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HomeMy WebLinkAboutPermit D98-0321 - PACIFIC VIEW OFFICE PARK - ADDITIOND98 -0321 12301 Pacific Hwy So. Pacific View Office Park City of Tukwila Department of Community Development Occupancy: Office Occupancy Group: B gige./y/e(//'-z-- Buildf g Official TEMPORARY CERTIFICATE OF OCCUPANCY Parcel No.: 092304 -9367 Owner: Sabey, David A. and Sandra L. This Temporary Certificate of Occupancy is issued to allow occupancy of the first floor of building described below pursuant to the provisions of the Uniform Building Code, Section 109.4 (1997 Edition). This certificate certifies that at the time of issuance, this portion of the building was in compliance with the various ordinances of the City . regulating building construction or use. Occupant: Exodus Communications Permit No.:. D98 -0214 D981 Y Building Address: 12301 Pacific Hy S Suite No.: Occupant Load: 15 (per attached letter dated July 31, 1998) Type of Construction: II -1 Hour 7/// P. Date THIS CERTIFICATE MUST BE CONSPICUOUSLY POSTED ON THE PREMISES John W. Rants, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 Aug. 06 98 11:OOa Chris Hardin 07/31/98 FRI 11:04 FAX 206 0920 Mr. Paul DeGroot Exodus Communications 2650 San Tomas Expressway Santa Clara, CA 95051 Sincerely. / Steven D. Proj. Man APPOVED: DATE: CC:FILE, JS,JL,HL,DG,DS EXO7•30.WPO 408- 969 -9419 Sabey Construction Cc #; SBEY. CORPORATION July,31, 1998 Re: Employee count IGCP facility .Dear Paul, I am writing you with regard to Exodus Communications' new data center, at the above referenced location. The following is our understanding of the basic requirements with regard to the number of persons to be employed and occupying your new facility at the International Gateway Corporate Park. The majority of the first floor data center, and the entire second floor data center will house your clients' network servers: Additionally; both floors wilt have a Network Control Room. The operations staff will be located on the first floor. The total number of employee.; will not exceed 15, with the majority of them located in the operations office area. The data centers contain numerous open mesh ''cages' which accommodate the network server racks. Because these racks can be quite tall and heavy, servicing thern requires fully functional and physically strong employees. Therefore, there will be no handicapped employees working in any of the data center areas, including the control rooms. If this is an accurate representation of the facility's employee requirements, please sign where indicated below, and return to the undersigned. This will serve as official documentation for fhe purpose of Jurisdictional review. architecture • Construction • development • managemeit 101 Elliott Avenue W • Suite 330 • Seattle, WA • 93119.4220 •2C6 /26l •a700 • Fax' 206+232.9951 p.2 1002 RECEIVED CITY OF TUKWILA Scr - a 1 99 B PERMIT CENTER City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 092304 -9367 Address: 12301 PACIFIC HY S Suite No: Location: BUILDING A Category: AOFF Type: DEVPERM Zoning: Const Type: 11 -1 HR Gas /Elec.: Units: 001 Setbacks: North: Water: 125 Wetlands: Contractor License No: SABEYC *141PH Permit Center Authorized Signature: Signature:__ Print Name:_ Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversized Load: Sanitary Side.Sewer: Sewer Main Extension: Storm Drainage: .Street Use: Water Main Extension: DEVELOPMENT PERMIT No: Start Time: Cut: Start Time: No: Private: Permit No: Status: Issued: Expires: Occupancy: OFFICE UBC: 1997 Fire Protection: SPRINKLERS /AFA .0 South: .0 East: .0 West: .0 Sewer: RAINIER VI Slopes: Y Streams: OCCUPANT PACIFIC VIEW OFFICE PARK 12421 PACIFIC HY S, TUKWILA WA 98188 OWNER SABEY DAVID A & SANDRA L :Phone 206 281 -8700 101 ELLIOTT AV W #330, SEATTLE WA 98119 CONTACT HAYNES LUND Phone: 206-281-8700 101 ELLIOTT AV S, STE 330, SEATTLE WA 98119 CONTRACTOR SABEY CONSTRUCTION INC. Phone: 206 281-8700 101 ELLIOTT AVENUE WEST #330, SEATTLE, WA 98119 * k*** k************************************** ** * *•k * * * * * * * * * * *•k * *•k * * * *k** Permit Description: CONSTRUCT ADDITION TO EXISTING OFFICE BUILDING TO PROVIDE SPACE FOR. ELECTRICAL EQUIPMENT. ***********- k******************************************* *•k * * * *** * * * * * ** * * *-* * * * * * * * *k* Construction Valuation: $ 1,247,254.