. The test pits confirmed the relatively uniform thickness of sand fill on the site. The purpose of the two borings was to obtain undisturbed samples for consolidation tests. Based on the data collected to date and our analysis', it is recommended that the east building be constructed in a conventional manner on footings founded on structural fill. The eastern building will be founded partially over a low area that has not received fill. Part of this building will be partially dedicated to office use and part will have very high bays.,, Therefore, it is recommended that the northern portion of this building be placed on driven wood piles. The attached report contains a more detailed discussion of the study and recommendations. If you have any questions, or if we can be of any further service, please contact us. Respectfully submitted, GEOTECH CONSULTANTS, INC. ..:11 • James FILE COPY R. Finley, Jr. P . E . RECEIVED CITY OF TUKWILA JUL 1 2 1996 PERMIT CENTER SURFACE GEOTECHNICAL ENGINEERING STUDY OXBOW PROJECT PHASE I BOEING OFFICE /WAREHOUSE BUILDINGS KING COUNTY, WASHINGTON This report presents the results of our geotechnical engineering study of the site of the proposed Oxbow Project on the Duwamish River near Boeing Field. The site is located east of West Marginal Way and south of South 102nd Street as indicated on the Vicinity Map, Plate 1. Two large buildings are to be constructed, both having almost 300,000 square feet of floor area. Building A on the east side of the property has a width of 450 feet and an average length of approximately 650 feet. Building B has a width of 350 feet and an average length on the order of 850 feet. It is our understanding that the north 225 feet of Building B will be a two -story office area. The next 200 feet will be a high -bay structure with 100 by 50 foot bay spacings while the rest of the building will be one - story with 50 foot by 50 bay spacings. Building A will be a typical one -story warehouse structure. Assumed design loading is tabulated on Table A. The building •locations are shown on Plate 2. SITE CONDITIONS The most recent site development plan is shown on Plate 2. Building A, covering approximately three hundred thousand square feet (nearly seven acres), is to be located in a flat, apparently hydraulically filled area in the eastern half of the 39.9 acre site. A large mound of mechanically crushed brick and concrete rubble, approximately twenty -two feet high and roughly two hundred fifty feet in diameter occupies the southeastern corner of the building footprint. Building B, which is only slightly smaller, is to be situated in the western half of the property approximately one hundred fifty feet west of Building A. We note three distinct topographic features in this portion of the property. The southern half of the building site consists of a flat filled area currently used as a Kenworth truck test track and truck Berkley Structures April 10, 1987 SUBSURFACE JN 87010 Page 2 rail -frame manufacturing facility. The northeast corner of the proposed building footprint will occupy a portion of the same hydraulic fill area on which Building B will be constructed. These two features are separated by a low lying marshy area with thick swamp grass and standing water. The subsurface conditions in the building area were explored by nine borings and twenty -four test pits at the approximate locations shown on Plate 2. The borings were drilled on January 12 -16, 1987 and on April 7, 1987 using a truck - mounted and Nodwell - mounted hollow stem auger drills. Samples were taken at five (5) foot intervals using a standard penetration sampler. This two -inch outside diameter split spoon sampler is driven into the soil with a one hundred forty (140) pound hammer falling thirty (30) inches. The number of blows required to advance the sampler a given distance is an indication of the soil density or consistency. Additional undisturbed samples were taken with a 3 -inch diameter Shelby tube sampler. The test pits were excavated on January 12 and 16 and on April 3, 1987 with a rubber -tired backhoe. A representative from Geotech Consultants observed the excavation process, logged the test pits and the test borings, and obtained representative samples of the soils encountered. It should be noted that the boring and test pit locations are approximate. The locations are estimates based on site features and paced distances. The recent Test Pit logs are attached to this report as Plates 3 through 9, and the Test Boring logs are attached as Plates 10 and 11. Logs of Test Boring and Test Pits conducted for the preliminary report are attached as Plates 12 through 25. The sheer size of the two planned buildings to be constructed in a former river floodplain leads to the inevitable fact that there will be variable soil conditions under the proposed buildings. It appears that the site was originally at an elevation of 8 to 10 feet and that the site has mostly been filled by hydraulic methods with sands dredges from the Duwamish River channel. This is speculation based on the evidence observed in the pits. The topographic low area in Building B was not filled and has since accumulated more sediments. The test pits and borings appear to show that the fill is generally six to eight feet thick over most of the building area. Berkley Structures April 10, 1987 ..., w. �w. u, mn, ..�..p,..z..,w,,:..,a+a..r...: r wMe> r,. a„-.« w......... .:........,«»,....... »...,�.. -. JN 87010 Page 3 A layer of organic silt and sandy silt was found in many places below the loose sand fill. For the most part, the test pits did not penetrate the silt layer due to caving conditions. The deepest soft silt layer appears to be in the existing low area where Test Boring 2 (Plate 12) found ten feet of silt soils. Other borings found the silt layer with thickness ranging from very thin to ten feet in thickness. The number of borings are insufficient to characterize the distribution and and thickness of the silt on this very large site. Old river meanders could cause significant changes within short distances. The upper portion of the silt is, for the most part, organic with moisture content's on the order of 50 to 90 percent. The native sands below the silts are generally loose with densities increasing with depth. They generally became medium dense at a depth of 20 feet or less below the existing ground surface. There is possibly another silt layer below these sands based on borings drilled for the Boeing Recreation Center. It is our opinion that the thickness of the sand layer observed by our test borings was sufficient to distribute foundation loads to any underlying soils. 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 boundary between soil types. In actuality, the transition may be gradual. GROUNDWATER Groundwater levels observed during our exploration are shown on the test pit logs. It should be noted that groundwater levels vary with rainfall, the river level and other factors. We anticipate that significant groundwater will be found between the interface of the existing fill soils and the underlying native organic soils at an elevation of eight to ten feet. GENERAL CONCLUSIONS AND RECOMMENDATIONS Three predominant soil types were found in our exploration including a loose sand fill with a thickness of five to ten feet, soft to stiff silts, and native loose to medium dense Berkley Structures April 10. 1987 JN 87010 Page 4 sands. The loose sands are moderately compressible but are of less concern than the silts which are moderately to highly compressible. The compression with the sands occurs rapidly as loads are applied whereas compression within the silts, especially organic silts, occurs over long periods of time. The sand fill is of benefit in that the sand distributes foundation loads over a wide area to the underlying soil profile. It is our professional opinion that Building A may be founded on conventional spread footings with a slab -on -grade floor. Column and interior footing loads are moderately high, more so than a typical warehouse, thus settlement can be expected. We anticipate that two to three inches of post - construction settlement may occur and suggest that the panel connections be designed to withstand one inch of differential settlement over a distance of 100 feet. These settlements should be structurally tolerable for a typical tilt -up warehouse. Some maintenance such as recaulking panel joints or possibly repairing panel connections could be necessary but these expenses are much less than the amortized cost of pile foundations. Floor settlements are expected to be relatively minor as consolidation of the compressible soils, due to the weight of the existing fill soils, is mostly complete and design floor loads are relatively light. Five to seven feet of fill will be required to fill the low area in the area of Building B. This also corresponds to the office and high bay area of the building as illustrated on Plate 2. Settlement due to the fill soils could be as much as one foot in areas of soft - organic soils. We anticipate settlements on the order of six to ten inches due to the weight of the fill. Very large foundation loads will also be applied in the high bay area. (If spread footings were used, 11.5 x 11.5 feet footings could be required.) Office areas are also more sensitive to settlement as column settlement could result in settlement of second -story floors. For these reasons, we recommend that the walls and interior column foundations of the high bay and office portion of the building be supported on driven timber piles. the remainder of the building can be supported on conventional foundations as can be Building A. Connection details between the pile supported portion of the structure and the portion of the building should allow for some differential settlement. It is recommended that at least eight settlement markers be placed in the area to be filled. These markers should be read daily as fill is being placed and the readings evaluated by Geotech Consultants, Inc. Based on the exploration results, we recommend that the floor area in the fill area be preloaded with Berkley Structures April 10. 1987 JN 87010 Page 5 four feet of fill weighing at least 120 pounds per cubic foot (or equivalent thickness of fill weighing greater than 120 pounds per cubic foot). This preload is to compensate for, in a short time, the consolidation that has occurred under the weight of the older fills over a long period of time. Alternately, the floor area in the fill area may be structurally supported on a pile foundation. The advantage of a structural slab is that virtually all settlement is eliminated while a preloaded slab involves some risk of settlement and construction delays. The need for preloading or structural support of the slab can be reevaluated based on the results of the settlement marker readings. A small section of the warehouse portion of Building B is also in the low area. Boring B -1 did not find the soft silt soils as did Borings,1, 2, and 4. Settlement marker data should be examined closely in this area to evaluate foundation alternatives for this area. We recommend that all heavy machine foundations subject to vibrations and heavy rail /gantry cranes be supported on pile foundations. As final plans are yet to be completed, we recommend that we be allowed to review the final plans prior to construction. Geotech Consultants, Inc. is in the process of performing consolidation test and has scheduled a series of Dutch Cone probes. Time constraints do not allow these data to be included in this report. Results of these tests will be issued in a separate letter along with any modifications in our recommendations and conclusions resulting from these tests. CONVENTIONAL SPREAD FOUNDATIONS Where the proposed structures can be supported on conventional continuous and spread footings, the footing should bear on at least two f_of _st..u.tural fill. Recompaction of existing soils may be possible and this would achieve effect as importing select structural fill. Structural fill placed under footings should extend outwards from the edge of the footings at least an amount equal to the depth of fill underneath the footings. Exterior footings should be bottomed at a minimum depth of eighteen (18) inches below the lowest adjacent outside finish grade. We recommend that the interior footings be constructed and the footing surface may be designed for an allowable soil bearing capacity of two thousand (2000) pounds per square foot (psf). Continuous and individual spread Berkley Structures April 10, 1987 JN 87010 Page 6 footings should have minimum widths of eighteen (18) and twenty - four (24) inches, respectively. A one -third increase in the above bearing pressures may be used when considering short term wind or seismic loads. Lateral loads due to wind or seismic forces may be resisted by friction between the foundations and the supporting compacted fill subgrade or by passive earth pressure on the foundations. For the latter, the foundations must be poured "neat" against the existing soil or backfilled with a compacted fill meeting the requirements of structural fill. A coefficient of friction of 0.45 may be used between the structural foundation concrete and the supporting subgrade. The passive resistance of undisturbed natural soils and well compacted fill may be taken as equal to the pressure of a fluid having a density of three hundred fifty (350) pounds per cubic foot (pcf). DRIVEN TIMBER PILES The proposed structure may be supported on sound pressure - treated Class B piles driven into the underlying dense sand soils. The piles should conform to the specifications as outlined in the Uniform Building Code Standard 25 -14 for friction piles. Timber piles should have a minimum butt diameter of thirteen inches and a minimum tip diameter of eight inches. Timber piles should be placed no closer than three pile diameters, center to center. A pile design bearing capacity of thirty five (35) tons can be used since the taper of the pile and the side friction of the soil will result in a wood stress not exceeding UBC standards. The piles should be driven to refusal or until a penetration of at least fifteen (15) feet into moderately dense sands, whichever is less. Refusal is defined as thirty (30) blows per foot for the last one foot of driving when the piles are driven with a hammer having a rated energy of fifteen thousand (15,000) foot - pounds. An allowable uplift load of fifteen (15) tons per pile may be assumed. These loads may be increased by one -third for wind or seismic loads. The piles should be marked in one foot increments to facilitate the recording of blow counts during the driving process. The pile number should be clearly marked on the location stake. Based on the test boring information, we expect that pile lengths will vary between thirty and thirty -five feet below planned grades. Because soil conditions can be variable. we recommend that at least one test pile per seventy -five Berkley Structures April 10. 1987 PRELOADING PROGRAM JN 87010 Page 7 production piles be driven, before ordering of production piles, to obtain a more accurate estimate of pile lengths and to determine driving characteristics and final driving criteria. If properly located, the test piles can be used as production piles. The piles and hammer used should be the same type as to be used in production driving. Geotech Consultants personnel should observe the installation of both the test piles and production piles on a full -time basis. We anticipate timber piles which are driven to refusal, will have total or differential settlements on the order of one - quarter inch. Lateral loads due to wind or seismic forces may be restricted by the piles and by passive pressure on the grade beams. We anticipate piles will have a lateral capacity of 1.5 tons per pile. Additional lateral loads can be resisted by battered piles, friction between the slab and the subgrade, and passive earth pressures on the grade beams. Piles may be battered at an angle of 1:5 (horizontal to vertical) without reduction of vertical load capacity. A efficient of friction of 0.45 may be used between the floating concrete slab and subgrade. Passive earth pressures on the grade beams can be assumed to be equal to that exerted by a fluid having a density 'of three hundred (300) pounds per cubic foot (pcf) . Before placing the surcharge fill in the low area of Building B, structural fill should be placed to the design finish grade. Then a four -foot high surcharge fill is added to provided additional preload to induce as much settlement as possible prior to building construction and reduce slab settlement. The surcharge fill does not have to meet any specific requirements except that it should have a minimum in- place total density of one hundred twenty (120) pounds per cubic foot (pcf). However, if the surcharge fill is to be used later as fill on another part of the site, we recommend it meet the requirements for structural fill, i.e., contain no organics and be compactable. Structural fill to be placed in wet weather should contain no more than 5 percent fines passing the No. 200 sieve. The side slopes of the surcharge fill should be inclined no steeper than 1:1 (horizontal to vertical), and the top of the surcharge should extend at least to the building perimeter. If future expansion is anticipated, the surcharge should extend at least twenty (20) feet in the direction of the future addition. The extra surcharge is to reduce the possibility of differential Berkley Structures April 10, 1987 JN 87010 Page 8 settlement from future building or surcharge loads. No fill berms for landscaping purposes should be placed near the building since the addition of any fill could induce further settlement. Prior to placement of the preload, we recommend installation of at least eight settlement markers in the preloaded area. Care should be taken to protect these markers from disturbance by construction equipment. The markers should be surveyed by a licensed surveyor during fill and surcharge placement; and at intervals of 2, 4, 7, 14, and 30 days after completion of the fill. Initial readings should show the existing ground elevation, and the readings taken during placement of the surcharge should show the surcharge fill thickness. Settlement readings should be furnished to and evaluated by Geotech Consultants, Inc. When primary settlement is completed, the surcharge fill may be removed. The exposed subgrade should be proofrolled and any loose areas should be overexcavated and replaced by structural fill. We anticipate that preloading will require. : 40 days, based on the information currently available. SLAB -ON -GRADE FLOORS Slab -on -grade floors may be supported on at least twelve inches of structural fill. The slab should also be provided with a minimum of four (4) inches of free draining coarse sand or clean gravel. In areas where moisture is undesirable, a vapor barrier such as a 6 mil plastic membrane should be placed beneath the slab. The vapor barrier would reduce moisture problems due to vapor transport between a warm slab and a colder subgrade. It will not prevent condensation at entrances to the building due to an influx of moisture -laden warm or cold air into the building. We recommend that frequent control joints be placed and that the slab be reinforced to reduce the effects of shrinkage and thermal expansion. The amount of reinforcement is a function of joint spacings. The control joints should be placed in a square pattern and additional reinforcing or joints placed in areas of potential stress concentration such as dicontinuities in the slab and at corners. Mats should be used under crane outriggers when tilting up the precast panels to prevent excessive bearing stresses on the slab. Berkley Structures April 10. 1987 PERMANENT RETAINING AND FOUNDATION WALLS Foundation walls and retaining walls, if required, should be designed to resist lateral earth pressures imposed by the soils retained by these structures. Walls that are designed to yield an amount equal to at least 0.002 times the wall height can be designed to resist the lateral earth pressure imposed by an equivalent fluid with a unit weight of thirty -five (35) pounds per cubic foot (pcf) . If walls are to be restrained at the top from free movement, a uniform force of one hundred (100) pounds per square foot (psf) should be added to the equivalent fluid pressure force. For calculating the base resistance to sliding, we recommend using a passive pressure equivalent to that exerted by a fluid having a density of three hundred fifty (350) pcf and a coefficient of friction of 0.45. It is assumed that no hydrostatic pressures act behind the wall and that no surcharge slopes or loads will be placed above the walls. If surcharges are to be applied, they should be added to the above lateral pressures. Retaining and foundation walls should be backfilled with compacted free - draining granular soils containing no organics. The wall backfill should contain no more than 5 percent silt or clay and no particles greater than four inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. Alternatively, a geotextile drainage product such as Miradrain or Enkadrain may be used. The purpose of this is to assure that the design criteria for the retaining wall is not exceeded because of a build -up of hydrostatic pressure behind the wall. SITE DRAINAGE JN 87010 Page 9 Use of footing drains at the base of footings with a slab - on -grade building built on a sand fill should not be necessary, although their use would add a safety factor for reducing the potential of moisture problems at the edge of the slab near the wall. Roof and surface water drains must be kept separate from the foundation drain system. The footing drains, if used, should be surrounded by at least six inches of one- inch -minus washed rock. The rock should be wrapped with non -woven geotextile filter fabric (Mirafi 140N, Supac, or similar materials). At the highest point the perforated pipe invert should be at least as low as the bottom of the footing and it should be sloped for drainage. Berkley Structures April 10 1987 EXCAVATIONS AND SLOPES JN 87010 Page 10 The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where buildings, slabs, or pavements are to be constructed. During construction, loose surfaces should be sealed at night by com- pacting the surface soils to reduce the infiltration of rain into the soils. In no case should excavation slopes be steeper or greater than the limits specified in local, state, and national government safety regulations. Temporary cuts greater than four (4) feet in height should have an inclination no steeper than 1:1 (hor.izontal:vertical). It should be noted that the sands will cave suddenly and without warning. Utility contractors should be especially aware of this potential danger. Shoring of utility trenches or sloping to a stable angle will be required. Dewatering of trenches below the ground water level will be necessary. All permanent cut and fill slopes into native dense soils should be inclined no steeper than 2:1 (horizontal:vertical). All permanently exposed slopes should be seeded with an appropriate species:of vegetation to reduce erosion and improve stability of the surficial layer of soil. UTILITY LINES The primary geotechnical consideration in constructing utility lines is the need for dewatering and shoring of deep utility trenches. We understand that a deep sewer line may be required. All utility excavations below the water line will require dewatering. We recommend that the potential utility contractors verify conditions and evaluate their procedures prior to bidding. We anticipate the need for well - points at closely spaced intervals. The spacing is dependent on groundwater conditions and soil permeabilities at the utility locations and the depth of the wells. Shallow, closely spaced wells would preform better than deeper, widely spaced wells. The pipes should be founded on native or fill sands or a mat of gravel placed over soft silts where encountered. The native sands and existing fill sands may be used a backfill but any silt encountered should be exported. Utility backfill in pavement or slab areas should meet the structural fill requirements. Berkley Structures April 10, 1987 STORM WATER DISPOSAL The preferred method of dispersing storm water is to direct flows into the Duwamish River. If the storm water must be disposed on site in an infiltration pit, we recommend using a percolation rate of two minutes per inch for a system placed in the southwest corner of the site. Such a system will required, maintenance as the pit will tend to silt up with time, decreasing its permeability. PAVEMENT AREAS All parking and light traffic area pavements may be supported on existing fills provided these soils can be compacted to 95 percent density and are stable at the time of construction. Imported granular structural fill and fabric may be needed to stabilize soft, wet or unstable areas. In heavy truck traffic areas, we recommend placement of twelve (12) inches of granular fill as a pavement sub -base. The subgrade should be evaluated by Geotech Consultants after the site is stripped and cut to grade. The upper twelve (12) inches of pavement subgrade should be compacted to at least 95 percent of the maximum density. Below this level a compactive effort of 90 percent would be adequate. The pavement section for lightly loaded traffic and parking areas should consist of two (2) inches of asphalt concrete (AC) over four (4) inches of crushed rock base (CRB) or three (3) inches of asphalt treated base (ATB). We recommend that heavily loaded areas be provided with three (3) inches of AC over six (6) inches of CRB or four (4) inches of ATB. The heavily loaded areas are those areas such as main driveways and areas with truck traffic, especially where trucks are turning. These guidelines are based on our experience in the area and on what has been successful in similar situations. We can provide recommendations based on expected traffic loads and R value tests, if requested, as an addition to our scope of work. Some maintenance and repair of limited areas can be expected. To provide for a design without the need for any repair would be uneconomical. SITE PREPARATION AND GENERAL EARTHWORK JN 87010 Page 11 Prior to placement of new structural fill over existing fill soils, the surface of the existing fills should be recompacted with a large self - propelled vibratory roller. Any structural fill under floor slabs and foundations should be placed in horizontal lifts and compacted to a density equal to or greater than 95 percent of the maximum dry density in Berkley Structures April 10, 1987 JN 87010 Page 12 accordance with ASTM Test Designation D- 1557 -78 (Modified Proctor). A hoe -pac or a large self - propelled roller should be used to recompact existing fills in footing areas. The fill materials should be placed at or near the optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of the maximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. The moisture content of the on -site soils above the water table at the time of our exploration was slightly above the optimum moisture content for compaction. The on -site soils could be used as structural fill provided the grading operations are conducted during dry weather where drying of the soils by aeration is possible. The on -site soils contain a'variable amount of silt and can be moisture sensitive. Ideally, structural fill which is to be placed in wet weather should consist of a granular material with a maximum particle size of three inches and no more than 5 percent fines passing the No. 200 sieve. The concrete rubble in the mound may be used as fill as the concrete appears to have been crushed in small pieces. The material should be placed or mixed with other soil to eliminate large voids. When filling the low area, any water should be pumped off site. Clean fill or crushed concrete rubble should be used at the base of the fill in wet areas. Removing of the thick vegetative mat is recommended. Wide -track tractors or backhoes would be required for this task. LIMITATIONS Geological factors such as stratigraphic discontinuities that occur between test pits, borings and soil exposures, or variations in groundwater conditions are not predictable with a limited exploration program or conventional engineering analysis. Such non - quantifiable risks must be borne by the owners. Additional Dutch Cone exploration and consolidation tests will be conducted in the near future. Therefore, the recommendations given herein are subject to change. This report has been prepared for specific application to this project and for the exclusive use of Berkley Structures, the Sabey Corporation and their representatives. Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses. The conclusions and recommendations are professional opinions derived in accordance with current standards of practice. No Berkley Structures April 10, 1987 warranty is expressed or implied. We recommend that this report, in its entirety, be included in the project contract documents for the information of the earthwork and foundation contractors. ADDITIONAL SERVICES It is recommended that Geotech Consultants provide a general review of the geotechnical aspects of the final design and specifications to verify that the earthwork and foundation recommendation have been properly interpreted and implemented in the design and construction specifications. It is also recommended that Geotech Consultants be retained to provide geotechnical services during construction including full -time observation of pile driving activities. 