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng.: Appr: Curb Cut /Access /Sidewalk /CSS: Private: k**k************************* k**************** k****** * ** * **k * * * * * * *k * * * * * * * * * * * * ** ** TOTAL DEVELOPMENT PERMIT FEES: $ 10,752.52 ****************************************** ************ * * * * * * ** * * * * * * * * * * * * * * * * * * * * * ', (206) 431 -3670 D98 -0321 ISSUED 11/25/1998 05/24/1999 Size(in): .00 End Time: Fill: End Time: Public: Public: Date: _ 1/ 05- ig I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. Iam authorized to sign for and obtain this development pmt Date: t�/"? 4Q3/ 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. • Address:: 12301 PACIFIC HY S Tenant: DEYPERM Pace l a: 092004-9367 CITV ar TUKWILC: Permit No: 1)93-0021 • Status.: ISSUED, p e d .09/21 /1990 • ISSU d:: 1112!::..."1998 Permit Conditions: 1. No changes will be' madf-e to the plans unless approved by the 0rchitect ar Engiheer and the_TuktalkjuIlding Division. 7, Plumbing permits :ii 11.. Seattle-King County Opartment 0,c t be inspected by th:atalev. ,incliudinff, ail gae-'44 (296-4722). € 3. Electrical p•fer be ol.1ta1nedthrOuOithe'Osh.ington State Divin tnd wc.i••l wi 1 b insp&C,ted by„..thal.1 agenc 4. 011 irichiihicpl Work shall ber.'A.Ander s*par'ate pe14:riiA by the Citf 5. All perMItc inSpeOtion-reco'rds. and approvedHn sh lI • ia,aV:b, e • avai(itNie: the -iob stteY'or to - the start oC.,any - - struCtrIon-These documents are ....:to be maintained able unti1fin1 inspection approval is granted. 6. AllStr6Cturalconcrete be special inspectedUB.c Se0 7 . A l l -,s'tructural 6e::cdije by ..V;A.B.O. cerittried we.!Oers inspected 0.5BC 006(a)5). 1•'" 8. WhenspeCyal , inspectionA.s:require& eltiAerr.the owner, arcOtector:englneer'.:shafptitY,the TukWila Buildin4'1 DiVASionlOf appointment'ofrtneinsOection'agencies 1$rion o f inspectton,reports shall be sub*itted Omely manner. RepO'rts,,'shall.,cOntain acOnesst„,,, project na0e, permit number anditype`of 'insPeCtion beu perf tirOd. : 9. The speCiel inspector shall subrOt a. fln1 signed report/ stating. requiring special inspection to the hest of't,he inspectors knowledge„incorOrmand with apprOved plan s and Specificationsyand the abOlic.00 workmanstifp 'provisions of the 1o. All constructfilp to be done.J11:1;Cgnfgr'mance with apOrOVed plans and requirements of the4010rii0Building,Gbd,01997 Edition) as amended' ,Uniform Code.-6497 Edition), .., , and Washington Stat6.:Eiiergy Code (1997:Ed.aTt.in-). 11. Temporary erosion coritrollmeiSueS:;:s as the first order of to prevent sedimentation off- site or into existing storm drainage facilities. 12. The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 13. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 14. Subgrade preparation including drainage, excavation, compaction, and fill requirement shall conform strictly with recommendations given in the soils report. 15. Validity of Permit. The issuance of a permit plans, specifications, and computations shall strued to be a permit for, or an approval of, of arty of the orovisions of the building code or approval of not be con-: any violation, ar of anv A other ordinance of the jurisdiction. No permit presuming to give authority i to violate or cancel the provisions of this . code shall be walid. • `• Project Name/Tenant: 4- '4.i C..- V1 ft.O O 1Ce P rK. Vale of Construction: Site Address: I ' .w City Sta /Zip: 1 S4 » - F - c.. 1- t t c Y % Tut 1 0 611ot Tax Parcel Number: 0 °{2 -- °I "1 -~ a Property Owner: , Zo(o- Z�I — 2D Itp A- cB Y Street Address: City State /Zip: 1ci1 twto - T ki6 So c -rt.i WA- 9bI1e1 Fax #: 1.0(0-2$Z Contractor: C I Co Phone: r�� p /�, 2 ` Z V 1 '- z , o O �� ( N S F--0 C.