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. JRF /vtv The following plates are attached and complete this report: Plate 1 Vicinity Map Plate 2 Plates 3 through 9 Plates 10 and 11 Plates 12 through 25 Plate 26 JN 87010 Page 13 Exploration Location Plan Test Pit Logs Test Boring Logs Test Boring and Test Pit Logs (January 1987) Grain Size Analysis Respectfully submitted, GEOTECH CONSULTANTS, INC. �.t.n /y Fin e ames R. y, Jr. P.E. Wall Height (ft) 30.5 Maximum Column Loads (KIPS) Total Dead Total Live ** Lower floor Bldg B- Office 120 35 85 TABLE A ASSUMED DESIGN INFORMATION Bldg B- High Bay 40.0 Wall Thickness (in) 5.5 9.0 Bay Spacing (ft) 50 x 25 100 x 50 260 100 160 Floor Load (psf) 150 250 250 250 * Assumed based on conversations with structural engineer. Data used for analysis of foundation design criteria. Actual loading may be different from above values. GEOTECH CONSULTANTS, INC. Bldg B- One Story Bldg A- All 30.5 30.5 5.5 5.5 50 x 50 50 x 50 120 40 80 120 40 80 ) ;3 1 1 . •Isa•..1 .4 .c s r • • 1" lato t 1t. 1010 Iti 1 > • lei0" 1"t` . 1 IN , • JI L irs I LIE15li 5 120" et q. I 1Z41.1!... ., . lai ,1_:::...011.. 41 s : , 7. Rf ',„ •., , 1.....\,. 11 4 5t 1; 5 Ns 1 S . reV• a. 1 4 • , 1 ■rie. tv I ■ „ on .....,__,.. ..,.. ..$1,,,. k .31 . • 57 X 5 1?6 s ^ .78 : 0 si . 4 5 e . 4:7 no A IVO. i30 ST- v . 5 150T. T .....t.ro. • Ni 51 en ' I Dr -t i iltite 1 . • 5 .1.1 II. I i 3111 1 ° 1W4 CI a I..m444. i 151• Si .,,,, o.o ST 1 :71 1 "IT I: . 51 .... , .., .. an IS 1 Iss,-: . r 57 a s VA/T0 .4i • 4/ :is i35 51 ni ST I . . 1 0 • "' ▪ V 8 "\ ll 5 11 !_:1 q 'f-1 55 1 : itan . . cei ' l ,. 7 I i 3 : 8 1 I re ';,,:.... , A 3 2 .4 ST id ror" 4 .... • A t .,-,: s •-•:— 77 S 142 ---- - 4 1 7: .. S ICS T 0 ;••• : t I: Pi ICQZ 1 14 4 t ..■ SI ‘7 5 4 144 . , , P1 '1 4 .,..,„. 1 „ G f.:01 EC I-1 CONSULTANTS 1 ;..1•11.4 I r; flfl V VICINITY MAP WEST MARGINAL WAY & 102ND STREET SEATTLE, WASHINGTON 1 .1(1B NO.: 87010 TPL AT E: 1 DEPTH MOIST. (FT.) ( %) 0 10 15 DEPTH (FT.) I 0 15 66.2 — 69.3 USCS ;;gp: Gray SAND, Wet, Loose (Fill) “SP: ML OL MOIST. ( %) USCS SP: . GEOTECH CONSUL (ANTS TEST PIT 9A Brown SAND, Moist, Loose (Fill) DESCRIPTION ELEVATION= Dark Gray SILT and Sandy SILT with organics LOGGED BY: UK Becomes Gray —Tan SILT with organics, Plastic, Soft Test Pit terminated.on 4/3/87 at 11 feet below existing grade. No groundwater seepage encountered during excavation. Test Pit caving. TEST PIT 10A DESCRIPTION ELEVATION= Brown Slightly Silty SAND, Medium Grained, Moist, Loose (Fill) Gray SAND, Wet, Loose (Fill) Test Pit terminated on 4/3/87 at 7 feet below existing grade. No groundwater seepage encountered during excavation. Test Pit caving. TEST PIT LOGS OXBOW PROJECT — PHASE I KING COUNTY, WASHINGTON JOB NO. 87010 1 PLATE 7 DEPT H (FT.) 0 5 I 15 DEPTH 1 (p.) 10 15 MOIST, ( %) US SP� J, • . • SP: MOIST. ( %) US CS Brown Slightly Silty SAND, Medium Grained, Loose (Fill) SP� • • 7771-TE SM: ` 1 r r r � � T ;M GEO1EC�I 1 CONSULTANTS TEST PIT I I A Brown Slightly Silty SAND, Moist, Loose (Fill) Gray SAND, Wet, Loose (Fill) LOGGED BY: DBG DESCRIPTION ELEVATION: Test Pit terminated on 4/3/87 at 7 feet below existing grade. No groundwater seepage encountered during excavation. Test Pit caving. TEST PIT I2A DESCRIPTION ELEVATION: Gray SAND with silt layers, Wet, Loose to Medium Dense (Fill) Test Pit terminated on 4/3/87 at 7 feet below existing grade. No groundwater seepage encountered during excavation. Test Pit caving. k TEST P1T LOGS OXBOW PROJECT — PHASE I KING COUNTY, WASHINGTON JOB NO 87010 I PLATE 8 - 90.0 . 42.7 — 1 2 4 2 ML • Black SILT with organics, Saturated, Very Soft becomes very sandy 1C _ 35.3 3 5 •SP— •SM Black SAND, Fine to Medium Grained, Wet, Loose - 5 14 .• - 6 28 becomes medium dense - 7 19 • _ 8 26 0 5 10 15 20 25 30 35 40 iL W J a 2 USCS G EOT EC H CONSUIJANTS BORING 2 DESCRIPTION LOGGED BY: ...MR ELEVATION 9 DEPTI- Test Boring completed at 40' depth on 1/13/87. Groundwater level at surface. (Wet area). TEST BORING LOG WEST MARGINAL WAY & 102ND STREET SEATTLE, WASHINGTON I JUB NO: 8 701 PLATE: 13 0 5 10 15 20 25 30 35 40 34.4 D W , 1• O 2 Q U) a m u. Z V USCS G Ea C li C0NSULTAN•l'S BOR ING 3 DESCRIPTION LOGGED BY; ELEVATION: !O t JOB NO: 87010___I PLATE: 14 DEPTH 9' 18' TEST BORING LOG WEST MARGINAL WAY & 102ND STREET SEATTLE, WASHINGTON ML Tan SILT, Non - Plastic, Moist, Medium Stiff 1 14 2 2 grades to a fine silty sand to sandy silt 3 12 ML SM Tan Silty SAND to Very Sandy SILT, Fine Grained Sand, Wet 4 25 - -- SP- Black SAND, Medium Grained, Wet, Medium Dense SM 5 35 • ' 6 36 .• • occasional thin silt layers 7 29 ' . • . 1 8 31 . - �. .., ; � 0 5 10 15 20 25 30 35 40 34.4 D W , 1• O 2 Q U) a m u. Z V USCS G Ea C li C0NSULTAN•l'S BOR ING 3 DESCRIPTION LOGGED BY; ELEVATION: !O t JOB NO: 87010___I PLATE: 14 DEPTH 9' 18' TEST BORING LOG WEST MARGINAL WAY & 102ND STREET SEATTLE, WASHINGTON 10 15 20 25 40 w w -z 0 0 2 o 34.3 28.2 8 43 17 35 34 50/6" 47 N/A US • • • SP. ". . . • SP— SM • G E Orf C 11 1 ,( J CONSULTANTS BORING II DESCRIPTION DEPTH Brown SAND, Medium Grained, Moist, Dense becomes black, wet, medium dense Gray Clayey SILT, Saturated, Loose Brown Silty SAND, Fine Grained, Wet, Dense Black SAND, Fine to Medium Grained, Wet, Dense to Very Dense with depth - - - 40' Test Boring complete at 40'depth on 1/16/87. Water level not observed. LOGGED BY: JIB ELEVATION: pr TEST BORING LOG WEST MARGINAL WAY & 102ND STREET SEATTLE, WASHINGTON JOB NO: 87017:11PLATE: 19 11.5' 16.5' 92' DEPTH MOIST. (FT.) 0 10 15 l 15 DEPTH ( 0' ) ( %) USCS 29.7 V MOIST. ( %) USCS :,M(1 • Brown Silty SAND with quarry spalls, Fine to Medium Grained . I•� Wet, Medium Dense (Fill] � ti• Silty SAND, Fine Grained Wet, Medium Dense Y � , SP-. Dark Gray Slightly Silty SAND with occasional silty SM .' layering.and shell fragments, Medium Grained, Wet, " . Loose to Medium Dense is • FILL Brown Silty SAND, Fine Grained . SP G CONSULTANTS TEST PIT 3 LOGGED BY: JDR DESCRIPTION ELEVATION: Test Pit terminated on 1/12/87 at 9.5 feet below the existing grade. Groundwater seepage encountered at 6.5 feet while excavating. Severe caving at water table. TEST PIT 4 Brown SAND, Medium Grained, Moist, Loose brown silt layer at 6.5 feet color change to blue -gray DESCRIPTION ELEVATION: • Test Pit terminated en 1/12/87 at 10 feet below the existing grade. Groundwater seepageencountered at 7 feet while excavating. Severe.caving. TEST PIT LOGS WEST MARGINAL WAY & 102ND STREET SEATTLE, WASHINGTON JG6 NO..... 8701 — J PLATE 20 DEPTH MOIST. (FT.) ( %) 0 5 I0 I5 DEPTH (FT.) 5 I0 15 Z 1 USCS • MOIST. ( %) USCS recent sand fill, 0 - 1' SP- Brown SAND, Medium Grained, Moist, Loose (Fill) SM color change to gray (original ground ?) • 'SF - .SM • G EOT Y .0 1-1 CONSULIANTS 4. r TEST PIT 9 DESCRIPTION ELEVATION: Test Pit terminated on 1/12/87 at 9 feet below the existing grade. Groundwater seepage encountered at 7 feet while excavating. Severe caving. TEST PIT 10 DESCRIPTION Brown SAND, Medium Grained, Moist, Loose to Medium Dense color change to dark gray color change to blue -gray, loose Test Pit terminated on 1/12/87 at 10 feet below the existing grade. Groundwater seepage encountered at 3 feet while excavating. Se caving. ...... .................. ELEVATION: JAB NO. 87010 LOGGED BY JDR TEST PIT LOGS WEST MARGINAL WAY & 102ND STREET SEATTLE, WASHINGTON PLATE 22 ,1 1 DEPTH MOIST, (FT) 0 5 1 0 I5 10 15 DEPTH ( 0 ) ( %) uSCS' ,• • • ' SP . : SM i; MOIST. ( %) US CS TEST PIT II TEST PIT 12 SM': Gray Slightly Silty SAND, Wet, Medium Dense Black Silty SAND with organics, Wet, Loose a G, �OrI'EC I-1 4, CONSULTANTS J06 N0. 87010 LOGGED BY: DBG DESCRIPTION ELEVATION: Brown SAND, Medium Grained, Moist to Wet, Loose (Fill) Gray Slightly Silty SAND, Fine to Medium Grained, Wet, Medium Dense Test Pit terminated on 1'/15/87 at 9 feet below the existing grade. Groundwater seepage encountered at 4 feet while excavating. Severe caving. DESCRIPTION ELEVATION: SP Brown SAND, Medium Grained, Moist to Wet, Loose (Fill) Test Pit terminated on 1/15/87 at 10 feet below the existing grade. Groundwater seepage encountered at 4 feet during excavation. Severe caving. TEST PIT LOGS WEST MARGINAL WAY & 102ND STREET SEATTLE, WASHINGTON PLATE 23 i BORING 1 I DE PTHI ELEV. SAMPLE LILIQMUID IT PLASTIC 1 S LIMIT SOIL CLASSIFICATION KEY —1 ! - � SP-S!11 Si SAND lo o r' - z- 1 14 1 3 I SP- SM �1�-TY SAN ID '2---i • r --z ! l 3 { Mk Ver,ev ,BAWD SILT 2., [ 5 4 , 1 SIEVE ANALYSIS l HYDROMETER ANALYSIS I GRAIN SI: E " M•.' SIZE o r OPENING IN INCHES i NUMBEi; OF MESH PER INCH. V S. STANDARD I V; 1 � , 0 0 CO 0 C/1 -7 a '-3 L - • >;n H N cnci crl 1 100 70 60 50 40 3 MIIMIIIMINIIIMI 11=111• i 1111 11111110111MMEMONINIMIN iirit,V B• i ■i _ —, �■un IMINIONIMIMMINII immummom 11H � • ■I■ isommumminemonammonmomminmunsuasmom is ••n. O O O O et f7 N I , rr■M■■I�iM I•nr.•_�_111•■_•I>.ts_nn■•• ■��•••�■EIM - -i.�.. --__ .►..i..1■.■.... i...ii.i t••m1••■ilMt)♦ =s___a*■i■ _____ 111••II� -- -- -i —i - �i_sv_r_u_s_Mii __ _■� ■���i� /I• nl•�M���f t�iri I• ___l _ ��i �i�i i•� i�i�11�1 •IM!• •1011111•11IIMININ IN ��i��i�i l•na•�iI/i �liM��tii�■tIMII .■�_,- f ' t t l R /� �i /�lHA�N11Ci�� •EM11. MEMa �i�i� i ■�■Iili• _ .� OEM 1 I 1 AN 20 0 N 10 N • m m vS c-) N O O O O �i�■1■IINIM�■��■ !lw..-�.�„ Vim ■ �i�■��i1•i�� ■■ ■��■■■�■■i i�l• ��i�i ■1���11.1Zr11 /i� iN1� •NI/ 1• i1 1•i�i 1��\ \_ ' ■■ ■R ��_i___ - _ -'— 1 • �� i M �XIMMIK � �t1111=1 i■■ mimitiMmINNIm i_ / —_i�� \�1 n /tIIIII nin ■r N Mll ■�11i■ia�■ii� s�ir�a��■�■�I�i ri i11�r� 1•as1�il■1MI1��M� II �■�i� ����i a�ri■i► �i►��ii■■■i .ii.i itii.tii•i t j 1 1 0 0 O 0 0 O CO ID V t'1 • N COBBLES O CO tD COARSE 1 FINE GRAVEL COARSE I MEDIUM SAND N P po 0 O 7 d U) to O ID Q f7 N GRAIN SIZE IN MILLIMETERS FINE O w of M N CD I(Dp M N • 0 0 0 0 O 0 0 0 0 0 0 N 0 0 0 0 0 8 O N O O O 0 0 8 0 FINES 1 30 40 70 80 100 '#» itCt,+ n+... .....,....,.,....... >.,.. :,,... �.u sr uw. w....<, �F.... �otwavwneu ..w.�wxz..,a..,..........,,..:, .,...+.....- .�.......ti,........ ,,.... _ . _... frn sf a .4Eh��� Cercn�t�DGi ! C�re GG�GF2 deGf A 3�v3 riVeffregl L / iz Sol /996 NOTES: Af eSvt /iJ( 4L4 '/ 9 1. ALL EXISTING INCENSE CEDAR WILL WILL BE REMOVED IN PLANTING EE05 ALONG- SOUTH, EAST AND WEST OF BUILDING. EXISTING PHOTINIA WILL REMAIN WHERE FEASIBLE. PRUNE AND SHAPE AS NECESSARY. 2. EXISTING PLUM TREES IN PLANTING BEDS TO THE SOUTH OF THE BUILDING HILL REMAIN. PRUNE AND SHAPE AS NECESSARY. 5. ALL PLANTING HILL HAVE AN AUTOMATIC IRRIGATION SYSTEM. EM. 8 U RECEIVED CITY OF TUKWILA JUL 1 2 1996 PERMIT CENTER NORTHWEST It '"'d:'et' RIVERFRONT TECHNICAL PARK EXHAUST FAN ADDITION - PENTHOUSE ROOF SEATTLE, WASHINGTON STRUCTURAL CALCULATIONS DRAWING SHEETS #1 - 13 CALCS SHEETS #C1 - C15 November 15, 1996 ENW Job No. 96093000 CODE: 1994 UBC WIND: 80 MPH, EXPOSURE C SEISMIC ZONE: 3 ,..,..,-----,--- tYR?,� ,,,kp., fib. RECEIVED CITY OF TUKWILA DEC 0 21996 PERMIT CENTER ENGINEERS NORTHWEST, INC. P.S. - CONSULTING ENGINEERS 6869 WOODLAWN AVENUE N.E. SEATTLE, WA 98115 (206) 525 -7560 FAX (2061522 -6698 4 �.•,.. 10039 c .-5) A G1ST1~ t ONAL�% [EXPIRES 11/12/ RS ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560- FAX # (206) 522-6690 Jos No. JOB NAME RIVE1ZF4rklr TECH PARK DATE 11-1 ( KO SHEET OF 13 BY PK- SU IIIJ ECT l'ENTIVANE RooF FgArtt !iv& pl_ANN) 2S -O 100 C^ O 4 Egt 3'r. 3/ % L. 14 Q643 2s -0 rePTH ousE eooF Fley‘m G / P.; T Th 9 0 11) N F ENGINEERS—NORTHWEST INC. P.S. " 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525-7560 - FAX # (206) 522.6696 ( Joe No. Joe NAME VE4tRexr SUBJECT PENTHi E PI-AN (eA tun.) a t; grovr 2 y e21 k E)C 1 ST, 3 4 1 X30 61_13 PARTIAL- PENr)jOusE tRooF F qm>N(, RA O, 11 �' LAN) I 3 K 0 z SI("KV ° HUS 50 H UGR g 1 x • DATE II- -9(0 SHEET a OF P BY M- ENGINEERS- NORTHWEST INC. P.S. 6889 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525-7560 - FAX # (206) 522 -6698 JoS No. SUBJECT f t, F 1''4&) '6 7 545r 61. Jos NAME 'RIVTIZF ir 5 x 5 • T. s. Tyr 1 Lou) ROOF FPAri1 / UG DATE i t -f1- q� SHEET 3-- OF 13 BY tt Ib ENGINEERS-NORTHWEST INC. P.S. 8809 WOODLAWN AVE N.E. - SUITE 205 - SEATTLE, WA 98115 -(206)525-7560 - FAX # (206) 522 -6696 Jos No. SUBJECT 1 1 JOB NAME ellIntrr-Refilr" SE Cr1013 r S EcT ION) 1 NEP G DATE SHEET 4 1 OF 1 BY 3 x yrizAf PE g. sco-,06, y � IO ..uRe 16 4 ToEN JL e EA. sioE /yew S p K IS 6tr3 S Ec.T 1 b'N ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7580 = FAX # (206) 5224698 JOB No JOB NAME �21VE,QtI DATE II SUBJECT 5Eczw u A SHEET S OF 13 BY DI g 7Zi ss To fan Aitu ST. evoF 7b 13i PmoNiF x8 a ' A E ►v1D w/ 5 1roPio,U HU S 1 H 6.76 is WALL NEW Ex AAcAT FR 11) E1q FLINN 11 ,(10 SUSJECT S ECr bYu 3 ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - 1206)525-7560 - FAX # (206) 522 -6698 ( 4 j D Jos No. Joe NAME DATE 1 )q 9 I. I bus 4 8 NNGe. 4 g @ ER EiUP sEc.rOiv 3 P'° Co t x 1 b G4.i(L8 A _______ ....j " x 1 SHEET a OF 13 BY p)C 'NEw st- /s 64.8 (C Jos No. Jos NAME SUBJECT 5 ECTiau RIvoe- ENGINEERS - NORTHWEST INC. P.S. 8889 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6696 DATE 11-11 -q L. • SHEET 7 OF -1 3 BY n\( ENGINEERS- NORTHWEST INC. P.S. • - 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 -1206)525-7560 - FAX # (206) 522.6606 { _ Joe No. Joe NAME RIVV,ItpRukr C_. SUBJECT SF�Tftnu 5 A/ew Sa xI5 & cEcTib'N „ " ti Z.14 gxsss ? ) e. " ' E.cisr. i IFt i s DATE II - 19- /L SHEET OF 13 BY a- Jos No. Jos NAME � 1/Er Fe1►v.1('" ENGINEERS-NORTHWEST INC. P.S. 6859 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 5224696 SUBJECT Et'w U 6 Gon,T. mTL ,n r tFiz- c,EcT100 p • i� ��G Y 50 4.T /2'f. G �t3 i3E'yoJ•P Li xG 3i-KC (f oil 1.0+079 2 CPX P)`YWoOO EA. `sIOE (27 e y „ g CAGE s ''f L' !fl/1E/ 1 CSTINGGEA 1'LyWoob UoI S 0 I S IDES) t3 iOcK ALL EDGY' 2 , e lC. Y x G so7rom `PL Ex I'T . GL-.6 3 - ,1 G 6£LOL am 4 1 EA DATE SHEET t OF 13 BY pTL t ENGINEERS—NORTHWEST INC. P.S. 6989 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX • (206) 5224896 Jos No. Jos NAME SUUJ ECT S Ec.T1oa. 7 Er�ST ,2x(, �✓' faL. 5-tgly cw 2 120.4.?5 'glVQ KfteNkir ¶ of E cun0 -L- -y NEW 12's S - EcT/ -? DATE 0- SHEET 1° OF 13 Exttt T2Us e f--Out BY ENGINEERS—NORTHWEST INC. P.S. 6889 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7580 - FAX # (206) 522.6656 (c, Joe No SUBJECT Joe NAME S ECtiow 3 Y psr pL iv 2- IV l3o LTS pverzvizoox 1 I 5 Sx ' 1 • c Ecr►t)nl 8 B AsE fL `-/2- 1"0 L.RCv goi-TS ULL. NT DATE I 1944 SHEET 'I OF 13 BY a r G y PL EA. SIoE !t/ ' Bo R3S. ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - 12061525-7560 - FAX # (206) 5224696 Joe No. Jo S NAME SUIDJECT Sribw, 2X Co E6 SIVS 3/ 9 " 0 W.T: S. a 1 B EK. slot ft-1W 4 e L i fs f. Tyv elvEytm.4.4- 1 '1 - vrL I )4 s Ec.11010 V, ) BY 8 DATE 11- lq SHEET I OF / 2 tsf‘sr ft- t/ 4 1 LK6 1301..-rs 4 ENGINEERS-NORTHWEST INC. P.S. 8809 WOODLAWN AVE. N. E. - SUITE 205 -SEATTLE, WA 98115 - (206)525-7580 - FAX # (206) 522-6698 Jos No. Jos NAME fIVEr-friAJT i0 SUBJECT S fczt-inIV 5 E c s ri orV to 1 S 5 ,L .3 44 TS'. C . x• 6/43 DATE SHEET 13 OF 13 BY 9x6, EA s tL e "t YES sEcrItift) F ENGINEERS-NORTHWEST INC. P.S. OM W000LAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560- FAX * (208) 5224898 No. JOB NAME ft wriltfiltaVr SUBJECT 2S- 0 1J Erta 34 / g 30 Gs 43 700 11 TYr 25 - 0 DATE SHEET . 1 OF BY OK I I-4-96 0 9 tn S FA NEW BEAM NEW (111 # 2 5M%) .7.25' W = (20+ X7 t 22.6 5 X & 4 ( .2o + 25) 6 = 270 1 K � = �5 5 /./ ` ENGINEERS-NORTHWEST INC. P.S. - 6969 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6606 (c.-) Jos No. Jos NAME RivX SUBJECT SHEET I • 2 OF BY bh DATE l I g e 3 .'1 c ENGINEERS NORTHWEST INC. 6869 WOODLAWN AVE NE. STE 250 SEATTLE WA 98115 (206) 525 -7560 - FAX (206) 522 -6698 GENERAL TIMBER BEAM DESIGN RIVERFROMT Timber Section Beam Width Beam Depth Lamination Thickness Fb - Bending Fv - Shear Fc - Bearing • 15.00 in 0.00 in • 2400 psi 165 psi • 325 psi Uniform Load @ Center Span: LL : 270.0 plf Point Load: LL : 400.0 4 at 2.50 ft Point Load: LL : 400.0 4 at 11.50 ft Point Load: LL : 400.0 1 at 20.00 ft USING 5.125 x 15.000 Beam, Bending : 57 Max. Pos Mom @ 12.00 ft: 24.93 k-ft Max. Neg Mom @ 0.00 ft: 0.00 k -ft Max @ Left : 0.00 k -ft Max @ Right - 0.00 k-ft Max. Allow Moment - 43.12 k -ft fb : Max. Actual : 1556.7 psi Fb : Allowable : 2692.4 psi Ck : .811(E/Fb) ".5 Cs : (LeD/B "2) ".5 Cf : (12/d) ".111 III .nn 1.I •nn, nr rurnnnin REAM DATA 5:.125x15.0 End Fixity Pin:Pin 5.125 in Elastic Modulus : 1800000 psi Beam Density : 45.0 pcf Load Duration Factor : 1.15 Applied Loads Include Beam Wt. End Shear Calc'd at Support 20.71 5.79 0.98 ,...try. . ». 1.,0e.. .... APPLIED LOADS SUMMARY 82 %, Shear : 41.45t Shear: Max. @ Left ....used for dsgn ....Area Req'd Max. @ Right ....used for dsgn ....Area Req'd fv : Max. Actual Fv : Allowable Bearing Req'd @ Left. Bearing Req'd @ Right Date: 11/04/96 Page: G3 SPAN DATA Center Span : 25.00 ft Left Cantilever : 0.00 ft Right Cantilever - 0.00 ft UNBRACED LENGTHS Le : Center Span - 2.00 ft Le : Left Cant. - 0.00 ft Le : Right Cant. - 0.00 ft 4.03 k Reactions... DL Maximum 6.05 k .Left : 0.00 k 4.03 k 31.87 in2 Right - 0.00 k 3.92 k 3.92 k 5.88 k Deflections... 30.98 in2 Center : 0.00 in -1.08 in 78.65 psi ....Dist : 25.00 ft 12.500 ft 189.8 psi ...L /Defl : 0 279 Left : 0.00 in 0.000 in 2.42 in ...L /Defl : 0 0 2.35 in Right : 0.00 in 0.000 in ...L /Defl : 0 0 CUnTUC[OO Uf1OTUWt:OT • 7VWW11;44 ENGINEERS NORTHWEST INC. 6869 WOODLAWN AVE NE. STE 250 SEATTLE WA 98115 (206) 525 -7560 FAX (206) 522 -6698 GENERAL TIMBER BEAM DESIGN RIVERFROMT Timber Section Beam Width Beam Depth Lamination Thickness Fb - Bending Fv - Shear Fc - Bearing Uniform Load @ Center Span: LL = 210.0 plf Point Load: LL : 400.0 @ at 18.00 ft USING 5.125 x 15.000 Beam, Max. Pos Mom @ 12.90 ft: Max. Neg Mom @ 0.00 ft: Max @ Left Max @ Right Max. Allow Moment fb : Max. Actual Fb : Allowable SEAM DATA 5:.125x15.0 End Fixity Pin:Pin • 5.125 in Elastic Modulus : 1800000 psi • 15.00 in Beam Density - 45.0 pcf • 1.50 in Load Duration Factor = 1.15 • 2400 psi Applied Loads Include Beam Wt. 165 psi End Shear Calc'd at Support • 325 psi SUMMARY Bending = 52.22 %, Shear : 37.67% 22.52 k-ft Shear: Max. @ Left 0.00 k -ft ....used for dsgn 0.00 k-ft ....Area Req'd 0.00 k -ft Max. @ Right 43.12 k-ft ....used for dsgn 1405.9 psi ...Area Req'd 2692.4 psi fv : Max. Actual Fv : Allowable Ck = .811 (E /Fb)".5 - 20.71 Cs : (LeD /B "2)".5 - 5.79 Bearing Req'd @ Left Cf : (12 /d) ".111 - 0.98 Bearing Req'd @ Right Date: 11/04/96 Page: c 4 SPAN DATA Center Span Left Cantilever Right Cantilever UNBRACED LENGTHS Le : Center Span Le : Left Cant. Le : Right Cant.. APPLIED LOADS 25.00 ft 0.00 ft 0.00 ft 2.00 ft 0.00 ft 0.00 ft 3.49 k Reactions... DL Maximum 5.23 k Left - 0.00 k 3.49 k 27.57 in2 Right : 0.00 k 3.66 k 3.66 k 5.49 k Deflections... 28.96 in2 Center = 0.00 in -0.98 in 71.47 psi ....Dist = 25.00 ft 12.600 ft 189.8 psi ...L /Defl - 0 306 Left = 0.00 in 0.000 in 2.09 in ...L /Defl - 0 0 2.20 in Right - 0.00 in 0.000 in ...L /Defl - 0 0 ENGINEERS-NORTHWEST INC. P.S. a ,— 6869 WOOOLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX * (206) 522 -6609 JOB No Joe NAME KIVE,e.I<P.4 DATE SUBJECT SHEET OF BY 10 lc 5FAA) Co' =3 y, 3v G)ao • �P, = (1 - 8 +25) 8 25 -+ 4o0 = 9.0 9 9 = C y. n3 1 21 3.c,' :2 , O4 - 2.74 K P 114 3v 01..01,.. 701.1....._. zy ENGINEERS NORTHWEST INC. 6869 WOODLAWN AVE NE. STE 250 SEATTLE WA 98115 (206) 525 -7560 FAX (206) 522 -6698 GENERAL TIMBER BEAM DESIGN RIVERFROMT SEAII DATA Timber Section Beam Width Beam Depth Lamination Thickness Fb - Bending Fv - Shear Fc - Bearing APPLIED LOADS Point Load: LL : 9000.0 # at 8.00 ft Point Load: LL = 9000.0 # at 16.00 ft Point Load: LL = 9000.0 I at 24.00 ft Point Load: LL = 8460.0 # at 30.00 ft Point Load: LL = 7740.0 # at 35.00 ft "I Inn ... •.. 15.75x30.0 End Fixity Pin:Pin 6.750 in Elastic Modulus = 1800000 psi 30.00 in Beam Density - 45.0 pcf 1.50 in Load Duration Factor = 1.15 2400 psi Applied Loads Include Beam Wt. 165 psi End Shear Calc'd @ 'd' distance 325 psi Date: 11/04/96 Page: C 4 SPAN DATA Center Span - 36.00 ft Left Cantilever 0.00 ft Right Cantilever 0.00 ft UNBRACED LENGTHS Le : Center Span - 8.00 ft Le : left Cant. - 0.00 ft Le : Right Cant. - 0.00 ft SUMMARY USING 6.750 x 30.000 Beam, Bending = 92.18%, Shear = 73.53% Max. Pos Mom @ 15.98 ft: 193.88 k -ft Shear: Max. @ Left - 16.63 k Reactions... DL Maximum Max. Neg Mom @ 36.00 ft: 0,00 k-ft ....used for dsgn = 24.94 k Left - 0.00 k 16.63 k Max @ Left - 0.00 k -ft ....Area Req'd - 131.42 in2 Right = 0.00 k 26.58 k Max @ Right = 0.00 k-ft Max. @ Right - 26.58 k Max. Allow Moment : 210.33 k -ft ....used for dsgn : 28.25 k Deflections... fb : Max. Actual = 2297.8 psi ....Area Req'd = 148.89 in2 Center - 0.00 in -1.65 in • Fb : Allowable = 2492.8 psi fv : max. Actual 139.52 psi ....Dist : 36.00 ft 18.144 ft Fv : Allowable - 189.8 psi ...L /Defl : 0 262 Ck = .811(E /Fb) ".5 - 20.71 Left - 0.00 in 0.000 in Cs = (LeD /8 "2) ".5 = 10.20 Bearing Req'd @ Left : 7.58 in ...L /Defl : 0 0 Cf : (12 /d) ".111 - 0.90 Bearing Req'd @ Right = 12.11 in Right = 0.00 in 0.000 in ...L /Defl - 0 0 " rnn 1inn7IuI4rnV 1UIL. / "Ir // ENGINEERS - NORTHWEST INC. P.S. 6069 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2081525-7560 - FAX # (206) 5224696 Jos No. Jos NAME ell/t2FR SUBJECT O P E1\Q flv Cu WO e, SO 75.5 3 6,75 3/.5 SE /srn /c_ Fe; ZIC,W ` 0.3 x1,D x0,75 W 0 .225 . tL7 DATE (I " 4 '4 1 10 SHEET OF BY OK C r- /6A 4 1.37 X I,N -0,0 �'� Mrt - Fy G> ENGINEERS-NORTHWEST INC. P.S. 8889 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 - FAX # (206) 522.6696 Joe No. Jos NAME 'Rlypeov- SUeJECT J-pTMt AL. ON PEIVITh1.0- ( J U IW 31.5 x$ 252 F"`f' 1 i. 31.5.c 7 x 3.0 = (G2 = 7. R e = 7.97 S Ei Smlc. L,U w >Ub c ∎Ir cols DATE 1 / - A i" QG SHEET C2 OF BY 01 0.225 x 1(35 f (7s)3 = O. /3 6' < 0.252 ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (208)525-7560 - FAX # (206) 522 -6696 Jos No. Jos NAME 12 1Vrie.FtiNk r SUBJECT 5NErKtU -L �S s NEm .W L l _ 8 T = Cow). G-' 1-101420.!•.) I "fb j W-7 /LWW = 6036 e .L ( ; t' (y- 1501.:r9 4m5 /3t4rs f tNEV' N EA 0E .0' 067, 'TA u ° y x 0.636 x 6 x 1.33 = 20.3 ) /6,0 �L - '.2 V° 'o 9.2' .0 41- - 9 2 8 70 1 �p� 2 P 1 . Y l ti u p EJ� s1,'E. - 10 d e 1'c 2 4 4 - 1 ( i . ) 920 DATE �1+ Y' G - SHEET 4 1 OF BY Or- ENGINEERS- NORTHWEST INC. P.S. - 6899 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 -1206) 525 -7560 - FAX* (206) 522 -6696 QC) Joe No. Joe NAME SU•JECT 16oL1 s To 5 '45 x �5c VEf.r a To /6, o '(3t» -T' rE(.Zg p gv . I.3S - /6 • /301 -" SHEET )'b OF BY b).. DATE Ii -19 -7lo r. 1/Er- ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) Jos No. Joe NAME VIiLF DATE SUOJECT SHEET I1 OF BY )'IL 501: fLr TT_ .b Tor o'F (3n" 3d d (y zyy „ ptxx. )9 A4LLL4j - 155 '( 1.3 X 2.25 - 1 3 1 1.s An- s ip p4I NG 2 - gUw%. a 5 13 1 .3 ), 333 42 s 7o spAcING To 2.5 TT)' Llib J-TS !4 ncLuu, - 7/ 7 x 1.33 c )L •• 6 87o - /3 c _' 12'L ENGINEERS— NORTHWEST INC. P.S. Ar ( 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX • (206) 522 -6696 JOB No. JOB NAME DATE SUBJECT SHEET c- -- OF BY 12.5 = 4,5 Mk/. 5 -{FAR- y, 5 • = 3.606 ge6 ` . 66 �, S Sd 44. x OO5 � - 2x12's 1'E14) V€ -i - 21 1C$ i1- 5,i TRY 5 xS� 3 �G i 3 - 2,12 3 oX NEW NFRoE1 w 1 ti5 4- ia.S = 4,S Engineers Northwest 6869 Woodlanwn Ave, NE, Suite 205 Seattle, Washington 98115 ( . JRIVERTECH ALI Units Option : US Standard AISC Code Checks : 9th Edition ASD Shear Deformation: Yes P -Delta Effects . Yes Redesign .. No Edge Forces : No A..S.T.F. . .1.333 Mater.ia) Elastic Label Modulus ....._ .................:._.._. _........ _ (K .i. ) COL 2900c:` .. PO JAMES Section Database Label. Shape 1. 2 -- 1. RISA - 2D (R) Version 3.03 Node Boundary Conditions No X- -C:o°r•d Y-Coord X - •clof Y--dot Rotation Temp. _._.._._.._._ w._._._.( f�)..__........._...(it.)....._ (i.n,l {fin) (i.n,K /in) (r• /r)~ (F) 1 0.00 0.00 R R 0.00 2 0.00 16 .. 00 R R 0.00 Poisson's Ratio 0.30000 0 .. 6 5000 Mia t:: l . Set Thermal Coefficient Area Job Page r Cia____ Date Weight Yield Stres -. Density (FY) ... ._(K /ft3)._........._.._._(L< )- ..__... 0.490 36.000 Moment of As y/y inertia Coef TLJ5X5X3 COI_. 3.52 13.400 1.20 1: J 1 Releases 3 End Offsets No Node Node Section x y z x y z Sec Sway L 3 Length (in)----(in)------(ft) 1 2 -w J. JAMB 16.00 1 J Unbr rac ec:1 Lengths K Factors Bending Coefs No Node Node Lb- in n L..b• Lc In Out Cm Cb c 1 TOTA3. Noc:lE: 1 TOTAL Nodal Loads, BLC 1: TOTAL Node Dynamic Analysis Data Engineers Northwest 6869 Woodlanwn Ave, NE, Suite 205 Seattle, Washington 98115 (.)RIVERTECH RISA -2D (R) Version BLC Basic Load Case Member Distributed Loads,,l3LC 1: TOTAL Number" of modes (frequencies) Basic Load Case for masses None F3LC mass direction of action X only Acceleration of Gravity 32.20 ft /sec**2 3..03 Job Page_ CJ j Date Load Totals No. Description Nodal Point Dist,. 1 1. Number Global X Global Y Moment 2 0.000 4.500 0..000 Memb 1 .1 Start End Start End No Node Node fair Magnitude Magnitude Location Location 1 2 1 X 0.16 3 0. 0.000 16.000 load Combination Self Wt BLC: C3L.0 I31...0 131..0 t3L.0 W E No. Description Di.r Fac Fac Fac Eac; Fax: Fac i)YNA ::3 V Load Combination is 1 TOTAL. Nodal Displacements Global X 0i.ot:7a1 Y Rotation . ....0.00000 -0.00000 0.0.1062 2 --0.00000 . 0.00000 -0.01062 Load Cornl:>irrat:i.011 is I. : TOTAL Reactions Node Global X Global Y Moment 1 1.314100 0.00000 0.00000 -4- RISA-2D (R) Version 3.03 Engineers Northwest 6869 Woodlanwn Ave, NE, Suite 205 : Seattle, Washington 98115 (RIVERTECH Job Date Node Global. X Global Y Moment _.__. _..._____.__.w....___..._...... (K) (K)- -_____._ _.._ (K--ft)_.w__.._- __..... 2 1.34400 4.50000 0.00000 Totals 2.63800 4.50000 0.00000 Load Combination is 1. : TOTAL Member End Forces Nodes ---------- 1-End No 1 J Axial Shear Moment Axial Shear Moment ___. _._. ___..._._._.._.. -(K ).........._.wW......_ (K)__•-_._..._.(K°-ft)___.------(K)_...._....._..._-(K)--____--(K-ft)_-- 1. 2_ 1 0.00 1. _ 34 -0.00 --0.00 1..34 0.00 Load Combination is 1. TO`I AL AISC Code Checks Nodes Member Quarter Points No 1 J Maximum 0 .1/4 .1 /2 3 /4 L. Shear 1 2 -- 1 0.5.066 0.0000 0-7,799 0. 5,066 0.3799 0.0000 0.0498 Calculations For IES 28/96 Engineers Northwest Inc. 6869 Woodlawn Ave. NE Seattle, Washington 98115 RCEI 4r9Fil IAr r . . RECEIVED JUL 2 6 1996 RIVERFRONT TEC HBER` PARK FILE COPY RECEIVED CITY OF TUKWILA JUL 1 2 1996 PERMIT CENTER 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 2w • Joe No SUBJECT 61) GL T JOB NAME ENGINEERS - NORTHWEST INC. P.S. ( 0 Pf' 4 2 G>= A x 4`0 f 8, 45 (3= aopll %x 30 cf. %) c. 9io .-se, DATE SHEET S ' I OF BY 5c /0 col S? ENGINEERS-NORTHWEST INC. P.S. 68 69 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 -- FAX # (206) 522 -6698 Joe No. Jo NAME l'{t' �W ' `"4 DATE 7 , 5 '° / SUBJECT IG� SHEET S- - OF BY 6 . 9 . s'o s-( s n r r �,,� J S Zo /G2 e P L5 - �Z�r 50 FP = /5 25 Z - //) U �= 2c / 5 /5 th4 s.' r ' . 04tg x25 i y 3 v -- / 7 /oo . Engineers Northwest 6869 Woodlawn Ave. N.E. Seattle, Washin n 98115 206 525 7560 Fax 206 522 6698 GENERAL TIMBER BEAM DESIGN Timber Section Beam Width Beal Depth Lamination Thickness Fb - Bending Fv - Shear Fc - Bearing n • 2400 psi • 165 psi • 450 psi Uniforn Load @ Center Span: DL = 200.0 pl USING 6.750 x 30.000 Bean, Bendi Max. Pos Mon @ 20.00 ft 74.97 Max. Neg Non @ 40.00 ft 0.00 Max @ Left = 0.00 Max @ Right = 0.00 Max. Allow Moment = 210.33 fb : Max. Actual = 888.6 Fb : Allowable = 2492.8 Ck = .811(E /Fb)^.5 Cs = LeD /B ^2) ^.5 Cf = 12 /d) ^.111 • 20.71 7.99 0.90 k- k-ft k -ft k -ft psi psi DATA End Fixity : Pin:Pin Elastic Modulus = 1800000 psi Beam Density = 36.0 pcf Load Duration Factor = 1.15 Beam Wt. is Added to Loads End Shear Calc'd @ 'd' distance or dsgn = ...Area Req'd = Max. @ Right = ....used for dsgn = ..Area Req'd = fv : Max. Actual Fv : Allowable = Bearing Req'd @ Left = Bearing Req'd @ Right= .. 3 APPLIED LOADS Date: 07/05/96 SPII DATA Center Span = Left Cantilever = Right Cantilever = MUM LENGTHS Le : Center Span = Le : Left Cant. _ Le : Right Cant. _ 7.50 k Reactions... DL Maximum 9.81k Left = 5.00k 7.50k 51.68 in2 Right = 5.00k 7.50k 7.50k 9.81k Deflections... 51.68 in2 Center = -0.53 in -0.79 in 48.43 psi ....Dist = 20.00 ft 20.000 ft 189.8 psi ...L /Defl = 912 608 Left = 0.00 in 0.000in 2.47 in ...L/Defl = 0 0 2.47 in Right = 0.00 in 0.000in ...L /Defl = 0 0 sx f8.g 50p! 7 .7 Page: s , J 40.00 ft 0.00 ft 0.00 ft 2.00 ft 0.00 ft 0.00 ft 2 5 b V4.4B2 (c) 1983 -95 ENERCALC ENGINEERS NORTHWEST, ZKW060156t En' ineers Northwest 686 Woodlawn Ave. N.E. Seattle, Washin on 98115 206 525, 7560 Fax 206 522 6698 STEEL COLUMN DESIGN COLON DATA AISC Section Column Height '__34:06ft Fixity @ Top : Pinned Fixity @ Bottom : Pinned Unbraced Lengths... For Y -Y Buckling = 34.00 ft For X -X Buckling = 34.00 ft DESI© DATA Fy = 46ksi Load Duration Factor = 1.330 Live & Short Loads Don't Combine Sidesway... X -X Axis Restrained Y -Y Axis Restrained Effective Length Factors... X -X Axis = 1.00 Y -Y Axis = 1.00 SECTION DATA Depth = 6.00 in Width = 6.00 in Top Thickness = 0.250 in Web Thickness = 0.250 in Area = 5.590in2 Weight = 18.980 pif rT = 0.000 in Ixx = 30.3 in4 Sxx = 10.1 in3 Rxx - 2.33 in Iyy = 30.3 in4 Syy = 10.1 in3 Ryy = 2.33 in F'ex DL+LL) F'ey DL +LL) F'ex DL +LL +ST) F'ey DL +LL+ST) • 4863 psi • 4863 psi 6467 psi • 6467 psi Axial Dead Load Live Load Short Tern X -X Axis Moments: Y -Y Axis Moments Point Loads Uniform Loads Top Bottom = Btwn Ends = Top Bottom Btwn Ends = X -X Axis = Y -Y Axis = X -X = Y -Y Combined Stress Ratios... Formula 1.6 - la Formula 1.6 - lb Formula 1.6 - 2 Actual & Allowable Stresses. Fa : Allowable fa : Actual Fb:xx : Allow [F1 -6] " " [F1 -7 & F1 -8] fb:xx Actual Fb:yy : Allow [F1 -6] " " [F1 -7 & F1 -8] fb:yy Actual Max X -X Axis Deflection Max Y -Y Axis Deflection Intermediate Stress Cal Date: 07/05/96 APPLIED WADS • 7.50 k "Y" Eccentricity • 0.001k 'X' Eccentricity • 0.0 k Dead- - Live- - Short - -- None -- -- None -- -- None -- -- None -- -- None -- -- None -- -- None -- -- None -- 0.05 0.00 0.00 k /ft 0.00 ft 34.00 ft -- None -- SUIWRY - Dead - - Live - = 0.587 0.360 culation Values 4.86 1.34 27.60 27.60 8.58 27.60 27.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.711 in at 0.000 in at Cm:x (DL +LL) = 1.00 Cb:x (DL +LL) Cm:y DL +LL) • 0.60 Cb:y (DL +LL) Cn:x DL +LL +ST) = 1.00 Cb:x DL +LL +ST) Cm:y DL +LL +ST) = 0.60 Cb:y DL +LL+ST) • 0.00 in • 0.00 in X: Start - - I:End - 4.86 6.47 ksi 1.34 1.34 ksi 27.60 36.71 ksi 27.60 36.71 ksi 8.58 8.58 ksi 27.60 36.71 ksi 27.60 36.71 ksi 0.00 0.00 ksi 17.00 ft from column base 0.00 ft from colunn base Page: 5.3/4 DL+ST- 0.503 0.270 1.00 1.75 1.00 1.75 V4.4B2 (c) 1983 -95 ENERCALC ENGINEERS NORTHWEST, 2KW060156• �''.�d' . 3i lf. tFihV: oc�euwnn,.........,.. �._.._._...._._....,..............,....,..,,.. n.,,.. e.. ey>: tienwtrt... s..-.. n.. �... �.,,..e.....,....r.,...... a+ u,... u„+.»... w�. � ..*�....��...�.,...�._"'_""___: En : ineers Northwest 6: • Woodlawn� N.E. 2 Fax 206 522 6698 GENERAL TIMBER BEAM DESIGN Timber Section Beam Width Bean Depth Lamination Thickness Fb - Bending Fv - Shear Fc - Bearing !A End Fixity : Pin:Pin Elastic Modulus = 1800000 psi Beam Density - 36.0 pcf Load Duration Factor = 1.15 Bean Wt. is Added to Loads End Shear Calc'd @ 'd' distance n 2400 psi = 165 psi = 450 psi APPLIED LOADS Uniform Load @ Center Span: DL = 162.0 plf LL = 225.0 Point Load: DL = 11250.0 i LL = 15625. USING 8.750 x 42.000 Bean Max. Pos Mom @ 25.00 ft 485. Max. Reg Mon @ 0.00 ft 0. Max @ Left = 0.00 Max @ Right = 0.00 Max. Allow Moment fb : Max. Actual Fb : Allowable Ck = .811(E /Fb) ^.5 Cs = LeD /B ^2) ^.5 Cf = 12 /d) ^.111 = 514.79 = 2263.1 = 2401.4 = 20.71 = 8.36 = 0.87 SUMMARY = 94.24 %, Shear = 50.89% -ft Shear: Max, @ Left t ....us ,s • sgn = Fv : Allowable = Bearing Req'd @ Left = Bearing Req'd @ Right = Date: 07/05/96 C � Mil DATA Center Span = Left Cantilever = Right Cantilever = UMBRACED LIMES Le : Center Span = Le : Left Cant. _ Le : Right Cant. = Page: 50.00 f t 0.00 ft 0.00 ft 2.00 ft 0.00 ft 0.00 ft 25.37k Reactions... DL Maximum 35.48k Left = 11.94 k 25.37k 187.00 in2 Right = 11.94k 25.37k 25.37k 35.48k Deflections... 187.00 in2 Center = -0.89 in -1.93 in 96.55 psi ....Dist = 25.00 ft 25.000 ft 189.8 psi .. L /Defl = 677 310 Left = 0.00 in 0.000in 6.44 in ...L /Defl = 0 0 6.44 in Right = 0.00 in 0.000in ...L /Defl = 0 0 S V4.4B2 (c) 1983 -95 ENERCALC ENGINEERS NORTHWEST, ZKW060156( Engineers ineers Northwest 6869 Woodlawn Ave. N.E. Seattle, Washington 98115 • 206 525 7560. Fax 206 522 6698 f � STEEL COLUMN DESIGN COLUMN DATA AISC Section ts7x7x3 /8 Column Height = 3 s� Fixity @ Top nned Fixity @ Bottom : Pinned Unbraced Lengths... For Y -Y Buckling = 17.00 ft For X -X Buckling = 17.00 ft DESIGN DATA Fy = 46ksi Load Duration Factor = 1.330 Live & Short Loads Don't Combine Sidesway... X -X Axis itestrained Y -Y Axis itestrained Effective Length Factors... X -X Axis = 1.00 Y -Y Axis = 1.00 SECTION DATA Depth = 7.00 in Width = 7.00 in Top Thickness = 0.375 in Web Thickness = 0.375 in Area = 9.580 in2 Weight = 32.527 plf rT = 0.000 in Ixx = 68.7 in4 Sxx = 19.6 in3 Rxx = 2.68 in Iyy = 68.7 in4 Syy = 19.6 in3 Ryy = 2.68 in F'ex DL +LL F'ey DL +LL F'ex DL +LL +ST F'ey DL +LL +ST V4.4B2 (c) 1983 -95 ENERCALC 25733 psi = 25733 psi • 34224 psi • 34224 psi • Axial Dead Load ft Live Load Short Tern X -X Axis Moments: Y -Y Axis Moments Point Loads Uniform Loads Cn:x (DL +LL ) = Ca:y (DL+LL ) = Cu:x (DL +LL +ST = Cn:y (DL +LL +ST; _ Top Btwn Ends Top Bottom = Btwn Ends = X -X Axis = Y -Y Axis X -X = Y -Y Combined Stress Ratios... Formula 1.6 - la Formula 1.6 - lb Formula 1.6 - 2 Actual & Allowable Stresses... Fa : Allowable fa : Actual Fb:xx : Allow [F1 -6] ' " [F1 -7 & F1 -8] _ fb:xx Actual Fb :yy : Allow [F1 -6] II " [F1-7 & F1 -8] = fb:yy Actual = Nax X -X Axis Deflection Max Y -Y Axis Deflection Intermediate Stress Date: 07/05/96 APPLIED LOADS • 54.40 k "Y" Eccentricity = 0.00 k 'X" Eccentricity • 0.0 k - Dead - -Live • -- None -- _ -- None -- • -- None -- -- None -- -- None -- -- None -- -- None -- -- None -- 0.05 0.00 - -None -- Cal culation Values SMUT - Dead - - Live - 0.688 0.591 18.73 0.00 5.68 0.00 30.36 0.00 30.36 0.00 11.70 0.00 30.36 0.00 30.36 0.00 0.00 0.00 -1.908 in at 0.000 in at 1.00 Cb:x (DL+LL) 0.60 Cb:y (DL +LL 1.00 Cb:x (DL +LL +ST) 0.60 Cb:y (DL+LL +ST) Page: = 4.00 in • 0.00 in Short - - I :Start - - I:End - 0.00 k /ft 0.00 ft 34.00 ft DL + LL. - DL + ST - 0.798 0.575 0.591 0.444 18.73 24.92 ksi 5.68 5.68 ksi 30.36 40.38 ksi 30.36 40.38 ksi 11.70 11.70 ksi 30.36 40.38 ksi 30.36 40.38 ksi 0.00 0.00 ksi 18.59 ft from column base 0.00 ft from column base 1.00 1.75 1.00 1.75 ENGINEERS NORTHWEST, ZKW060156' w 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 SUBJECT e es,— /G•�k .7 /8 .7 to i / t' 3z- c/ (K s DATE SHEET ./ 5 OF BY Span Length (ft) Load (PLF) Moment (K-in) Location (ft) Detta/ (in) Location (ft) 1 34.00 18.7 32.426 17.00 - 19.0598 17.00 Support Location (ft Moment (K-in) Reaction (Ibs) 1 0.00 0.000 317.900 2 34.00 0.000 317.900 Engineers Northwest 6869 Woodtawn AVE NE Seattle, WA 98115 206 525 7560 • Overall Length of Beam: 34 ft. Axial Load: 0 KIPS. Deflection Limit: 240.0 18.7 10 ,. l Mx (Max) Vx (Max) I Required Magnitude 32.426 K-in 0.318 KIPS 11.2116 in "4 Location 17.00 ft 0.00 ft 17.00 ft 5.54 Engineers Northwest 6869 Woodlawn AVE NE Seattle, WA 98115 206 525 7560 Member. C10 -2 -16 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loadings Depth = 10.0000 in Area = 0.83 in2 P = 0.00 KIPS Flange = 2.0000 in Ix = 11.14 in4 Mx = 32.43 K-in Up = 0.5625 in ly = 0.36 in4 KxLx = 24.00 in Bend = 0.0849 in Rx = 3.66 in KyLy = 96.00 in t = 0.0566 in Ry = 0.66 in KtLt = 24.00 in Punch = 0.0000 in Cw = 7.19 in6 KLx = 408.00 in WI = 0.4210 in J = 0.89 in4 KLy = 24.00 in Wf = 1.7170 in Xo = -1.12 in KLt = 24.00 in Ww = 9.7170 in Ro = 3.88 in4 Beta = 0.92 *..1= Jx10E3 BENDING ANALYSIS Eq. C3.1.2 -9 Sigt = (GJ + Pi"2ECw/LM2) /ARo "2 = 290.60 KSI Eq. C3.1.2 -8 Sigy = Pi "2E/(Ly/Ry) ^2 = 219.05 KSI Eq. C3.1.2 -5 Me = RoA(Sigt *Sigy) ".5 = 815.28 K-in Eq. C3.1.2 -3 My = SfFy = 111.44 K-in Me > 0.5My Therefore, Mc = My(1 - My /4Me) = 107.629 K-in Find effective section at stress f, f =Mc/Sf = 48.29 KSI eFlange = 1.496 inches eLip = 0.145 inches eWeb = 8.295 inches Sc = 1.762 inches Eq. C3.1.2 -1 Mn = ScMcISf = 85.09 K-in Eq. C3.1 -1 Ma = Mn/1.67 = 50.95 K-in. With 1/3 increase Ma = 67.94 K-in 5.51 EDGIIEER$- NORTHWEST 6869 Woodlawn Ave NE eattle,Washington 98115 WALL DATA height (ft) 15.00 no inspection MATERIAL DATA type CHU standard unit size LOADING DATA unfactored weights (psf) wall = wind in (psf)= seismic zone ledger LL(plf)= concentrated load LL(lbs)= concentric load LL(plf)= boriz load plf (+ inward)= REBAR DATA Vertical 14 at 32.0 in d= 3.75 MOMENT AND DEFLECTION RESULTS + inward Case Pu (kips) Hu (in -k) 1 2 3 4 5 6 7 0.4 0.4 0.4 0.5 0.5 0.5 0.7 2.2 -2.2 6.8 2.2 -2.2 6.8 0.0 K factor 1.00 running bond f'■ (psi) 1500 unit length 15.50 LOAD CASES • 1) .9DL + 1.3WL inward 2) .9DL + 1.3WL outward 3) .9DL + 1.43EQ 4) 1.05DL + 1.28LL + 1.28WL inward 5) 1.05DL + 1.28LL + 1.28WL outward 6) 1.05DL + 1.28LL + 1.4EQ 7) 1.4DL + 1.7LL MASONRY WALL DESIGN (version 3.0) 07- 08-1996 12:09:20 62 5.0 out (psf)= 5.0 3 press (psf)= 14.0 import fact= 1.00 0 DL (plf)= 0 ecc (in)= 0.0 0 DL (lbs)= 0 ecc (in)= 0.0 0 DL (plf)= 0 0 dist above floor(ft)= 0.0 - outward Phi *Hn (in -k) 7.02 7.02 7.02 7.11 7.11 7.11 7.33 po 100- - parapet ht (ft) thickness (in) 0.00 7.50 not solid grouted no positioners rebar (psi) 60000 width 7.50 defl (in) Allow defl(in) Comments 0.01 -0.01 0.03 0.01 -0.01 0.03 0.00 face shell webs 1.25 1.00 1 LL % LL I LL 1.26 1.26 1.26 1.26 1.26 1.26 1.26 w /seisiic= w /seisiic= w /seisiic= Sheet of effective width (in) 32.0 case ok case ok case ok case ok case ok case ok case ok NOTE in cases 1),2),4),55) the LL used is 1/2 of the applied LL rake 0.00 0 0 strip width (in)= 0 0 5 -6 L C = 50 1 pal D 30 C z� c - 1 2 - �4u Tt)r ;S 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 Fa) C'' cfreo e- [ SUBJECT Z kQ "Floor �P = 19 • ,c .1P 1" :C 0 2`-/ L rL' H,4(.69cL DATE SHEET�OF BY 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 - 6698 Joe No SUBJECT ENGINEERS - NORTHWEST INC. P.S. JOB NAME I 2 V �'^'� 2 k /aa v c.� 350 fv ?-Ux 30 x . 70 7 .L 1U 2 7 ` � x 7o x • 7 2 • ?°7 v; 15 DATE . 9,C SHEET) �s 1' 2 OF BY Lq ^ -� p 30) `f- , 70'7 - 8S �- - 70 ( )= L co V 3 •� En , , I eers Northwest 6; • • Woodlawn Ave. N.E. Seattle, Washington 98115 206 525, 7560 .Fax 206 522 6698 GENERAL TIMBER BEAM DESIGN Timber Section Beam Width Beam Depth Lamination Thickness Fb - Bending Fv - Shear Fc - Bearing V4.4B2 (c) 1983 -95 ENERCALC in • 2400 psi • 165 psi • 450 psi BEAM DATA End Fixity : Pin:Pin Elastic Modulus = 1800000 psi Beam Density = 36.0 pcf Load Duration Factor = 1.00 Beam Wt. is Added to Loads End Shear Calc'd @ 'd' distance Date: 07/05/96 APPLIED LOADS Trapezoidal Load: DL: 30.0plf @ lft, 30.0plf @ rt LL: 70.0plf @ lft, 70.0plf @ rt from Trapezoidal Load: DL: 0.0plf @ lft, 85.0plf @ rt LL: 0.0plf @ lft, 200.OpIf @ rt from Point Load: DL = 2400.0 1 LL = 4800.0 1 at 5.00 ft SUMMARY USING 5.125 x 21.000 Beam, Bending = 51.86 %, Shear = 62.24% Max. Pos Nom @ 5.00 ft 36.02k-ft Shear: Max. @ Left = 7.51k Max. Meg Mom @ 25.00 ft -0.00k-ft ....used for dsgn= 11.05k Max @ Left = 0.00k-ft ....Area Reg'd = 66.99 in2 Max @ Right = 0.00k-ft Max. @ Right = 3.07 k Max. Allow Moment = 69.47 k -ft ....used for dsgn = 4.26 k fb : Max. Actual = 1147.6 psi ....Area Req'd = 25.81 in2 Fb : Allowable = 2212.9 psi fv : Max. Actual = 102.70 psi Fv : Allowable = 165.0 psi Ck = .811(E/Fb)A.5 = 22.21 Cs = (LeD /B ^2)^ 5 = 15.44 Bearing Req'd @ Left = 3.26 in Cf = (12 /d) ^.111 = 0.94 Bearing Req'd @ Right= 1.33 in SPAN DATA Center Span = Left Cantilever = Right Cantilever = UI MACED LENGTHS Le : Center Span = Le : Left Cant. = Le : Right Cant. _ Reactions... Left Right Deflections... Center = -0.18 in ....Dist = 11.50 ft ...L /Defl = 1650 Left = 0.00 in ..L /Defl = 0 Right = 0.00 in ...L/Defl = 0 Page: 5.00 ft to 25.00 ft 0.00 ft to 5.00 ft 25.00 ft 0.00 ft 0.00 ft 24.00 ft 0.00 ft 0.00 ft DL Maximum = 2.68k 7.51k = 1.20k 3.07k -0.49 in 11.400 ft 607 0.000 in 0 0.000 in 0 ENGINEERS NORTHWEST, ZRW0601566 gag" eers Northwest • 6869 Woodlawn Ave. N.E. Seattle, Washin n 98115 206 525,7560 Fax 206 522 6698 GENERAL TIMBER BEAM DESIGN Timber Section Bean Width Bean Depth Lamination Thickness Fb - Bending Fv - Shear Fc - Bearing USING 5.125 x 21.000 Be Bend' Max @ Left Max @ Right Max. Allow Moment fb : Max. Actual Pb : Allowable Ck = .811(E /Fb) ^.5 Cs = LeD /B ^2) ^.5 Cf = 12 /d) ^.111 V4.4B2 (c) 1983 -95 ENERCALC in 400 psi • 165 psi • 450 psi Trapezoidal Load: DL: 210.0plf @ lft, Max. Pos Mom @ 12.41 ft 40.49 Max. Meg Mon @ 0.00 ft 0.00 = 0.00 • 0.00 = 63.66 = 1289.8 = 2028.0 • 22.21 • 18.34 = 0.94 • r > DATA End Fixity : Pin:Pin Elastic Modulus = 1800000 psi Bean Density = 36.0 pcf Load Duration Factor = 1.00 Beam Wt. is Added to Loads End Shear Calc'd @ 'd' distance APPLIED LOADS 0.0plf @ rt LL: 490.0plf @ lft, 0.0plf @ rt from 0.00 ft to 29.00 ft = 63.60 %, Shear = 50.03% -ft Shear: Max. @ Left = k -ft ....used for dsgn= k -ft ....Area Req'd = k -ft Max. @ Right = k -ft ....used for dsgn = psi ....Area Req'd = psi fv : Max. Actual = Fv : Allowable = Bearing Req'd @ Left = Bearing Req'd @ Right= 7.15k 8.89k 53.85 in2 3.77k 5.53k 33.50 in2 82.56 psi 165.0 psi 3.10 in 1.63 in Date: 07/05/96 SPAl DATA Center Span = Left Cantilever = Right Cantilever = 011110ED LIMES Le : Center Span = Le : Left Cant. = Le : Right Cant. _ Reactions... Left Right Deflections... Center = -0.29 in ....Dist = 14.04 ft .. L /Defl = 1183 Left = 0.00 in ...L /Defl = 0 Right = 0.00 in ...L /Defl = 0 Page: 29.00 ft 0.00 ft 0.00 ft 36.00 ft 0.00 ft 0.00 ft DL Maximum = 2.41k 7.15k = 1.40k 3.77k -0.84 in 14.036 ft 413 0.000 in 0 0.000 in 0 S ENGINEERS NORTHWEST, 2KW060156E En neers Northwest 6869 Woodlawn Ave. N.E. Seattle, Washinzon 98115 206 525, 7560 Fax 206 522 6698 GENERAL TIMBER BEAM DESIGN Timber Section Beam Width Beam Depth Lamination Thickness Fb - Bending Fv - Shear Fc - Bearing APPLI® LOADS Trapezoidal Load: DL: 150.Oplf @ lft, 0.0plf @ rt LL: OOplf @ lft, SUMMARY USING 3.125 x 15.000 Bean, Max. Pos Mon @ 8.48 f4= Max. Neg Mon @ 0.00 ft Max @Left Max @ Right Max. Allow Moment fb : Max. Actual Fb : Allowable Ck = .811(B /Fb) ^.5 Cs = (LeD/BA2)A.5 Cf = 12 /d) ^.111 V4.4B2 (c) 1983 -95 ENERCALC BEAM DATh • End Fixity : Pin:Pin 3.125 in Elastic Modulus = 1800000 psi 15.00 in Beam Density = 36.0 pcf 1.50 in Load Duration Factor = 1.00 2400 psi Beam Wt. is Added to Loads 165 psi End Shear Calc'd @ 'd' distance 450 psi Bending = 58.58 %, Shear = 54.588 13.39k-ft Shear: Max. @ Left = 0.00k-ft ....used for dsgn = 0.00k-ft ....Area Req'd = 0.00k-ft Max. @ Right = 22.86k-ft ....used for dsgn = 1371.5 psi ..Area Req'd = 2341.2 psi fv : Max. Actual = Fv : Allowable = 22.21 9.49 Bearing Req'd @ Left = 0.98 Bearing Req'd @ Right = Date: 07/05/96 3 § X /5 C -�°,) 3.45 k 4.22 k 25.59 in2 1.78 k 2.62 k 15.88 in2 90.06 psi 165.0 psi 2.45 in 1.27 in SPA! DATA Center Span = Left Cantilever = Right Cantilever = MUM LEWIS Le : Center Span = Le : Left Cant. _ Le : Right Cant. = 0.0plf @ rt from 0.00 ft to 20.00 ft S Page: 20.00 ft 0.00 ft 0.00 ft 2.00 ft 0.00 ft 0.00 ft Reactions... DL Maximum Left = 1.12 k 3.45 k Right = 0.62 k 1.78 k Deflections... Center = -0.20 in ....Dist = 9.68 ft .. L /Defl = 1217 Left = 0.00 in ...L/Defl = 0 Right = 0.00 in ...L /Defl = 0 -0.60 in 9.600 ft 403 0.000 in 0 0.000 in 0 ENGINEERS NORTHWEST, ZKW060156, 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 t�' DATE 2 - ' SUBJECT 1 CD='t• SHEET Sl OF BY J r o /0G L. 20 C .z so 6 b GJ = 3 L _ ?b I P = L = 3C) Z = ‘0 20 i - 1 1 1"- 6 9 /5 II Eng neers Northwest 6869 Woodlawn Ave. N.E. Seattle WashinLton 98115 206 525 7560 Fax 206 522 6698 Timber Section Bean Width Bean Depth Lamination Thickness Fb - Bending Fv - Shear Fc - Bearing Max. Meg Kon @ 0.00 ft Max @ Left Max @ Right Max. Allow Moment fb : Max. Actual Fb : Allowable Ck = .811(E /Fb) ^.5 Cs = LeD /BA2) ^.5 Cf = 12 /d)'.111 V4.4B2 (c) 1983 -95 ENERCALC 0.00 k -ft 0.00 k-ft • 0.00 k -ft = 22.86k-ft • 937.6 psi = 2341.2 psi = 22.21 • 9.49 • 0.98 GENERAL TIMBER BEAM DESIGN 9 3 '1,1 ( BEAM DATA . End Fixity : Pin:Pin = 3.125 in Elastic Modulus = 1800000 psi = 15.00 in Bean Density = 36.0 pcf = 1.50 in Load Duration Factor = 1.00 = 2400 psi Beal Wt. is Added to Loads = 165 psi End Shear Calc'd @ 'd' distance = 450 psi Trapezoidal Load: DL: 106.Oplf @ lft, 0.0plf @ rt Trapezoidal Load: DL: 60.0plf @ lft, 60.0plf @ rt USING 3.125 x 15.000 Bean, Bending = 40.05 %, Shear Max. Pos Mon @ 7.56 ft 9.16 -ft Shear: Max. ....used for dsgn = ...Area Req'd = Max. @ Right = ....used for dsgn = ...Area Req'd - fv : Max. Actual = Fv : Allowable Bearing Req'd @ Left = Bearing Req'd @ Right= Date: 07/05/96 APPLIED LOADS LL: 250.0plf @ 1ft, 0.0plf @ rt LL: 140.0plf @ lft, 140.0plf @ rt SUMMARY = 38.06% @ Left = SPAN DATA Center Span = Left Cantilever = Right Cantilever = MUM LEMONS Le : Center Span = Le : Left Cant. _ Le : Right Cant. _ from 0.00 ft to 15.00 ft from 6.00 ft to 15.00 ft - 3R- Page: 15.00 ft 0.00 ft 0.00 ft 2.00 ft 0.00 ft 0.00 ft 2.41k Reactions... DL Maximum 2.94k Left = 0.78k 2.41k 17.84 in2 Right = 0.73 k 2.24 k 2.24 k 2.93 k Deflections... 17.74 in2 Center = -0.07 in -0.23 in 62.79 psi ....Dist = 7.50 ft 7.500 ft 165.0 psi ...L /Deft = 2405 779 Left = 0.00 in 0.000 in 1.71 in . L /Defl = 0 0 1.59 in Right = 0.00 in 0.000 in ...L /Defl = 0 0 ENGINEERS NORTHWEST, ZKW0601566 Engineers Northwest • 6869 Woodlawn Ave. N.E. Seattle, Washington 98115 206 525 7560 Fax 206 522 6698 GENERAL TIMBER BEAM DESIGN Timber Section Beam Width Beam Depth Lamination Thickness Fb - Bending Fv - Shear Fc - Bearing Ck = .811(E /Fb) ^.5 Cs = LeD /B ^2) ^.5 Cf = 12/d) ^.111 22.21 7.69 0.94 ...w �u..+vrvn vilvuarw�cM1lR.iKNr W.w w W:YMG.M1t'40t 6 ') BEAM DATA . End Fixity : Pin:Pin = 5.125 in Elastic Modulus = 1800000 psi = 21.00 in Beam Density = 36.0 pcf = 1.50 in Load Duration Factor = 1.00 = 2400 psi Bean Wt. is Added to Loads = 165 psi End Shear Calc'd @ 'd' distance = 450 psi APPLIED LOADS Uniform Load @ Center Span: DL = 30.0 if LL = 70.0 plf Point Load: DL = 1900.0 0 LL = 4000.0 1 at 11.00 ft SUMMARY USING 5.125 x 21.000 Bean, Bending = 65.10 %, Shear = 39.34% Max. Pos Mom @ 11.00 ft 46.08 k -ft Shear: Max. @ Left = Max. Neg Non @ 0.00 ft 0.00 k -ft ....used for dsgn = Max @ Left = 0.00k-ft ....Area Req'd = Max @ Right = 0.00 k -ft Max. @ Right = Max. Allow Moment = 70.80k-ft ....used for dsgn= fb : Max. Actual = 1468.1 psi ....Area Req'd = Fb : Allowable = 2255.3 psi fv : Max. Actual = Fv : Allowable = Bearing Req'd @ Left = Bearing Req'd @ Right = Date: 07/05/96 SKI DATA Center Span = Left Cantilever = Right Cantilever = UIBRAC® LATHS Le : Center Span = Le : Left Cant. = Le : Right Cant. _ 5,2 Page: 25.00 ft 0.00 ft 0.00 ft 2.00 ft 0.00 ft 0.00 ft 4.89k Reactions... DL Maximum 6.99k Left = 1.77k 4.89k 42.34 in2 Right = 1.54k 4.18k 4.18k 5.92 k Deflections... 35.91 in2 Center = -0.22 in -0.61 in 64.91 psi ....Dist = 12.20 ft 12.100 ft 165.0 psi ...L /Defl = 1383 489 Left = 0.00 in 0.000 in 2.12 in ...L /Defl = 0 0 1.81 in Right = 0.00 in 0.000 in ...L /Defl = 0 0 V4.4B2 (c) 1983 -95 ENERCALC ENGINEERS NORTHWEST, 2KW0601566 Jos No. ENGINEERS — NORTHWEST INC. P.S. • 6889 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6696 JOB NAME �bC - DATE - '26 SHEET P BY SUUJECT h GW el y y ef- P' G. i..'r �o G AYsK — 77 - 3 G� 1 27 C ;4 ENGINEERS-NORTHWEST INC. P.S. 8869 WOODLAWN AVE. N.E. -SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6696 Jos NO. SUBJECT s +sranvn.•....+...,..�......,.«. �... �..... �. �.......... r+..+. nnvxwmw�k4MMrma .iv�wux..nriaw+.cxw.we... acne. ww.v.w+w....w...-ww�.uwr- +wraf. JOB NAME v -t- 4 F ° C 4 2 /9 DATE 171/.2 5 % * ! SHEET A"/ OF BY 8 '7,5 4 . 2 - /50 /a2 v vn1l..Ys s�f�+. wY' Hff+} Flptlt��l�. i'. 1FF4I} �INnwf: �rawnww. v✓.. tNaw•+ a+++ e�wt�wM�ww+..l www. we.. w+.. ww. r... u.. w...........-•. ..+.+•......«....... +.�...._.�. _._.._ .. . ENGINEERS- NORTHWEST INC. P.S. 6889 WOODLAWN AVE. N.E. SUITE 205 - SEATTLE, WA 98115 - 12061525 7560 - FAX # (206) 522 -. Joe No. Joe NAME /Z, ies 40 viL Bch SULICCT v 4-- rc• 0 e 1 aveca = 57S 00 s.P J oo L L .. _5 Pe — 20 DATE SHEET L ' Z OF BY �Y ec4 /50 69 ... e.........._._,... _......e+.,.....�.n.nnswrauew.x vvinianroau ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - 1206)525.7560 - FAX # (206) 5224698 JOB No. Joe NAME ____7 ' 144/1 I 7 e DATE C? 96 SUBJECT SHEETA • 3 OF By 9 3 8 57 /h t r 7 + C250 r3:1-0)), x 69 x 2- 0 Fly 0.1 _ 5 500 x + O:c.) I-35 X /3' aw 3 s,./.0 �2• 15' 4) — , 13 7S ( - 3 7 k ,/5.5 = 3i3 4325 = 6 79 9go ,383 K .34z- (3,3 3L t 69sx I ?) ? S Wolfs 5 13 k _ 5Z ° /00i^ 1 w il 15 4 1. ) c // 20o e � 4 :I/ 10 2.00 U �mv 1.1O? y lI i� 4)6 - ,13 ? r> 2->o K69 = 2C0 / 3 C) 1") y. 1 v2° xe.29 YC� ENGINEERS- NORTHWEST INC. P.S. 6889 WOODLAWN AVE. 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N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX (206) 5224698 Jos No. JOB NAME SUBJECT i r i. t • 2.4 It 5 L 2 0 cL IS 1 • ,?..7./ zr I 6 DATE SHEET OF BY 'c .` tkf]'C�F�i�7M1TiA "•Y'a+.rab>rasi ro."..,...,,,.,.w�,.. :....- .,.,....._ ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 Jos No. JOB NAME QC . /�": L T c•H DATE 7 -/ - 9 SUBJECT SHEET X • ?OF BY AAA., /11 4 J a / 6 . . . 5 . 5 e n Wi ease /G /4 a( /DG_" n! /0 / at '✓ ,I37$ ,x. ( 2.D t3/) S• z, -9 /D I l j 76 - 1 — * 1 rh �--� S16, ro e d- s - "2- L v 4// 4) 5 I74 ✓t�vG� � d•3 2) I , / , -5 - > , • sr)r5.J) //2 b. 3.5 d= ( -/6 -16 Y /12-- )'ee a /foo .. 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N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522-6 �— L / n / Jos No JOB NAME rO�uG� 4NA f / G G/4 DATE ? _ f - /' SUSJECT IOt 1 z- .5 <_ boa Q'a � itVo f / - e •POCI 99 L. / C C 4 ‘' SHEET L ' 9 OF BY 6 a es 2 CO ir L.- /0 Job 6869 Woodlanwn Ave, NE, Suite 205 Page Seattle, Washington 98115 Date RISA -2D (R) Version 3.03 Engineers Northwest ENVELOPE SOLUTION Member Section Results Nodes Member Quarter Points No I J I -End 1/4 1/2 3/4 J -End (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC 1 17- 19 A 33.86 4 33.26 4 32.65 4 32.05 4 31.45 4 9.19 5 8.80 5 8.42 5 8.03 5 7.64 5 ✓ 6.16 6 6.16 6 6.16 6 6.16 6 6.16 6 3.14 5 3.14 5 3.14 5 3.14 5 3.14 5 M 21.72 6 14.01 6 6.31 6 0.90 5 -3.02 5 12.66 5 8.54 4 4.35 4 -1.40 6 -9.10 6 D 0.000 4 0.000 4 0.000 4 0.000 4 0.000 4 0.000 4 -0.000 5 -0.000 5 -0.000 5 -0.000 5 18- 20 A 35.29 6 34.69 6 34.09 6 33.48 6 32.88 6 16.85 5 16.47 5 16.08 5 15.69 5 15.31 5 ✓ 3.86 5 3.86 5 3.86 5 3.86 5 3.86 5 -3.36 4 -3.36 4 -3.36 4 -3.36 4 -3.36 4 M 8.71 5 3.88 5 -0.95 5 -0.16 4 4.04 4 -12.74 4 -8.54 4 -4.35 4 -5.78 5 -10.61 5 D 0.000 4 -0.000 4 -0.000 4 -0.000 4 -0.000 4 0.000 4 -0.000 6 -0.000 6 -0.001 6 -0.001 6 7- 9 A 80.65 4 80.29 4 79.93 4 79.57 4 79.21 4 20.54 5 20.31 5 20.08 5 19.85 5 19.61 5 ✓ -3.35 5 -3.35 5 -3.35 5 -3.35 5 -3.35 5 -22.30 4 -22.30 4 -22.30 4 -22.30 4 -22.30 4 M -19.37 5 -16.85 5 -14.34 5 -5.26 4 11.46 4 -55.42 4 -38.70 4 -25.80 6 -15.15 6 -9.31 5 D 0.000 4 -0.000 4 -0.000 4 -0.000 4 0.000 4 0.000 4 -0.000 6 -0.000 6 -0.000 6 -0.000 5 8- 10 A 89.67 6 89.31 6 88.95 6 88.58 6 88.22 6 48.18 5 47.95 5 47.71 5 47.48 5 47.25 5 ✓ 28.20 6 28.20 6 28.20 6 28.20 6 28.20 6 17.35 5 17.35 5 17.35 5 17.35 5 17.35 5 M 57.73 6 38.70 4 21.98 4 5.26 4 -11.46 4 29.99 5 16.98 5 3.96 5 -9.05 5 -26.88 6 D 0.000 4 0.000 4 0.000 4 0.000 4 -0.000 4 0.000 4 -0.000 5 -0.000 5 -0.000 5 -0.000 6 5 i3- 24 A 0.36 5 0.36 5 0.36 5 0.36 5 0.36 5 rO0 -3.36 4 -3.36 4 -3.36 4 -3.36 4 -3.36 4 ✓ 6.50 4 3.25 4 -0.00 4 -3.25 4 -6.50 4 0.34 5 -1.74 5 -3.83 5 -7.08 6 -10.33 6 M 16.12 4 -2.15 4 -8.24 4 11.09 6 43.73 6 -22.49 5 -19.87 5 -9.41 5 -2.15 4 16.12 4 D 0.000 4 -0.000 4 -0.000 4 -0.000 4 -0.000 4 0.000 4 -0.000 5 -0.000 5 -0.000 5 -0.000 6 • RISA -2D (R) Version 3.03 Engineers Northwest 6869 Woodlanwn Ave, NE, Suite 205 Seattle, Washington• 98115 G.11 Job Page Date Nodes Member Quarter Points No I J I -End 1/4 1/2 3/4 J -End (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 6 13- 14 A 25.65 4 25.65 4 25.65 4 25.65 4 25.65 4 .w 9.99 5 9.99 5 9.99 5 9.99 5 9.99 5 ✓ 12.27 4 6.14 4 0.00 4 -6.14 4 -12.27 4 -2.10 5 -6.04 5 -9.99 5 -16.12 6 -22.26 6 M 143.69 4 109.17 4 97.67 4 139.66 6 211.62 6 -7.91 5 7.35 5 37.41 5 82.26 5 141.90 5 D 0.000 4 0.000 4 0.000 4 0.000 4 -0.000 4 0.000 4 0.000 5 0.000 5 0.000 5 -0.000 6 7 4- 5 A 8.99 4 8.99 4 8.99 4 8.99 4 8.99 4 v`4 3.73 5 3.73 5 3.73 5 3.73 5 3.73 5 J V 2.89 4 1.44 4 0.00 4 -1.44 4 -2.88 5 0.83 5 -0.09 5 -1.02 5 -2.47 6 -3.91 6 M 4.18 4 -3.95 4 -3.58 5 1.99 5 12.03 6 -4.28 5 -7.59 6 -6.65 4 -3.95 4 4.18 4 D 0.000 4 -0.000 5 -0.000 5 0.001 5 0.001 5 0.000 4 -0.001 4 -0.001 4 -0.001 4 -0.000 4 8 1- 3 A 89.09 4 89.09 4 89.09 4 89.09 4 89.09 4 22.95 5 22.95 5 22.95 5 22.95 5 22.95 5 ✓ 18.79 4 18.79 4 18.79 4 18.79 4 18.79 4 5.99 5 5.99 5 5.99 5 5.99 5 5.99 5 M -0.00 6 -7.07 5 -14.13 5 -21.20 5 -28.27 5 -0.00 4 -22.16 4 -44.31 4 -66.46 4 -88.62 4 D 0.000 4 -0.000 5 -0.001 5 -0.001 5 -0.001 5 0.000 4 -0.000 6 -0.001 6 -0.001 6 -0.002 6 9 3- 4 A 8.99 4 8.99 4 8.99 4 8.99 4 8.99 4 3.73 5 3.73 5 3.73 5 3.73 5 3.73 5 ✓ 2.89 4 2.89 4 2.89 4 2.89 4 2.89 4 0.84 5 0.84 5 0.84 5 0.84 5 0.83 5 M 11.40 4 9.59 4 7.79 4 5.98 4 4.18 4 -2.19 5 -2.72 5 -3.24 5 -3.76 5 -4.28 5 D 0.000 4 -0.000 5 -0.000 5 -0.000 5 -0.001 5 0.000 4 -0.000 6 -0.000 6 -0.001 6 -0.001 6 10 3- 7 A 80.65 4 80.65 4 80.65 4 80.65 4 80.65 4 20.54 5 20.54 5 20.54 5 20.54 5 20.54 5 ✓ -3.35 5 -3.35 5 -3.35 5 -3.35 5 -3.35 5 -22.30 4 -22.30 4 -22.30 4 -22.30 4 -22.30 4 M -26.07 5 -24.40 5 -22.72 5 -21.04 5 -19.37 5 - 100.01 4 -88.87 4 -77.72 4 -66.57 4 -55.42 4 D 0.000 4 -0.000 5 -0.000 5 -0.000 5 -0.000 5 0.000 4 -0.000 6 -0.000 6 -0.001 6 -0.001 6 Engineers Northwest 6869 Woodlanwn Ave, NE, Suite 205 Seattle, Washington 98115 Load Combination is 1 : DL Member End Forces RISA -2D (R) Version 3.03 Nodes = I -End ---- -- - - -- No I J Axial Shear (K) (K) 1 17- 19 14.47 -0.41 2 18- 20 14.47 0.41 3 7- 9 38.18 -11.50 4 8- 10 38.18 11.50 5 23- 24 0.41 4.64 6 13- 14 11.10 8.77 7 4- 5 4.14 2.06 8 1- 3 43.61 8.80 9 3- 4 4.14 2.06 10 3- 7 38.18 -11.50 11 6- 5 4.14 -2.06 12 6- 2 43.61 -8.80 13 6- 8 38.18 11.50 14 12- 11 -0.00 -8.00 15 12- 13 11.10 8.77 16 12- 17 14.47 -0.41 17 12- 9 37.14 -11.50 18 15- 14 11.10 -8.77 19 15- 16 0.00 8.00 20 15- 10 37.14 11.50 21 15- 18 14.47 0.41 22 22- 21 0.00 -5.00 23 22- 19 12.75 -0.41 24 22- 27 0.00 -0.00 25 22- 23 0.41 4.64 26 25- 24 0.41 -4.64 27 25- 20 12.75 0.41 28 25- 26 0.00 5.00 29 25- 28 0.00 -0.00 Moment (K -ft) 2.19 -2.19 -27.42 27.42 6.94 74.44 3.75 -0.00 8.91 -50.43 -8.91 -41.52 50.43 - 20.00 96.35 -0.24 -76.11 -96.35 20.00 76.11 0.24 -12.50 -6.04 0.00 18.55 - 18.55 6.04 12.50 -0.00 Axial Shear (K) (K) -12.75 0.41 -12.75 -0.41 -37.15 11.50 -37.15 -11.50 -0.41 4.64 -11.10 8.77 -4.14 2.06 - 43.61 -8.80 -4.14 -2.06 -38.18 11.50 -4.14 2.06 -43.61 8.80 -38.18 -11.50 0.00 8.00 - 11.10 -8.77 -14.47 0.41 -37.15 11.50 -11.10 8.77 -0.00 -8.00 -37.15 -11.50 -14.47 -0.41 - 0.00 5.00 -12.75 0.41 - 0.00 0.00 -0.41 -4.64 -0.41 4.64 -12.75 -0.41 -0.00 -5.00 -0.00 0.00 L •IZ Job Page Date J -End =__ Moment (K -ft) -- -4.22 4.22 -7.09 7.09 -6.94 -74.44 -3.75 41.52 -3.75 27.42 3.75 0.00 -27.42 0.00 -74.44 -2.19 7.09 74.44 - 0.00 -7.09 2.19 0.00 4.22 - 0.00 -6.94 6.94 -4.22 -0.00 - 0.00 RISA -2D (R) Version 3.03 Engineers Northwest 6869 Woodlanwn Ave, NE, Suite 205 Seattle, Washington 98115 Load Combination is 2 : LL Member End Forces Nodes ----- - --- -- I -End No I J Axial Shear (K) (K) 1 17- 19 8.00 2.31 2 18- 20 8.00 -2.31 3 7- 9 16.00 -3.64 4 8- 10 16.00 3.64 5 23- 24 -2.31 -0.00 6 13- 14 5.95 -0.00 7 4- 5 1.87 0.00 8 1- 3 16.49 3.80 9 3- 4 1.87 -0.00 10 3- 7 16.00 -3.64 11 6- 5 1.87 -0.00 12 6- 2 16.49 -3.80 13 6- 8 16.00 3.64 14 12- 11 -0.00 -8.00 15 12- 13 5.95 0.00 16 12- 17 8.00 2.31 17 12- 9 16.00 -3.64 18 15- 14 5.95 -0.00 19 15- 16 0.00 8.00 20 15- 10 16.00 3.64 21 15- 18 8.00 -2.31 22 22- 21 0.00 -8.00 23 22- 19 8.00 2.31 24 22- 27 0.00 -0.00 25 22- 23 -2.31 0.00 26 25- 24 -2.31 -0.00 27 25- 20 8.00 -2.31 28 25- 26 -0.00 8.00 29 25- 28 0.00 0.00 Moment (K ft) 5.69 -5.69 -10.02 10.02 3.76 23.22 -0.63 -0.00 -0.63 -17.30 0.63 -17.94 17.30 - 20.00 23.22 19.53 -22.75 - 23.22 20.00 22.75 - 19.53 - 20.00 16.24 -0.00 3.76 -3.76 -16.24 20.00 0.00 _-- _ - --- -= J -End Axial Shear (K) (K) -8.00 -2.31 -8.00 2.31 -16.00 3.64 -16.00 -3.64 2.31 0.00 -5.95 0.00 -1.87 -0.00 -16.49 -3.80 -1.87 0.00 -16.00 3.64 -1.87 0.00 -16.49 3.80 -16.00 -3.64 0.00 8.00 - 5.95 -0.00 - 8.00 -2.31 -16.00 3.64 -5.95 0.00 0.00 -8.00 -16.00 -3.64 - 8.00 2.31 -0.00 8.00 -8.00 -2.31 - 0.00 0.00 2.31 -0.00 2.31 0.00 - 8.00 2.31 0.00 -8.00 0.00 -0.00 Job Page Date Moment (K -ft) -- 5.85 -5.85 -0.90 0.90 -3.76 -23.22 0.63 17.94 0.63 10.02 -0.63 0.00 -10.02 0.00 -23.22 -5.69 0.90 23.22 0.00 -0.90 5.69 -0.00 -5.85 -0.00 -3.76 3.76 5.85 -0.00 0.00 1 Fn4 , :i;.n.._ ^ ..4: 1414,.. ..,,.,,... ...................•............,......,. ._........,..,.r«w.m.....:•••.M ., x..« a» x .1e0P.nme+vw:.m.+r:re:o4..a.... ,na........ ........••••∎ ,........,.. w... u.. ro, . RISA -2D (R) Version 3.03 Engineers Northwest 6869 Woodlanwn Ave, NE, Suite 205 Seattle, Washington 98115 Load Combination is 3 : EQ Member End Forces Nodes -- I -End - No I J Axial Shear (K) (K) 1 17- 19 -2.74 2.50 2 18- 20 2.74 2.50 3 7- 9 -9.87 5.00 4 8- 10 9.87 5.00 5 23- 24 -0.00 -2.74 6 13- 14 0.00 -7.13 7 4- 5 0.00 -0.73 8 1- 3 -11.64 -1.38 9 3- 4 0.00 -0.73 10 3- 7 -9.87 5.00 11 6- 5 0.00 -0.73 12 6- 2 11.64 -1.38 13 6- 8 9.87 5.00 14 12- 11 -0.00 0.00 15 12- 13 0.00 -7.13 16 12- 17 -2.74 5.00 17 12- 9 -9.87 5.00 18 15- 14 0.00 -7.13 19 15- 16 0.00 0.00 20 15- 10 9.87 5.00 21 15- 18 2.74 5.00 22 22- 21 0.00 0.00 23 22- 19 -2.74 2.50 24 22- 27 -0.00 2.50 25 22- 23 -0.00 -2.74 26 25- 24 -0.00 -2.74 27 25- 20 2.74 2.50 28 25- 26 0.00 0.00 29 25- 28 -0.00 2.50 Moment (K ft) 7.63 7.63 3.80 3.80 -20.53 -53.50 -5.47 -0.00 - 7.30 13.80 -7.30 - 6.50 13.80 0.00 - 71.34 30.13 41.20 - 71.34 0.00 41.20 30.13 0.00 16.12 11.25 -27.37 - 27.37 16.12 0.00 11.25 - J -End - Axial Shear (K) (K) 2.74 -2.50 -2.74 -2.50 9.87 -5.00 -9.87 -5.00 0.00 2.74 -0.00 7.13 -0.00 0.73 11.64 1.38 -0.00 0.73 9.87 -5.00 -0.00 0.73 -11.64 1.38 - 9.87 -5.00 0.00 -0.00 - 0.00 7.13 2.74 -2.50 9.87 -5.00 -0.00 7.13 -0.00 -0.00 - 9.87 -5.00 - 2.74 -2.50 -0.00 -0.00 2.74 -2.50 0.00 -2.50 0.00 2.74 0.00 2.74 -2.74 -2.50 0.00 -0.00 0.00 -2.50 Job Page Date Moment (K -ft) -- 4.87 4.87 11.20 11.20 -20.53 -53.50 -5.47 -6.50 5.47 -3.80 5.47 -0.00 - 3.80 0.00 53.50 -7.63 -11.20 53.50 0.00 -11.20 -7.63 0.00 -4.87 0.00 20.53 20.53 -4.87 -0.00 - 0.00 . Shear Wall Design S -� 1ARWAL INPUT service loads DL LL LATERAL Axial (kips) Shear (kips) 15 0 8 0 0 3 Mom (ft-k) 0 0 8 Wall Ht (ft) 18.00 INPUT AXI L STRESS 0.2 Wall L (ft) 5.00 D =.9 *L= 4.50 Wall t (in.) 5.50 fc (ksi) 3.00 .2 *F'c= 0.6 fly (ksi) 60.00 Bar area = 0.22 OUTPUT Loads (ult) DL +LL DL +EQ DL -EQ DL +LL +EQ DL +LL -EQ Axial (kips) 34.60 13.50 13.50 32.20 32.20 Shear (kips) 0.00 3.50 3.50 3.50 3.50 Mom (ft-k) 0.00 10.64 10.64 10.64 10.64 Mom design 0.00 0.00 0.00 0.00 0.00 Mom uncrack 16.95 Axial stress 0.20 Load per f t (klf)= 13.20 Eccen (ft) 2.00 2.00 2.00 2.00 2.00 a (ft) 1.38 0.48 0.48 1.26 1.26 Cu (kips) Tu =Cu - Pu 39.00 4.40 6.34 -7.16 6.34 -7.16 16.64 -15.56 16.64 -15.56 As= Tu /.65Fy 0.11 0.00 0.00 0.00 0.00 •1"--- Vu /phi (kip) 0.00 5.83 5.83 5.83 5.83 10sgrt(f m) 162.67 Vc kips 32.53 Av= in ^2/ft 0.00 0.00 0.00 0.00 0.00 i---" spacing (in) P /A +M /S <.2Fc 16.00 0.10 16.00 0.04 16.00 0.04 16.00 0.10 16.00 0.10 AREA= 330 SEC MOD 275 d 4.5 4.5 4.5 4.5 4.5 2 *Pu *e 138.4 54 54 128.8 128.8 load klf 13.2 13.2 13.2 13.2 13.2 radical 3.124924 4.019837 4.019837 3.239201 3.239201 d- radical 1.375076 0.480163 0.480163 1.260799 1.260799 2 *Pu *e /load 10.48485 4.090909 4.090909 9.757576 9.757576 As= Tu/.65fy test hi load 0.112821 0.112821 -0.18364 0 -0.18364 0 -0.39891 0 -0.39891 0 test - As 0.112821 0 0 0 0 design Vu Av= in "2/ft - 32.5347 -0.1205 - 26.7014 -0.09889 - 26.7014 - 0.09889 - 26.7014 -0.09889 - 26.7014 -0.09889 _ .0025 p 0.165 design Av 0.165 0.165 „ 0.j65 0.165 0.165 • Shear Wall S D es INPUT service loads DL LL LATERAL Axial (kips) 38 16 0 Shear (kips) 0 0 5 Mom (ft-k) 0 0 11 Wall Ht (ft) 18.00 INPUT AXI L STRESS 0.25 Wall L (ft) 5.00 D =.9 *L= 4.50 Wall t (in.) 5.50 ft (ksi) 3.00 Fy (ksi) 60.00 Bar area = 0.22 OUTPUT Loads (ult) DL +LL DL +EQ DL -EQ DL +LL +EQ DL +LL -EQ Axial (kips) 80.40 34.20 34.20 75.60 75.60 Shear (kips) 0.00 7.00 7.00 7.00 7.00 Mom (ft-k) 0.00 15.68 15.68 15.68 15.68 Mom design 0.00 0.00 0.00 0.00 0.00 Mom uncrack 16.95 Axial stress 0.25 Load per f t (klf)= 16.50 Eccen (ft) a (ft) 2.00 3.63 2.00 1.04 2.00 1.04 2.00 3.11 2.00 3.11 Cu (kips) 39.00 17.19 17.19 51.37 51.37 _ Tu = Cu - Pu -41.40 -17.01 -17.01 -24.23 -24.23 As= Tu /.65Fy 0.00 0.00 0.00 0.00 0.00 A- Vu/phi (kip) 10sgrt(fm) 0.00 162.67 11.67 11.67 11.67 11.67 p Vc kips 32.53 ,4.- A Av=in^2/ft 0.00 0.00 0.00 0.00 0.00 spacing (in) 16.00 16.00 16.00 16.00 16.00 P /A +M /S <.2Fc 0.24 0.10 0.10 0.23 0.23 AREA 330 SEC MOD: 275 d 4.5 4.5 4.5 4.5 4.5 2 *Pu *e 321.6 136.8 136.8 302.4 302.4 load klf 16.5 16.5 16.5 16.5 16.5 radical 0.871258 3.458192 3.458192 1.386624 1.386624 d- radical 3.628742 1.041808 1.041808 3.113376 3.113376 2 *Pu *e /load 19.49091 8.290909 8.290909 18.32727 18.32727 As= Tu /.65fy - 1.06154 -0.43616 -0.43616 -0.62126 -0.62126 test hi load 0 0 0 0 0 test - As 0 0 0 0 0 -- design Vu Av= in ^2/ft - 32.5347 -0.1205 - 20.8681 -0.07729 - 20.8681 - 0.07729 - 20.8681 -0.07729 - 20.8681 -0.07729 .0025 p 0.165 design Av 0.165 0.165 0 _0.165 0.165 0.165 ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525. 7560 - FAX # (206) 522 -4696 Joe No. Joe NAME �ivG1-* rorr Tel itJok- f6 mil/ SUBJECT 2 7 7 w is •-� /cad vim= / 71 P u Go k /- e7z-- 5 (-1 3 /5 . / Pc. o:y . / y 3 ) 5 )(z.Cxiz1 575 Ifs • e a v e y /3 ° J --• (- • /6 `1 V2 59.5 --� /C9 -- G vs' /79 -) ,, //14 O 1c. 78% .sure /u3 /7 /5 DATE T - 2- V v SHEET L. /"? OF BY / O 9 '' /pG'' r .9 <l.o ok me e e9 X39 %,„1. . Oa /A4 ENGINEERS — NORTHWEST INC. P.S. . 6889 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX #r (206) 522 -6698 JOB NAME fa.;e v � w 7 C DATE 7 - Joe No. SUBJECT /C>Oh y/, 4)4 /, © utv f u ✓N Iwo v` S IS �j�L -�-� cs - 3 f is6 6v x — '750 3CX ,26 = 7 8 U 6 flf c r.S C S i-8) 46 = j _ _) roo Pl v �L 3 / >'`e - , e)S /e 9s z6 SHEET '/U OF BY ENGINEERS-NORTHWEST INC. P.S. 8889 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 -(206)525-7560 - FAX 4' (206) 522-6698 Jos No. Joe NAME gon e SUBJECT fq 4 s Vo DATE 2‘ SHEET/ OF BY 1 I / - iv; ic 1 4 4 .1q, k .501 . Shear Wall Desiggn S'I EARWAL INPUT- service loads DL LL LATERAL _ Axial (kips) 60 0 0 Shear (kips) 0 0 124 Mom (ft-k) 0 0 3158 Wall Ht (ft) 18.00 INPUT AXI L STRESS 0 Wall L (ft) 26.00 D =.9 *L= 23.40 Al Wall t (in.) 17.50 -∎100 fc (ksi) 3.00 .2 *F'c= 0.6 Fy (ksi) 60.00 Bar area = 0.2 OUTPUT Loads (ult) DL +LL DL +EQ DL -EQ DL +LL +EQ DL +LL -EQ Axial (kips) 84.00 54.00 54.00 84.00 84.00 Shear (kips) 0.00 173.60 173.60 173.60 173.60 Mom (ft-k) 0.00 4421.20 4421.20 4421.20 4421.20 Mom design 0.00 4421.20 4421.20 4421.20 4421.20 Mom uncrack 1457.90 Axial stress 0.98 Load per f t (klf)= 206.46 Eccen (ft) 10.40 92.27 92.27 63.03 63.03 a (ft) 0.18 1.06 1.06 1.12 1.12 Cu (kips) 39.00 217.85 217.85 231.84 231.84 Tu = Cu - Pu -45.00 163.85 163.85 147.84 147.84 4 F As= Tu /.65Fy 0.00 4.20 4.20 3.79 3.79 Vu /phi (kip) 0.00 289.33 289.33 289.33 289.33 • cit 6 10sgrt(f m) 2691.51 -- --- - -- " Vc kips 538.30 ---- Av= in^2/ft 0.00 0.00 0.00 0.00 0.00 spacing (in) 4.57 4.57 4.57 4.57 4.57 P /A +M /S <.2Fc 0.02 0.20 0.20 0.20 0.20 AREA 5460 SEC MOD: 23660 d 23.4 23.4 23.4 23.4 23.4 2 *Pu *e 1747.2 9965.6 9965.6 10589.6 10589.6 load klf 206.4645 206.4645 206.4645 206.4645 206.4645 radical 23.21847 22.34485 22.34485 22.27711 22.27711 d- radical 0.181526 1.055154 1.055154 1.122886 1.122886 2 *Pu *e /load 8.462472 48.26786 48.26786 51.29017 51.29017 As= Tu /.65fy - 1.15385 4.20133 4.20133 3.790667 3.790667 test hi load 0 4.20133 4.20133 3.790667 3.790667 test - As 0 4.20133 4.20133 3.790667 3.790667 design Vu - 538.302 - 248.968 - 248.968 - 248.968 - 248.968 Av= in ^2 /ft - 0.38341 - 0.17733 - 0.17733 - 0.17733 - 0.17733 .0025 p 0.525 design Av 0.525 0.525 „_ 0.525 0.525 0.525 t I,L 0"r VAT Wt44tkI,t't&O.,n ENGINEERS—NORTHWEST INC. PS. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA' 98115 -(206)525-7560 - FAX # (206) 522-6698 Joe No. JOB NAME 124U T .L SUBJECT • tE 1• 3 u)c. (A.A. 1 0,41 10641 Z. h t5 k. 225 - NYC DATE toc 9.1.94 SHEET OF BY 2 hi ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6696 JOB No JOB NAME i e-{ V e..4 Tee L SUBJECT /c.)a // C� I c) 7 U / 7z. Z r- - ; � L - .> yoi ,.,o(4.- $ I-I /'22 ti(.1 .Gv5. x26) /Ze . y & - -�s /6 60 DATE 9' 2 ' . >6 SHEETZ 2 ZOF BY 3p ``-. a DJ .J res is /-(,. 6 9 4 / .,s _.o UL = /72 97/ (6o 50) /. 9 - I .f /$ Sec A./9 4 h no r«. d/� $e -/7 9 1•23 Shear Wall Design S itARWAL INPUT service loads DL LL LATERAL Axial (kips) Shear (kips) 90 0 0 0 0 123 Mom (ft-k) Wall Ht (ft) 0 18.00 0 INPUT AXI _ 2836 L STRESS 0 Wall L (ft) 26.00 D =.9 *L= 23.40 Wall t (in.) 17.50 fc (ksi) 3.00 .2 *F'c= 0.6 Fy (ksi) 60.00 Bar area = 0.2 OUTPUT Loads (ult) Axial (kips) DL +LL 126.00 DL +EQ 81.00 DL -EQ 81.00 DL +LL +EQ 126.00 DL +LL -EQ 126.00 Shear (kips) 0.00 172.20 172.20 172.20 172.20 Mom (ft-k) 0.00 3970.40 3970.40 3970.40 3970.40 Mom design 0.00 3970.40 3970.40 3970.40 3970.40 Mom uncrack 1457.90 Axial stress 0.98 Load per f t (klf)= 206.46 Eccen (ft) 10.40 59.42 59.42 41.91 41.91 a (ft) 0.27 1.02 1.02 1.12 1.12 Cu (kips) 39.00 210.25 210.25 231.21 231.21 Tu = Cu - Pu -87.00 129.25 129.25 105.21 105.21 As= Tu /.65Fy 0.00 3.31 3.31 2.70 2.70 Vu /phi (kip) 0.00 287.00 287.00 287.00 287.00 10sgrt(fm) 2691.51 Vc kips 538.30 Av= inA2 /ft 0.00 0.00 0.00 0.00 0.00 ""-"- spacing (in) 4.57 4.57 4.57 4.57 4.57 P /A +M /S <.2Fc 0.02 0.18 0.18 0.19 0.19 AREA = 5460 SEC MOD: 23660 d 23.4 23.4 23.4 23.4 23.4 2 *Pu *e 2620.8 9625.6 9625.6 10561.6 10561.6 load klf 206.4645 206.4645 206.4645 206.4645 206.4645 radical 23.12718 22.38166 22.38166 22.28016 22.28016 d- radical 0.272824 1.018335 1.018335 1.119842 1.119842 2 *Pu *e /load 12.69371 46.62109 46.62109 51.15456 51.15456 As= Tu /.65fy - 2.23077 3.314105 3.314105 2.697631 2.697631 test hi load 0 3.314105 3.314105 2.697631 2.697631 test - As 0 3.314105 3.314105 2.697631 2.697631 design Vu - 538.302 - 251.302 - 251.302 - 251.302 - 251.302 Av= inA2 /ft -0.38341 -0.17899 - 0.17899 - 0.17899 -0.17899 .0025 p 0.525 design Av 0.525 0.525 , 0.525 0.525 0.525 9 1•23 ENGINEERS.- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX alt (206) 522 -6696 N AME r Cpl L v' (!/O w � / 2 C.�t 2 9 z - -' JOB No. Joe DATE j SUBJECT SHEET L' 4 0F BY 00) �..� tvo H y 60» 30 6 zc 930 3 24 730 5 s) )-6 33 , .Esc /e95 2-6 Ge lG /6 9 L 22 k,..pI-4- 6869 WOODLAWN .AV E. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6696 JOB No. SUBJECT ENGINEERS- NORTHWEST INC. P.S. JOB NAME As = 4 1 - .5 /2Y • I. 62 2 144 = .6 � x5-3 ' /9 n o . ( — 111) >e/ i 1‘5 60 ,xG / 44 /•Se(Go r 50 ) = /Z G 96, < ! O oh DATE 2 - 3 • 96 SHEET L'AS OF BY GC /94 tJ,.. = 2 Z ylrovr60c o / /c s/J 5c£ 4 •/? Sz.f /8 36x. 241: ) ` 4 0 i 4 1 4 7 s e,-7.( acs 1- 6 Shear Wall S Design rItAKWAL INPUT service • loads DL LL LATERAL Axial (kips) Shear (kips) 90 0 0 0 0 145 Mom (ft-k) 0 0 3613 Wall Ht (ft) 18.00 INPUT AXI L STRESS 0 Wall L (ft) 26.00 D =.9 *L= 23.40 Wall t (in.) 17.50 fc (ksi) 3.00 .2 *F'c= 0.6 Fy (ksi) 60.00 Bar area = 0.2 OUTPUT Loads (ult) DL LL DL +EQ DL -EQ DL +LL +EQ DL +LL -EQ Axial (kips) 126.00 81.00 81.00 126.00 126.00 Shear (kips) 0.00 202.30 202.30 202.30 202.30 Mom (ft-k) 0.00 5058.20 5058.20 5058.20 5058.20 Mom design 0.00 5058.20 5058.20 5058.20 5058.20 Mom uncrack 1457.90 Axial stress 0.98 Load per f t (klf)= 206.46 Eccen (ft) a (ft) 10.40 0.27 72.85 1.25 72.85 1.25 50.54 1.36 50.54 1.36 Cu (kips) Tu = Cu - Pu 39.00 -87.00 259.11 178.11 259.11 178.11 280.29 154.29 280.29 154.29 _ As= Tu /.65Fy 0.00 4.57 4.57 3.96 3.96 Vu /phi (kip) 0.00 337.17 337.17 337.17 337.17 10sgrt(fm) 2691.51 Vc kips Av= in^2/ft 538.30 0.00 0.00 0.00 0.00 - 0.00 spacing (in) 4.57 4.57 4.57 4.57 4.57 P /A +M /S <.2Fc 0.02 0.23 0.23 0.24 0.24 AREA 5460 SEC MOD: 23660 d 23.4 23.4 23.4 23.4 23.4 2 *Pu *e 2620.8 11801.2 11801.2 12737.2 12737.2 load klf 206.4645 206.4645 206.4645 206.4645 206.4645 radical 23.12718 22.14501 22.14501 22.04241 22.04241 d- radical 0.272824 1.254989 1.254989 1.357585 1.357585 2 *Pu *e /load 12.69371 57.15849 57.15849 61.69196 61.69196 As= Tu/.65fy - 2.23077 4.566941 4.566941 3.956236 3.956236 test hi load 0 4.566941 4.566941 3.956236 3.956236 test - As 0 4.566941 4.566941 3.956236 3.956236 design Vu - 538.302 - 201.135 - 201.135 - 201.135 - 201.135 Av= in ^2Ift -0.38341 -0.14326 - 0.14326 - 0.14326 -0.14326 .0025 p 0.525 design Av 0.525 0.525 ,., 0.525 0.525 0.525 1- 6 '3.@ Crckmrsw. rxx.. a. w++. w. N_....,...._........_,.,,...,.. w.....««-.....,... w+ .a..wa..w�+w.,.,nacynrr ^..•u+nc - , ....vr •∎∎.1* xvrMr. uan. a...-. nnc... *,.w.+.w.. ENGINEERS-NORTHWEST INC. P.S. 6889 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. Joe NAME SUBJECT SHEETG'2 OF «Qt 6Q 5 . 1 eL<-4j tte vt-c l ,55> / 2 � - 5 - F2atts • 30 �ts 1-o 5L) U = �/ I ),2:c /I ;/,1 /7 T /Co c - -3) J 4-1 ',.. f I -e S 3 8 X� 17 //,' /71 /T DATE 2 -3 -,c BY > > . GJe/a 5 -a _ Q 3 % { eQ SUBJECT i fro J Paofr U ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX* (206) 522 -6696 Jos No JOB NAME _,GY 4 42)u " 71--- DATE „,o //S �a U = U 2-- G �• 79>:Z$-• 3S � S SHEET ' OF BY z /.o oh //IA' /1' /T {.. i5,2 - ..2.0/ /Of /// l/i /(f /T /7/ Y' /5 ° C° /6 ti c. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE; WA 98115 - (206)525. 7560.- FAX # (206) 522 -6695 Jos No JOB NAME uG Le1 Gtr DATE 2" 3. SUBJECT SHEET4: OF BY ENGINEERS- NORTHWEST INC. P.S. 4,e.$ 4l�l df 9 25 Z • Q / G a a -,716 / P OF- U - .9 ,2 _ // o vA U 13 - k J — 2-3.6 t) c_ = y 75 _ X5, 4 O r: -_, -= #7 e 2/. ,/ eioi s 7z/ , q u 4J.( r 3$ % + �7 G )� el ' Sur�7 u uc , -dS.S C i 0 1 4 7. 1 -- = ` . - /S . / o i 1.4 /50 J►, AG ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6606 . Joe No. Joe NAME 2�✓Cloo -( ` DATE 9 • 3 • , SUBJECT = G 2 2 x 25 Ur_ Op- = ,36N, U c pis U Up k/69c.) exi's La :47 5 v' o 4s SHEETL' 3 BY 7,7 36 374 ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698. Joe No SUBJECT JOB NAME („ l . , be I 4 - d If ye. G ,d 4 7. s e e • 47sA / 5 7 �s ,�- 3Y. x I6s g ,2- DATE c� ?� �( � , SHEET Ji T OF BY s 2 Engineers Northwest 6869 Woodlawn Ave. N.E. Seattle, Washington 98115 206:525.7560 Fax 206 522 6698 STEEL COLUMN DESIGN Depth Width Top Thickness Web Thickness Area Weight rT Ixx Sxx Rxx Iyy Syy Ryy F'ex DL +LL F'ey DL +LL F'ex DL +LL +ST) F'ey DL +LL +ST) CO(AM DATA AISC Section ts6x6xl/ Axial Dead Load Column Height = .i' ft Live Load Fixity @ Top . ginned Short Term Fixity @ Bottom : Pinned Unbraced Lengths... For Y -Y Buckling = 34.00 ft X -X Axis Moments: For X -X Buckling = 34.00 ft DESIGD DATA 46 ksi Y -Y Axis Moments Lo ad Duration Factor = 1.330 Live & Short Loads Don't Combine Sidesway... X -X Axis Restrained Y -Y Axis Restrained Effective Length Factors... X -X Axis = 1.00 Y -Y Axis = 1.00 SECIIOM DATA = 6.00 in 6.00 in = 0.250 in = 0.250 in = 5.590 in2 = 18.980 plf = 0.000 in 30.3 in4 10.1 in3 2.33 in 30.3 in4 • 10.1 in3 • 2.33 in • 4863 psi • 4863 psi • 6467 psi • 6467 psi Point Loads Uniform Loads Combined Stress Ratios... Formula 1.6 - la Formula 1.6 - lb Cm:x DL +LL) Cm:y DL +LL) Cm:x DL +LL +ST) Cm:y DL +LL +ST) Top Bottom Btwn Ends = Top Bottom = Btwn Ends = X -X Axis Y -Y Axis X-X Y -Y Date: 07/05/96 APPLIED WADS = 2.00 k "Y" Eccentricity = 0.00 k 'X' Eccentricity = 0.0 k - Dead - - Live - _ -- None -- -- None -- -- None -- -- None -- -- None-- -- None -- 0.0 0.30 -- None -- - -None -- -- None -- SUMMARY Formula 1.6 - 2 = 0.074 Actual & Allowable Stresses... Fa : Allowable = 4.86 fa : Actual = 0.36 Fb:xx : Allow [F1 -6] = 27.60 " " [F1 -7 & F1 -8] = 27.60 fb:xx Actual = 0.00 Fb:yy : Allow [F1-6) = 27.60 " " [F1-7 & F1 -8) = 27.60 fb:yy Actual = 0.00 Max X -X Axis Deflection = Max Y -Y Axis Deflection = Intervediate Stress Calculation Values - Dead - - Live - • DL + LL. - 0.000 4.86 0.00 27.60 27.60 3.03 27.60 27.60 0.00 -0.483 in at 0.000 in at = 1.00 Cb:x (DL +LL = 0.60 Cb:y (DL +LL; = 0.60 Cb:x (DL +LL +ST = 0.60 Cb:y (DL +LL +ST Page: = 0.00 in • 0.00 in Short- - I:Start - - Y:End - 0.00 17.00 ft DL + ST- 0.183 0.055 4.86 6.47 ksi 0.36 0.36 ksi 27.60 36.71 ksi 27.60 36.71 ksi 3.03 0.00 ksi 27.60 36.71 ksi 27.60 36.71 ksi 0.00 0.00 ksi 17.00 ft from column base 0.00 ft from column base 1.00 1.75 1.00 1.75 V4.4B2 (c) 1983 -95 BNERCALC ENGINEERS NORTHWEST, ZKW060156E Support Location (ft) Moment (K-in) Reaction (ibs) 1 2 0.00 34.00 0.000 0.000 170.000 170.000 Engineers Northwest 6869 Woodlawn AVE NE Seattle, WA 98115 206 525 7560 Overall Length of Beam: 34 ft. Axial Load: 0 KIPS. Deflection Limit: 240.0 10 1 0 Mx (Max) Vx (Max) I Required Magnitude Location 17.340 K-in 17.00 ft 0.170 KIPS 0.00 ft 5.9955 inA4 17.00 ft Span 1 Length (ftL 34.00 Load (PLF) 10.0 Moment Kan 17.340 Location (ft) DeltaI in Location (ft) 17.00 - 10.1924 17.00 .4 Engineers Northwest 6869 Woodlawn AVE NE Seattle, WA 98115 206 525 7560 �'�� y Membep!C6 -2 -16 /Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Gross Properties Loadings Depth = 8.0000 in Area = 0.72 in2 P = 0.00 KIPS Flange = 2.0000 in lx = 6.49 in4 Mx = 17.34 K-in Up = 0.5625 in ly = 0.34 in4 KxLx = 24.00 in Bend = 0.0849 in Rx = 3.00 in KyLy = 96.00 in t = 0.0566 in Ry = 0.69 in KtLt = 24.00 in Punch = 0.0000 in Cw = 4.35 in6 KLx = 408.00 in WI = 0.4210 in J = 0.77 in4 KLy = 24.00 in Wf = 1.7170 in Xo = -1.25 in KLt = 24.00 in Ww = 7.7170 in Ro = 3.33 in4 Beta = 0.86 •J = Jx10E3 Dimensions BENDING ANALYSIS Eq. C3.1.2 -9 Sigt = (GJ + Pi^2ECw/LM2) /ARoA2 = 277.44 KSI Eq. C3.1.2 -8 Sigy = Pi^2E/(Ly/Ry) ^2 = 239.87 KSI Eq. C3.1.2 -5 Me = RoA(Sigt'Sigy) ^.5 = 616.98 K-in Eq. C3.1.2 -3 My = srFy = 81.15 K-in Me > 0.5My Therefore, Mc = My(1 - My /4Me) = 78.481 K-in Find effective section at stress f, f =Mc /Sf = 48.36 KSI eFlange = 1.494 inches eLip = 0.145 inches eWeb = 7.588 inches Sc = 1.441 inches Eq. C3.1.2 -1 Mn = ScMc/Sf = 69.67 K-in Eq. C3.1 -1 Ma = Mn/1.67 = 41.72 K -in. With 1/3 increase Ma = 55.63 K-in LL = /OO O" 1 = 50 `$ /in A G �) / .0 &r 00 1 5� �.i O 3 75 pl /c: 14" 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 12.-t DATE ? 5 . `74 SUBJECT SHEET Si.) OF Engineers Northwest 6869 Woodlawn Ave. N.E. Seattle, Washington 98115 206 525 1560 Fax 206 522 6698 STEEL BEAM DESIGN BEM DATA Center Span Length = 18.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 1.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin Dead Load Live Load Distance To Start Distance To End USING nc12x10.6, Max Haxinuas... Actual Monent = 15.6 Stress = 20.29 Shear = 3.47 Stress = 1.52 Deflection = -0.567 fb / Fb : % oax fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = V4.4B2 (c) 1983 -95 ENERCALC = 0.13 k /ft = 0.25k/ft = 0.00 ft = 18.00 ft Allowable 16.6 k -ft 21.60 ksi 32.83 k 14.40 ksi 0.939 0.106 1084.13 381.11 AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y APPLIED LOADS Uniform Loads Date: 07/05/96 Page: in Ixx . 90 in Iyy • 1.50 in Sxx • 0.309 in Syy • 3.10 in2 r:xx = 10.53 1 r:yy • 0.27 in • 55.40 in4 = 0.38 in4 9.23 in3 = 0.31 in3 • 4.227 in • 0.351 in SUMMARY Stress Ratio = 93.95 %, Hin Defl. Ratio = 381.11 TABULAR SUMMARY OF LOAD COMBIIATIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Max Only @Cntr @Cntr @Cants @Cants Mounts.. M+ @ Center H- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right . 5� 5 • 15.6 5.5 15.6 0.0 0.0 0.0 k -ft 0.0 -0.0 0.0 0.0 0.0 k -ft 0.0 0.0 0.0 0.0 0.0 k-ft = 0.0 0.0 0.0 0.0 0.0 k -ft • 3.47 1.22 3.47 0.00 0.00 0.00k = 3.47 1.22 3.47 0.00 0.00 0.00k • -0.567 -0.199 -0.567 -0.199 0.000 0.000 in • 0.000 0.000 0.000 0.000 0.000 0.000 in • 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in • 3.47 1.22 3.47 1.22 0.00 0.00k = 3.47 1.22 3.47 1.22 0.00 0.00k ENGINEERS NORTHWEST, ZKW0601566 ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. Joe NAME ` ' e - c SUBJECT 060 o /frt) s��s RC: to �•w w4I IJ to - 3 0 G> � 2. ( ?ozo ) 2 2_ 8 �S .5174-. rowl /.9 (,2z5' t 9?‹,dc9) /.9 /7 8 - 4 /8 _ cos - iI Id f DATE SHEET7 OF yea- 2 © L -7 Joe No. SUBJECT JOB NAME k - G1' anflww.Mfllume fd 'b414.cb .nfwt ENGINEERS — NORTHWEST INC. P.S. .6869 WOODLAWN AVE. N.E. - SUITE 205 - SEAT:TLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 J� I Gv1✓Gw1 - d-c / /se7v 0 /. V (.3 2," /-.0‘ /. , _' ' `4 DATE 9` SHEET 7 OF BY f2 5 - /G = /.2,5 4) 'A (( .. / tyo 7 - " /.5 - 625Y 1,2r-- /. °9 312 = 3 yv X27 7)5 = 2/ rf /,t orc 66/.....3 c c !I J� & , Nto 2. f v1 - / - G ... vi G ` P(00- Ilex,: d c5 I Cc _I t v4i\ Ste pp *---11 ( 70 wet ( Spar ef va1 i Is Gs_s . 4-45,. 4,f 6- J ' v'0 " 5 370 G c 10. g o -E., e c, ,,.eJ, ( 0+ J o L ' -1--V e a,' or N 4 S 10 [4 0, 5 /;.,. cv,c45c. oc,t JAM DATA SPANDREL DATA OPENINGS MATERIAL DATA .. ��......_.» �...... �r.+ • �... ��rx.. aw• r. awM. tw+ �'+< YaErahNwW +MN.+N <.+n�aa'ef.RVMfuMx. V.v.A.enwew��++��•M.w EUGIIIEERS- NORTHWEST CONCRETE JAMB DESIGN (version 3.0) 6869 Woodlawn Ave NE UBC tattle,Washington 98115 17:48:56 height (ft) 17.00 thickness(in) 5.50 LEFT LOADING DATA unfactored wind in (psf)= seisiic... zone ledger LL(plf )_ concentrated load LL(lbs)= concentric load LL(plf)= horiz load plf (+ inward)= REBAR DATA Vertical 6 14 d= 2.75 1 2 3 4 5 6 7 LOAD CASES 1) .9DL + 1.3WL inward 2) .9DL + 1.3WL outward 3) .9DL + 1.43EQ 4) 1.05DL + 1.28LL + 1.28WL inward 5) 1.05DL + 1.28LL + 1.28WL outward 6) 1.05DL + 1.28LL + 1.4EQ 7) 1.4DL + 1.7LL 07-03 -1996 po 100 width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 60.00 5.50 0.00 1.00 0.00 offset (in. + outward) 0.00 width (ft) height (ft) RIGHT width (ft) height (ft) 15.0 5.0 0.0 0.0 concrete (psi) rebar (psi) 3000 60000 15.0 out (psf)= 15.0 3 press (psf)= 33.3 isport fact= 1.00 312 DL (plf)= 225 ecc (in)= 2.0 % 0 DL (lbs)= 0 ecc (in)= 0.0 t 0 DL (plf)= 0 0 dist above floor(ft)= 0.0 Horizontal sin in ^2 / ft 0.13 1.8 20.6 35.54 0.12 1.8 -24.5 35.54 -0.39 1.8 -23.9 35.54 -0.14 2.6 18.3 36.76 0.11 2.6 -27.4 36.76 -0.58 2.1 -24.6 36.00 -0.14 4.2 -6.9 38.96 -0.04 LL w /seisaic= 0 LL w /seisaic= 0 LL w /seisaic= 0 1.36 1.36 1.36 1.36 1.36 1.36 1.36 Sheet of RIVERPRONT STD PANEL MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Hu (in -k) Phi *Mn (in -k) defl (in) Allow defl(in) Coenents case ok case ok case ok case ok case ok case ok case ok NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL ENGINEERS - NORTHWEST 869 Woodlawn Ave NE Seattle,Washington 98115 JAMS DATA SPANDREL DATA OPENINGS MATERIAL DATA 1 2 3 4 5 6 7 height (ft) 17.00 thickness(in) 5.50 LEFT LOADING DATA unfactored wind in (psf)= seismic... zone ledger LL(plf)= concentrated load LL(lbs)= concentric load LL(plf)= horiz load plf (+ inward)= REBAR DATA INTERACTION CURVE DATA .7 *Po .7 *Pbal .7 *Mbal .7 *Mn 94.2 19.6 61.0 25.3 concrete (psi) rebar (psi) 3000 60000 LOAD CASES 1) .9DL + 1.3WL inward 2) .9DL + 1.3WL outward 3) .9DL + 1.43EQ 4) 1.05DL + 1.28LL + 1.28WL inward 5) 1.05DL + 1.28LL + 1.28WL outward 6) 1.05DL + 1.28LL + 1.4EQ 7) 1.4DL + 1.7LL 4.5 14.8 39.43 0.09 4.5 -22.7 39.43 -0.15 4.5 -20.5 39.43 -0.12 6.8 9.7 42.33 0.06 6.8 -38.5 42.33 -0.94 5.3 -21.8 40.43 -0.12 11.0 -17.4 45.45 -0.09 CONCRETE JAMB DESIGN (version 3.0) UBC 18:00:30 07 -03 -1996 po 100 width (in) thickness (in) 60.00 5.50 offset (in. + outward) 0.00 width (ft) height (ft) RIGHT width (ft) height (ft) 10.0 8.0 0.0 0.0 15.0 out (psf)= 15.0 3 press (psf)= 25.2 import fact= 1.00 1093 DL (plf)= 469 ecc (in)= 2.0 0 DL (lbs)= 0 ecc (in)= 0.0 90 DL (plf)= 281 0 dist above floor(ft)= 0.0 Vertical 6 14 d= 2.75 Horizontal min inA2 / ft 0.13 add thickness (in) K factor parapet ht (ft) 0.00 1.00 17.00 LL LL LL w /seisiic= w /seismic= w /seismic= Sheet of RIVERFRONT STD PANEL 0 0 0 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Pbi *Nn (in -k) defl (in) Allow defl(in) Comments 1.36 case ok 1.36 case ok 1.36 case ok 1.36 case ok 1.36 case ok 1.36 case ok 1.36 case ok used interaction curve NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL 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 IVC Gh DATE 9 - .9b SUBJECT SHEET' OF BY N o- HA scp, K toL,,(I wl h w 3 �/5 cam. 9418= Wy / x - ;v 0 4.E /ks0 /4,0 _ 90 II0 1) /V L. 72- 4'A) /0z) l ) if 1/ y'1a c•J -- e� 7, i_ - ,2). :4. XZ5 ?` L _ 7• 172E :)5 y749 k L /0. '9 01 31,7o 14.x.✓ 10 04D )� ; (a"- 5� 1 6 A 7 1.v+ Go w ((b 1 1 2 2_ tot_ t -i , II, 4...�C / L•� /0 l k• G L 't ' S L G I a..L) bw /j 1 • • ENGINEERS - NORTHWEST .869 Woodlawn Ave NE • Seattle,Washington 98115 LOADING DATA unfactored wind in (psf)= seisaic... zone ledger LL(plf)= concentrated load LL(lbs)= concentric load LL(plf)= boriz load plf (+ inward)= REBAR DATA Vertical 6 14 CONCRETE JAMB DESIGN (version 3.0) UBC 07:48:27 07- 05-1996 po 100 LOAD CASES 1) .9DL + 1.3WL inward 2) .9DL + 1.3WL outward 3) .9DL + 1.43EQ 4) 1.05DL + 1.28LL + 1.28WL inward 5) 1.05DL + 1.28LL + 1.28WL outward 6) 1.05DL + 1.28LL + 1.4EQ 7) 1.4DL + 1.7LL • JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 17.00 60.00 5.50 0.00 1.00 0.00 SPANDREL DATA thickness(in) offset (in. + outward) 5.50 0.00 OPENINGS LEFT width (ft) height (ft) RIGBT width (ft) height (ft) 5.0 8.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 15.0 out (psf)= 15.0 3 press (psf)= 20.4 iaport fact= 1.00 125 DL (plf)= 90 ecc (in)= 2.0 7800 DL (lbs)= 5600 ecc (in)= 2.0 0 DL (plf)= 0 0 dist above floor(ft)= 0.0 d= 2.75 Horizontal iin inA2 / ft 0.13 NONFAT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Pbi *Hn (in -k) defl (in) Allow defl(in) Consents 1 1.9 9.3 35.69 0.05 2 1.9 -16.5 35.69 -0.12 3 1.9 -16.4 35.69 -0.11 4 3.4 5.0 37.83 0.03 5 3.4 -22.2 37.83 -0.18 6 2.2 -17.2 36.18 -0.11 7 6.0 -15.6 41.33 -0.08 % LL w /seislic= % LL w /seisiic= % LL w /seisiic= 1.36 1.36 1.36 1.36 1.36 1.36 1.36 Sheet of • RIVERFRONT 0 0 0 case ok case ok case ok case ok case ok case ok case ok NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL EIIGINEERS- NORTHWEST £69 Woodlawn Ave NE Seattle,Washington 98115 JAMB DATA SPANDREL DATA OPENINGS MATERIAL DATA height (ft) 17.00 thickness(in) 5.50 LEFT LOADING DATA unfactored wind in (psf)= seissic... zone ledger LL(plf)= concentrated load LL(lbs)= concentric load LL(plf)= boriz load plf (+ inward)= REBAR DATA Vertical 6 14 d= 2.75 1 2 3 4 5 6 7 9.6 9.6 9.6 20.0 20.0 11.2 38.3 CONCRETE JAMB DESIGN (version 3.0) Sbeet of UBC RIVERFRONT 07:50:35 07-05 -1996 -- po 100 --- width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 60.00 5.50 0.00 1.00 0.00 offset (in. + outward) 0.00 width (ft) height (ft) RIGHT width (ft) height (ft) 5.0 8.0 0.0 0.0 concrete (psi) rebar (psi) 3000 60000 15.0 3 90 0 9050 0 MOMENT AND DEFLECTION RESULTS + inward Case Pm (kips) Mu (in -k) 13.6 -13.9 -13.9 24.6 -15.5 -14.1 -1.4 LOAD CASES 1) .9DL + 1.3WL inward 2) .9DL + 1.3WL outward 3) .9DL + 1.43EQ 4) 1.05DL + 1.28LL + 1.28WL inward 5) 1.05DL + 1.28LL + 1.28WL outward 6) 1.05DL + 1.28LL + 1.4EQ 7) 1.4DL + 1.7LL INTERACTION CURVE DATA .7 *Po .7 *Pbal .7 *Mbal .7 *Mn 94.2 19.6 61.0 25.3 out (psf)= 15.0 press (psf)= 20.4 isport fact= 1.00 DL (plf)= 40 ecc (in)= 2.0 DL (lbs)= 0 ecc (in)= 0.0 DL (plf)= 6500 dist above floor(ft)= 0.0 Horizontal tin inA2 / ft 0.13 - outward Phi *Mn (in -k) 42.88 42.88 42.88 60.63 60.63 45.80 45.71 defl (in) 0.09 -0.09 -0.08 0.09 -0.10 -0.08 -0.01 LL w /seistic= LL w /seistic= LL w /seistic= 0 0 0 Allow defl(in) Counts 1.36 case ok used interaction curve 1.36 case ok used interaction curve 1.36 case ok used interaction curve 1.36 case ok used interaction curve 1.36 case ok used interaction curve 1.36 case ok used interaction curve 1.36 case ok used interaction curve NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL p /o*© tom. . `y if 4,0 ec ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No SUBJECT 7I JOB NAME p c.., .0 I t J C / 8 (/ > -2..$) ;z, 4 (3o r70 ) t ;Li y- e) 3 (l8 r2i)J > �' sc ( , Z 5 Z 26-, t 3/. 5.9 1 Te' 3 5 \ 6 5 " ( C.a yr a (/ Ve /� Ja.% /41-c -al 4th e.LJ 0 (J (s V 5 C. p • cJ 5�c • ib ' 3 S -e c_ 11 / 5 w, / L) DATE .5Th SHEET 7 6 OF BY 115s is /5 ,zzcpej cJ w15 K 3s� - 7S 6 YG i Eng ineers Northwest 6869 Woodlawn Ave. N.E. Seattle, Washington 98115 206 525 7560 Fax 206 522 6698 STEEL BEAM DESIGN BEAM DATA Center Span Length = 19.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length. = 0.00 ft Beam Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin Dead Load Distance To Start Distance To End V4.4B2 (c) 1983 -95 ENERCALC = 1.93k/ft = 0.00 ft = 19.00 ft AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y USING w18x35, Max Stress Ratio = t17.71t, Maximums... Actual Allowable Moment = 88.7 114.1k-ft Stress= 18.46 23.76 ksi Shear = 18.67 76.46k Stress = 3.52 14.40 ksi Deflection = -0.390 fb / Fb : % max 0.777 fv / Fv : % max 0.244 Min. DL Defl Ratio = 585.28 Min. TL Defl Ratio = 585.28 APPLIED LOADS Unifon Loads Moments.. H+ @ Center H- @ Center Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right STEEL S w18i35 17. ' n . 00 in 6.00 in 0.425 in 10.30 in2 34.97i 1.49 in f7 Date: 07/05/96 Page: SUMMARY - in Defl. Ratio = 585.28 TABULAR SUMMARY OF LOAD COIBIIATIOIS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Max Only @Cntr @Cntr @Cants @Cants 88.7 88.7 0.0 0.0 0.0 18.67 18.67 18.67 18.67 -0.390 -0.390 0.000 0.000 0.000 0.000 0.000 18.67 18.67 18.67 18.67 01 DATA Ixx Iyy Sxx Syy r:xx r:yy 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 0.0 0.0 0.0 0.00 0.00 -0.390 0.000 0.000 0.000 18.67 18.67 • 510.00 in4 • 15.30 in4 = 57.63 in3 • 5.10 in3 • 7.037 in • 1.219 in 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00k 0.00k 0.000 in 0.000 in 0.000 in 0.000 in 0.00k 0.00k - / , 1 4 Z. 0 r ENGINEERS NORTHWEST, ZKW060156f En sneers Northwest • 6869 Woodlawn Ave. N.E. Seattle, Washington 98115 206'52'5 7560 Fax 206 522 6698 STEEL BEAM DESIGN Dead Load Distance To Load Dead Load Distance To Start Distance To End BEAN DATA Center Span Length = 10.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Beam Wt. is ADDED To applied loads Live Load Not Acting with Short Term Fy = 36ksi Load Duration Factor - 1.00 Beam End Fixity : Pin:Pin = 58.10 k = 5.00 ft = 1.93k/ft = 0.00 ft = 10.00 ft USING w21x50, Max Stress Ratio = Maximums... Actual Allowable Moment = 170.0 187.1k-ft Stress= 21.59 23.76 ksi Shear = 38.95 113.98k Stress= 4.92 14.40 ksi Deflection = -0.089 fb / Fb : % max 0.909 fv / Fv : % max 0.342 Min. DL Defl Ratio = 1349.73 Kin. TL Defl Ratio = 1349.73 AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y APPLIED LOADS Concentrated Loads Uniform Loads SUMMARY Defl. Ratio = 1349.73 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Max Only @Cntr @Cntr @Cants @Cants Moments.. H+ @ Center H- @ Center @Left @ Right Shears... @ Left @ Right Deflection.. @ Center = @ Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = STEEL S: ON DATA v21r50 in Ixx • 0.380 in Iyy = 6.53 in Sxx • 0.535 in Syy = 14.70 in2 r:xx • 49.91 r:yy • 1.60 in Date: 07/05/96 Page: r 39` .59 • 984.00 in4 = 24.90 in4 ▪ 94.48 in3 • 7.63 in3 • 8.182 in • 1.301 in = 170.0 170.0 0.0 0.0 0.0 0.0k-ft -0.0 0.0 0.0 0.0 0.0 k -ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0 k-ft = 38.95 38.95 0.00 0.00 0.00 0.00k = 38.95 38.95 0.00 0.00 0.00 0.00k -0.089 -0.089 0.000 -0.089 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 38.95 38.95 0.00 38.95 0.00 0.00k 38.95 38.95 0.00 38.95 0.00 0.00k V4.4B2 (c) 1983 -95 ENERCALC ENGINEERS NORTHWEST, ZKW060156( 370 — x3T5.50 - SAP- -� — —PD— - --FD-- IEDL • SS W • U H _ _ Y,. _ - .�..........«..•,,.A �...,...n,.rm+. t�.w� atr6v�`t?.�i�c LEGEND ELM ---- 330 --•- -- CONTOUR 347 35 SPOT ELEVATION SWALE 50 STORM DRAIN PO PERIMETER DRAIN FOUNDATION DRAIN ROOF DRAIN UNE TRENCH DRAIN 4o CLEAN OUT ' $ -- --- SANITARY SEWER ---W-- WATER ---P * POWER TELEPHONE -- �- ew--- -- COMMUNICATION NETWORK O SANITARY SEWER MANHOLE CO TELEPHONE MANHOLE CATCH BASIN TYPE l d CATCH BASIN TYPE // WATER VALVE BACKFLOW PREVENTOR 15 WATER METER t1 FIRE HYDRANT ® JUNCTION BOX (r) POWER MANHOLE En POWER VAULT �1 POWER TRANSFORMER -1 LUMINAIRE FILTER FABRIC FENCE -'"-- - x -- -�-- PERIMETER FENCE CONCRETE BARRIER CURD EXTRUDED CONCRETE CURB RIDGE UNES SAWCUT UNE ASPHALT & CURB REMOVAL AREA 0 DECIDUOUS TREE EVERGREEN TREE STRUCTURE DATA ®•11114:67/1.14117.! %!Il•1•1111141111 t•.{:'‘lll• Iaf101 E13114:AP7Pi W: ') 111U/+.11P-Ar►I 140 9.3/ UP' N) 11•1 40 Nib sairrowaisidi 1• i,E4CI1r.:Lf/1• 111111M111111 .'•11/1;/.11 1ff TIIF Ell ggisi:11r1. :7► /All /FA/111E WIIF4PEINFEIIF 1 td:IFWIIIii/i-il1:71iW1• ®f :I1F; U tda:� �L:41• - - - /f1gZ11 i41 t�l LL••i %r-11/1'%L 1! Frxmuraramommuraal t� =1,'•� . - :. M1♦ ® ER4KIFJ Ma URE DATA e Ql EMHIligail . 8.23 08' El 8.23 112' SI 13.5 9.31 UP' N) 9.31 02' SE) 9.31 UP' SE) 13.5 - - - 10.23 1/2' S1 13.8 - - - I" 1+Mialididill III, r , km. lu stidal9 •iltT of l 2111 • • • 111I I1FJ i.l Kai 111MIli fa 411111MINIPII All IrrillniliallItTIMFAVAN 1111131:111:11111119 :41F;1m 1 1411 - - - 1111141/FaN7 1 ITF,i.1* dtltfa PII MI - - - 11111.11111:1114.111 N 41 .52'5.1,.- 11- »..» ».».....r..» j ,I PIROIe IIENTTS CURREN Y l(NLER "CQNSI.'R. TIOVVI (TIP.) 1 Lk a s r i. am /8 -la .r. 4. 4 /2' - 94' • - t) o ti /5.9 LD= _ ASEME.NT t—tItv f3 ���� r.� 16 1.� - pt/WATER SEPARA 4.6 15.0 14 5.0 4.. \f r 0, \ ASPHALTS -eEL �- EE ARCH_ E 5- 0.0/00 NSTAL L 24' CO O S -0.010 NO WORK SHA1 �S. IN THIS "AREA ; ��.�fQJIP4;'�'ONOI �.' .��•• .4 /4 r to r 4 � // ti /4.8 5,0 lli ~ ASPHALlt- eEDESTR/ WALKWAY r.EE ARCH EEI,f(RALE PLANT 0 „ 4: •-••5.., INSTALL S - 0.0/0 ., NO WORKK SHALL C OijM z` ✓/' �,,, IN TH/STAREA WITHOUT COMPC1 ` 1 •y1••,ti 1�•••••••..,... 4` 4 I 1 � 1 • Cult P t ti 0 111111 111111 lj + 1 > SBE CORPORATI ARCHITECTURE GRI CONSULTANTS SABEY CORPORATION ARCHITECTURE GROI JP CONSULTANTS E N T R A N C O E,Ma IMS • SCISMb7s • RA+MrAS • SIATIORS W SHNGTON ARIZONA DAHO 430 ko 1111 •.. • 8711.111111:171E71 1 3 ./.;) 4(1) :1/4% I stnilt; , ...... 14 THEE111:7121777707777711111 . •■■■■•■••■■•■■•■••••••••••••••■■•••••■■••••••••••■••■••••■•■•••••••••••■••■••••••■■■•••■••••••••••••■••■■■■•• ft° 04 co ENCLASP.114T OVERLAY „_AT RIDGE UNE ---' FEA TO EXIVG PAVEMENT C .. .... 14 APPLY r ASPHALT. -- P4VEMENr . roc l o7 -- , ..1- e■A 4) '4 0 0, VIDIZETTI2: 1/1/ Nel Y ASPHAL 14.8 MEr OyERLAY • .4, SCALE ' 4.2 15.4 oa /5.7 14 .. SAWCUT JOINT AND REMOVE EXISTING CURB (TYPd + 16.0 16.0 /6.0 6.0 30 60 S-0.0050 -F NEW ASPHALT PAVEMENT (TYP.1 0 IR R 7.0/filli7.271711.1,17.22.7.11./..7127111111.21111111111.7liffill11.2.71.3. ./.7./7.77/1"/Z4 • �.3 - „5, .071'5 i /5.7 14 — SAWCUT JO/NT AND REMOVE EXISTING CURB (TYP.) C 4 Tw ; SCALE I "= 3 0 0 I /4.2 y _ ti ��"�r• rr "�..n o . a*...c'� tir :�.C's. wti.• .C ` 15 ♦ AS PER LOT LINE REVISION � \✓ 7 ":""..5-1'1"'. •- .••m�.. �. l Er072 .• rte..... :" .. iaH ++�t•►•E�� . ♦ ` -J r,. N � � • s2 oz ,� 88 .;..=- " -..,�- .wars..:._ _. .... 1 J j .. c r:N 3 C 3 3.11. (:) 4/#\ 30 60 90 120 150 —_� -_ — "-- — -•.---: �vvmrsv..••••„ nvwwuwnwnnnun. M+ ,��..,.mnsmnwnnauucunv�vmm�w•»• »•»• »n:;wvcut�wmwnwm /1177574. L 7//.11..7 /////1./11.•1./. / ll. / /// 1117. /111' /I/ //J/ 7 / 77 7 77 7777 /77 l.I TT .. 77 . .I.2 21/ 11111 I 1 // 4.. AR w w V) z N O ko .1> ti (;) e c� o� T�°, j U1 g z 1sss pE•RmiT GENIES; (EXPIRES (EXPIRES TRU PROJECT N ORTH NORTH REVISIONS ISSUE DATE. All ara•Ir, ant the original ona ono the sane IM without trN writ Riv Tec Per DRAWING TITLI SITE GRADING FILE: P: \CADD \DGN PROJECT NUM: DRAWN BY: CHECKED BY APPROVED BY* DRAWI NUM: PLOTTED: 14.0 LOT LINE REVISION 4' J" c ri lei rr MOH. ` rr 7 15 W W { L.1. (/) a z N 0 • V) • s. () . �w�' �` n; c• » �; �; �r'' �ti'� +'? "��'�':�`a�s�`- ,'�r' i' ; �4:,'" �<$ �?' 3��:` ? ' ~,'���i:� : ":.V`.:,a.sR.'t %'r '��:,`a�"�: {MS�4�2�,m�tr;�r. r..:._v FIECEN ar ri 10(\t4 3k3` \ 2 i99 PEA NUT CER eo n + TI IrI07/11711.111..TT ... . I I II 11/ A.TIN ....... .. MAP [EXPIRES [EXPIRES J TRUE PROJECT NORTH NORTH REVISIONS ISSUE DATE MI crowing" and written moterlal at.peartnp herein constitute the original and unpubllUnd cork of the Safety Corporation and the same may not be duplicated. used or dieoloeed without the written consent of the Safety Corporation. Riverfront Technical Park Mb-0Po+ DRAWING TITLE: SITE GRADING AND DRAINAGE PLAN FILE: Pe \CADD \OGN \96024- 10 \RFGRADES.OGN PROJECT NUMBER: 96024 -I0 DRAWN BY: DMR CHECKED BY: SAS APPROVED BY: DAL DRAWING NUMBER: PLOTTED: 07/12/96 09 :04:45 RIVERFRONT TECHNICAL PARK :' llu IIIINIIIIF SABEY CORPQRAT(DN-ARCHITECTURE. GROUP 101 - ELLIO AVENUE: WEST I4 SULTE #454 "" ' SEATTLE WASHINGTON 98)19'4220'E (206) 2818700 FAX '(206) '282 .9951 CONTACT. ' 40HN W' *LANG A.I.A OR STANLEY L. PALMER II):' A I.A. 10900 -NE. 8th. STREET SUITE - #300 BELLEVUE, :WASHINGTON 98004 (206) 454 -5600. FAX: (206).454-0220 ' CONTACT: SCOTT A. SHERROW, P.E. STRUCTURAL ENGINEER.. . ENGINEERS NORTHWEST INC. P.5, 6869 WOODEAWN %AVENUE N.E. SEATTLE, WASHINGTON 98115 - (206) 525 -7560 FAX (206).•522=6998 CONTACT ROBERT RAICHLE, P.E.',' MECHANICAL ENGINEER. McKINSTRY ENGINEERING 5005 3rd AVENUE SOUTH SEATTLE, WASHINGTON 98124 -0567 • (206) 762-3311 'r. FAX (206) 762 2624 CONTACT: BLAIR BESSETTE OR RON VANCHU ELECTRICM. ENGINEER.. HOLMES ELECTRIC 1422 RAYMOND AVENUE SOUTH :P.O. BOX 179 RENTON, WASHINGTON 98057 • (206)x: 235 -800' FAX: (206)'255 -5941 CONTACT: MARK BASSO - (227-7575) LANDSCAPE ARCHITECT. KEN LONEY, LANDSCAPE ARCHITECT 6869 WOODLAWN. AVENUE N. E. . SUITE #208 SEATTLE, WASHINGTON 98115 (206)3526- 1426 FAX: (206) 523 -9980 CONTACT: KEN LONEY' GENERAL CONTRACTOR, GAS CONSTRUCTION 101 ELLIOTT AVENUE WEST SUITE #400 SEATTLE, WASHINGTON 98119 -4220 (206) 281-4200 FAX: (206) .281x0920 CONTACT: 'JOHN HUGHES OCCUPANT LOAD, -: EXIT • , CONSTRUCTION TYPE ALLOWABLE BULDNG IIEI'WIT1.: ... 40 • FEET 2 STORIES PARKING REQUIRED..." .PARKING PROVIDED. P)ERE TECHNICAL PARK F ILE ;BUILDING •(REMODEL) 1. 2811 SOUTH 102nd STREET SEATTLE. WASHINGTON 98168: q SABEY CORPORATION 16i ELSOT I'AVENGE WEST :SUITE 330,: SEATT WASHINGTON 98119 -4220 {206) 281 -8700 FAX: .(206) 282 -9951 4 1 1 5/H ..9:07 ACRES PONT: 20':. SIDES: 0' REAR: 0' . FIST FLOOR, S.F. ;`SECOND FLOOR; 88,006 S.F. ;TOTAL'. 176,012 S.F. . !.:WUBL'IC. WAYS .<90' - ' ALL SIDES. UNLIMITED ...4 EFRI •. H7 REFRIGE A ION EQUIPMENT ROOM, & GENERATOR ROOM ,FIRST FLOOR :; 775 OCCUPANTS SECOND FLOOR 798 OCCUPANTS TOTAL BUILDING 1,573 OCCUPANTS FIRST. ihdOR — REQUIRED:. 31" -:'FIRST .FLOOR — PROVIDEQ: 60" SECOND .FLOOR - ..REQUIRED:' 49" SECOND FLOOR PROVIDED; 60" FULLY ; SPRINKLERED . • .,.2,5 STALLS: 1,1100 S.F OF GROSS FLOOR AREA 285 REGULAR STALLS • 145 COMPACT STALLS = $ HANDICAP STALLS :1 HANDICAP VAN STALL 439 TOTAL STALLS ,450 REGULAR STALLS 291 COMPACT STALLS 146 HANDICAP STALLS 1 HANDICAP: VAN STALL., 726 TOTAL STALLS 1994 580 1994 UPC, 1994 UMC, 1994 UFC, 1993 NEC 1994 WASHINGTON STATE, ENERGY CODE (WAC.. 51 -11) WASHINGTON STATE REGULATIONS FOR BARRIER FREE FACILITIES OR DESIGN - 1arII0YJ6: ION OZ.l4G 1- rFIVFI VICINITY ''MAP PROJECT. ' : TEAM IR ' DATA- A0.1 x0.2 ALt Lt REVISIONS NO CHANGES SHALL 00 MATE TO THE SCOPE OF WORK WITHOUT PRIOR APPROVAL OF TUKWILA BALDING DIVISION, Noz r N. RAN SUBMIT, SEEM; ' PERMIT RE ' FOR: INNy.. :LAICAL .CAL L7 :NO Clry G.:(WILA BUILD.:.. ...VISION FILE COPY understord I K. I. :a Plan C' :. any nulled to coo, cod omleelona ,Krovd of Mann does not aunwfn 0* Wdetion of any adapted coos ce %% IYeApt of coot COPS of ® °Q INDEX OF uM ' A wino° en OF 00081 A APPROVES 506 0 9 1996 AS NOTE BUILDING DIVISION 611100"..11!°.. SHEET DESCRIPTION 00.1 . TITLE SHEET, PROUACT DATA, INDEX OF DRAWINGS, PROJECT TEAM,. VICINITY MAP CI . 'SITE .GRADNG S DRAINAGE PLAN - -° C2 TEMPORARY EROSION & CONTROL PLAN CS DETAILS C4 ::,GENERAL NOTES, DETAILS GENERAL.. NOTES; LEGENDS, ABBREVIATIONS, LEGAL DESCRIPTION SPECIFICATIONS. SITE ALAN, SITE DETAILS ' LANDSCAPE PLANTING PLAN \A ,LANDSCAPE IRRIGATION PLAN \I� LANDSCAPE AND IRRIGATION DETAIL S/ ARCHITECTURE GROUP AffElittik 12 JULY 96 _NSULTANTS fX ARCHITECTS REV: 9 REVISIONS ISSUE DATE Riverfront Technical Park DRAWING TITLE: PROJECT DATA SHEET INDEX VICINITY 'MAP FILE' U: \ARCM\ RIVERFRONT\CD'S \GUI • PLOT: , PROJECT NUMBER: 5306 DRAWN BY, SLP CHECKED BY. JWL APPROVED BY: c, R$Y�N VMB ER:, e9 AE t 1116 b' PERNIT GO1 PLOTTED: 09/,13/96 5224,1.61 PROP. -310- x 3/5.50 - CONTOUR SPOT ELEVATION SWALE. ' - STORY DRAIN PERIMETER DRAIN FOUNDATION DRAIN ROOF DRAIN LINE TRENCH DRAIN • CLEAN'OUT SANITARY SEWER WATER POWER " TELEPHONE - COMMUNICATOR NETWORK SANTARY SEWER MANHOLE TELEPHONE MANHOLE CATCH BASIN TYPE.I • CATCH BASIN TYPE ll A WATER; VALVE FLOW SPLITER- MANHOLE A WATER PETER FIRE HYDRANT JUNCTION BOX. • POWER,MANHOLE POWER VAULT J l POWER TRANSFORMER D ' `LUMIMAIRE ' 'FILTER FAB/1iC, ' FENCE PERIMETER FENCE CONCRETE BARRIER CURB .EXTRODED:CONCRETE CURB RIDGE MINES ' - :SAWCUF L INE :ASPHALT 6 HORS REMOVAL AREA A J" h7. '8D7TGT3 ®lR:Ui7i'l'�`:1� ®ITa.T� lY TYPE 2 VALVES - B.OS T18' HELM Isr-mommumat ® bb WIER & 835 ( (/0• CO. 8.30 Br - 5l •: P O W T .8 -'- - 10.55 IY.�NEI 48' TYPE 2 W /GRATE N.O 9J/ Ill' El &G'fl8' WI •:I 42' TYPE 2 W/ORATE EMIRREMIORMI IlbalkNalkalEin O.OB ( /Y'NEI WNW NuiuDivansinzolinareiriozawurn /I II•. l> iNffi!.� Ii O aT'7!R . /4i��� �IIfllFJ7l � u2411A /4111111/E70811111CCISEINIffiaaaMF lag I F /'WW ✓/aa, /�� IMMUU 221131 Ii' +i:�l ® / Wa Rx;G ��A�Y» 9412TS1P7E,TAH 72' TYPE 2 W/WVER :EXISTING - BUILDING FP- 11.25 f EARTHWORK OUMOT/ES � l EYISTING PARKING AREA \ CUT. 850 CV. NEW PARKIAG AREA -. CUT: 2,9 FILL 2.000 CT, WANTRIES BASELY TO TOP OF AIBBASE MAINTAIN MINIM/IN ... ' ATEER ' COVER m SAWWT JOINT, AND :REMOVE EX/5TIN6 CURB (7/P.1 • _ - -- .._ 411-sz' ' W MATCH EXISTING PAVEMENT. S. INSTALL 49'x3' ARCH CMP EIRE 14 50' O S -0.005 J YE-5ET -0.5' BELOW EX. STREAM BED (FIELD VERIFY! RIPRAP'AT PIPE ENDS !MAX. N/s f_SLOPEI FOR tl E0VSION'PROTECTION_ OEMOVE GY. ALDER ANQ PLANT NEW ALDER LDER , ' ON THE DOWNSTREAM CREEK BANK AS PER HEN'ARROGATION CONSTRUCT YXIO' GRAVEL-STREAM BED AS REIT /TPA APPLICATION PLACE AND ANCHOR TREETOPS ALONG' Si REAIF_ BARN AS PER HPA APPLICATION We . .0 CBI0 NEW ASPHALT PAVEMENT (TYP.1 7' ASPHALT PEDESTRIAN WALKWAY -SEE ARCHITECTURAL SITE PLAN' BB1 MATCH EXISTING PAVEMENT SCALE I " =30' a 90 120 1: 150 REP 101993 THE OG `I These pt/n lr ve boon I d by the Public Wrks[?ead erM i of Ith St City standard A pl subject t r nd omissions hich do:Ir violations of doled Wand d dl The p iellty b I. �'_ q cy f t tl . 9 rests llY Ith ihr clBs:gner. datons, tl v. lo t s after this date w ll ve d this a se .nd will roqure a resub n nal of re.,_... Js for subsequent approval Final eccepta ce is subject to field inspection by the Public W rks utilities i Spector. Date: A furs a -U-% J DR e F 0 TRUE NORTH PROJECT NORTH ® EY CORPORATION ARCHITECTURE GROUP CONSULTANTS E N T R A N C O -. WASWGT01 ARENA • 1/..!:NO- SUBMITTAL OATES 7-r2-98 PERMIT SUBMITTAL A9-13-98 PERMIT REVISIONS REVISIONS ISSUE GATE ry M an mve:ur Riverfront Technical Park DRAWING TITLE: SITE TRADING AMC DRAINAGE PLAN FILE: CARD \GGN \96029- I0 \RFGRAOEI.DGN PROJECT NUMBER: 96024-10 DRAWN BY: MR CHECKED BY: SAS pm APPROVED 0Y: DAL ccrtrEn PLOTTED: 09/13/98 14;0750} lopms 7- 3 TRUE PROJECT NORTH NORTH CORPO CONSULTANTS NZ/MOTOR NMCNA 1)N10'.' SUBMITTAL BATES 7-12 -9B PERMIT SUBMITTAL OMR Q9 -13 -90 PERMIT REVISIONS BAR REVISIONS ISSUE DATE Ail pr... one) trourial iler. comp tiv wig!. QM ,pubilat.loirli,of oa{� u a amain. � cmPx Riverfront Technical Park DRAWING TITLE: TEMPORARY EROSION CONTROL PLAN FILE: PACADD \OGN \96029- 10 \RFTESCP.DGN PROJECT NUMBER: 9E021 -10 DRAWN BY: OMR CHECKED BY: SAS d APPROVED BY: DAL DRAWING NUMBER: cl.r oMI X56.1 B SEDIMENT' PEWIT CENTER • PLOTTED:' -09 /13/96 '09:10:,06" OPENING. IS DIRECTLY OVER LADDERS RESTRICTOR l5 VISIBLE AT. ONE EDGE OF GRATE. TOP OF WIER IB' OVERFLO COALESCING PLATE EQUIPMENT AS SPECIFIED BY UTILITY' VAULT. 3' CLASS 8 ASPHALT CONCRETE SEPARATOR VAULT 6' CRUSHED ROCK BASE COURSE 950 COMPACTION STANDARD GALVANIZED. STEEL LADDER/STEPS - CATCH BASIN (CB2)`.FLOW SPLITTER /OVERFLOW DETAIL COALESCING PLATE; OIL /WATER SEPARATOR 0/W SEP 'I - UTILITY VAULT 577-CPS OR APPROVED EOUNALENT SCALE, NOT TO SCALE l2' CLEAN STRUCTURAL FILL SUBBASE 950 COMPACTION .. TAIL (0.B 'SCALE • IdT 7G SCALE ` HOLES (TIP.) U- SHAPED ..'BRACKET ATTACH TO CB WALL WITH CONC. ANCHORS.. '3 BARS /2/ '6 BARS /21 5HRINK SCALE: NOT TO SCALE RECEIVED SEP LB 1996 TUE/nu+ .Inuc wolu�l� � •!� 9-74-0 I CORPORAT: ARCHITECTURE GROUP CONSULTANTS E N T R A N. - C 0 mrvr a WASNNCTQN = MONA WHO SUBMITTAL DATES 7.12-36 PERMIT SUBMITTAL OMR A9 -I1 -90 PERMIT REVISIONS 0MR' REVISIGNS ISSUE DATE • Riverfront Technical Park PILE! PACA00 \OCR \96029 -10\RT OETI.00N PROJECT NUMBER: 98021 -10 DRAWN BH OMR CHECKED B, SAS APPROVED BY: DAL DRAWING NUMBER: SL/ ° SS _l PEN.111 CENTER PLOTTED) 09/13/96 14:10:46 GENERAL NOTES I ' ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH ONE OR 'W0(IE, OF THE FOLLOWING SPECFICATIONS, • A. CITY OF TUKWILA STANDARD,SPECIFICATONS. B. WSCOT /APWA STANDARDS AND SPECIFICATIONS FOR ROAD, - BRIDGE, AND MUNICIPAL CONSTRUCTION CURRENT ED ?ON. 2 •A COPY OF THE APPROVED STORMWATER PLANS MUST BE ON THE .WA S/7Z, WHENEVER CONSTRUCTION IS IN PROGRESS. 3 ALL OISTURBEO' SHALL BE SEEDED, ARO MULCHED OR SIMILARLY STABILIZED TO THE SATISFACTION OF THE ENGINEER. FGA THE - PREVENTION OF 0N-S/TE EROSION AFTER TH&COMPLETION . CONSTRUCTION. FOR SITES WHERE GRASS HAS BEEN PLANTED THROUGH HYDROSEEDING„ FINAL APPROVAL WILL NOT BE LIVEN URTIL THE GRASS HAS "BEEN THOROUGHLY ESTABUSH£0. UNLESS OTHERWISE APPROVED BY THE ENGINEER, 4 ALL' PIPE, MANHOLES, CATCH BASINS, AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN ACCORDANCE WITH SECTION 7- 02.3111 OF THE CURRENT STATE `CF WASHINGTON STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION.. THIS SHALL INCLUDE. NECESSARY LEV£LING'OF THE TRENCH BOTTOM OR THE. TOP OF THE FOUNDATION MATERIAL AS WELL AS PLACEMENT AND COMPACTION OF REWIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A. UNIFORMLY DENSE, UNYIELDING BASE. IF THE NATIVE. MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THESE REQUIREMENTS FOR 'GRAVEL BACKFILL FOR PIPE. BEDDING' THE FIRST RIFT OF PIPE BEDDING MAY BE OMITTED PROVIDED THE MATERIAL IN THE BOTTOM OF THE TRENCH 15 -. LOOSE REGRADE AND CO TO FA DENSE UNYIELDING, BASE. ALE PIP.£ BEDDING SHALL BE AEON CLASS N TYPE 1, OR BETTER. PIPE SHALL NOT BE INSTALLED RN 50D. FRZEN ARTH, O E LAIDE NED, BOULDERS OR ROCK, ORM 5 ALL BUILDING' DOWNSPOUTS AND FOOTING DRAINS SHALL BE CONNECTED TO, THE STORM DRAINAGE SYSTEM, UNLESS OTHERWISE APPROVED BY THE ENGINEER. 6 THE CONTRACTOR SHALL BE RESPONSIBLE POR PROVIDING , ADEWATE ". SAFEGUARDS SAFETY OEV,'CES, PROTECTNEIEWIPMENT, FL'AGGERS AND ANY OTHER NEEDED ACTIONS TO PROTEC',THE. LIFE, HEALTH, AND SAFETY OF THE PUBLIC AND TO PROTECT PROPERTY. IN CONNECTION WITH THE PERFORMANCE OF ' - WORK COVEREO`BY THE CONTRACT.. ANY WORK WR'H/N T(fE TRAVELED BIGHT OFWAY; THAT MAY INTERRUPT *' NORMAL L TRAFFIC FLOW SHALL REWIRE AT LEAST ONE FLAGQER FOR EACH LANE OF' TRAFFIC 'AFFECTED. ALL SEOTONS. OF THE WSCOT STANDARD SPEOIFMATIIONS.: CR7-23 TRAFFIC SONTROL SHAT/R APPLY. , r R;. BE rIPE SOLE, RESPONSO OF /,H CONTRACTOR OBTAIN STREET USE AND' OTHER RELATED.OB REW /RED • HERMITS PRIOR TQ. AG/P CONSTRLLTION ACTTV/TW IN THE C/IT;O( )TINW /LA, RIGHT -0F? ' WAY. IT SHALL ALSO BE THE,WESPONSIB'L/T,Y<OF THE CBMTRACTOR• 7tl:OBYAIN ALL REQUIRED PERMITS PRIOR Td +ANT' WAI sr, % - 4O FINAL +CLT F /(L ' ' 1 SLLOPE SHALL EXCEEP (21 NOMIIINTALi ONE /11 VERTICAL. WIT/ I/ STAB/UZ BY NERY OR EN A STRUCTURAL RETAINING 4ALL L :,YANHOEE .LAbbEoi oti.441 BE FIRMLY ATTACHED `AND EXTENO R O T APf/IOX/Y/)TE LWATCNS OP1 iER /STING UTMrEF HAVE BEEN 'TAINEO1F,ROM AVAIL BI RECORDS AND ARE SHOWN FOR'' R(ENIENCE THE CONTRACTOR SHALL 0E R E SPON S I B LE FOB 'RDFICA33''IGN OF LOCATIONNISNOWN ANN POR,UISQTVERY OE'POS..q ADA'T■ONAS`BTIL/Tr£s Nor. s.60. 50 AS TC DATA : OR JIBTURBANOE./ THE CONTR SMALL CONT',YLT THE N' /HIES. ONDERGROUNP .LIWATION SERVCE fl- 000-42505 51 PROR TO ' u WN}TRHCTIQN•, THE OWNER'DR HIS R ATNE • SILALLL NEWATELP IF "A UTILITY NNF EXISTS Tf/ECONTRAC/OR SHALL VERIFY THE LWATIpN.CR , THE/I/ICS,: ANOI£EEVATIONS OF ALL ERIST/NG PAVEMENTS11AN0 ST/N/TURES T y ARE TO INTERFACE WITH. NEW WORK. /F 'D/ M ?R f' ANC/ES ARE TFIX/N ENGIN£ER:HALL RE'NOTIFIED PROVIOE ALL TRIMM /NG,' 1 LiBT /NGr :SAVYCCL/TT /N/ GRADING. LEVELING.• S4OAING COATAG'AND OTNEN ORFINCWD'NO MATERIALS AS.NECESSARY; TO CAUSE; THE IN/'ERFACE,WON EXIST /NG WORKS TO BE PROPER, ACCEPTABLE TO. TOE E REETO AND'THE CITY OF TUKWILA, COMPLETE IN PLACE AND BE - TD;IISE 1. ALL MANHOLE AND CATCH BASIN FRAMES AND GRATE SHALL NOT BE'AC.N(STEO •T0 GRADE UNTIL IMMEDIATELY' PRIOR TO POURING FINA 'PAV /NG M ALL CATCH BASIN GRATES SHALL BE SET 0,10 7 BELGWIPAVEENF LEVEL FCOMPAOTON OF, ALL FILL AREAS SHALL BE PER APIA , SPECIFICATIONS, FILL SMALL BE PROVIOEO.IN.6' MAXIMUM LIFTS /ANO,SHA 'PE EN WPA TED /0-BOIL OF ITS MAS•/W/M RELY/VE DENSITY• •BACKFILL-MATER/AL IWCLUDINC•;BGT'NOT LIMITED TO BAC /TAI FOR UTILITY TRENCHES SHALL BE PER THE CURRENT E DITION THE APRA STANDARD SPECIFICA/INS IT SHALL DE THE I'SGLE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE -IFTHE ,NATIVE MATERNAL ON SITE MEETS THE BACILF/1L, REQUIREMENTS. (F TRE.,MATERIAL l5 QUESTIONABLE, IT SHALL BE DISPOSED OF AND' SU/TABLE'MATERIAL 'IMPORTED. IT.,SHAL£ "00, THE CONTRACTORS RESPoNSIBNJTY TO COORDINATE HIS ACTIVITIES' WO LOCAL. UTILITY, COMPANIES TO THAT ,ALL UT /F,RIES.ARE,INSTALIEO ACCORDING TO THESE PLANS AND THE REQUIREMENTS OF THE INDIVIDUAL UTILITY COMPANIES ALL CUT AND FOIL OPERATIONS IN THE AREA DE THE PROPOSED ROADWAY AND', PARKING. AREAS SHALL BE INSPECTED BY A ;GEOTECHNICAL. "CONSULTANT TO ENSURE AN. ADEWATE BASE I5 ti` PROVIDED TO SUPPORT THE PROPOSED UTILITIES AND PROPOSED ALCPVC. PIPE CONNECTION TO CB OR NH STRUCTURES SHALL. BE MADE. BY THE +USE OF A PVC MANHOLE ADAPTER AS MANUFACTURED BY GPK • TB OMITTED 9 OMITTED ALL STORM DRAIN PIPE SHALL BE AS INDICATED ON THE PLANS 2/ ALL PAVED AREAS SHALL DRAIN TO CATCH BASIN. 22 ALL CATCH BASINS TO BE TYPE I UNLESS OTHERWISE NOTED CATCH . BASINS WITH A. DEPTH OF OVER 5 FEET TO THE FLOW UNE SHALL BE A TYPE 1I (MANHOLE,. TYPE 0 CATCH BASINS EXCEEDING 4 FEET IN DEPTH SHALL HAVE A STANDARD LADDER INSTALLED. 23 THE:'CONTRACTOR SHALL FURNISH; INSTALL AND OPERATE ALL NECESSARY EQUIPMENT TO - KEEP. EXCAVATIONS FREE FROM WATER WRING CONSTRUCTION, AND SHALL DEWATER AND DISPOSE OF THE WATER SO AS NOT TO CAUSE INJURY TO PUBLIC OR PRIVATE PROPERTY. DR NUISANCE TO THE PUBLIC, HE•SHAII. AT ALL TIMES NAVE :. AVAILABLE SUFFICIENT PUMPING EQUIPMENT IN 0000 WORK CONDITION FOR ALL EMERGENCIES, INCLUDING POWER OUTAGE. AND SHALL HAVE AVAILABLE AT. ALL TIMES COMPETENT WORKMEN FOR THE OPERATION OF THE. PUMPING EQUIPMENT. 24 NEW: CONNECTIONS TO EXISTING MANHOLES OR SEWER ONES SHALL BE - SEALED OFF UNTIL UPSTREAM CONSTRUCTION- IS FINISHED, TESTED, CLEANELU AND ACCEPTED. ALL CONSTRUCTION DEBRIS AND RATER SHALL BE REMOVED PRIOR TO OPENING THE SEAL 25 A 5-FOOT MIN/MUM HORIZONTAL SEPARATION SHALL BE NAINTANED BETWEEN ALL WATER FACILITIES AND UNDERGROUND POWER AND TELEPHONE FACILITIES. UNLESS OTHERWISE APPROVED BY THE . .'ENGINEER. PIPE SCHEDULE P.E EL SDR 35 ASTM 3034, GASKET JOINT - BEDDING, CLAS N TYPE I OR II 26 WHERE INSTRUCTIONS /SPECIFICATION CONFLICT FROM WHAT IS SHOWN ON THE DESIGN PLANS AND WHO IS CALLED OUT WITHIN THE SPECIFICATION REFERENCED THE CONTRACTOR SHALL OBSERVE THE MORE STRINGENT SPECIFICATIONS REQUIREMENTS UNLESS WRITTEN CLARIFICATION 15 RECEIVED FROM THE ENGINEER STATING • OTHERWISE. 27 • FOOTING. DRAIN LINES SHALL BE PROVIDED AROUND VAULTS AND • TANKS. ALL DISC)IAWE FROM THESE FOOTING DRAIN LINES SHALL BE - ,`DRECTED TO THE CATCH' BASIN OR OPEN. SCALE DOWNSTREAM. OF THE FLOW CONTROL STRUCTURE, • 28 ALL OFFSETS'TO CBS AND SANITARY MANHOLES ARE REFERENCED-FOR CONVENIENCE. THE CONTRACTOR IS ADVISED TO ESTABLISH. A TEMPORARY CURB RASE UNE TO - FACILITATE PROPER PLACEMENT OF', THE C& N.H.'ANO THEIR APPURTENANCE. CARE SHOULD. BE TAKEN IN THE PLACEMENT OF THE FLOW CONTROL STRUCTURE. TO ENSURE THE " PROPER RELATIONSHIP BETWEEN THE CONTROL RISER AND THE CB LID OR GRATE. ALL SIZES, CUP, APWA TREATMENT I, ALL SIZES OF GALVANIZED STEEL BEDDING CLASS B TYPE L 01, DUCTILE IRON (WATER SUPPLY, CLASS 50. OR 521 H-12, SMOOTH`INTERIOR,PIPE AND FITTINGS SHALL BE MANUFACTURED FROM HIGH DENSITY POLYETHYLENE RESIN WHICH : SHALL MEET OR EXCEED THE REQUIREMENTS OF. TYPE 10, CATEGORY 4 OR 5, GRADE P33 OR P34, CLASS C PER ASTM 01248. IN ADDITION, TINE PIPE SHALL COMPLY WITH AIL MATERIAL AND STIFFNESS REQUIREMENTS OF AASHFO M294. R STAKES WOOD POSTS, STANDARD OR BETTER WAL",ALTERNATE,, STEEL FENCE POSTS. 3 - ANCHOR STAKES PER BAIL HAY BAILS ION SITE CATCH BASINS ONLY/ HYDROSEEDING, DISTURBED SOILS • I ALL DISTURBED,SO/LS SHALL BE STABILIZED WITH JUTE MATTING. THE MATTING SHALL BE ANCHORED IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATONS. 2 APPLY HYOROSEED SLURRY CONSISTING: OF SEED MIX, FERTILIZER, MULCH AND WATER. THE SLURRY SHALL BE UNIFORMLY APPLIED OVER ALL „UPLAND AREAS DISTURBED DURING CONSTRUCTION,.' BOLO /ACRE -SEED NIX. 400 LBS FERTILIZER PER ACRE, AND 2000 LBS. MULCH PER ACRE /0- /5 SEASIDE/COLON /AL BENTGRASS L OXTNL 6/0 ARSINE CLOVER I-5 MALOHFIELD 01 TREPIL DROSEED FERTILIZER SHALL'CONSIST OF 10X NITROGEN, 201/ PHOSPHOROUS, ,HYYOROSEEDED AREAS•SHALL BEIWATERED /0 WEEKS BR LONGER, AS'NEEOED. ,TO A' ESTABLISH UNIFONM NEALT/FT, THIC/STAND OF. VEGETATION ' ALLD //LO, G NA, AREALS"WILL MI INSPEOTL=-0 R SEEDING, A THE PROJECT ENGINEER PRIOR TU F INALkPRGCEWREEETERS. NINATION WILL BE MADE AT THIS PME AS i0 NYUHOSEEWN TEMPORAF'Y'FLOW DIVERSION NOTES, I •TRE.SCONTRACTORSHALL DEVISE AND CONSTRUCT A TEMPORARY PIGIP P.NERSION ,SYSTEM THAT MEETS;TNE APPROVAL OF THE ENGINEER... PROVISAONS SHALL BEMADE. TO N THE OPERATE THE ALEAN WO EAS� OR E : S E ON SHA BE PERFORMED PRIOR TO THE :INST TON;Of, THE DN RSION 2 THE CONTRACTOR SMALL ANTICIPATE .HEAVY FLOW CONDITIONS AND TAKE; APPROPRIATE MEASURES TO ENSURE UNINTERRUPTEP BY THE.DIVERSIOil, STRUCTURE J THE FLOW DIVERSION SMALL REMNN'IN PLACE UNTIL THE SWALE MODIFICATIONS ARE „COMPLETELY CONSTRUCTED AS SHOWN IN THE PLANS AND DETAILS, AND THE .SITE.HAS•BEENSTABILIZED. 4 TIRE. CONTRACTOR SHALL SUBMIT A PLAN DETAILING DIVERSION STRUCTURE, FOR REVIEW AND APPROVAL BY THE ENGINEER. , 'EROSION CONTROL GENERAL NOTES • I THE IMPLEMENTATION OF THE TEMPORARY EROSION N SEDIMENT CONTROL (TESC1 PLANS•ANO THE' CONSTRUCTION, MAINTENANCE,. REPLACEMENT, AND UPGRADING OF ,THESE TEST FACILITIES IS THE RESPONSIBILTY OF THE PERMRTEE /CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED 2 OFF -SITE STREETS MUST BE KEPT CLEAN AT All TIMES. IF DIRT I5 DEPOSITED ON THE PUBLIC STREET SYSTEM'THE STREET SHALL BE /1/MEDIATELY CLEµED TO EXISTING CONDITIONS, , ALL VEHICLES SHALL LEAVE THE SHE HY WAY OF THE CONSTRUCTION. VEHICLE ENTRANCE /EXIT AND SHALL BE CLEANED OF ALL DIRT THAT. WOULD BE DEPOSITED ON THE PUBLIC STREETS:_. SILT SHALL BE CLEANED FROM TOE TEMPORARY CATCH BASIN WHEN THE BOTTOM IS HALF' FILLED WITH 3 THE TESC FACILITIES SHOWN ON THE -PLANS MUST BE CONSTRUCTED IN CONJUNCTION,W/TH ALL CLEARING AND'GRANNG ACTN/TIES IN SUCH A „MANNER AS. TONSURE' THAT SEDIMENT -/ADEN WATER COES NOT ENTER THE DRAINAGE SYSTEM OR VIOLATE APPLICABLE WATER STANDARDS, AND MUST BE COMPLETED PRIOR TO ALL OTHER CONSTROCTON, 4 THE TESL• FACILITIES SHOWN ON THE-PLAN ARE THE MINIMUM REQUIREMENTS FOR' ANTICIPATED' SITE CONDITIONS. 'WRING THE CONSTRUCTION PERIOD, THESE T SC FACILITIES SHALL BE UPGRADED ft°. ADDITIONAL SUMPS, RELDETION OF DITCHES AND SILT FENCES. ETC./ AS NEEDED FOR UNEXPECTED. STORM 'EVENTS. ADDITIONALLY, MORE TESL FACILITIES: NAY BE' REW IRED TO ENSURE COMPLETE SILTATION CONTROL THEREFORE, WRING THE NURSE OF CONS'TRUCTON III SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE CONTRACTOR -TO ADDRESS ANY. N EW CONDITIONAL FACILITIES OVER AND ABOVE THF: MINIMUM REQUIREMENTS AS RAY BE NEEDED. 5 THE TESL FACILITIES SHALL BE INSPECTED OAILY,WRING NON - RAINFALL PERIODS' EVERY,, HOUR IDAYLCMI WRING. A RAINFALL EVENT, AND AT TOE ENO,OF EVERY RAINFALL BY THE PERMITTEE /CONTRACTOR. AND MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUEO ..IN ADDITION, TEMPORARY "' SILTATION PONDSAND ALL, TEMPORARY SILTATION CONTROLS SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL' SUCH TIME THAT CLEARING AND CONSTRUCTION IS COMPLETED, PERMANENT DRAINAGE FACILITIES ARE OPERATIONAL AND THE POTENTIAL FOR EROSION HAS PASSED. 6 ANY AREA STRIPPED OF VEGETATION. INCLUDING ROADWAY EMBANKMENTS, WHERE NO FURTHER WORK lS ANTICIPATED OR , PERIOD OF 15 DAYS, SHALL BE IMMEDIATELY THE APPROVED TESL METHODS f/G;. SEfDING, MUI CILIIIFG, NETPNOI EROSION BLANKETS: ETD). T ANY AREA NEEDING TESL MEASURE, NOT REWIRING'1MME:NATE ATTENTION, SHALL BE ADDRESSED WITHIN-FIFTEEN URI DAYS.' B AT NO TIME SHALL MORE THAN. ONE FLOT.OF SEDIMENT BE ALLOWED 7;O ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE' LINES SHALL BE CLEANED PRIOR TO PAVING, THE CLEANING OPERATION SHALL MT FLUSH SEDIMENT - LADEN. WATER INTO ,CLEANING DOWNSTREAM SYSTEM 9 STABIUZED CONSTRUCTION ENTRANCES SHALL. BE INSTALLED-AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE. 0IIRATOM'OF THE PROJECT. ADDITIONAL MEASURES MAY RE REWIRED TO INSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. 10 WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS RE/AIIRE°, FAST GERM /NATION GRASSES SHALL BE APPLIED AT AN APPROPRIATE. RATE' (E.G ANNUAL OR PERENNIAL RYE APPLIED AT APPROXIMATELY BO. POUNDS PER ACRE/. II WHERE STRAW MULCH FOR TEMPORARY EROSON CONTROL IS REWIRED, . IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF IWO INCHES. /2 EROSION /SEDIMENTATION CONTROL FACILITIES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE DETAILS IN THESE PLANS 'LOCATIONS MAY BE MOVED TO SUIT FIELD CONOOONS, SUBJECT TO APPROVAL BY -THE ENGINEER AND THE CRY OF TUKWILA INSPECTOR, • • IS THE TEMPORARY EROSION SEDIMENTATION CONTROLS SHALL;BE INSTALLED AND OPERATING PRIOR TO ANY GRADING OR EXTENSIVE LAND CLEARING. 14 WHEREVER POSSIBLE. MAINTAIN NATURAL VEGETATION FOR SILT, CONTROL GEOTEXTILE FILTER FABRIC, WRAF' - 500 W OR EQUAL STABILIZED CONSTRUCTION ENTRANCE FILTER FABRIC MATERIAL 36' WIDE ROLLS USE STAPLES OR WIRE PANGS TO AZTALTN FABRIC TO WIRE CATCH BASIN HAY BAILS ION SITE CATCH BASINS ONLY) CATCH BASIN FILTER DETAIL 7X2' BY 14 GA. WIRE FILTER FABRIC MATERIAL FABRIC OR EWH'ALENT FILTER FABRIC FENCE DETAIL PLAN CATCH BASIN FILTER DETAIL MAINTENANCE: THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REWIRE PERIODIC TOP DRESSING WITH- .2 STONE. AS CONDITIONS DEMAND, AND REPAIR AND /OR CLEANOUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAY OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. — FILTER SHALL BE PROIGqNCONI(( •A,CONTINUOUS' ROLL CN.TO . THE LElGTH! OF THE BARRIER TO AVOID USE OF JOINTS WHEN JOINTS ARE NECESSARY, FILTER CLOTH ALL_WE SPLICED TOGETHER ONLY AT POST. WITH A MINIMUM( 6 -INCH RVERLAR, AND SECURELY FASTEN BOTH ENDS TO THE POST. TS_WALL BE A'MAl'IPN OF,4''FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 30 INCHES). I,`TRENCQSHALL B APP/ XIYATELY B- INCHES WIDE AND 12- INCHES DEEP ALONG THE UNE OF POSTS AND UPSLOPE FROM THE BARRIER. 'NIIEN.FI TER FABRIC ISUSED A WIRE'YESH SUPPORT FENCE ,SHALL BE. FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY - DUTY WIRE STAPLES AT LEAST'/ Ate 1.0K .TIE W RES OR HOG,.TONGS. THE WIRE SHALL EXTEND INTO -, THE TRENCH A MINIMUM OF 4- INCHES AND SHALL NOT EXTEND MORE THAN 30-INCHES ABOVE,THEOR•GIMAL GMOND I CITYTOF- TTIKWILA APPROVED FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 20- INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. TJTE FABRIC SHALL. NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES F. REPLACE FILTER FABRIC AS REWIRED "FILTER FABRIC GRATE NONE CONSTRUCTION ENTRANCES TO BE LOCATED BY THE CONTRACTOR, AND APPROVED BY THE ENGINEER. 2'X2' BY 14 GA WIRE - FABRIC OR EQUIVALENT PROVIDE NATIVE MATERIAL ON BOTH SIDES OF FILTER FENCE FABRIC 2X4 WOOD POST , ALT, STEEL FENCE POSTS SCALE, NOT TO SCALE SCALE: NOT TO SCALE UE BACK AS NECESSARY SCALE, NOT TO SCALE 8 -0.98 I RECEIVED SEP 18'365 PEPmlr n�•r -n TLIKWIL, ,PUBLIC WOW, CORPORATION SABEY ARCHITECTURE GROUP CONSULTANTS E N T R A N C O WASHINGTON � S N9TLNA DND SUBMITTAL DATES 7-12-96 PERMIT SUBMITTAL OMR /� I/ 19 3 -91 PERMIT REVISIONS OMR REVISIONS SUE DATE l Riverfront Technical Park .\CA0D\ /GN \96024- 10\RFOETB.DGN PROJECT HUMBER; 99010 -10 DRAWN BY: OMR CHECKED BY, SAS 1 ,0 APPROVED BT. DAL DRAWING NUMBER: PLOTTED: 09/13/96 09:14:39 - •B WN .VIBE OEM CEMENT . 0. CONC. 0041E-1 -PIAC* CONCRETE IE cE wRo Y Uxrt ar6 00NORE92 SCORN .. CONNECTION Ex'T: 0X129106 11.0 C. INSTµLLO BT'. F.D. F00401 ON •''.. 716E E 10 PR EXTINGUSHf F1O SH (ED)N STUN oRE5C0M FACE OF BRCK .FACE o< M4wNRY': FACE oF sTups. �R S FOOTING (S) • N .N P R. R EO. NRR G K F RG TI6ERGl REINFORCED GYPSUM W.C. FABRIC WALL COVERING .D 00 4 .. GLVAN2ED 06.13, 000509 601.) 00090 HO l0 r00l D. DBOMD KED Hocp HANDICMPED • VA: -- HMtW, HOLLOW M HouR H.VAC H LUNG/ caIXrJ NNG H.W.H. HOT WaER Rump .. SIQN 001 TENET GRAB BAR 0)050 ' G FIBER REINPOPCEO CO CRETE OL NRC . 1x TRic. FP= E FlR . - L = LLA DSGPE GRAITHics DuARRY TILE, STRUCTURAL GR10 ROOM REFERENCE OFFICE , ROOM NAME 1104 I -ROM NUMBER DOOR REFERENCE ,. RELITE WITH 'SILL FULL HEIGHT RELITE ,LI SEE LE DETAIL REFERENDE DETAa NUMBER/LETTER. 'DRAWING NUMBER WALL SECTION BUILDING SECTION REFERENCE 'OR DATUM, - ('ELEVATION REFERENCE REVISION _REFERENCE'. -:: FINISH MATERIAL .REFERENCE: DIMENSIONING 'CONV'ENTIONS C S,E11105 NOMBER DRAWING NURSER: D E CONS WSI H N }DERED TINLJE WHERE 004114UED DRAWING •NUMBER CLR 'TO • FIN SH FACES OR. CLEAR EQUIP ENT SCHEDULE .R L REUISION NUMBER LY MOST RECENT, "- REIAIS IS CLOUDED RIP DIFFUSI HORN / 5TR08E •'A LIGHTING "{ N e f RECES'91 FLU0RE - S:0 tNCANE^ D WryLt�.HT O 1NCAND 04 191 WA O� 5 r1 'FLUORESCENT. STRIP , raus TRACK..LIGHT :® 04DTE DIRECTION AS REQ "D: v - 4 ERISTI85 (E) JHaei0 2' irk , IMLESS:NDTED •<DOUBLE SWITCH.AS . REGIVIRED BY Cj)flD FEK DEPARTMENT MD4111 1. 206100CT06 IS RESPONSIBLE FOR 040DIF1CAD0NS TO THE 60141140 FIRE PROTECTION SYSTEMS. OS REQUIRED BY 'ME WORK. OF THIS 'CONTRACT. 2. CONTRACTOR SH4LL PROVIDE. OCCUPANCY SIGNE CONFORMING TO APPLCABLE CODES AND REDUIR04 0 ,: CONTRACTOR SHALL INSTALL E)2 1 4)244 THE TYPE, NUMBER AND LOCATION AS SHOWN •ON THE CONSTRUCTION LOCUM NT5 OTZ AS OTHERWISE REQUIRED BY ME LOCAL, INSPECTOR. 4. • ALL ETD COORS SHALL BE OPENABLE FROM' THE INSIDE 01501 T KEY OR ANY 5PECML 'KNOWLEDGE 5. INTER)OR,FINSHESSHALL NOT EXCEED AFLAME SPREAD RATING. OF 25 AT Ear CORRIDORS WALLS ANC CEL)NGS).. • 6 . BUILDING TOTE 00004DED WITH AUDIBLE' AND VISIBLE ALARMS TAT I WITH 'WASHINGTON STATE BUILDING CODE AMENDMENT SECTION 5106.15. COMPLY MECMAMIRAL' moves• ALL'DUCTS WHICH PENETRATE RATED WALLS, :CEUNGS OR SHAFTS SHALL HAVE FIRE T DAMFERS'WIIH RATING EOUAL'10 THE WALL OP CELL NG PENETMTEO. P. I0 CONFLICTS ISE BETWEN THE'DRAWING5 *140 00100) CONDTIONS CONTRAC • SHALL'P AR SHOP DR FOR 069191 4010 APPROVAL BY.THE ARCHRECT'•PRIOR .•`TO 6EGINNING 0111 00RK. 3. COMPLY WITH ALL'REOUIREMENTS OF LOCAL CODES AND ORDINANCES FOR 50CH. THINGS 7A5 SEISMIC 5111)0 , FRE .DAMPERS TEMPERATURE CONTROL TIME CLOCKS, LTG. 4: ALL MECHANICAL) WORK EQUIPMENT METHODS.. 414150)5 ETC.•ARE TO BE COMPATABLE & FULLY . INTEGRATE 11)1111 - THE EXISTNGRUILDING MALL EQUIPMENT SYSTEMS AND CONTROLS, •LCCTFICAL NCTEE, ALL COT SIGNS SHALL BE ILLUMINATED AND MEET ME REQUIREMENTS OF ALL CODES AND ORDINANCES CONTRACTOR SHALL PROVDE EMERGENCY' LIGHTING AS 010010ED:BY CODE AND /0R ORDINANCE INSTALL SEISMIC STABILITY WIRES ON LIGHT FIXTURES AS REQUIRED. BY CODE AND /0R ORDINANCE. CORPORAI'IO ARCHITECTURE GROUP CONSULTANTS 8 -8 -96 BUILDING DEPARTMENT REws1DNS 96, , ISSL'� GATE 12 JULY K n,L.x mnK,JNa- u. uMw� W "" 51'6(3 ^' " VSO .. EL ABBREVIATIONS 5100 544E ' - STRUCi SIRUCNPAL 5u5LND S YM M EIRIGEO L .. ..OryC P (D). GPOYE MITES L � TKe 1 /Am man xr 88 G TOP BRI i:T.pPR.. P OF TO L 44500 05 f: 5PEN5ER tt U N UNLESS OTHERWSE NOTED VES WsysuLULE 510 vWC .:N 0040040 WEST, we wO Ou 10 06 1 ) _ AYES s uM WALL BOARD w6GH0 T • w? . .F. • mums NRE F Ic DISCIPLINE SYMBOL LEGEND PLAN SYMBOLS CEILING` BY MBOLS GENERAL NOTES E''CCppNNTRACTOR 1150 THE JOBSNE. AND. ACOUNNT HIMSELF WITH, THE JOBSITE' C0N0T10N5 AND :SHALL CAREFULLY STUDY': ALL DRAWINGS AND SPECIFCATONS'P09195 NG TO THE .WORK. THE CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH ALL PROVISIONS OF THE DRAWINGS AND SPECIFICATIONS. • ". ALL WORN SHALL CONFORM WITH THE CURRENT EDITION OF THE UNIFORM BUILDING' CODE AND ALL APPLICABLE' CODES. TAW5, RULES, REGULATIONS AND ORDINANCES OR GOVERNING AUTHORITIES IF ANY OF THE WORK INDICATED OR 5/420000 IS CONTRARY TO OR CONFLICTS 0104 ANY LOCAL OR 6TATS REGULATIONS OR ORDINANCES, THE 54.1E SHALL 8[ REPORTED T0-THE ARCHITECT BEFORE SUBMITTING ANY BIDS IF NO SUCH REPORT IS MADE. THE CONTRACTOR S RE5PON519LE FOR COMPLIANCE AT NO ADDITIONAL COST TO THE OWNER. DO NOT SCALE DRAWINGS. CONTRACTOR 0011)1 ERIFY ALL CONDITIONS AND DIMENSIONS AT THE 008515E AND NOTIFY THE ARCHITECT IMMEDIATELY OF ANY -. DISCREPANCIES. THE'CON1RACT01 SHALL BE RESPONSIBLE FOR LAYING OUT THE WORK ON ME PROJECT SITE AND VERIFYING ME ° AS -BUILT CONDITIONS ON THE RECORD DOCUMENTS WHERE NO SPECFIC DETAIL IS SHOWN. THE CONSTRUCTION 50011 51MIAR 00-100T INDICATED OR NOTETFF0pR: SIMILAR CONDITIONS ON THIS PROTECT.- REFERENCES OF NOTES .._ AND DETAILS TO 40901000000NS LOCATIONS SHALL NOT LIMY THEIR APPLICABILITY. • 'BO THE CONTRACTOR SHy1 OBTAN AND PAY FOR ALL REOUIREO PERMITS ARRANGE FOR ALL •REQUIRED' INSPECTIONS AND SECURE FINAL CERTIFICATE OF OCCUPANCY. THE 50NTR40T04 SHALL OBTAIN AND PAY FOR ALT. REQUIRED LICENSES AND INSURANCE, EN SPECIFICALLY REQUESTED THE CONTRACTOR SHALL PROVIDE. SHOP DRAWINGS. ANO ' MATERIAL SAMPLES FOR'(3PROVAL BY THE ARCHITECT PRIOR TO PROCEEDING WITH THE WORK. B CONTRACTOR SHALL P WDE STIFFENERS, BRACING BACKING. ETC. AS 100011EO AT WALLS 050,001100 F05 SUPR1 >OF ALL ARCHITECTURAL, ELECTRICAL ANO MECHANICAL FIXTURES AND EQUIPMENT TOILETIAOCES50RIES AND OTHER MISCELLANEOUS ITEMS.. 10.- CONTRACTOR SHALL 4100DE;ALL NECESSARY STRUCTURAL AND' SEISMIC BRACING AS REQUIRED BY CODE, INCLUDING BUT NOT LIMITED T0, CEILING SUSPENSION SYSTEMS. A911100S MECHANICAL EQUIPMENT LIGHT FIXTURES AND MILLWORK 60NTR4CTOR 15`1ESPONSBLE, FOR ALL CURING AND PATCHING REQUIRED TO DOMPLE15 THE .. THE. WORK. 2. THE CONTRACTOR SHALL COORDINATE SCHEDULING AND INTEGRATION OF WORK BY OTHERS WHETHER OR NOT THE 1•1010.130 TESEC0NTRACTORS 5 UNDER HIS GENERAL' CONTRACT 795')UCH 0E14 AS SIGNS, KITCHEN APPLIANCES, OWNER SUPPLIED ITEMS ETC. • 13 ° PRIOR TO TURNING 106 .COMPLETED WORK OVER TO THE OWNER, THE CONTRACTOR IS TO' CLEAN ALL SURFACES,,YAODUM ALL CARPETS,' CLEAN AND POLISH ALL GLASS TOUCHUP PAINT AND LEAVE A11 AREAS : FREE FROM DUST, LINE AND DEBRIS. -.. 4. UPON SUBSTANTIAL GOMPLETIoN THE,00016ACTOR SHALL NOTIFY THE ARCHITECT OF SUCH PROGRESS ANT :REQUEST ME 98061400101NSPECTION: IF A PUNCH UST 14.016ERATED THE CONTRACTOR SHALL COMPLETE THE WORK WITHIN 60 DAYS OF SUBSTANTISL`COMPLEOON. I5. CONTRACTOR SHALL PROVIDE AS -BOLT DRAWINGS, OWNERS MANUALS FOR AIL EQUIPMENT, AND ALL WARRANTY INFORMATION TO THE OWNER WITHIN 60 DAYS AFTER SUBSTANTIAL COMPLETION OF THE WORK. 6, ELECTRICH6 MECHANICAL, PLUMBING AND FIRE PROTECTION ARE DESIGN /BUILD UNDER' SEPARATE'; 60041S. - - • THAT PORTION OF 040SOLTHEAST QUARTER OF SECTION 4, TOWNSHIP 23 NORTH, RANGE 4 EA52,6.M., IN KING'COUNIY, WASHINGTON,' 01001)BED • OS•FOLL,OWS COMMENOMG AT THE SOUTHWEST CORNER OF' GOVERNMENT LOT 11 IN SAID SECTION 4; THENCE ALONG THE SOUTH UNE OF 500 • GOVERNMENT LOT 11, SOUTH•09 22' O6 EAST, 909.27 FEET; THENCE NORTH 14 45' 08 WEST, 477.09 FEET TO AN I916402010N WITH' THE - NORTH - LINE OF TIE SOUTH 460 FEET OF SAID GOVERNMENT LOT 11 OF SECTION 4 AND. THE•NORTHEASTERLY MARGIN OF PRIMARY STATE HIGHWAY N0. 1 AS ESTABUSHED.*0 KING COUNTY SUPERIOR COURT CAUSE N0. 529021; THENCE ALONG SAO NORTHVSTERLITMARGIN,'NORTH 14 45' 05 WEST, 68981 FEET TD•THE SOUTHWESTERLY MARGIN OF THAT 200 FOOT SEATTLE TRANSMISSION' LINE AS ESTABLISHED BY ORDINANCE .NO. 82986 OF THE CITY OF SEATTLE, AS CONDEMNE0 IN KING•COUNTY SUPERIOR COURT CAUSE N0. 469557;' THENCE CONTINUING ALONG' 5410 NORTHEASTERLY MARGIN, NORTH 14 45' 08;• WEST. 22 TO FEET TO A POINT OF SPIRAL CURVATURE; THENCE CONTINUING ALONG 150 NORTHEASTERLY MARGIN ALONG A SPIRAL CURVE TO THE LEFT. THE CHORD OF. WHICH BEARS NORTH 15 07' 51" WEST, 152.94 FEET TO A POINT OF SIMPLE CURVATURE; THENCE CONTINUING ALONG SAID NORTHEASTERLY MARGIN. NORHWESTERLY 340.67 FEET ALONG THE ARC OF A 606- TANGENT CURVE TO ME LEFT, HAVNG A RADIUS OF 3970.00 FEET, THE RADIUS POINT OF WHICH BEARS SOUTH 74 OT 22' WEST, THROUGH A CENTRAL ANGLE OF 04 55'200: THENCE CONTINUING ALONG SAID NORTHEASTERLY MARGIN, NORTH 11. 24'1 57' EAST, 327.1I FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUE NORTH 11 24' 57" EAST ALONG SRO NORTHEASTERLY MARGIN. 61.40 FEET TO A POINT OF SIMPLE CURVE; TENCE CONTINUING ALONG SAID NORTHEASTERLY MARGIN, NORTHWESTERLY 191.94 FEET ALONG THE ARC OF A NON- TANGENT CURVE TO THE LEFT, - MMHG A RADIUS OE 4190.00 FEET, THE, RADIUS POINT OF WHICH BEARS 'SOUTH 64 42' 22 WEST, THROUGH A CENTRAL ANGLE OF 02 31' 26; THENCE.NORTH 27 10 05 EAST. 89.78 FEET; THENCE NORTH 48 11' 56 EAST, 44,51 FEET; THENCE 50UTH. 41 52' Of EAST, 851.11 FEET; THENCE 50019•48 05' 28" WEST, 408.87 FEET; THENCE NORTH 41 52' 51 WEST, 627.47 FEET; THENCE SOUTH 48 11' 44' WE51. 218.98 FEET MORE OR LESS TO. THE POINT OF BEGINNING. 10`02.1'11 y,l RECEIVE!. SEP 01026 TKVVII.,Y ruBU wJ�w <,v DRAWING TITLE: ABBREVIATIONS MATERIALS LEGEND SYMBOLS LEGEND' FILE: G:\ ARCH\RNERFNT\CD'S \AO PLOT: PROJECT NUMBER: 5306 DRAWN BT: SLP • CHECKED BY: JWL APPROVED DRAWING' NUMBER: • L. 1 ' 1 AO e1 PLOTTED. 08/21/96 4158 - pm The General Conditions of thk C t act for C a l lio AIA Document A201-1987, F rt nth 00110rt Art 1 - ' thin gh 14'inclusivei may.or may not be bound imm lately following They or howeokr included. es part of the Contract. The Contractor' and all Sub t actors shat and nd b e governed by them, All provision'. for arbitration .shall be omitted .Form Co0 shall be t 9 f n e t By' no f d Contractor", 010 Document 01 0 0101 1- 198], Art cles 1 through' 9 inclusive, may bi Toay nol. immediately e sound mmediately wtely i Mowing Schedule of Values ContraCtor shall submit a 0010100 schedule of value for Owners approval within 10 days of notification f award, showing 9 the value. of each tine n This schedule of values will be the basis for portal payments. Rti g 0 r I pay 90 %,. of t Contractor. t of p eS payments. Balance due will be pad, II be pad, and, appllpalion for final pod/bent tl lsigeld'ry mpleticn of work- Early of Occupancy f Premisei During Co t Lion. The Owe or is tenant - She right t occupy p 6 of the building 0 [ have war k done b'y other Controctors before 1h day -of b t t l ompl ll E y occupancy d' moving of quipm t by the Own h ll not bed d to be. ac pt of -work performed under this Contract, Contractor h ll he held harrateAd far: 'ark d mgge to the work by an early 'occupancy. corE D g iMaintain separately l d e the I copy f every •0 01 Pt 1 SlTge t P le m Shop Drawing, "RECORD, Change o n d eh modification. Pat f the Drawings h e rd r an mark ad O PRINTS d" t weed for o f t p rpos Keep •i n i Record d nets current e r kin d l d l lions f yo ' -F f g oa l draw. 0 olud 9 Add.. .Chan ge Orders 0 ,0 Id 10 g as U e pl,g f th th k nd prior to fnai - p y t correct th mylars cord g •to the notes the-Record P is t wort: Loy 091 ' Ce The nO t shall be responsible for retaining licensed yo to y out the, 'work n Inc the project site and verlfy the"as-bur eandtone the , record documents P par d bmt.ir dgpll t6 f lh 0 r yp ( d led P l l S h tl l f ork.' I tll d th dale ' fol t rrit g ppd f d' pit g p 0 slo f t t tl l th d lh s qui red b W. Revise th S Np le-'s b)eei R approt requred .by the cartons of fheflwor 1 • 1 • OEMERAL REOIEREEOITS . SCOPE OF WORK A. The scope of work shall consist 00 bOO 000 of 'Nit nor be limited lo: 2. Materials ti 3. Transportation 4. Equipment and reloted hood tools Power Id g d o B. .Samples sublet samples for the following; Millwork finishes Plastic i Art rP 9 • Finish Paint colors Paint'. Ceiling tile Stein °� Walk eft mat Rubber Base 7 Whitlow g n Stainless Base • Alueoa d Malaria rr of suppliers and ThrOOeneral Contractes.all iubNit f V re to Ara Rect e ,Plate Silbconl actor within 10 a y ft r' hotificat99 ay 1L Upon h substontiol completion the'Contrator skill prepare the the:presence of Oef f: d. Architect a Punch. L f t kit bb pl tetl o q ng correction. H "shall complete the work within 60 dogs Otter eubelaftolcomplekon 8.' ' Ar hit aortal drewings and.'speaficatiOA b li pepre by the Owne?1,Ardatect ArComplete mechanicak plaiting. fie protection .and electrical drawings. Ord .specificaYlons,shall ; be prepared.. the t l• a : Contractor or h "Design d Build": Suticontrontore licensed' engineersjec in cooperotioh- with' the :Owner's Ar ht t and subject to 0 nets -approv 'These drowi g nd specfl0 t s shall be ' subm "t0 the e itt d Architect 'a d Owner Ond "aPp raved - :. o r to n do anent T nY w o r k ' de energy. cod calculations for fo g r B. Refer ce Genemel'Nate drawing AO, 1 ' c 12 SUBMITTALS A. Shop Drawings/Product O t Submit trii ly manner prior to nstallaton i 'minimum ih e , (3) 'copies plus sepia l p c ble for f f the follow ng Curtain' wall kksierefront systems , ., $g age & Eyebrow„ Canopy " Hardware, Pardo keying Schad 1 HVAC g o l f t f t -.. Doors ntl eel eri,:r , Plu b drawings and fixture cuts i:. NW 'Sil£ e d (Inge":: is F �Rr 9 ta 9 Soot( e EI trig d s q and fixture col s qI Ship ladder „'. _ .'H dal . rtlral EI valor GUARANTEES AND WARRANTIES A All work performed as a part of this Contrat shall be guaranteed against defects 1,, material d workrnanship for tl Or one (1) y 'f om the dote of appraof Off, l payment, except where 'anger penods hove been specified in subsequent,sections of these pE f t B Equipm t h If b.. guaranteed f v d of (1) Y fl completion and acceptance by 0 cep noted subsequent sections of these specifications. PERMITS AND TESTS • A The O hall y d the General Building Permit ony. All other permits, i pect dCertificate 10 pa 11 y M1 be bt 1 d. by the General Contra h Il p y II and ut'I l hook -up char s vita na fees o other expen t s f es ee for M1 m or h e SubconteeofOne to perform Ne r work. GENERAL NOTE These specifications ore tl nature and abbreviated in scope. This abliireviotion in o Way f S the Contractor f' responsibility to 7100,0e standard grade' ccept dl materials, stalled i n a first class manner, subject' to the appF al of the Architect DIVISION 2 • SITE WORN 2. Reference specifications sd evil En n #01 C4. " 1 drawings ntl - 'spa as preps ,by g eer X 2.2 Reference drawings agd. specifications are prepared by Landscape Architect XL.1? 23 Reference g te report - repo'by Geotech Caniultants dated April 10, 1987 (as related' be subject s Y).' 2.4 Reference environmental assessment by Gealech consultants dated.: July 8. 1987. • 2A Parking lot stripping (4' wide' painted ) and com4rticins shall b. tan d here nd toted on the Drawings Provide err , pedestrian walkway stripping. - compact" stall designations. etc. Os required. and handicap symbols per Washington Slate. . Nona°. Cade. Use standard white traffic pa , , peVISION S • CONCRETE - 3.1 Reference drawngs, specifications and notes by Structurol'B ghee, XS .= 3.2 Reference drawings 01.1 for miscellaneous site :details.. 33 Provide lampb all new oncrete sidewalks and pods th boom (n 34 Use, standard 5/8" compressible moleriel exponsion lent material in sidedalks, curbs and Other flotwork at t 25' iht afe,,typaal, DIVISION 4 • MASONET -: 4.1 Reference drowings. specifications and notes by Structural Engine DIVISION S • NLTALS 5.1 Ref s a nd notes b st oral - e ( 5.6.• 5. e d N peylfcol on a y Net g r X$ .1 - 5.2 Guardrail/lion - az 'a and details 'per Architectural Draw g 4 I Id smoa h. Handrail molding to be Julius Elk , X5274( ickel I er) or opprd ed equal. 53 Ship' ladder - O'Keeffe'e' Inc X523, aluminum lydder, s and detail per drawings, mill nosh, phone:' 1- 800 - 227 3305 54 Stainers steel. base - 16 gouge. type 304 brushed. 151011 S - WOOD AWE PLASTIC 6.1 Rough carpentry reference drawings specifications and notes by structural engineer. A2 Finish carpentry and millwork Provide fin dry umber. All material' to be Red Oak to match existing woodwork. All work shall be P grade. .(ell I bar shall be free foam st ructural defects and surface imperfections'. Except es othse specified, grades of all finished lumber and mllwork are those or the qualty standard bast commercial grade normally used for s ...repose. 6.3 Casework - Al l casework to be plastic laminate covered or 010101 woad veneers; AWI premium grade. 64 Laminated Plastic h lI be 1/16 high pressure manufactured by Wlogart, ' Formica Corporation, ' Nekom r ror - approved equal: Color per schedule. PLam -1 Formica X837 , "Graphite" (Window its)) , PLam-2 Nevamar SH 2 2 Maize: Shaver, (EI Dear Cab) :;Plum -3 Nevamar en 5 4T,: "Shale Green Matrix (Elevator Cab) Korn-4 Formica -' QN 7914 -58 "Colorado Slate" Elevator Cab n. 6.5 Treated Wood all lough carpentry d, t contact wth t urf E a shall be • treated with 59 solution of p t chlorophen 1 10th water. repellent added DIVISION T IOIRMAL AND NOISTOt(L PRO CTIOM 71 Rigid insulation 4" ty f "roof 0te' or :kOu (9 -20) install per ht anufacture9 mend t ndl'per drawings. . 7.2 Bob insulation - R with vapor barrier. where indicated on groviings . r y7 .3 S #0 em 0 l 22 5,igid1 b lh d k - at spp to andrel glazing, sz d Sc one :pa p It .:OW 1 Cone ng.., c Rp4,3. 74 Exterior Insulation and Fnishng System, (EIFS), .Dryvit or appnovacerida. A. Expanded polyshyene lofon,, board, rA, sizerper drawings,' B Standard plus eh; 6 oz/ a yd Provide Panzer. 20 niesh, 12oz /eq yd., pt North entry lobby; grade 10 fi 0'. C Finish coat 100% acrylic, polymer, quartidutz texture Color to,Talch EP,3. 75 R f § door Wilco "NB" f duttle, 2' 6" x'4' B' th integral ins i curb, for use wi ship !Odder per detail i 81 rtialaweod doors hall preirniUm ; grade; lid core ; .' hardwood veneer doors, 1 -0/e th k lh- old h dtiood' edger 20 nut 45 to fl t d hies as h dW)ab sa a 0 hmeh, _ to Wood d exsrng. to match existing. ' Dee to receive 'et /sealer g , "8'1 Metal doors & f - fully welded coestructien, Provided 20 minute 91a 45 minute Are rated osiambEes . - as sharenxon drawings Frames to be 16 gauge. Doors to be 18 gauge. - 6 3 Hardware shall - match existing hardware - sty) . isonufadures, qualty ond finish. e A Corridor doors - 1 pair butte loaset,:cioser, Mops smoke gasket Provide kick plates where scheduled B - Storefront doors By curtainwall mainufacturerreuston1 pulls - C Keying y'rovicle lock cylinders Ol Interohongeoble cores. All .:locks keyed to grcina hipster" and master key 'system. D Stops OunTdy walk stops - typoalall doors. All•inntallations 'to -u and reel' pug type. 'with solid wood 1... Locksple & latchsets Lever hand) iesign to Metal %edit' 2: Closers` 1020, eppraeW ;qua), Parteleher rborin,rn extent ,possible., TB & G, wood Eooee t- - "r Butts - :Stanley 4.1/2 x.41 /x ' 4 Smoke' gaskets Pemka or approvekegdal. u m fr 5. 1.1.2ioneaus kick ploles stops etc. 09 O slily o 8 la .Brass. ' £ 6,: WWI stops: Cipco quardy or 9p W Brass, SOdJ wood, blocking i luhmd.: - ' ff4G Aut atic swing d -- Besoin.Powenglide 400D t equal:: 00001 , dete 'E OP t{nled bat ides: IXe m bronze b odfed tmish. 8 5 C rt all :sy t B S Corps ab egad. Curt w II y d eem to b0 g ered :07:4`.11Z ' Se tall ve tat 1 g ad d I d r gAr emb nts. • P d M1 cokkbtwna, S 600aI ap T Sends : 3100.' - M drum -'.,br z anodiEed :fi sM1. e 6 Ste of fI seats , D S - :AU Corporate equal. St f t y tam to be g ed by ufactuier to t ntl vertet i lateral and wind food regU ants P d eh p drawings and kddioas. for 1) sd h ):app val., U.S,O C m Thero) FI h g azi a System Ned bronze anaTized (Ingo+ 87_ GI zing PPG or squab Meet all federal glazing elande,dS #00 951D. A. G1 -1 PPG Senate 300 (3) r• insulated low E solargreork shading ., .B. GL -2 PPG 1/4" Sabrgreeo spandrel glass,. -' shading- coefficient (61).. C. GL -3 PPG Sungate'(9 1' insylated -low £-glass, clear, shading,coefficient (.70). 9L 1/4" clear,. PPO or equal • - E ,TeMeered.safely.glass t0 meet federal pecdie8ov DD G 491D and ANSI - '•297.1 where required - 88 , doors p Mb :flash mounted, Prime panted. csocass wan' d0, 11 frame t' II' Meatier. M1 - concealed equipment and/or control) Which rain, u ce Mdo or' OW Or equal. size as appropriate ' .�8 Sedtional Overbeda M tglA Doers. size et.ehown,isthall be a cdritleto oprinaling esserabiy _,. includidg, dinhoe, alaor aged broeket5 goideij U ks counterbalance,. ha tl a e, pe [ d f tdlabon ccess as - (bo 11 1 I le Il ted'th two .aperator'eMbb onE' -kLy peratetl- 4t_ - ezt Wi pueh'.b liy on p of inalde. w - A Steel d sectwns -05 II be g 11 rzed heels t i ss AZ. 22 q 0 G d A or"A526 bee ASTM 0446, factory 'pn ed for treid'yfin h Ijneulaid whom indcatetl q; artivan dl ,051 Gyp Ilb yd - batch t h vie tit Ti Id : Tpm use meta . ,rig be ds nd,dry' wdl trim ns s de.'" rp f t m at.ldbbY D< drawing 9 C P I V at' L pb OJ Camtl ds to ks , s 5 /8" GRuB Screw 010 4000011 to f g..'_S th F -f d p ant _ 9 3 A0 ystlol ,D ng Arm5 soff Loak' X2067 peeded er egopl 2x4 lay n eusti life •,o S eel 244 de6,grid sy D gn system: for' S e Z1y Ill Ceglerr :" Tght 'fixtures, sprinkler heads Old tlwusses b le at cq g F-tYp Onpet .0 h Lge g CPT -1' M 91 Core h P hgee 28 pettetn 1 P I t d ed di CPT2 M ngtan.Carpor ton, Eons) Ill n, 2 8 o ;'p t t p sal ion ed '95 Carpet Pod. GB /Allen P50000 II, 3/8' - ' " 96 l0 yl c m0000( TIC (V00) T rktt Concert #2216. st Gold' 12"02 Prepare' 56(1 p : monufaturerts recommendations.' ProAde vinyl reducer slnp; t =Tot ' u R pp X157 f00 at ' concrete use 80005 - X172 100. 97 8 3e 4 Pravtl 4" 'rubber cove base unless otherwise t tl R pp #93, BI k B wn . Hse arernolded ,inside d outside corners, or alternately miter all insidmeorners 9.13. W Ik off Ma( Pacific Mat. "Quito Tuff. 3/8 Layout per dravangs WOO -1 I M - - WOM -2 I Gray " 99 Painting onto to the . of the 't evil f Architectural S 12 nA a If catio Manual at g P ov de t ampler ; of each color and each gloss on 1x1art bo for. app 1. by Architect - Ge Z t pre tint primer T match final t ggs ell. en mel. C l ge ' a 2 co l P t t, p t [ h f l t: 1 fl l M td --- 2 of p es,tnt primer to mat h f I coal, tat gloss enamel. Tach -up'P t g "noo,s ap :pant wfh th applicat sy tam. :uced an the last finish coot. MI paint colors to at h the following P -1 Sherwin Will 1361 Decor Welt (General wall color) P -2 Sherwin W■II 1353 0d Ivry (Ceilings, Soffits) P-%4- S P.r3 Sh h WI i WII I m 1355 Golden (5"g M gg ac 1 ty cen(T t) t Core walls) P -5 Benjamin Moore "Deep Bronze � lobby base) Stain - stn wipe,. sand. 2 oats lacquer.' ST -1 Match existing doors. ,910 Art Pnish Art G o Finish Mppled onto painted wall. 7. API"- to to-be selected / n se 'color to match P -2 Bastomeric paint Apply p F t - tl i t _ e. F T t . CI rdale. Sherwin' -tail B 1 n M equal. P tl p. bis f h col 1 2" rt 90901 f w 9y0 00 t 'After tin r w: 4.200 9H ect0n of walks - lo be , p need Jo, Rp I pproya1 by th Ar hilect' Ali pq t cSlr o l Iw t EPt 10115 41352 Ct "nt C (G_ I II I r) 1 sea Sh WIp) m 1006 5 d Sl (C mice b d) EP3 -,Sh I Wlliams' 1,160 M ngrov , (EIFS Pop. -o t ae dvAO 0 7A)< - b nateta:" b rclect '01511500 •glue to w II per detail, Color t be, selected by • match' 010 011 corners bre, b. t d, e CORPORATION ARCHITECTURE GROUP VITSTARII EMMI3rIY4TSUtL:M1 CONSULTANTS OIVIEIbx lij SPEOULTIES • 101 vi e ge - Provide 812,000 allowance for exteror. monument sgns (2) c ned sign t tbule eyebrow panels (2) at lobby miscellaneous flezglass interior sgnage (40) and -elevator /drectory panel. • roe -F E tngusber Fully recessed with 2A10BC (MP 5) extinguisher. Locate per plan Larson Archtectur0l Services fully re florae recessed flo sheld (1 hour rated), "Vertical Duo door style with DSA gloss DSO gloss, XFS- 2409 -Ri, 10.3 Mailbox system - Salisbury X2210 (2 units) aluminum mailbox or equal, . DIVISION It - EOI PVENT• 11 Provide two (2) 12 6'x12" Fobco Rubber 'dock bumpers at each loading dock. DIVISION IS • PORISSISNOE 12.1 Window Blinds" A. : Window binds shall be equal h e horizontal slot a manufactured by Levolor @iv slot 1" wide color seed from complete ra ga a f f s Provide with lit control on left side and lift cord on right side Lift cord to have If[ top lock. Furnish in lengths to ft in alaninum d y f per details on the i1/4 10 1/2" leaving between' bottom between l - and mullion rill, edge f bind assembly shall and assembly 9 free 1 /2 clear of terior glass facer : n position). Mpunl blind 122 Bench Provide allowance of $1400 for custom bench at lobby vestibule. Attach to .floor, DD'191DN 18 • SPECIAL CONSTROCWN SOT SUE DIVISION 14 = cONVES SYSTEMS ' ELEVATOR 4.1 All work to camel) with State of Washington Elevator Safely Act. and ANSI A17.1. and: tit ].2 and 0117.1 '14.2 Elevator to b Dover Otis or approved equal. 14.3 Elevator to be front/rear front/rear center doors 2 stop, 0 250 lb capacity,' 100 ft/minute minimum speed, baked o el cab, stainless steel con door . and jambs • holeless hydroulic'pstons Platform to be sized for handicap accessibility. 14.4 Elevator cab Interior to be bare handrail and finishes per drawings and other spec sections. 14.5 Provide the following equipment telephone, alarm lonterns and coil buttons 1 46 Upgrade controls on two existing elevators to meet Washington State Regulations for Barrier Free Facilities or Design, DIVISION IN • MICNAISCAL - 15.1'OEOIGN /BUILD PLUMBING CONTRACTOR responsible for design and installation of plumbing system Reference drawings and sped f cal ohs as prepared by mechanical engineer under p t, permt 15.2 ELECTRIC WATER COOLER - Elroy NERP B -C, stainless steel. 1 5 Y /BUILD MECHANICAL CONTRACTOR responsible for the design and modification of existing of HVAC .duct. ; distribution system Reference drawings and s pec f ratio s as prepared by Mechanical Engineer under separate perm '1 54 DESIGN BUILD FIRE PROTECTION CONTRACTOR responsible for the Mlsign cinch modification of t existing automatic sp ki d fire protection sy t All spriknler heads to be hr rrl s e d Reference drawings and specifications p parod, by fire protection engineer under separate Permit. Divuud5 E - ELECTRICAL .161 DESIGN BUILD ELECTRICAL CONTRACTOR responsible for 'd 1g nd mstaletion of electrical : systems. -Reference drawing and specifications prepared by electrical eng1eer under separate berme x,. 162 Electricol design to meet all requirements of Washington. State Nan. Residential Energy ca " 163 Eelusone. A. Any wiring t specifically included in the , cope of work B. ADT ity Y t s data wring. D. .Spec 1 grounding. 16 .4 Coordinate with local allay for power supply and hookup. 0 Telephone 16.5 LIGHT FIXTURE TYPES • A. 32W Compact Fluorescent Bracket Downlght Labeled for Wet location. B. 700 M H 0ownght C. 35W M.H, Downlght D. 250W 0 20W M H W Ilwash 1 WII h F. 320 Compact Fluorescent W II ghee H. 300W C 0 Top,c, zc t H g i n W n: 0 75W 12 volt Halogen Downligh 499 EIP(Of) SEP'18 1996 TLIKWILA` Pufiucwowrs Ll RE ISSUE. -' 8/22%96 - RCVlsiolls 12 JULY 96 .`.Uf 04TE u wino, e a o vinwi:w o Riverfront Technical Park DRAWING TITLE' SPECIFICATIONS FILE ' C \ARCH\RIVERFNT\ COW \A01 PLOT: ' PROJECT NUMBER :'' 5306 DRAWN so : SLP � / CHECKED BY -oJWL APPROVED BY:' �!." TYPICAL Scale: 1/2 =1' -0' SECONDARY ENTRANCE C C C C C C C — 3/4" CHAMFER TOP EDGE. TYP. 3/4" REVEAL SMOOTH CONC. SANDBLAST FINISH, TY, ALL FACES EXPANSION JOINT CONCRETE SIDEWALK M5 REPAR VERTICAL, WITH TIES AT 12" O.C. FLARE BASE F BOLLARD 4 COMPACT CRUSHED ROCK ELEVATION CONCRETE ENTRY BOLLARD TRASH, RECYCLE & COMPACTOR LOCATED INSIDE BUILDING SEE DETAIL DRAWING A5.2 40 EXISTING CARS 39 DIMING CARS C C C C C C EXISTING BUILDING 36 EXISTING CARS 53 EXISTING CARS OEY NOl[L 1, PAINTE 5' 0 3W V CAC., COLOR: wrinq 2. "PEDESTRIAN WALKWAY' - 24" PAINTED LETTERS, COLOR: WHITE 3. 4' WIDE PAINTED STRIPE, WHITE TRAFFIC PAL 4. STOP SIGN MOUNTED ON 4 X 4 P.T. POST 5. T0 Ti REMOVED SHACK AND RELATED URUR 6. EXISTING CURBS LANDSCAPE ISLANDS. IRRIG4 ONES, LIGHT PICKS TO BE DEMOLISHED. ]. REMOTE EXI671NG OLD SKYBRIDCE FOODNGS. PATCH AND REPAIR ASPHALT PARKING LAD. 8. REMOVE EXISTING GATE 9 . PRECAST CONCRETE WHEEL STOPS I 10. NEW PARKI LOT UGH/ STANDARDS, 13 LOCATIONS. NG 11. NEW MONEHTING 3 LOCATIONSUMNT SIGN LIG . TN. I' r."1 1 - I 1 ' • § L}} 0 Tim • • h t ;C �.0 C C C C C C C C •C C C IC 'C • • • • ' • C - C C IC TIC C 'C IC I C IC C IC C C ,C C C IC C • • F _ e C C C 'C [ C C C C C C C C C C C C C �C tY o• . 0.. 12' -0 23 CYMIPAT C CAR' -0" 17 ' A ' '. DON ® ▪ m ?TO 16 0C4PAC7 ' I O 'HY 128'-0' -fi' -0 1YA'CPL 784'-0' S 0 8 121 ' 'I ` C C C C C C CIC�C C C C C C C E C , C iC C C C C C C ' C C IC C C C IC C ',C I,C C ,• • TANOSGP , _, J 2-0 CAF ,1 ___ NC TIP. LANDSCAPED AREA - I 4 WN E ,;:2,i.4.____: A 4 \ 1 " HU N f 040E VAIN L Of BUILDING DROP 00111 _LANDSCAPED _ b r R Itl0 TP iiiikillk DSCAPm _y2EA y am _ . T ? X ,4 ,CAP DYEITHAND TYP R '0, 0 , § '� 4 I cv M:0 -_ C C C C 18 'C C C C Ir dC C 122 -A C C �C C C - ` J 4\/ I • : '. LANDSCAPED AREA ^` - ® � , 2Y-0' OMPACT fAI� Ok-0. 2 ,10 COMPACT CARS 0 B'-0' 80'-0' C C C C C C C C C C , "—R 3'O' TYP. 1� § 12 % �if 24-A $-A" 18 COMPACT 0 -0' 144,0' 11;14 / 1 19 COMPACT CARS 0 8 '-0,'153' -0' 6' � ®® ii 1 1 y C C L C C IC C IC C I f I 'C C IC C C C C '_. p r C C C C C CC C C C C :C C I C C IC C C 7, - 0" L 1i I ® - , I1 A I S ', ® 16 STANDARD C 9=0' I •' -0" ` § 12-0" 10 STANDpR� 5 0 9'0' -0' 1N' , E 153' .e P MARY EN RANCE LAN ED AREA M PEDESTRiAt 16 STANDARD 9' -0' 1 BLACKOUT PAINRD SIRIPE PAINT CROSS HATCH PATTERS. 1146 SECTION. FIRE DEPT. AC e> DIAL ONLY GATE BY OTHERS. ACM 5/ PARKING AISLE COORDINATE W/ 0.5.1.1.) 24' S 18 COMPACT -0' C "C C C C C C C C :C C C C C C cb ▪ 1 ,.c-lc C C [c lc C C I11',C ,C C • C:C C C SEE FIRST FLOOR PLAN DRAWING A2,1 3 STANDARD CARS 0 9' -0' n7-0' 6 15 STANDARD CARS 0 0' -0' 135' -0' LANDS APE ISLANB, TYPICAT. 17 STANDARD CARS 0 9' -0' 153'' -0' C C C C C C C C C C C C C C C C C C C 19 CI /WAS /MS 0 8'-096' 36 STANDARD CARS 0 9' -0' 0324' -8' SOUTH - 0" 24•-6• 1]' -0' NEW PC CONS WHEEL STOP ' WHERE SHOWN ON PLAN. SFE CML DWGS FOR DETAIL Scale: 3.e0 A.C. PAVING OVER BASE SEE UAL DRAWINGS TYP. EDGE OF ASPHALT TYP. CURB AT SIDEWALK Scab: 1- 1/2 =1' -0' WOOER WIRE FABRIC 4' CONC. WPL( FINISH PER PLAN I4 REBAP. TOP & BOTTOM TYP. CURB AT PLANTER Scale: 1- 1/2=1' -0' 8'• PLAN TYP. CURB DETAIL M: r =P -Ir L J Y HIGH METAL LETTERS ON STAND OTT PINS. SANDBLASTED PC CON[ TOMBSTONE. SITE SIGN Scab: 1/4' =l'-0' FP1 6- oaa -i BASE COURSE SEE CML DRAWINGS CONCRETE CURB WITH I' X P DRAINAGE SLOTS 0 EVERY 5• -P 0.C. MAX. AC. CM L D 6EE CML DRAWINGS FINISHED GRADE PIN SIGN TO CONC FTC WI 1 "0 RERAIR. EPDXY INTO DRILLED HOLE 0 24' OC. LEVELING GROUT & CAULK 0 BASE Nn SECT �FlN GRACE. 2 1/2 /4'IAK W/ SLACKOASCENT ELEVATION BETWEEN WORDS. To 2 4 _i1 00 \ \\ 5 \ MO' ®� ess.fr— msmee - ...ss02° --wwwws� - ?" - - mod �' ®'�if�" - moo EXISTING PAVED PARKING AREA \� NEW SEPA SUBMITTAL ALTERATION TO STRIPING & PLANTERS • \ FOR EXPANDED PARKING ONLY TO BE DONE UNDER SEPARATE PERMIT -SITE- PLAN- SCALE 1".30=0" 0 TO 20 40 60 80 100 f BUFFER T R= �ID� R ; 3 T1P IC I I 1 _u� ur 4 AdDA�SrAk�d6�k Io'd' NEW DRIVEWAY WITH CULVERT STRUCTURE C\ P y A VENUE < PAL CREEK % rY fr S TD % • fi 8 / .LANDSCAPED AREA �- _'^'W'[..'^ �g 4 l pI 2 CAR OVERHANG, TIP. LANDSCAPED AREA © Res6H7pe �-.. These plans have been reviewed by the Public Works Department for Conformance with current City stan thrds. Acceptance is subject lo errors and om* mg Which tl o1 authorizn vidalions of adopte. ' .andards Or ordinances. The -,biIily for the Ldequacy of th design I l./ vith the des goer. Additions, deletions or loommith to these drawings after this date will void this acceptance and will require a resubmit/al of revised drawings for subsequer.t approval. Cl' /' _c F subject to field inspection by the I' utilities inepector. Date q - /v7 BY: PW96 Q ( L ) N� ■ 1- R � oil FILE COPY 1 - .B Plattho PI hr ck 800,0 to errors' a omlWen c ,_ ;TI toos not eM01mb 00 Moledon of - 2 SRS sOcotod code or 00111111. .101169 W oonlnai ,6 coy at 8 8STI8 (Wl: TO OF OI'OIIIA 04,0000 MAY U TS RJILU B111LDIAG 1 199/ TIVP91 � CITY oF ysw APR I 6199 PERMIT CENTER TRUE NORTH iF g�i DRAWING RILE: / p P / sync EOrr PROJECT NORTH Eras., CORPORATION rzanumminami `i sr a_wnmxmw }.. SEE PW AAPR�vsi:. u-'R .0 - TE6 , 500/ V 7 PCOUT WN/L(1Z Oc ONSU -.- CONSULTANTS EY ARCHITECTS REV. 4/15 9/ ARCHITECTS REV 10/1196 • ARCHITECTS REV. 9/13/96 • RE ISSUE 8/22/96 RLY61090 ISSUE DATE 12 JULY 96 be dm �o�.ab sen,�w me m r — old be lame moy. c d , wed aeew.a iritibut be written cone. smm ofordMn. Riverfront Technical Park FILE. G: \ ARCH \RwERFNT'\CD'S\A11 PLOT: PROJECT NUMBER: 5306 DRAWN BY: BOB CHECKED BY: JWL APPROVED BY: DRAWING NUMBER: 2a0 .,00055. /0-r SITE PLAN SITE DETAILS PL JTTED: 04 /15 /47 1021.. P -P HEAVY DUN STEEL SIGN, SCREEN PRINTED W/ BAKED ENAMEL FINISH PER Cltt REQUIREMENTS CHANEL POST. "VPN ACCESSIBLE' SIGN ��® ALL vAN ACCESSIBLE SPACES CORE INTO SIDEWALK WHORL NECESSARY. 60 CONCRETE FOOTING. 0 CENTER 2 > Jr IN FRONT OF SKG SPACE 0 z, MOUNT SIGN ON COL OR WALL AT sm COND. DISABLED PARKING SIGN ACALL NTS PAINTED HC SYMBOL 7 I � PAINT TO MATCH BLDG STANDARD. CENTER IN PARKING SPAC SCALE'. MS �. 3 -oaa+ 0117 OF1 081010 pp ROVED NOY 1 1986 0. 111LOINC oivisom FIRST FLOOR PLAN 1 /16 " = P o Irr 00 DEMOLITION NOTES 0020 0I 1 PROTECT ALL ADJACENT SURFACES DURING DEMOLITION TO MINIMIZE DAMAGE. 2. DISPOSE OF ALL DEMOLITION MOTOROLA AND DEBRIS 0E0AL0 0 3. REFER TO DEMOLITION PLAN NOTES REGARDING SALVAGE MATEROLS_ 4. COORDINATE DEMOLITION WITH ALL TRADES. TERMINATE A01. BUILDING SERVICES 50 AS NO1 TO CREATE A SAFETY HAZARD 5. REFER TO STRUCTURAL DRAWINGS FOR ALL STRItLIURAL DEMOLITION AND TEMPORARY SHORING REOUIRLMLNTS. PI AN N0105 01. REMOVE ALL DOORS/HARDWARE FOR REUSE. REMOVE DOOR FRAME AND 122101 WALL. OPENING. D1. REMOVE ENTRE PRECAST CONCRETE PANEL. REFER TO STRUCTURAL DRAWINGS. D3. REMOVE OVERHEAD DOOR AND TRACK. D4. REMOVE CONCRETE ENCLOSURE. CAP SUPPLY /RFTIRN CHILLED WATER LINES. 05. REMOVE CURB, SIDEWALK. LANDSCAPING /IRRIGATION. PATCH AND REPAIR AND LANDSCAPE PER DRAWINGS. D6 REMOVE RASED FLOOR. GROUNDING SYSTEM. ELECTRICAL AND MECHANICAL BELOW FLOOR AT ROOMS 129. 130. 131, 132. 133, 134, AND 135. 0I. REMOVE STUD PARTITION. ELECTRICAL 08. REMOVE EXISTING CABLE TRAYS ANT. SUPPORTS ABOVE. PATCH AND REPAIR CEILINGS AND WALLS AS REQUIRED. D9. EXISTING DRINKING FOUNTAIN TO BE REMOVED. 10P OF 4. PLAN KEY NOTES EXISTING TRANSFORMER AND ENCLOSURE TO REMAIN. EXISTING SHIP LADDER STAIR TO LEVEL 2 ELECTRICAL ROOM ABOVE. 3, 4' CONCRETE PAD 41. WWM. 4 ON GRADE SERVICE RAMP AND LOADING 0OCK. SEE 1 /A5.2 AND STRUCTURAL DWGS. 5. EXISTING CANOPY AND ENTRANCE TO ROMAN. 6. EXI50NG DOWNSPOUT TO REMAIN. J. NEW T DIA PVC DOWNSPOUT FROM EXIST GRAVEL STOP OPENING. ELBOW AROUND NEW STRUCTURE AS RE02. 8. TENANT MAILBOX SYSTEM. 9. PRECAST CONCRETE BOLLARD. 10 EXISTING STAIRWELL W/ ONE HOUR RATED ENCLOSURE. 11. PROPOSED ONE HOUR EXR CORRIDORS. FINAL ONE HOUR RATED CORRIDOR CONFIGURATION TO BE DETERMINED AT TENANT BUILD -OUT. 12. STANDPIPE W/ SHUTOFF VALVE & SIAMESE CONNECTION. 13. NEW FIRE EXTINGUISHER 2A /108C PER FIRE MARSHAL. 14. 60' NON -BUILD EASEMENT. SEE SITE PLAN. 15. EXISTNG ELEVATOR. UPDATE CONTROLS TO MEET WASHINGTON STATE REGULATIONS FOR BARRIER -FREE FACILITIES. 1 6 HC PARKING SIGN NP 0 EACH ACCESSIBLE PARKING SPACE. SEE DETAIL 1. THIS SHEET. 17. TENANT CARD READER ACCESS AT THIS ENTRY LOCATION. 10 EXISTING SPRINKLER SYSTEM ISER i0 ROMAN. ( I - 9. PROVIDE NEW CEILING FRAMING WITH 2 LAYERS OF 5/8' NPE X G.W.B. TO THE UNDERSIDE. PROVIDE BEAMS FOR THE INSTALLATION OF THE UNISTRUT SYSTEM BY THE MECHANICAL CONTRACTOR. SEF STRUCTURAL DRAWINGS OR PLANS N DETAILS. 0 02 2 PERMIT SEGER ARCHITECTURE GROUP CONSULTANTS ZL_ ARCHITECTS REV. 10/15/96 /z\ ARCHITECTS REV. 9/9/96 RE -ISSUE 8/22/96 REVISIONS SUP DATE 12 JULY 96 Numaimmmi Riverfront Technical Park DRAWING TITLE: FIRST FLOOR PLAN FILE G'0400- VERFNT\_CD'S\A21 PRO, 5306 0005 11 300/50F THE .1 00 NT JWL 111111 III 1111111 II 11111111 , 11 MI 111111111111 1111 111111111 111111111 11 ® , mcm �` AN PHONE PHONE STOR 1/16° =1'- UPP LOBBY 201 cp 0246 12- 24 -3C'3 toe. x'..60 OR .PLAN DEMOLITION NOTES AFNFRAG 1. PROTECT ALL ADJACENT SURFACES DURING DEMOLITION TO MINIMIZE DAMAGE. 2. DISPOSE OF ALL DEMOLITION MATERIALS AND DOZEN LEGALLY. 3. REFER TO DEMOLITION PLAN NOTES REGARDING SALVAGE MATERALS. 4. COORDINATE DEMOLBION WITH ALL TRADES. TERMINATE ALL BUILDING SERVICES SO AS NOT TO CREATE A SAFEST HAZARD. 5. REFER 10 STRUCTURAL DRAWINGS FOR ALL STRUCTURAL DEMOLITION AND TEMPORARY SHORING REQUIREMENTS. PLAN NEWS DI. REMOVE ALL DOORS/HARDWARE FOR REUSE. REMOVE DOOR FRAME. INHLL PER /A . D2. REMOVE ENTRE PRECAST CONCRETE PANEL REFER TO STRUCTURAL DRAWINGS. AS REMOVE EXISTING CABLE TRAYS AND SUPPORTS ABOVE. PATCH AND REPAIR CEILINGS AND WALLS AS REQUIRED. 04. EXISTING DRINKING FOUNTAIN TO BE REMOVED, TAP OF 4. PUN KFY NOTES 1. EXISTING SHIP LADDER STAR TO LEVEL 1 ELECTRICAL ROOM BELOW EXISTING STAIRWELL W/ ONE HOUR RATED ENCLOSURE. 3. PROPOSED ONE HOUR END CORRIDORS FINAL ONE HOUR RATED CORRIDOR CONFIGURATION TO BE DETERMINED AT TENANT BUILD -OUT. 4. NEW FIRE EXTINGUISHER 2A /10BC PER SF. 5. NEN PASSENGER ELEVATOR. 6. EXISTING ELEVATOR. UPDATE CONTROLS TO MEET WASHINGTON STATE REGULATIONS FOR BARRIER FREE FACILITIES. CITY OF TUKWILA APPROVED AUG 0 9 1996 AS NOTED BUILDING oIVTSTN • JUL 1 2 1996 SABEY CORPORATION. CONSULTANTS OSLO ONS 12 JULY 96 SSUE DATE Z 4 aw IMINIEMMO Riverfront Technical Park DRAWING TOLE: SECOND FLOOR PLAN - FILE: G:\ARCH\RIVERFNT\CD PLOT: PROJECT NUMBER: 5306 • DRAWN BY: SLP /JDS CHECKED ANY JWL APPROVED BY: DRAWING NUMBER. A2.2 A! reran. AR/IN PRP AO.n0 EXISTING ROOF BELOW NEW ROOF HATCH. SEE DETAIL 2. SHEET A2.3 NEW MECHANICAL COOLING T OWER LOCATION - - COALING TOWER EXIST SLOPE ING I /4' r/4boW4 WEIGHT. t 10,000 lbs. AREA OF LIGHTWEIGHT CONCRETE FILL AREA AREA OF ROOF STRUCTURE BELOW TO BE MODIFIED FOR COOLING NEW TOWER. SEE STRUCTURAL DRAWINGS FOR ROOF FRAMING MODIFICATIONS EXISTING AREA WHERE ROOF HAS BEEN PATCHED EXISTING BUILT -UP ROOFING TO REMAIN AS IS EXISTING CONDUCTOR HEAD TO REMAIN . EXISTING BUILT - ROOFING TO REMAIN AS IS. NEW ROOF WALK PAD EXISTING MECHANICAL PENTHOUSE STRUCTURE TO REMAIN. \ EXISTING CONTACTOR HEADS TO REMAIN EXISTING SLOPE 1/4" / ET. <, NEW ROOF DRAIN AND OVERFLOW DRAIN REMOVE COPING FOR —s P.C. CONCRETE PANEL REMOVAL SEAM /OVERLAP �I ROOFING PER HER. SPECIFICATIONS .... NEW ROOF AREA NEW RIGID INSULATION ROOF CRICKET NEW ROOF DRAIN AND OVERFLOW DRAIN ROOF PLAN SCO SCALE /16" =147 0246 12 24 36 48 60 / NEW ACCENT WALL LOCATION, TYPICAL 10 LOCATIONS 13 \TYP j— LOCKING ROO SCUTTLE ACCESS 1 DOOR SEE SPECIFICATIONS OPEN TOWARD ROOF EDGE 1F S /8' TYPE "K ORB CLOSURE AT ROOF SCOT' LE TO MAINTAIN FEL PROTECTION RATING OF ROOF STRUCTURE DA PPE HANOFAIL STEEL SHIPS LADDER FOR ROOF ACCESS, SEE SPECIFICATION LOCATE BETWEEN EXIST. 2 X E ROOF PURLINS C 10x8.6 6' TREADS. TYP. E ER OF CuR6 EXISTING STAIR AND GUARDRAIL TO REMAIN. EXISTING STAIR LANDING T OCT 26 1996 6mor CENTER ARCHITECTURE GROUP CONSULTANTS O ROOF ACCESS LADDER SCALE: 1 /2" = I' -0" /z\ ARCHITECTS REV. 1Q/15L96 q / 1\ RE -ISSUE 8/22/96 REVISIONS 12 JULY 96 ISSUE DATE mommommim Riverfront Technical Park DRAWING TITLE: ROOF PLAN ROOF DETAILS TILE GLRCI RRIVERFNT\CD'S \A23 PROJECT NuMB =R. 5306 SLP JDS CHE�EEPED BY J WI_ APPROVED BY { �� ROOF DRAIN. SEE SPEC- 11P. �J 1 ��� A M S nx� qE � FROM ROOF EJG � " -- IIIIIIIIIIIIIIiIIIII OR RDDf DRAIN Y DEPRESSIDN NSULATION Fe 00 ME MBRANE „ P LAN 1111 ON i — ' �� SE SPE IF R T , , ,,, T , PURLING. _MAX ! ROOF DRAIN SECTION OVERFLOW DRAIN E s G a- - -_ O SCALE D• S E ROOF DRAIN /OVERFLOW DETAIL U ROOF LADDER PLAN EXISTING ROOF BELOW NEW ROOF HATCH. SEE DETAIL 2. SHEET A2.3 NEW MECHANICAL COOLING T OWER LOCATION - - COALING TOWER EXIST SLOPE ING I /4' r/4boW4 WEIGHT. t 10,000 lbs. AREA OF LIGHTWEIGHT CONCRETE FILL AREA AREA OF ROOF STRUCTURE BELOW TO BE MODIFIED FOR COOLING NEW TOWER. SEE STRUCTURAL DRAWINGS FOR ROOF FRAMING MODIFICATIONS EXISTING AREA WHERE ROOF HAS BEEN PATCHED EXISTING BUILT -UP ROOFING TO REMAIN AS IS EXISTING CONDUCTOR HEAD TO REMAIN . EXISTING BUILT - ROOFING TO REMAIN AS IS. NEW ROOF WALK PAD EXISTING MECHANICAL PENTHOUSE STRUCTURE TO REMAIN. \ EXISTING CONTACTOR HEADS TO REMAIN EXISTING SLOPE 1/4" / ET. <, NEW ROOF DRAIN AND OVERFLOW DRAIN REMOVE COPING FOR —s P.C. CONCRETE PANEL REMOVAL SEAM /OVERLAP �I ROOFING PER HER. SPECIFICATIONS .... NEW ROOF AREA NEW RIGID INSULATION ROOF CRICKET NEW ROOF DRAIN AND OVERFLOW DRAIN ROOF PLAN SCO SCALE /16" =147 0246 12 24 36 48 60 / NEW ACCENT WALL LOCATION, TYPICAL 10 LOCATIONS 13 \TYP j— LOCKING ROO SCUTTLE ACCESS 1 DOOR SEE SPECIFICATIONS OPEN TOWARD ROOF EDGE 1F S /8' TYPE "K ORB CLOSURE AT ROOF SCOT' LE TO MAINTAIN FEL PROTECTION RATING OF ROOF STRUCTURE DA PPE HANOFAIL STEEL SHIPS LADDER FOR ROOF ACCESS, SEE SPECIFICATION LOCATE BETWEEN EXIST. 2 X E ROOF PURLINS C 10x8.6 6' TREADS. TYP. E ER OF CuR6 EXISTING STAIR AND GUARDRAIL TO REMAIN. EXISTING STAIR LANDING T OCT 26 1996 6mor CENTER ARCHITECTURE GROUP CONSULTANTS O ROOF ACCESS LADDER SCALE: 1 /2" = I' -0" /z\ ARCHITECTS REV. 1Q/15L96 q / 1\ RE -ISSUE 8/22/96 REVISIONS 12 JULY 96 ISSUE DATE mommommim Riverfront Technical Park DRAWING TITLE: ROOF PLAN ROOF DETAILS TILE GLRCI RRIVERFNT\CD'S \A23 PROJECT NuMB =R. 5306 SLP JDS CHE�EEPED BY J WI_ APPROVED BY EP NEW 3X 7• H.M. DOOR, FRAME, Se THRESHOLD. STALL DOORS ABOVE ROOF ELEVATION TO MATCH 6 EXISTING DOOR HEIGHTS 0 NORTH ELEVATION. PROVIDE DRIP FLASHING O HEAD. EXISTING ROOF TRUSS LOCATIONS ABOVE O B' —D' O.C. CLEAR CLEAR ONTROL DAM EE MECHANICA TUBOSTEEL COLON WRH X 6 EACH DE. SEE SKEiC S. 6" METAL STUD 0 1 oc rtH DAT Ns VI' R 9 E H UPT ¢� DER5 d 9 q R g.E7. E. ALIG EX iING WALL i0 REMAIN STING TO L U I 1 1 _ 1 IW NOTE: ROUGH OPENING HEIGHT OF NEW LOWER 1 OPENINGS I9' -1 /2" CLEAR. EXISTING DOOR TO REMAIN NORTH ELEVATION SCALE: 1 /8" =1' -0" 5 ROOF TOP MOUNTED CENTRIFUGAL ROOF EXHAUST NS. SEE MECHANICAL Ncs. 1/ PAINT EP -2. REMOVE EXISTING LOUVER AND INFlLL WALL OPENING TO MATCH EXISTING CONSTRUCTION TYPE. EPANELSNMARTCH E %EST PANEL 15 EXTERIOR. FI NISH FLOOR EVEL INSIDE. MECHANICAL LOUVER FRAME SEALANT AROUND \ RIMETER OF LOUVER FLANGE EDGE. BUILT UP EXTERIOR WALL SYSTEM TO MATCH E VXL LO UVER FECHN AFCAL LO E IANGE LOUVER TUBE STEE STRUCTURAL EC o EACH S F TUBE STEEL COLUMN. INTERIOR WALL SYSTEM TO MATCH EXISTING. RELOCATED NEW AIR DOWNSPOUT LOWER, 5E LOCATION. MECHANICAL ( 8 . —I / 2 " EXISTING DOWNSPOUT TO REMAIN til NEW T.S. COLUMNS, TYP. 5 LOCATIONS. SEE STRUCTURAL DWGS. REMOVE EXISTING :OLNER AND INFlLL WALL OPENING TO MATCH EXISTING CONSTRUCTION TYPE. SEE ELEVATION #3. NEW CONTROL DAMPER SEE MECHANICAL NEW G.L. BEAM SEE E STRUCTURAL DRAWINGS. 10 751110 000Rs gEMAN. 5 ROOF TOP MOUNTED CENTRIFUGAL ROOF EXHAUST ABOVE OPENINGS IN ROOF. NEW BEAM ABOVE E G.L. SEE STRUCTURAL DRAWINGS. O MECHANICAL PENTHOUSE FLOOR PLAN N SCALE: 1 /8" =1' -0" 13 2,0-1 EP -2 EXISTING CONDUCTOR HEAD TO REMAIN. M IS T DOWNSPOUT E ELOCATFD. WEST ELEVATION SCALE 1 /8" =1' -0" REMOVE EXISTING NEW 3' X 7' PANEL 15 PANEL H.M. DOOR. FRAME, CAREFULLY FOR Se THRESHOLD. RE —USE. INSTALL DOORS ABOVE ROOF ELEVATION TO INSTALL PER MATCH EXISTING W ER ER ODOR HEIGHTS O MECHANIC, DRAWINGS. NO H ELEVATION. HOLD LOUVER PROVIDE DRIP 12" ABOVE O EXISTING ROOF SURFACE 05011101 • HEAD. PROVIDE SEALANT AROUND PERIMETER OF DOOR FRAME, ROOF EXHAUST FAN BASE. ROOFING RUN UP CANT AND OVER EXISTING NM ROOF SULATION. EXISTING PLYWOOD ROOF SHEATHING EP 2 EXISTING ROOF TRUSS LOCATIONS BELOW 0 R•—O" D.C. L J 1 j Emma Now mom RIDGE SOUTH ELEVATION SCALE: 1 /8' =1' - � EXSTING LOW�EN TO LEVEL FLOOR INSIDE. EXISTING BUILDING ROOF. EW 2 X 10 CURB NEW 2 % 10 CURB� NEW —LAN 0020. SEE DRAWINGS. STRUCTURAL 5 /R" TYPE "17 PROVIDE CANT ND PERIMETER OF CURBS TYPICAL. NEW 4 X 6 BEAM, --�/ SEE STRUCTURAL / DRAWINGS. 5 /B' " G.W.B. PE 1 AIR SHAFT V L NEW G.L. BEAM SEE STRUCURAL 5 ROOF TOP MOUNTED CENTRIFUGAL ROOF EXHAUST NS. SEE MECHANICAL DRAWINGS NEW G.L. BEAM SEE STRUCTURAL DRAWINGS. O MECHANICAL PENTHOUSE ROOF PLAN SCALE 1 /S = 1' -0'• —EP -2 EXISTING U i0 REMAIN UW NSPUUT EAST ELEVATION SCALE: 1 /8 =1' -0" CO b o�1 HOOT EXHAUST FAN 845E. NEW GALVANIZED SHEET METAL FLASHING — 001517114 METAL OPING \ 1 ROOF LNSUTATION CONSULTANTS DEC M a C ARCHITECTURE GROUP ARCHITECT'S ISSUE 11/08/96 aenslo�rvs 12 JULY 96 u e e apMa z un w".wneelMnm vwA°zr�Ce= M euyvnw > n ewp n n w sa. Cerwnt.Mn woommommoi Riverfront Technical Park PP PRUVVU UEU 3 V* IL INN] DN STD^' DRAWING TITLE. ELEVATIONS MECHANICAL FLOOR PLAN MECHANICAL ROOF PLAN FILE. G:\ ARCH\RIVERFRONT\CD'S\A2.4 PLOT PROJECT NUMBER: 5306 DRAWN BY'. S.L.P. CHEC660 BY: J.W.L. APPROVED BY. 'EIISEO't;EENVEI.OPE CALCULATIONS '5 '.. =NAN ; INEINNINBANISAILESIENAMISENINB SAMOS NALANSIANSSACSRAISSESSNITAINISINENIES td IOEYfri tEEE NALLASIS KEY NOTES T REMOVE EXISTING LOUVERS, INFILL WALL OPENINGS. 2. PAINTED ADDRESS. NUMBER PER CRY OF TUKWILA REQUIREMENTS. J. MECNANICAL PENTHOUSE BEYOND. EXISTINQ DOWNSPOUT TO REMAIN. 5: RELOCATED CONCEALED DOWNSPOUT LOCATION. B. EXISTING EGHT STANDARD N FIXTURE - TO REMAIN. 7. .REMOVE HOLLOW METAL DOOR. FRAME, & THRESHOLD. DOLL WALL PER. DETAIL X, SHEET A 10.1. •B. EXISRNC CANOPY AND ENTRANCE TC REMAIN. 9. EXISRNG CONCRETE VAULT LOCATION. © H H l � 4 SEE ENLARGED ELEVADONS FOR FINISH DESIGNATIONS. H 1 I I I Ll.LI'. F _,01 - ® Em l._1_y H NORTH ELEVATION SCALE: 1/16 " =1' -0" These plans have been reviewed by the Public Werke Department for conform:clop with current Cit standards. Acceptance c '.-,bleat In errors and ornthwono which do net iolations of adopted standards or ordinenC--F violations for the adequacy of the nesro tally with • the designer. Additions, dolet,..n_ or revisions to these drawings after this dale will void this acceptance and will require a e submittal Al revised drawrnys for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities ii apector. Date: ef /y By: f "l li RA) V � ¢U O�� 3� 1 Em ILO SOUTH ELEVATION SCALE: 1 / 16" =1' -0" TOP'-...... en roviewed r - by w o Public W. e it fo e rr o r s CII �� I'lons of edA. nsiblllq Tor I, Iy with the y, ons to these II this coap,. :al of revised 6 gal. Final ac the Publl. Date: � O CIO! U / / EAST ELEVATION _. SCALE: 1/16 " = C -0" T ill Er WEST ELEVATION 'SCALE: 1 /16": 1' -0" ,apentlon by CITY OF TUIWIIIA APPROVED AUG 0 9 1996 AS NOTED nuILDINC oIVTBIbN _ - -- Peamn CENTER SABEY CORPORATION. cannimmazina REVSONS USED 12 JULY 96 DA Riverfront Technical Park • PLOTTED' 07)00/96 09648'6.. DRAWING ROLE: EXTERIOR ELEVATIONS FILE. G: \ARCIRIVERFNT\CD'S \A31 PLOT: PROJECT NUMBER: 5306 DRAWN AT SLP JDS CHECKED BY: JWL APPROVED BY, I 1 38 - CW � 4 J - fl R' 1; • A n ® n T P H I 1 1 1 1 1 1 1 1 , 1 1 1 1 1 1 1 1 1 1 1 , 1 1 '•y 1 1 1 1 _ I I I I , , _ u 1 1 1 1 EMI III 1 IOW f l `i . I. .. ,I �' . II 'EIISEO't;EENVEI.OPE CALCULATIONS '5 '.. =NAN ; INEINNINBANISAILESIENAMISENINB SAMOS NALANSIANSSACSRAISSESSNITAINISINENIES td IOEYfri tEEE NALLASIS KEY NOTES T REMOVE EXISTING LOUVERS, INFILL WALL OPENINGS. 2. PAINTED ADDRESS. NUMBER PER CRY OF TUKWILA REQUIREMENTS. J. MECNANICAL PENTHOUSE BEYOND. EXISTINQ DOWNSPOUT TO REMAIN. 5: RELOCATED CONCEALED DOWNSPOUT LOCATION. B. EXISTING EGHT STANDARD N FIXTURE - TO REMAIN. 7. .REMOVE HOLLOW METAL DOOR. FRAME, & THRESHOLD. DOLL WALL PER. DETAIL X, SHEET A 10.1. •B. EXISRNC CANOPY AND ENTRANCE TC REMAIN. 9. EXISRNG CONCRETE VAULT LOCATION. © H H l � 4 SEE ENLARGED ELEVADONS FOR FINISH DESIGNATIONS. H 1 I I I Ll.LI'. F _,01 - ® Em l._1_y H NORTH ELEVATION SCALE: 1/16 " =1' -0" These plans have been reviewed by the Public Werke Department for conform:clop with current Cit standards. Acceptance c '.-,bleat In errors and ornthwono which do net iolations of adopted standards or ordinenC--F violations for the adequacy of the nesro tally with • the designer. Additions, dolet,..n_ or revisions to these drawings after this dale will void this acceptance and will require a e submittal Al revised drawrnys for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities ii apector. Date: ef /y By: f "l li RA) V � ¢U O�� 3� 1 Em ILO SOUTH ELEVATION SCALE: 1 / 16" =1' -0" TOP'-...... en roviewed r - by w o Public W. e it fo e rr o r s CII �� I'lons of edA. nsiblllq Tor I, Iy with the y, ons to these II this coap,. :al of revised 6 gal. Final ac the Publl. Date: � O CIO! U / / EAST ELEVATION _. SCALE: 1/16 " = C -0" T ill Er WEST ELEVATION 'SCALE: 1 /16": 1' -0" ,apentlon by CITY OF TUIWIIIA APPROVED AUG 0 9 1996 AS NOTED nuILDINC oIVTBIbN _ - -- Peamn CENTER SABEY CORPORATION. cannimmazina REVSONS USED 12 JULY 96 DA Riverfront Technical Park • PLOTTED' 07)00/96 09648'6.. DRAWING ROLE: EXTERIOR ELEVATIONS FILE. G: \ARCIRIVERFNT\CD'S \A31 PLOT: PROJECT NUMBER: 5306 DRAWN AT SLP JDS CHECKED BY: JWL APPROVED BY, ___ - - - - PLAN KFY NOTFS NOTE REFER TO STRUCTURAL DRNYANCS FOR ALL WINDOW OPENINGS IN THE PRECAST CONCRETE PANELS. REFER TO DRAWINGS A4:T. & A101 FOR 'WINDOW OPENINGS IN E.I.FS. ' EXTERIOR WALLS. ' L. CONCEALED DOWNSPOUT LOCATION. ALUMINUM STOREFRONT GLAZING SYSTEM, SEE SPECIFICATIONS ALUMINUM CORDON WALL GLAZING SYSTEM, SEE SPECIFICATIONS, 4. ACCENT TRNUCLE MEDAWON APPLIQUE. SEE DETAIL XX. SHEET A10.1 NEW CONCRETE PILASTER' LOCATIONS, SEE STRUCTURAL DRAWINGS, 6, SECURITY CARD READER k H.C.:ACCESS BUTTON LOCATION. SIDE .EXT:ERIOR ENTRY' ELEVATION /GL GL ® �O r -c GL -2 E EXTERIOR WINDOW ELEVATION SCALE 1 /4" -1' -0" EXTERI< R ENTRY ELEVATION SCALE: 1/4 =1' -0 CITY OF TUKWILA APPROVED AUG 0 9 1996 A NUIEU BUILDING DIVI910N Jul_ 121996 PERMIT (ENTER SABEY CORPORATION ARCHITECTURE GROUP CONSULTANTS rvlslorls oSUE DATE 12 JULY 96 Riverfront Technical Park DRAWING TITLE ENLARGED EXTERIOR ELEVATIONS • FILE. C \ ARCH \RIVERFNT CD'S\A32 PLOT: PROJECT NUMBER: 5306 DRAWN WY - SLP /JD5 CHECKED OY: JWL APPROVED BY: DRAWING NUMBER PI OTTFII 07/12/96 08&58 -.n SEALANT EAIPM AND BAOKERROO NEW DOWNSPOUT 5' -0 3 B' LOCATION - NEW CONCRETE PILASTER, SEE STRUCTURAL DRAWINGS . FOR. LOCATIONS AND DETAILS. - VESTIBULE UMINUN THRESHOLD. . ' -11 3/S 2Z' -0 5' —D 3/8" ANGLE SILO SUPPOR!I NEW ALUMINUM STOREFRONT GLAZING - SYSTEM, SEE SPECS. c1 Y" TENANT TOILET_ INTERSTITIAL- TOILET MECH PENTHOUSE INTERSTITIAL -"INTERSTITIAL TENANT TOILET TOILET TENANT TOILET - INTERSTITIAL INTERSTITIAL TOILET TENANT TENANT — ANGLED VIEW IN SECTION INTERSTITIAL LOBBY r BUILDING. SECTION SCALE: 1' /1G"' =1' -0' FACE OF EXISTING BUILDING SEALANT AND BACKER ROD 1 -1 /N DRYVIT FINISH SYSTEM OVER 1/2" PLYWOOD SHEATHING OVER 6 METAL STUDS 0 16' O.C. NEW CONCRETE PILASTER, SEE STRUCTURAL DRAWINGS FOR LOCATIONS AND DETAILS. O ACCENT WALL PLAN SECTION 1 SCALE 1/2 " =1'_0" NEW TUBE STEEL COLUMN, SEE STRUCTURAL DRAWINGS FOR PETALS. PUBLIC TELEPHONE- - LOCATIONS 5/8' TYPE "N' G.W.B. • OVER 3 -5/0 METAL STUDS 0 16" D.C. SEALANT NEW TUBE STEEL COLUMN, SEE STRUCTURAL DRAWINGS FOR DETAILS. SEALANT AND BACKER ROD NEW ALUMINUM CURTAIN WALL GLAZING SYSTEM, SEE SPECIFICATIONS. NEW ENTRANCE WALL PLAN SECTION SCALE: 1/2 " =1' -0" NEW DOWNSPOUT LOCATION FACE OF EXISTING BUILDING SEALANT AND BACKER ROD 1 1/2" DRYVIT FINISH SYSTEM OVER' 1 /T' PLTA00D SHEATHING OVER IC' METAL STUDS WITH R -19 BAIT INSULATION AND 5 /6" TYPE "A' G.W.N. AT THE INSIDE FACE. CAT Of TUKWILA APPROVED AUG 0 9 1996 AS WILD 911I101NG DIVISION CORPORATION CONSULTANTS RENS 12 JULY 96 • suB IOCA E DA am o� uesMniWmbn • Riverfront Technical Park DRAWING TITLE: BUILDING SECTION '2 , PLAN SECTIONS:' FILE: \ ARCH \RIVENFNT\CD'S\A33 • PLOT: PROJECT NUMBER: 5306 . TRANS BY: JDS CHECKED BY: . __ JWL __ APPROVED BY. DRAWING NUMBER: A3..3 ■ ': E%LST;WO U SDFFI W GYP G Bb IT SOFF FLOOR / ASSEMBLY) FFE = , i / Wit //////////17 // O/ d//// / / / /b////V,7i /bD /'i /U /0040/Gi/i 3 MET' STUDS, AT 16' 6 ' ,. 8 . MET STUDS AT 16' OC, BRACE. ^: OONC PANEL EXIST MET-STUDS INSUL &: GYP ,., BD FADING ;- FFE 17' -6:3 4 NEW-STOREFRONT GLAZING SYSTEM WI SPANDREL GLASS PANELS NEW EIFS ON 1 Z RIGID INSUL ON 1/2" PLYWD SHEATHING ON 6" MET STUDS AT 16' OC PROVIDE VENT HOLES AT 48' DC NEW PREEN, .,, MET DOPING TOFF NEW COPING C EL = 5 � - 3/4' DEEP EiFS REVEAL: , EIFS 'ON 1 1/2' - _ RIGID INSUL . - 1/2. :PLC SHEATHING 12" BASE PLATE FFE = 0` -O' ///////// / / /y / / / % / / / % % / / / / / / / / % % % % / / / /// :411M11 - _ k' WATERPR00 TREATED 4 g9 ////% , »=74yI1v I / 1 'Z� �� EA .A?,*'� /�``` / /� /e ` �/ BELOW G ' ni' t►:``5 / / /IL , ° '�DDT�DAD1�DTr� ) 1 EXIST CONC FIR SLAB NEW CONCRETE FLOOR SLAB NEW ROOF INSUL, MATCH EXIST THICKNESS WALL SECTION At NEW WINDOWS AV LI . 2 WALL SECTION AT ACCENT 4 • SCAI F 1 /7 " =1 0" . WALL SECTION AT ENTRANCE �A3.1 . . SCALE: , /2" -1' -0" OF NEW COPING EL = 3ZI4 11'� EIFS ON 1 1/2' RIGID INSUL OVER 1/2" PEWS SHEATHING ON 6' MET STUDS AT 16' OC WITH GATT INSUL NEW CONC WALK NEW GRADE BEAM, SEE STRUCTURAL CITY DE TUKWILA APPROVED AUG T 9 1996 AS BUILD WULONC 010,8165 TUL F 2 1916 SJBEY CORPORATION', CONSULTANOV VISIONS ISSUE DATE n oapu,w E"AS" ",Z ✓= " Riverfront Technical Park DRAWING TREE: EXTERIOR WALL - SECTIONS FILE: G: \ARCNXXv Ni CD' I LAa PLOT: PROJECT NUMBER 8 5306 DRAWN BY: .SLY' - CHECKED Br: y.WL APPROVED BIC DRAWING NUMBER: 44.1 • ,ro Dg. /P .n s 44 , k7 JE_ } P H TBTOON SCC08LsDURC (Dw0Nxm) G> NO PR-0 0 4> I -HR - ! € pp N m1, X' G B (AT„PE. wl.,7O STUDS [ GM TO UNDERSIDE OF STRUCTURE ABODE rLT G1<wANT'ALIPFNEWATA L"' g¢ ail U, ROpFO.WwiS Ttt TOR AT A ITAr NERD caxonoN Ax5 wFNxci ORAmxcs 1-HR () OSS PPE X N OC PRONE 1 NA LID 0 TOP OF SRA, a1, ABOVE 41 240 N15 4 4 +4 41 7 .7 4, ALGN EDGE OF ELEV LA BAT Le BELOW W/ BOT EDGE TERED WALL BELOW II \ Ac: . START NEW WALLS IN DEMO WALL CTION TAP. - EC ?IO 1YP. - R45' -5 2' HIGH GUARDRAIL. ALIGN W BELOW/ WALL . FIRST RUN OF STAIRS BELOW. SECOND FLOOR LOBBY OPEN LOBBY TO BELOW SCALE: 1 /4' " =1' - 0" J. .. DO OR NUMBER DESIGNATED WITH AN ASTERISK ARE TO BE 20 MIN RATED - ASSEMBLIES. 2.- DEMOLI000 -DEMO NOT SHOWN FOR CURRY. Al& -row - r i O � AFF. SEE SECTION PAAG` TOTD©R SCHEDULE EXIST CONSTRUCTION • E1a0000 TO N' (Alool .) EMS'AN6 MNL OR 1,73511114 DEMOUNTABLE 6.1111110N TO BE RaLowm ro rmiuN.:• S Ave euill ADES TO 5155515n ABPh 346 2fGA. STUDS . O i1T 7, ' REMOVE ALL OECM1DM, PRONE,DATA AND/ R PL SALVAGE ALL DOORS. IAN.. MUMS FOR RE-D. RETURN TO MIER. AND AIDS 10 1.10 fi1500 / CAOI%FLAVt A LBmAnDNS tD5 E 002.10 R4rc 51020TURE AM STUDS OR LEVEL 2 FRAMING • SEE DIRRXR. 0.002124 S 005I14050 0F_ BElBAA 51500 LINE OF WALL ABOVE. NAL LL CURTAIN WA 5 NEW DS & OVERFLOW DRAINS. TOP (2) LOCATIONS. BENCH ( NIC ) . . 316' -7' SCALE: 1/4 " =1' -0" rE)CORRIDOR ACCENT (TYPJ EY CORPORATION , CITY OF TUKWIIA APPROVED AUG 0 9 1990 AS NO ILO BUILDING 0 IV1910N AL 1 2 1990' PERMrl• CENTER ARCHITECTURE GROUP CONSULTANTS DRAW REV0)005 12 JULY 96,'. ISSUE DATE Riverfront .. Technical - Park 3.33 r DRAWING TITLE: ENLARGED FLOOR ,' PLANS FILE: GI _ CH\RIVERFNT\CDS) A51 PLOT'. PROJECT NUMBER: 5306 DRAWN BY: SLP /JDS s CHECKED BY. JWL - APPROVED BT (' .. A5.1 PLOTTED:.' 07/00/96 09140' 90 • Ar gra AMIE LOADING DOCK: PLATFOR1 SLOPE DOWN A.0 AArr W ir yMILNUq.. riW44 • � S. / / // / // j / TTP.I c / IOCNDITION'AT S'TS' 004111 / GRID LINE [0211101 AT :MTh R Cd1PACIED FILL BI�ILIOW'FIi C''' I5I 1D PF�AfJ TER,PER SI � AN 'DAB A T OF S.EWA 0 REbfA1 Pq H AC) • 5 116 /1 Ft G11B OVER. METAL STUDS. WITH V: MASONITE OAPSGOT TO W4',1YP. X IS 5000 BASE TYR. BOTH SIDES S DIM , I ;,\ HEW DOOR SERVICE AREA TRASH ROOM DUMPSTER RAISED FLO AREA L OADING COMPACTOR 0:. g• D EL. .'_ ; , v / / 0 ST BE ARD �• TY- tout DI V A PAIy IC / STR G, TY SEE STRUCTURAL DRAWINGS F4 FOUNDATIONS SECTION EXTERIOR RAMP SCALE 1/4 " =1' -0 EXI5 SHIP LADDER SEE BUIL N3'm STEEL TUNE GUARDRAIL, TOP, I ll'0 STEEL PIPE GUARDRAIL, TYPICAL, EPDXY INTO SLEEVE 13 R CONCRETE PLAIPO', CENTER I' BACK PR01 PLATFORM 0045 '..: : 00NCRETE PLATFO W I ' EEE'STRIGNRAL ®BI alL tcn 9LIDMG DOOR CM WALL ELF CONC. S SLIDING GLASS DOOR (OPEN TO SERVICE HALL 6E0ND1 RAISED ,0 NGRETE P'LAWFOR1 SEE SIRICTIIRAL TITLES. EQUIP. H05E DIES EL 1 3 :CNC,D EL. .2' 3 1415 WALL - C AUU;K.1051 MOTION SENSOR BOTH. SIDES, ma. W 04 CONL.DIFL L o m 1 0 1I IMMO ; I.I®�I �� I mu , IRA® i h'0 STEEL'PIPE P'ROTECTIN RAILING FOR GLASS DOOR 0140OW1E WAINSCOT -' • TO 140.AFF ATP AT,GII40 WALLS .1 X13 WOOD BASE TYP ALL MALLS ELEVATION - SERVICE AREA SCALE: -1/4"=1'-0' ' E R F R I WERATIOR 28' -S. A5. IAA V STEEL PIPE UNARRAIL, TYPICAL, EPDXY INTO SLEEVE - CONCRETE M1FOR1: WVTER. 5' BACK FR'WI'I PLATFO4IEDGE 0040101E PLATN31 SEE,S70 Ci8'+AI, STEEL Airs LAJdCR WITH 1L1 0 FIFE RAILING 3 STEEL TRAPS , TTp SLOPE 15 FR01 AMTIAL EXISTO FLOOR 4 1* SLOPED FLOOR (LESS 74401 - - -- G W13 WALL— GM WALL C _ CLR C CORRIDOR a J0 EXIST SLAB EL. 0-0' (DATUM) VESTIBULE 1 0 325 0 ®— ----- ----- -- — ---------------------- 1----- -- - - -- ----- --- I - - -- ---- ---- - - - - -- • Infims.,p . SECTION „THAW INTERIOR RAMP I SECTION TRASH DOCK *»O2#E HIPS LADDER SCALE; 3/4" -1' -9" ® PLAN AT SERVICE AREA SCALE: 1/4" =1'-0" N 4'0 GUARDRAIL POST WITH EYE FOR CHAIN ATTA01f1ENT, CAP TOP WITH V: STEEL PLATE EPDXY INTO SLEEVE M CONCRETE LOADING DON TYPICAL FOR 3, SEE PLAN LOADING DOCK BIIPER SEE SPECIFICATIONS EXISTING ASPHALT PAVING, PATCH AS 00011002 11 L TT I I ‹ AWL 126 O 4 SECTION - INTERIOR SLOPED FLOOR Riverfront .' SCALE 1/4 ° =1' -0° Technical Park NEW OPENING FOR DOCK DOOR 00414001E LOADM1G DOCK OVER COMPACTED FILL SEE STRUCTURAL D04411 * . SLOPE' 4101 AWAY PROM BUILDING, BROGM FINISH THRESHOLD CLOSURE PLATE SEE SPECIFICATIONS ELEV AT BUILDING 3'-S' FROM DANIM JUL I . NR I996 AS ROMEO !LONG OIVISIO SECTION LOADING DOCK l SCALE 3.4 " =1' -0' CORPORATION ARCHITECTURE GROUP CONSULTANTS REVISIONS ISSUE BATE 12 JULY 96 a :M :TTY 01 11X5110 AUG 0 9 )996 DRAWING TITLE: ENLARGED FLOOR FILE G: \ ARCH \RIVERFNV,CO S \A.2 S PLOT: PROJECT NUMBER 5306 DRAWN BY: 806 CHECKED DT JWL APPROVED BY: DRAWING NU A5.2 PLOTTED. 07/12/96 10115' 111.11.111.11 • SUSPENDED GWB CEILING SUSPENDED GWB CEILING SUSPEN D - -' GWB CFJLI G LIGHT FIXTURE C E SEE REFLECTED -CEILI G PLAN FOR DET"IL sl FLOC) ELEVATOR PIT SEE STRUCTURAL DRAWINGS -7; - - II I i 1 II II II I I II I I ELEVATOR SIGNAL LANTERN NO SMOKING SIGN USE STAIRS' 1GN ELEVATOR CA I LL ® UTTONS ELEVATOR .:SECTION .SCALE' 1/2 =1'-0" UN- OCCUPIED SPACE' 2R51 FLOOR LIGHT R0X INTERMEDIATE LANDING LIGHT BO% UN- OCCUPIED SPACE NEW FLOOR STRUCTURE / SEE STRUCTURAL DRAWIN ®UPPER STAIR SCA SECTION �`''JJ l /2• =1._0 LOWER STAIR SECTION SCALE: 1/2 " =I' -0 SUSPENDED GWB CEILING UN- OCCUPIED SPACE AF -1 CITY 09 NNWIO APPNOVED AUG 0 9 1996 AS WO BUILDING DIMON - 5 . - _ - . . . . „ . / 1 — - 1 METAL STAIRS WITN II i I PAN RISER, TYPICAL SEE STRUCTURAL DRAWINGS 5 __\ 1 RUN. 6.59” 1.00' \ \ \ I SLOPE RISER 1 TYP. -- \ JUL AAA Z 1596 PERMIT CENTER ARCHITECTURE GROUP CORPORATIO CONSULTANTS IssuE IDNS 12 JULY 96 DATE 0,. =It Riverfront Technical Park DRAWING TILE: ELEVATOR SECTION STAIR SECTIONS DETAILS FILE: C: \ARCH\ RIVERFNIACD'S`61 PLOT, PROJ00T NUMBER: 5306 " DRAWN er: SLP CHECKED Br: JWL APPROVED BY: ORA A6.1 0r nrrrn • 07/12/96 1■10 ki b- 9 I IliilIMUUllulluIluuu uluuInIIII ullllluIuulli 1111 III•uu uuuuuu IIIne1111n11111111r11111111neu1 n11iuII1Im11Im 11I1m1 11111 L1111111111111Il IIIm1111i1111111i11111111n111111111111�ImImm1111umn111111111111111I11111 Iuii u iiu11i:•... iiiii IlIIIIm01111IIIHI III111111111mllllllnmin lln1111I1111n111111111f1 mummuu nn1nniiilmlamien111mmimmmummumummumn mmuummunum ' lC1CC➢ CCCCCC r CCCle1C1CCL 11 mummnm mr Inunummmm umelnnumunmmnnlmmummu mulminimm mu mu 111 11 u uu nn iIUU flu l l el IIIlII II I u mmunlI u u 1e1 Im 1 u 1O r l l l ul r luWu lu uul lll r l l uuul 4 1IIIIAi11111111111iiiiINllnlnnollnll lllllILI !!!.'III111111I11111111111u11111 °°"' n11111111r11111111 IIn1111111111N11111 lolmm�lnlmlemelelln n 111111 mm�n111i11110n11iu11nn1llllll11m11 nn11I1m1mil1ll llilulnlnlumimmnluulu11 1111...... 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N 1I11 :111111 Hu m m1A11 nunlm 111100mi1111 ( mIN111 II I11ni IN INN11 Im1111m111111:NI111I111ri 111111111111111111111111K11111111111111111 111111111111111111111111K11111111111111111 lI•u.um•• ■Ir• I� . o■a 11101111 ■. u■in.••P ii u.. �e... m�j�mup ...Uw.uII000Unuu■uu.. ■uu 111111111111111111 111111111 gmmnIn.nuun.ueuinu • •I111111111r 111111111111111111 °Nil1l 1111111111 1111111N1I111 11111i1111I1lIl11111111111I1111111111YII11il111A !1 1111 _.. 1 11111 IIII 11111 11m11m11 1/1fi O. ozas i2. za so LEGEND TT" EXISTING EXIT LIGHT 7 NEW EXIT' LIGHT K JUL ! 2 1996 PERMIT CENTER I D .FLOOR! CEILING PLAN N CO RPORAT CGNSULTANTs REVISIONS ISSUE °ATE 12 JULY 90'. MEMMIIMME Riverfront Technical Park CITY OF TUKWILA APPROVED AUG. 9 9 1996 AS BU!E0 BUILDING XINBITN DRAWING TTLX SECOND FLOOR ' CEILING PLAN E9LE: G: \MCHxRX9ERF - .- PLOT: PROJECT NUMBER: 5306'_ . DRAWN. Br: "''SLP /JDS CHECKED IWO JWL APPROVED Br: DRAWING BOMBE A7.2 ;I 1 STAIR WALL ELEVATION: ©RRIDOR ACCENT WALL ELEVATION . . SCALE: 1/4 -1` -0" --j35 BREAK ,1NR.LANE LOBBY ELEVATION SCALE: 1/4 " =1' -0" CORRIDOR .ACCENT WALL.ELEVATION : SCALE. 1/40,1.1 -0" LOBBY ELEVAT ON SCALE; 1/4 " =1' -0" • SCALE: 1/4 " -1' -0" EXIT SIGN ^.135 BREAK IN PLANE O VSTAIR WALL ELEVATION 4 , 'SCALE: 1/4 " =1' -0" CITY Of TUKWII9 RPPNOVEO AUG K 9 199E AR Pula, BUILDING 01VIB10N IUL I 2 TK 199U HMITGBH. CORPORATION. ARCHITECTURE GROUP S SUE oA E 12 JULY 96 migInal RiverfrontF Technical' Park o1A61111 UTOWINTERIOR ELEVATIONS' FILE_ O: ARCH`IVERFRIVSS\A81 _ PLOT: PROJECT NUMBER: 5306 DRAWN BR; SLP CHECKED BY: JWL APPROVE, BY: BRA• A8.1 SILL. DETAIL EXI,SE'. CONQ: % . -,... EL NEW 5� /W ME1 - SNO' , NLWI WINDOW 1 SOAL 40:4 ata tee " s! a!6 COOING DETAI SCALE: 1 1/2 " =1' -0 ° .'SCALE: 1 i/7' =1' -0" HORIZONTAL MULLION DETAIL - SCALE: 1 1/2 "- 1 -0 " BASE OF CURTAINWALL DETAIL SCALE 1 t/2 =1' -0" BREAK EXISTING CEILING AS REQUIRED. HVAC WHERE REQUIRED FIRE SPRINKLERS AS REQUIRED 1 -HR DD, LH STUDS WITH 1' CORE BOARD ON TOP AND X ' GWBX BOTTOM. (SHAFT WALL) C OY TIIKWEA A OWOF ONEO AUG 9 9 1996 AS NOTED BUILDING 013191 SECTION THRU 1 -HOUR CORRIDOR ARCHITECTURE GROUP DRAWING TALE: EXTERIOR WALL DETAILS EXIST. 1 -110UR WALL FILE G:\ARCHIIVERFNI,C \ASQ -1' PLOT. SUSP. ACOUS. CEIUNC PROJECT NUMBER: 5306_ - DRAWN NO. HL LIGHTING PER SPEC. CHECKED BY'. JWL APPROVED BY: 1 HOUR WALL, 3." • MET. GRIDS W/ %" wun OR% 00111 SIDES, L ,,�Sfi TYPICAL UL CENTER PLOTTED: 06/25/96 0753 a 0- 74 SLAB w/ © IS 0 IX D /A m E PROVIDE PT IN WALLS - 0A - FOR IkvruliE sErrIEMEE % li r EST. P.C. PANEL g79b o2b q PARTIAL FOUNDATION PLANT } = 1' -0' S C.M.U. R, I M O SEE C -3 Tr. 8 -5 -96 B r- 0 -3'I RAMP CO L A -3 J r A 3 I e" C.M.U. -AG B -3 RAMP DOWN TY.MP UP I ffiuII mmii 11111111 II fO,Lw+Ixp oaolxAxc[s EWED foe t0u40PMAxGE wrtH 1xE 'o xo - ERUNMOAMRUBOOLCOps C MMaP ORBAKIU.MYDREOUTANONaNO COOS 1s REPSKIIBE FOB OTHOOCLACE WITH ci Tb SEC RE NTB ALL BM BVUe IKAK - ,x €a6uel+M M ABWOxI .RP fipgE �ISa Vile 94, g bale In -7 !?-F' -� 0 W°w ' -� EXIST 2' -P r t GRADE BEAM _ L O eg _ r l� PARTIAL FOUNDATION PLA (�) }" - 1 _S PLYWOOD CONFORM WITH RC STANDARD 23 -2 (PS. 1 -83) AND EITHER NUR -108 (APO) OR NER -133 (TECO). ALL PANELS RATED EXPOSURE 1. SEE PLANS FOR NAILING SPACING. ROOF SHEATHING: 1/7. COX 32/16. NAIL WITH 10B (.141 AMMETER) COMMON NAILS WITH 2 INCH MINIMUM PENETRATION. PROVIDE PLYWOOD SHEATHING CUPS ON UNSUPPORTED EDGES MIDWAY BETWEEN FRAMING MEMBERS. FLOOR SHEATHING: 3 /C. T G, COX 48/24. GLU -NAIL WITH 88 (.131" DIAMETER) X L 2 -1/2" LONG NAILS. GLUE PLYWOOD TO SUPPORTS AND AT T k 0 JOINTS TS WITH ADHESIVE CONFORMING TO APA SPECIFICATION AFG -01. INSPECTIONS INSPECTORS ARE TO BE PER UBC CHAPTER IT AND ARE TO BE DY AN INDEPENDENT TESTING LAB. FOUNDATION: CONCRETE: INSPECT PILE INSTALLATION. TAKE CONCRETE CYLINDERS AS REQUIRED BY COOS VERIFY SLUMP. STRENGTH, AIR CONTENT, PLACEMENT OF CONNECTORS AND ANCHOR BOLTS. REINFORCING: ERIFY"THAT ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS. CHECK FOR REQUIRED COVER, SIZE, GRADE AND SPACING. CONC. EXPANSION k COPY OF EBO REPORT FOR ANCHORS OR ADHESIVE SYSTEM USED MUST MASONRY ANCHORS Sp BE AVAILABLE AT JOB so VERIFY ANCHORS OR ADHESIVE SYSTEM DRILLED M DOWELS: INSTALLATION S M ACCORDANCE WITH REPORT. WELDING: INSPECT ALL FEW WELDING INCLUDING WELDING OF REINFORCING STEEL. VERIFY CERTIFICATION OF WELDERS. CONTRACTOR SHALL PAY FOR REWELDING AND REINSPECT,. OF ALL WELDS NOT MEETING SPECS. INSPECTOR SHALL NOTFY STRUCTURAL ENGINEER OF WELDS SPECS. NOT MEETING ULTRASONIC ORRADIOGRAPHIC I INSPECTOR. WELDS SCULL HAVE PLYWOOD ROOF: CALL BLDG. DEPT. AND ENGINEER FOR NAILING REVIEW PRIOR TO ROOFING OR COVERING WALLS. LIGHT GAGE VERITY SIZE. GAGE AND SPACING. INSPECT WELDING. VERIFY STEEL FRAMING. CERTIFICATION OF WELDERS. SHOP DRAWDIDB SUBMIT 2 SETS OF PRINTS AND I SET OF REPRODUCIBLE SEPIAS OF SHOP DRAWINGS TO ENGINEER FOR. RESEW AFTER CONTRACTOR NOR REVIEWED 0 STAMPED FOR COMPLMNCE AND PRIOR TO FABRICATION FOR: GLU -LAMS, FLOOR JOISTS, STRUCTURAL STEEL. SPECIAL CONDITIONS CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SCULL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTOR. CONTRACTOR SMALL NOTIFY ENGINEER OF ALL DEW CHANGES PRIOR TO INSTALLATION. C ON R RA AC T T O MECHANICAL .11 S L A S S ELECTRICAL TION TRADER ANCHORAGE OF ALL HANGERS SUPPORTING ANY MECHANICAL, ELECTRICAL, PLUMBING OR SPRINKLER LOADS IN EXCESS Of 50 POUNDS. ANY ROOF MOUNTED EQUIPMENT UIPMENT SHALL BE INCLUDED IN THESE NUNS AND FORLL L0PR5 AND LOCATORS. THESE SHALL BE' SUBMITTED TO ENGINEERS NORTHWEST FOR APPROVAL AL HE TO TI OR ANY OF THTH. EE I EQUIPMENT. ALL DETAILS OF CONNECTIONS H THE STRUCTURE I RUCTURE UCTURE FOR EQUIPMENT E H T OR EQ E SHALL BE 07 THE SUPPLIER TT. DESIGN V OF TH INETMAIS UTLDWILL BE R THE RESPO EQUPMENT DING GENERAL NOTES THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE CODE: UNIFORM BUILDING CODE -- 1994 EDITION - ASTM'S LATEST EDITION LIlE LOADS ROOF 0. I /Rw 75 7 =J 3 A I x 2.75 x W/6 6 -5 -96 9 -8 -96 IN ACCORDANCE WITH SOILS REPORT BY GEO ENGINEERS LETTER DATED 84-96 AND REPORT DATED 9 -8 -95 FILE NUMBER #0548- 017-01. 14 D METER AUGEFCAST PILES 3 TON 'PAC . SE SOILS REPORT. PILE CAPACITIES DON i CLUDE EFFECT O •0' 4 ENGEER WILL INSPECT THE IN ALUT ^ 0 AND WILL MAKE Fl E IN • • = + IN FILL. USE FT OF 4000 PSI FOR GROUT UT HOW FOR PILING. USE 10 SACKS CEMENT PER CUBIC YARD OF GROUT. S GROUT PILING RECORDS TO ENGINEERS NORTHWEST AND BUILDING DEPARTMENT. PREPARE SITE PER SOILS ENGINEER'S RECOMMENDATIONS. CAST•IN•PLACE- CONCRETE = 30D0 PSI FOR ALL GET-IN-PLACE-CONCRETE. ULTIAATE STRENGTH DESIGN METHOD USED. CONCRETE MAY BE PROPORTIONED ON THE BASIS OF FELD EXPERIENCE AND TRML MIXTURES OR BY WATER - CEMENT RATIO AS DESCRIBED IN CODE. SUBMIT MI% DESIGN AND DATA AS REQUIRED FOR EACH METHOD. WATER- CEMENT RATIO METHOD IS USED MAXIMUM WATER - CEMENT RATIO BY WEIGHT IS .58 FOR NONMR- ENTRAINED AND .46 FOR AIR - EA. MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF LS SHALL RE IN A BE IN ACCORDANCE MTH THE 110C AND ACI CODE 318. PROPORTION AGGREGATE TO CEMENT W O PRODUCE A DENSE WORKABLE IAN WRH 4' MAXIIAUIA SLUMP WHEN CAN BE PLACED SHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. SEE SPECIFICATIONS F ADIAMTUZES. PROVIDE 6S. 11/2R TOTAL AIR CONTENT FOR FLAT WORK CONCRETE EXPOSED TO FREEZING AND THAWING EXPOSURES. UMR WATER - CEMENT RATIO TO C5 V AOL AND USE TYPE V CEMENT WHERE CONCRETE IS EXPOSED TO SOIL CONTAINING WATER SOLUBLE SULFATE IN EXCESS OF .2R. ADD NO WATER AT SITE- WATER REDUCING OR SUPERPLASTICINC 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 WWEATED OTHERWISE ON ARCHITECTURAL DRAWINGS. RIPNPORCIN4 STEEL USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WTH ASTM A615, GRADE 60 (Ty =60,000 pap. LAPECONTIN000S REINFORCING BARS 36 BAR DIAMETERS, 2' -T MINIMUM, UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS ( T -0" BEND) FOR ALL HORIZONTAL. REINFORCEMENT. DETAIL. STEEL IN ACCORDANCE W MANUAL OF STANDARD PRACTICE OF. DETNUNG REINFORCED CONCRETE STRUCTURES'. WELDED WIRE FARRIC (WWF) TO CONFORM WITH ASTM A185. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS EXCEPT STIRRUPS AND TIES SHALL HAVE 135 DEGREE ACI SEISMIC HOOKS. COVER TO REINFORCEMENT: FORMED SURFACES EXPOSED TO FARM OR WEATHER ..................N6 ANO URGER AND SMALLER .....1 -1/2 NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND M11 AND SMALLEft_...3 /4 BEAMS, MARY REIN COLUMN$ I /2 PRIFORCEMENT, TIES. STIRRUPS, SPIRALS.......... REINFORCING STEEL W� SE ASTM A706 GRADE 60 ES ..000 psi) FOR ANY REINFORCING THAT IS TO BE WELDED. FOLLOW PROCEDU OF SIWS D1 b -92, "STRUCTURAL WELDING CO REINFORCING STEEL ". USE E60 %X LOW HYDROGEN ELECTRODES CONFORMING TO ANSVAWS ASA OR A5.5. DO NOT WELD REINFORCING IF TEMPERATURE IS BELOW 32 DEGREES FAHRENHEIT. MAINTAIN A MINIMUM PREHEAT AND INTERPASS TEMPERATURE OF 50 DEGREES FAHRENHEIT FOR N0. 7 THROUGH NOT BARS. DO NOT WELD N0. 14 AND ROTS BARS. DO NOT WELD WITHIN 3- INCHES OF BENDS. LET BARS COOL NATURALLY TO AMBIENT TEMPERATURE AFTER WELDING; 00 NOT QUENCH. USE WABO CERTIFIED WELDERS. PROVIDE SPECIAL INSPECTION PER CODE. SUBMIT MILL CERTIFICATES. STRUCTURAL STEEL ALL WORK IN ACCORDANCE WEE 'RISC SPECIFICATION FOR THE DESIGN, FABRICATOR 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 -35 1 +=.36,000 SI) TUBE SHAPES ASTM A -500, GRADE B (Fy =46.000 PSI) WELDHEAO STUDS ASTM A -108 (Fy =50400 PSI) ANCHOR BOLTS ASIA A -307 HIGH STRENGTH BOLTS ASTM A -325 PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BOLTS PER UBC TABLE 19E FOR C ONCRETE AND UBC TABLE 21N FOR MASONRY. UNLESS SHOWN OTHERWISE. L WELDING TO CONFORM WITH AWS D1.1 'STRUCTURAL WELDING CODE - STEEL ". WELDS NOT SPECIFIED SHALL BE 3/16. CONDNUOUS FILLET MINIMUM. ALL WELDS BY WABO CERTIFD WELDERS. USE FR X ELECTRODES FOR MANUAL SHIELDEETA -ARC WELDING OR R EQUAL ELECTRODES FOR OTHER WELDING PROCESSES. ELDHFAO STUDS (VMS) ARE TO BE MACHINE WELDED WITH PR P EQUIPMENT AS REQUIRED BY MANUFACTURER. CONCRETE EXPANSION ANCHORS - ' HILT KW. BOLTS' - INSTALL IN ACCORDANCE WITH C80 REPORT NO.4627 . MASONRY ANCHORS - 'HILT SLEEVE ANCHORS - INSTALL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. COORDINATE WORK WITH JOIST MANUFACTURER. SEE SPECIFICATIONS FOR ITEMS TO BE GALVANIZED. LIGHT 0110E STEEL FRAMINQ AS NOTED ON PLANS. 14 & 16 GAGE SHALL CONFORM TO ASTM 446, GRADE D. 18 GAGE A4 UGEER SHALL CONFORM TO ASTM 446, GRADE A. LIGHT GAGE FRAMING TO HAVE THE FOLLOWING MINIMUM PROPERTIES: CALLOW' I(IN4) STNS) A(IN2) Ey(IN) C8 %2 % I6 GA 6.490 1.622 0.720 0.690 CI 0%2%16 CA 11.14 5.220 0.630 DATA PROVIDE BRIDGING PER MANUFACTURER'S STANDARDS. MASONS! REINFORCED HOLLOW UNIT MASONRY. SPECIAL INSPECTION NOT REQUIRED F'P1= 500 PSI. USE 4. IME A HOLLOW LOAD-BEARING CONCRETE POEUND UNITS I /O N A T9 1/2 PA STD. HYDRATED LIME AND DAMP LOOSE AGGREGATE NOT LE55 THAN 2 -1/4 NOR MORE THAN 3 TIMES THE SUM OF THE VOLUME OF CEMENT AND LIME USED. ILL ALL CELLS CONTAINING REINFORCING AND WHERE NOTED WITH GROW' - N. STRENGTH, 2000 PSI. USE COARSE GROUT ONLY WHEN CLEAR CELL EXCEEDS 3' %3". CLFANOUTS REQT. FOR GROUT POURS OVER 5' -0'. TAP TYP. MASONRY WALL REINFORCING 48 BAR DIAMETERS. ALL CONNECTIONS AND BOLTS SHOWN EMBEDDED IN MASONRY ARE TO BE INSTALLED BY THE MASONS DURING THE CONSTRUCTION OF THE WALL OR PIER. PROVIDE CORNER BARS TO MATCH ALL HORIZONTAL REINFORCING. ALL MASONRY TO BE RUNNING BOND LAY -UP. REBAR DOWEL INSTALLATION DRILL HOLES FOR DOWELS IN ACCORDANCE WITH GROUT MANUFACTURERS RECOMMENDATIONS. BLOW HOLE CLEAN WRH OIL FREE COMPRESSED AIR. FILL DOWN HOLES WITH A MEASURED AMOUNT OF HILTI HY -150. INSERT REBAR AND SECURE UNTIL GROUT HAS REACHED US IINRAL CURE. ALL WORK SHALL BE BY PERSONNEL EXPERIENCED IN THE USE OF THIS PRODUCT, AND IN ACCORDANCE WITH CBO REPORT N0. 5193. EL EV A TOR ORS SUUPPPLIER TO PROVIDE ALL NECESSARY CALCULATIONS AND ELEVATOR DESIGN DRAWINGS. THE DRAWINGS ARE TO INCLUDE THE MACHINE BEAM, BUFFER AND RAIL REACTORS TO THE STRUCTURE. THE DRAWINGS AND CALCULATIONS ARE TO BE REVIEWED BY ENGINEERS NORTHWEST TO VERIFY THAT THE STRUCTURE CAN WITHSTAND THE MPOSED LOADS. LOADS THAT INCLUDE IMPACT ARE TO BE SO DEEMED. GRADE 0 LUMBER LL E SSGA CONFORM WITH 'WESTERN LUMBER GRADING RULES 'Al OR A 'STANDARD ND.17 GRADING RULES FOR WE ST COAST LUMBER, 1991, WCLB. ALL LUMBER SOS AND S -DRY UNLESS NOTED OTHERWISE. UNLESS NOTED OTHERWISE, USE THE FOLLOWING: SPECIES RA DE ACHE Fb TYPICAL PLAN I STRUCTURAL JOISTS & F PLANKS PER PN DOUG FIR /w2 CITY OF TUKWILA (2x4 & % LACES, JOISTS, RAFTERS & LEDGERS) 0 FIR d 1000 PSI APPROVED BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. ALL BASE VALUE STRESSES TO BE ADJUSTED WITH APPROPRIATE SIZE FACTORS. ASS G 9 H96 ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. USE AS ROIFL TANDARD LENGTH COMMON NAILS PER UBC TABLE 23 -1 -G FOR ALL WHILING EXCEPT wHERE SHORTER NAILS PROVIDE THE REQUIRED PENETRATOR IN PLYWOOD DIAPHRAGMS. PROVIDE BUILDING DIVISION MIN. RAILING PER UBC TABLE 23 -1 -0 UNLESS NOTED OTHERWISE. ALL HANGERS, TIES AND CONNECTORS ARE SIMPSON. OTHER MANUFACTURERS WITH ICAO APPROVED LOAD CAPACITIES EQUAL TO OR GREATER THAN THAT SPECIFIED MAY BE USED. MIL ALL HOLES WITH NAILS AS SPECIFIED BY MANUFACTURER. CUT NO HOLES IN ANY STRUCTURAL FRAMING WITHOUT ENGINEERS APPROVAL, EXCEPT THAT 1 -INCH DIAMETER HOLES MAY BE DRILLED IN 2% STUDS AND PLATES - NO MORE THAN ONE HOLE EVERY 6- INCHES. OLU-LAMINATED WOOD M GLU - LAMINATED WOOD BEAMS, COAT REGION DOUGLAS FIR CONFORMING WITH ANSI/ANC A190.1 - 'AMERICAN NATIONAL STANDARD FOR WOOD PRODUCTS - STRUCTURAL GLUED LAMINATED TIMBER' AND IN ACCORDANCE WITH NER -486. USE COMBINATION AWS24F -V4 OF / OF FD =2400. 2: 9O PSI EAR SIMPLE SPAN BEAMS ANO -ACM ATOM w52RF-Ve UNSOUND fbNOTS0 LARGER - H 1/ OR METE MATERIAL BEAMS. R ETOM LAM 0 A BE R F A KNOTS URR THAN U -U DIAMETER. T SNUG UST AND TIGHT IN .EISNS FROM N APPROVED FABRICATOR. ALL GLU -UM BEAMS SHALL FIT SNUG AND TIGHT I M A CONNECTIONS AND DEVELOP SUBMIT REARING AS INDICATES. PROVIDE OR APA -EWE RA STAMP SE AER PPD ANGE fW AITC OR APA -5 CERTIFICATE . ADHESIVE TO BE IN TRIAL IAL 'WET USE'. INDUS APPEARANCE GRADE. PLYWOOD WEB WOO W JOIST DESIGN k RDA MANUFACTURED BY TRUE JOIST MACMILLAN N ACCORDANCE WITH NER -200 . PROVIDE k INSTALL W UI WEB STIFFENERS AS SHOWN OR REOREO DEAD L040 ON FLOOR 30 PSF HOLES N WEBS SHALL BE IN ACCORDANCE RI MECHANICAL WITH MANUFACTURER. SUPPORT CONCENTRATED LOADS I ELECTRICAL S4 OTHER EQUIPMENT. ADDITIONAL AS REQUIRED K ELECTRICA k CORPORATION ramminansmi CONSULTANTS SABEY ( AS NOTED 8 -8 -96 I !, / 1 \ RI DC OFPRT E.95BECT R -5 -96 s E u1510"q I E E , e„Hlwbe pw.a m.Ma.a Riverfront Technical Park DRAWING TITLE: FOUNDATION PLANS FILE: RTPFDPI PLOT: 7-26 -96 PROJECT NUMBER: 96093 DRAWN BY S.V. CHECKED AT R.RAICHLE APPROVED BP NG NUMBEFR EC EIVE D AUG 9 1996 ROp(RT SSAID ASSOC. O 1 O 11 O ROOF PLAN I SEE .SECT. A -2 SEE PARTIAL PIAN 6 PARTIAL ROOF FRAMING SEISMIC UPGRADE TO ROOF TIES SECTION A -2 = EXIST. P.C. PANEL. BREAK OUT EXIST. TOPPING 0 TIES k BLOCKING 1 STING TIES AOD SIMPSON ST2122 0 aB"o /c DD 3,91- OF BLKG 0 TIE STRAPS UNE UP w /EXISTN BK. NAIL TO PLR00D w /100 4"o /c STAGGER SEISMIC UPGRADE © 2nd FLOOR SECTION B -2 IT" CUSS 0 24'a /C OVER 2h SPAN IS" TADS 0 24 "o /c FOR 1211 & UNDER SgAIR, SEE P RTIAL PIAN WELD BM BRA CKET TO COL. E.S. 1ST. BM. EXIST. BM EXIST. FLOOR TR O REMAIN EXIST. BM ETIST. FLOOR TRUSS �. TO REMAIN -} d 1ST. BM r 2ND FLOOR FRAMING_ STAIR FRAMING 0 0 B -5 -96 CITY OF TUKWILA APPROVED AUG 0 9 1996 AS BUILT BUILDING 21111310W CONSULTANTS EY CORPORATION usiommomm TTI PC nFPRT 0000.0T B - - REVISIONS ISSUE DATE ": urw ew MO SONY COWL n. Riverfront Technical Park DRAWING TITLE: FILE: FRIPPLN2 PLOT: 7-26 -96 PROJECT NUMBER: 96093 DRAWN TO S.V. cUECKED 05 R.RAICHLE APPROVED BY: PLANS 0I ATM, SECTION A -3 SECTION F -3 131 b O2l) SECTION B -3 ACT CMU BOND Tov SECTION G -3 USS 11 2 -810 SCREWS CONK. PER L3x3x ONT. INTO TRUSS SECT. C - DOT. CHORD 11T BM. I"I A CMU 5 C EXIST. FLOOR TRUSS PERPENDICULAR. TO WALL TRUSS 'PARALLEL TO WALL SECTION C -3 EXIST. P.C. WALL SECTION H -3 = 1 -0• • 2Ccc SC EW TO DOT. CHORD w/ -#10 SCREWS 1605. 'TRACK T & 2 -B8 SCREWS C B x 1# x 1600. 0. -6 w/ 2 -.1)T Low vatic, - DRIVE PINS 1 JS E^1 G 160/6 W .. B . • W C I.P. WALL / I�O (11600 E.W. 5 012 E.W. THICKEN SUB O BOLLARD -2 -fl T.B. w/ #3 S 012 « T • AUGER CAST PILE / 4 -86 V. 13 TIES ❑ Ol Yoc SECTION D -3 EDGE OF OPNG. #4 024 "oc } SLOW EXIST. PILE W GRAS BEAM R.w /2 -" ALL THREAD ILTI HIT 01150 EMBED 4" 6 /f0 HR SECTION E -3 321150 SEE ELEV. SEE SECT. L -3 FOR ATTACHMENT TO WALL CITY OF TUIIWI A '�. APPROVED AUG G 9 1996 AS AWED BUILDING DMBI CORPORATION cisimismsim CONSULTANTS S4BEY i - . BLDG DEPRT. CORRECT. B -B -B6 BLDG D PRT. CORRECT. 8 5 -R6 RNISIONS ISSUE GATE ae.Fy� ma .nw mMxnel eMmHa r.nH —"to M'taparetlm. Riverfront Technical Park DRAWING TITLE:R00F AC FLR. SECTS. FILE: RTPRF3 PLOT: 7-28 -20 PROJECT NUMBER: 96093 DRAWN BT'. S.V. CHECKED Br: R.RAICHLE APPROVED BM MST. STL. B NOT • DET L SIM, 0 SKEWED G.L.B. TO 5 L BM. CONN. SIDE R BRC. R � PNL. Ji. SECTION A -4 SECTION R -4 ST. P.C. PNL. k g3 O DRILL & EXPDXY OUTER HOOP INTO EXIST. USE. HILTI HR H0150 SECTION L -4 ED. WELD TD NEW ]x)x� T.S. COL SECTION F - 4 EfTT H3 EACH I5T SECTION G -4 SKI SON S EG HANGER ED 'SEE PIAN EW G.LB. SECTION M -4 SOLID BL140. UNDER UNIT NEW 3� x 16 GL. E OF COOLING TOWER SIMPSON HUG3.25/12 NGERS SECTION S -4 COOLING TOWER AG EA. END MBEO. 6' SECTION C -4 SECTION H -4 SECTION N -4 - SECTION T -4 ST. ROOF TRUSS 0 8' -LYo /c ADD 25434 x 75' -0' SEE PNL ELEVATIONS FOR LOCATIOrt BOLT TO P.C. PN u.w/ TH READED STUD. SE HILTI HR 50 EMBED 4". SPACE 24o /c EXIS, P.C. PM_ ROOF THRU • 1 2 ?r 24 "o /c VERIF Y 344 LHG. NAIL OS00o /c o2 cam. NEW SIMPSON LU24 0 0 CUT PLYWOOD • L1 C 7o /c ON GLB. SECTION D-4 SECTION J -4 , SEF ARCH. NIr BOLTS 2 c I6GA. TOP TRACK SIMPSON W HANGER SIMPSON HU HANGER 14" 24 "o /c G.L.B. PER PLAN ELEVATOR WALL C6X2416CA O 24 o/c LOCATE STUD O EA. T.J.I. SECTION P -4 f 2$"o /c 1 S x EE ARCH / MTL. STUD 2 -100 0 6'o /c STAGGERED NEW 268 0 24 /c w/ SIMPSON LU26 HANGER NOTE MODULE 248 WIThl 246 -STORE ROM SEEARCH. SECTION U -4 R EA. SIDE w /J'0 BOLTS. 6 -5 -96 b; A OL R n�o BOLTS I BOVON OF AN } VERTICALLY SLOTTED MOLE - BRG. R SECTION E -4 SECTION K -4 SECTION Q -4 2 -246 ES. w/ SIMPSON WHP26 -2 ROOF TRUSS 0 96"o/ 22.01NG 012191661 TYP. ROOF HATCH FRAMING CORPORATION moniminimmen CONSULTANTS — Zt BLDG. DEPRT. CORRECT. 8 -8 -96 REVISIONS ISSUE DATE EY BLOC. DEPRT, CORRECT. 6 -5 -96 ve ui nwe .ax a Ine 43y C m oil,. the witIon consent of Ow C000troolon. Riverfront Technical Park - "CIrv APPROVED DRAWING TIRE: ROOF SECTIONS AUG 0 9 1996 AS 01110 FILE: RTPRES4 PLOT: 7-26 -96 PROJECT NUMBER 96093 DRAWN BY: S.V. CHECKED DY• R.RAICHLE APPROVED BY I o• -T I eqb -oa0L+ T ED FROM OUTSIDE n DOD PILASTER SEE SECT. A -6 a a a 8 -5 -96 a a a a a a a a a DD PILASTER SEE SECT. A -4 a a a NORTH WALL GRID VIEWED FROM OUTSIDE A 0 -5 -96 0 ADD T.S. 6.6x6 GROUND TO 2N FLOOR BM. 2 PLACES CRIO Q SEE SECT. -d FILL EXIST. HOLES 2< cIII Of TUKWILA APPROVED S4BEY CORPORATION ummuimmiimmi CONSULTANTS BLDG. DEPOT. CORRECT. 0 -5 -96 REVISIONS SUE DATE tr:' .tr: cap Ahem • APP. mama mo Sin cvNpouN. Riverfront Technical Park AUG G 9 1996 AS WILL BUILDING DIVISION DRAWING TALE: PANEL ELEVS. PLE: RTPELS PLOT: l -26 -96 PROJECT NUMBER: 96093 DRAWN Br, S.V. CHECKED Br. R.RAICHLE APPROVED RT DRAWING M M9E S5 1 D•-U1 S9b wo 5 —A. TYP m ADD PRA A � B_ SEE sECi. �iyp- VV SECT. A 8-5-96 3 —/8 SCREWS TYP. SECTION A -6 EXIST. P.C. PANEL v 16 s D ttP. ADD EW TEre SEE SECT. A -4 H lo 05 v t6 GA. x tY LACE fld' K BACK w/ sTU05 V URNE PINS 8 -5 -96 CITY OF TUNWILA APPROVED AUG G 9 1996 .. Al MAW BUILDING DIVAIAII CORPORATION accoung CONSULTANTS BLDG. DEPOT. CORRECT. 8 -8 -98 L BI PO DFPRT ^ ORRECT. 8-5 -96 REV IONS ISSUE CATE SABEY Re anginal am top... AA to W. . So. tamaa at tha sommoosm Riverfront Technical Park 1. DRILL HOLES EOft CORNERS OE N OPNCS. ABSOLUTELY OPENINGS NOT OVERCUT CORNERS. � 1 B.4RS INTO EXIST. CONCRETE. E EPE H HILT' H I T FILL HT ISO. BAR SPACING #4 0 ID /c VERT. #4 0 16 /0 HORIZ DRAWING TITLE: PANEL ELEVS. FILE: RTPEL6 PLOT: 7-26 -96 PROJECT NUMBER: 96093 DRAWN BY'. S.V. CHECKED so: R.RAICHLE APPROVED BY: DRAWING NUMBER: — ELD A S ICE ■ `— F ILL DOSSING ADD 2N0 CRID ILL EXISTING HOLE A -96 I 8 -5 T.S. 6 Fo BAATT ���!]1� ®��� CJ SEE SE "i'+�!/ j ___:—',"--r.,____ .9-`6� _ j� _ _ { {J I 1 01£S ------ \ / \/ j au -a_.e 1 D•-U1 S9b wo 5 —A. TYP m ADD PRA A � B_ SEE sECi. �iyp- VV SECT. A 8-5-96 3 —/8 SCREWS TYP. SECTION A -6 EXIST. P.C. PANEL v 16 s D ttP. ADD EW TEre SEE SECT. A -4 H lo 05 v t6 GA. x tY LACE fld' K BACK w/ sTU05 V URNE PINS 8 -5 -96 CITY OF TUNWILA APPROVED AUG G 9 1996 .. Al MAW BUILDING DIVAIAII CORPORATION accoung CONSULTANTS BLDG. DEPOT. CORRECT. 8 -8 -98 L BI PO DFPRT ^ ORRECT. 8-5 -96 REV IONS ISSUE CATE SABEY Re anginal am top... AA to W. . So. tamaa at tha sommoosm Riverfront Technical Park 1. DRILL HOLES EOft CORNERS OE N OPNCS. ABSOLUTELY OPENINGS NOT OVERCUT CORNERS. � 1 B.4RS INTO EXIST. CONCRETE. E EPE H HILT' H I T FILL HT ISO. BAR SPACING #4 0 ID /c VERT. #4 0 16 /0 HORIZ DRAWING TITLE: PANEL ELEVS. FILE: RTPEL6 PLOT: 7-26 -96 PROJECT NUMBER: 96093 DRAWN BY'. S.V. CHECKED so: R.RAICHLE APPROVED BY: DRAWING NUMBER: ADD 2N0 CRID A -96 I 8 -5 T.S. 6 Fo BAATT ���!]1� ®��� CJ SEE SE "i'+�!/ j 1 D•-U1 S9b wo 5 —A. TYP m ADD PRA A � B_ SEE sECi. �iyp- VV SECT. A 8-5-96 3 —/8 SCREWS TYP. SECTION A -6 EXIST. P.C. PANEL v 16 s D ttP. ADD EW TEre SEE SECT. A -4 H lo 05 v t6 GA. x tY LACE fld' K BACK w/ sTU05 V URNE PINS 8 -5 -96 CITY OF TUNWILA APPROVED AUG G 9 1996 .. Al MAW BUILDING DIVAIAII CORPORATION accoung CONSULTANTS BLDG. DEPOT. CORRECT. 8 -8 -98 L BI PO DFPRT ^ ORRECT. 8-5 -96 REV IONS ISSUE CATE SABEY Re anginal am top... AA to W. . So. tamaa at tha sommoosm Riverfront Technical Park 1. DRILL HOLES EOft CORNERS OE N OPNCS. ABSOLUTELY OPENINGS NOT OVERCUT CORNERS. � 1 B.4RS INTO EXIST. CONCRETE. E EPE H HILT' H I T FILL HT ISO. BAR SPACING #4 0 ID /c VERT. #4 0 16 /0 HORIZ DRAWING TITLE: PANEL ELEVS. FILE: RTPEL6 PLOT: 7-26 -96 PROJECT NUMBER: 96093 DRAWN BY'. S.V. CHECKED so: R.RAICHLE APPROVED BY: DRAWING NUMBER: Odadm 'Pale Spkrckr' BA4ECn4u1 F R O V I D B aW c1111CLE of E:u.L ^r. aT L ; . n "<narrr1Pi xeroew ro W+rt� r di1110 e7 [o 501101 IANET@e a eEk T i f TREE ,PLANTIN6DETAIL- TYPICAL. - - NTS 21" Mnmm 21" MIAOW 6" Mnmm Zqd. N.T.S. 2 1 PLANTING NOTES I. 1000% 0p105/& POO.V1788 18Y r0CLA C* WOO; FPO LAN WN' • .2" Cd B 8 0 2. "cUir17C1OR 5 4ALL of 156055651.E 80 FANLw1Z5JG HUMP .W11111 . . • AIL OIFBR,SME IM8DvnwoNr5 Co 5r0%l2Y IMv51T0%E woo:. , 2 CAL 080 S . cO■fRALR 'R`A{N-LNOrFY11r61tYLCCAfORS rpm TO *Iv FXCAVA1i0I1. CON izAccOt46U..150 C9 itiON 1' HO I:%CAVMBMroAVOE 1715111131810 2" CA. 0 &0 : »Vr1111E5: IF PONE Urt:IIESP0 100a080108, 05 N18 000815 80 PROMPIL0110158 CE008A- cO101090108 6' Mang 0 58 Pt Vh4.6R, 4. C 2990Cf02 51411: M1NAN *V. 5s 0EC8560Cf, WATER FLAW MA1PS9l. 2 " C4. 0 80 1/416 'amv 5 rut PCCEP0MKE IS 0LENEU mNN10ISI4 5. CCO518800OR99142 081$9'0 /0509.% 808880410116710010100( 6' Mmmtn .080 MAWS mr11 IMPM5411C8 00 5YM006504 TF8 6RAWOS, 6. L10f57COvO8 0E 0.41182 W AN E(.11.1108A. 59 ACMG PAr10104 Al ire 01Q- CelaRni5r7JCE5 Wr%R0 AZ0WLOvER/0I1r50reW W A L K W A Y S , 0 1 10 1 5 , 08 9 1 1 5 5 0. 11 10 1 50 00 80 razz. 8894 901.L 00 16" mom Ire 00108 L4 FIMIO00 CU91NG, EfC, 1. 108504.10010818005 00 Ve 88180MAED 8100010 C0d51101811005. 80810E fCP504- C/PAOLE OF 515r0NING FLAW CXOWM 9411.0E wan 1d mama ACAS A 119151 1111 CONP/C18V WING? 6 "1 14055 : 01FERW0 lrmr-n8 0Y 001180 66" 0.C. 6. 680410E 2' 888Pt0 a M8080 810E 601: A5 M11.01 MOAN ALL 11.61 9. All 191814f MAIERA. 511.100 80811.089. 1.15: 4 -2 -2 At MEP P08 2 q d, hV14PACTl0R'SECOMNEWAIION5, 10.&I.9.A40M!t1E1491/1L carom CO AAN NMDP17 Poe maw ' a LA F9314081ER/LO' SIZE 08 K51711{Af15 NOr • AVA&M.P.M ICE 51135(11g1ED WIN 09110 A- OF mgt. qa Kto 24 11 /0475000 050 l'00 51441. M99404& 5)10 1.181. F441. 5ds'EC1101 1N 10.0010 Cl e dry E 9: OA Aura `,'' war. AAA. 6,A 6,68 86. Tr ,EAW1.da!Ae.. 16u 541-40 CO ToP II 25% :w? rt �9 ApaALL sv Fa TOPSOIL AND 1.3.11.1, TOPPIbp, 149 14x. 17140SLUGHLY ELE•q>EO 1 E... PLATO. PIT I{ E v - W WN1eLANrAa mace. ureTEe " MooieN. a e• oeElER DECIDUOUS TREE PLANTING DETAIL-TYPICAL /CCEPd.NCE, 80115885WA781Na. 11808 0141 0% A 0001A8 QAARANit8 9080U- IMP AV k16500 06001 Af18151158. TRUE ,PRO2E0T NORTH- NORTH; I. ALL EXISTING INCENSE CEDAR'WILL • WILL BE REMOVED. IN PLANTING 8E05 - ALONG 506114, EAST AND VEST OP • BUILDING. EXISTING 96101116,4 WILL REMAIN WHERE 90A5161E. PRUNE AND 2 EXISTING PLUM TREES IN PLANTING- BEDS TO THE SOUTH OP. THE BUILDING WILL REMAIN. FRUNE AND SHAPE AG 3. ALL PLANTING WILL HAVE AN AO" TIC IRRIGATION SYSTEM ®� ® dl A Ate • T O ° �4 ° 'Y* iYT 5y R' . W •• 2 NEW EVAN0 GATE FOR FIRE DEPT ACCESS ONLY ALIGN W/ AWING AISLE (COWCFN.ATE'W /.0.S.P.1.) STATE OF WASHINGTON REGISTERED L -NDSCAPE ARCHITECT did LJ CORPORA1 ARCHITECTURE GROUP Ammo mar: 0RAWING NUMBER a r it. I.,th•wm;ramu� ra91 40100/:` . 10 20 40 • 60 ,J'B0• '100 N BT° L,D,M. GHE SY K.L. , DATE 07/1/96, O '0 EASEUS 09001098 MURRAY - TOBIASON,I NC. Planning • Civil Engineering • Landscape Architecture 828 - 128th Street Southwest, Salle 107 • Everett, Washington 88204 - 8388 Telephone: 12061 513.2500 • Fax: 12081 742 -2822 CITY 0 TGWU APP 0110 AUG 19 1996 JU 1 2 1996 CONSULTA CHECKF'0 BY. APPR0480 wawa -lo t�. Arki �^�s s 6 • �� a �eeor�e.�•2 cw c� eacs .ei asv _rltm ®�x ni` Y W J k.16 .5 �,. x ,.. 7�� L },�p 4 tau %FE t; Anti 4111116 AMC, ANL AID& assaramommenermiatorMEENIEWPWZ W+11111 1111, MN tow moo, . • E c.. \awc \2 {VIEW t -i• P R ;PR P1ECi xUWBER. 21'97 Dawn er., 4DM .. : . tHECkED er k+: ,� .. APPROVED an ,: , 'w . m2Irf1VEEi ;. SAP 18135'6 ARCHITECTURC GROUP „Rg Here .4-. 11 JULY °6 LANDSCAPE PLAN NOTE / .. COE1WRM EXACT L®C`ATION CONTROLLER `1N MEC»ANJCA ROOM: - :ALONG WEST SIDE ;Q,F.;. NOTE.; PRO DRIP IR IGATIQN'. TO (.4Y1 ZIEig D/ALVE NOV 1 IS FOR EXISTING IRRIGATION LINES.' CONFIRM EXACT, L:OCATIONS A F1550. NO (EN *;.. .. VALVES 19 & 20 ,ARE FOR 'EXISTING IRRIGATION LINES CONFIRM EXACT LOCATIONS IN FIELD SCALE: .I" m'30' CORPORATE N, ARCHITECTURE GROUP,rs.;; REJISIONS ISSUE DM- I AUeq('J) B n e t a l Y t h e current wfi g sk'+'aa'✓J .' a t etl uw��.a dr4 p f w 1 ll 2tl' s �i ppogrok�ogp ° {? 1p b 9 � BuJutonn q, RRive r / s � i* bl Gt tof IU fl cton b by ■ e .+u ll l��is1FR 4 1 '"r. ° r Park IOtO'� 6 -uN p 0r FA. WAs city and adopt forth the the aIoz19( {1a DRAWING IIRT: UM9 e' ALE . \ DWG \219J\SIiES,D G (VIEW "C -2') Po PROJECT NUMBER 2197 DRAWN RI LAO ,.;.' -ll B KL ., APPROVED BY PLANT SCHEDULE •� ''1 L: e . :. an m 1.4 23 A stran -.CJ` O B 1' C Pl Co srryana 'C,PI IoE/ 1'28 Photinla. frasil (0� -116 Vbrnm 10oIAll 131 Aioleo "V 'Scarlet', 6-12 -: ® 12 LIgguetrum ,I p nlcnm/ JSROnese Privet y O gq ar,ver Kinr k da e rooiMtoo - -L -- Acer lrclnalvm/ b M pl -8 J l poin e -M BluevFO(nt hiunper': glue t'/ ,,,pECID000S TREE. PLANTING'DETAlf2 32 ScarletSOok Cinea/ 45 Ater plafanoldee Colum orbload'/ PE Maple 25 C yl u'e b (I us :fostigia197. C lumna H bevm 19 Prunup cercM1fero 'Newport'i ;04 34 030400en droll l0n que - Next to ■Idg 68 50 Rhododendron Purple Opt odor " 95 Prunus Ialro Otto Lu>Kan' / 2 .Col. B & B' 2" Cot. - , B, & B & 2 "Og1. B SS 6' 1.001mum B& e 2 Col. B &; B T Mlnimtim ;5•Cone Mnmum 6 Mnimum 21 Minimum ' "'pots -4" Pete 4" "Mi0imum Hgight' 13' Arbyrvitae VERGREEN ' R'EE PLANT-_NG D'ETA1L: PLANTING NOTES -. 1 THESE ROTES ARE PROVIDED TO CLARIF "OE OF, WORK FOR L'ANOSCAPE' - CONTRACTOR ;t - v - 1 CO N TRACTOR SHALL BE RESPONSIBLE FOR FAMILIARIZING HIMSELF' 680TH ALL - OTHER SITE IMPROVEMENTS PRIOR TO STARTING - LANDSCAPE WORK. 3 C04000C NOTF'Y UTILITY LOCATORS'RRIOR'TO ANY EXCAVATION. CONTRACTOR SHALL USE CAUTION WH1LE EXCAVATING TO AVOID DISTURBING ANY CASTING UNDERGROUND `OXIDES IF ACTIVE' UTRTIES ARE ENCOUNTERED,, CONTRACTOR IS TO PROMPTLY ADVISE GENERA`; CONTRACTOR 4.- CONTRACTOR' 5NALL MAINTAIN NO IF NECESSARY,',., WATER PLANT MATERIAL UNTIL OWNERS'. FINAL ACCEPTANCE IS REGEIVED IN WRITING ' 5 CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE 000<101 Y OF PLANT5'T4AT ARE REPRESENTED SV- SYMBOLS OR.; TILE DRAWING 6 :GROVNDCOVER 51001...I, SE PLANTED, IN AN EOVILATERAL SPACING PATTERN AT: THE ' 'ON- CENTER' DISTANCES SHOWN, WHERE GROUNDCOVER ABUTS, CURBING ly/L0WA55,'SIGN5, OR POLES 6680<06 PLANTNG-DISTANCE SHALL BE I6" :FROM' TF1E CENTER OF PLANT 10. CURBING, ETC: ::. F: 7. 'TOPSOIL 1 0E5UIREMENTS TO BE 000ERMIN5D PRIOR TO CON$TRDCTON' FERTILE` 20PSQ11 CAPABLE OF - S USTAININO'0040T RI LL •GROW SHA-BE. PLACED IJI ,RLANTING AREA5. Al A MINIMUM: COMPAQTEP DEPTH OF 6' UNLE55 • 0THERWI501 DETERMINED 130 OVMER. • 8 PPYO 2'. DEPTH OF M TINE BAK AS MULCH - WI MIN AU- PLANTING AREA ALE PLANT' MATERIALSHALL BE FERTIUZEO, -USE 4 AT RATES . MANUFACTUITERS REGOMFAENOA110NS: 1 0,3111: PLANT MATERIAL _ 5HALL,CONFORM TO, AAN 'STANDARD FOR STOCK. ;VA EOITON PLANT MATERIAL OF S1ZE,0R KIND. THAT Is ROE AVAILABLE HAY BE SUBSTITUTED WITH APPROVAL: OF OWNER } 11 LANDSCAPE CONTRACTOR SHACK MAINTAN "5111 UNTIL FINAL INSPECTION A}IO ' ACCEPTANCD1 INCL7/DINO WATERING 1HERA HALL 9E A ONE YEAR 'GUARANTEE FOR -AU. TREE SHRUBS T4'r-AEGIN AT THIS TIME 'KEY' TO EXISTING" PI ANT `MATERIAL TO BE RETAINED Symbol 'Otv. Comrrlon. Nome 3 Red Maple ( 1 —4: Flowering Plum '.Shr b 0 -- -19 Ph t'n'o 23 ,15pone5 Privet 4 NOTE. - . '..REFER TO SHEET L -1 FOR EXISTING PLANT MATERIAL. OR SOI1'tH%/(ND EAST ''OF 000,51NG VERIFY EXACT LOCATIONS IN FIELD. ANY MATE F �EIIAL EXIETTN(a !,3 NOT SHOWN TO BE DESTROYED AND REPLACEQ' WITH MATERIALS SHOWM..ON., • CbNFIRM',ALL PLANT-QUANTITIES. .POINT OF, CONJSIECTiQN,.' R 4NWT(6 1800 PI all 1 698 0199 0 IS' -Srl 180/,1u 1806'.N 15' 'O'A 0011660 1800 P1■10 1:888 0o%e„12' Sxtes 0804.1awn, 1508 shrvS 12' Roirok,L.18 MPR nozie, 10' Serl 804 Idwn. 1808 *1006 10' Rc8AiLt 1850 P 8,0 MPR naiPie SfIP•Serure; 1804 1aoo, 1806 *111,6 9x16' S, RoijbN .PE9 Ssrtu 810 lk Vai0O* Ra6b, el W-Cletlett,2,Slatlon Co1140Aer + pp Ral naheik Automotia Rain Shut • 1M 1g 11 W0 Ch ck - Val ' 010 :3 RC OukM Od pE Valve 'OF ORF4111114R,' 3(30'68 1ER PRESSURE, SET An:FJNISH G8ADE. 4UFAC10180100 SPECS, " IRRIGACIGN SCHEDULE AN DETAILS .. - " \� ,Po �" "' w /PVSnC NPR NaIItE WEL SBEWOSa RAi CN 8N01H N &RO�MODEL p -loo fI FINISH 08+08/100 OF U v z_ N1N M.w NPT . gy o 1001 MOD ELESEE-05) . —UP SPRAY SPRINKLER N.T.S. _. Ito INN TRENCHING : pETAIL PVC S. 40 LL PVC 4STERAE PIPE NOM b' A IT PIPE ASSEMBLY VA TN Rows LESS THAN 4 ORR ROTOR POP —UP SPRINKLER IIIII `111 REMOTE CONTROL VALVE N: T.S. SOZH LINEAR WIR (. P R /F WNx601IUS Al l, NCn v ;E cortR HNISH OP4DE/1OP RFMOtE 68x18�0� AL V MULCH LOU 8nA1PPL8 (CLOSE1 H 40 ELL IUE UIIOOS 11 ( N 111 006 3CH 4a" 6O Om. PeO. ONE PIPE SCH o TEL OR ELL PLC SCH 40 MALE ADAPTER we ui[BAL PIPE A J 4%C∎I WASH D M)EL !RUE' PROJEQT, NORTH '”. NORTH GORPO i ';I� ARCHITECTURE GROUP MURRAY— TOBIA8ON ING. +M �r.erw: y twrw. tiet"� RENISI ISSUE W.TE„ F ILE C 2192 \ 50e3:0TUi 5l PROJECT NUMBER. • ;'1`97