- — r orJ hJ G . Street Address: City State /Zip: 161 't.-L.to C k trs So , aYrE 33C EPZntt \VA ctfo.) 11 ° I Fax #: 2-0 Go - Z8 30 1 - O °I 2 Architect: / r t -terry I ., 1-to AcR LA -WI-au 3 tt c , - I - Phone: .42°2- b27(- Z 1 O 0 Street Address City State /Zip: I o 9 t 33 e x,c t 202 4u�cr� Fax #: 4Z5- 8Z 8 - (0 ?)99 Engineer: t Z.S o iJ . -'ouP— Phone: 4 9 9 ' S Street Address: City State /Zip: ci to� 12 51x-1 Sr. So. ' SoI't'E 2O2 1Lf R.t .D w 3 Fax #: .f - Z5- eD22e - 4 ho Con act Person: / 1 - 1_.urv1:::› Phone: WQ - €1700 Street Address: City State /Zip: 1 01 ,to -1-r ANOST SD 1 Surma - ' 1 3 o S e l - . - T - r t z . , W k c t u 19 Fax #: _ 2ot'D- 2t 1- 0 9 2O Description of work to be done: Coro ' c-7r h 1-rt o N -rc ' -x -rIN Gr CF$R "T PR-0V l b8 'JPAc-.V FoR L. E,C.pCF-.Ic 1- n t r AP PL 04 um DER_ RbY18r pF• ice raiwi Qt..) 1 PM T. Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University la Other t. JISc_kP5D Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office CI School/College/University .IC El.- UcTRtcAt- FAUIP/ R001•45 Will there be a change of use? ❑ yes no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? ❑ yes no Existing fire protection features: 0 sprinklers automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: existing Area of Construction: (sq. ft.) . 5 y at = �T Will there be storage of flammable /combustible hazardous material in the building? yes ❑ no ��' FUEL Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets CITY OF TL(W /LA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Commercial / Multi - Family Tenant Improvement / Alteration Permit Application ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Flood Control Zone ❑ Fire Loop /Hydrant (main to vault) #: Size(s): . N J 0/4 rmtTT796 "02I4 g. Land Altering iii Cut 11 cubic yds. 0 Fill cu lc yds. ❑ Landscape Irrigation ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is Issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined In Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: Date application expires: 3 Applicat taken by: (initials) PLEASE SIGN BACK OF APPLICATION FORM CI'PERMIT.DOC 1/29/97 Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING:: (Additional reviews may be determined by the Public Works Department) .: in Hauling ALL COMMERCIAUMULTI- FAMILY TENANT IMPROVEMENT /ALTERATION PERMIT APPLICATIONS MUST BE SUBMITTED WITH THE FOLLOWING: D ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER D ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ .51 Complete Legal Description "t= p9.6-cyZ44 ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Four (4) sets of working drawings (five(5) sets for structural work), which include : El 51 Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Properly 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). ❑ Ft 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. ❑ ri 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. ❑ ( 15 Indicate proposed construction of tenant space or addition and walls being demolished Signature: Print name: 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 Data shall be noted on the construction drawings. SEPA Checklist - if intensification of use (check with Planning Department for thresholds). WrootN Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. S013Mtrtert' tyaV(oosr. --Y 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 Contractor Registration ": Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contrdctor 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 1 HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OW OR AUTHORIZ JAGEN Address 10 1 "eiLl.t.m-f a CTI'l :RMIT.1)OC 1/29/97 N L.0 ND G JU t B �j 7O Date: 21 Se'P Phone: D'Zib1 -6700 Fax #: p' „Oq� City /State /Zip ` j 1�,,, ' ';':'CITY OF'TUKNILA @A ' ` ` TR0NSNIT ` ' ' ' `� � ' **+**A **+* � � ` �TRANSMIT Number: R9700873 ` '� 6, �11/25/g8 <09:40 '.� Payment M�thod�� 'CHECK 'Notation: DAVIDGAHEY � '�njt: B�u. -' permit No 098-0321 Type: DEVPERM DEVELOPMENT PERMIT:: Parcel mo: 092304~9967 : ^` Site AddPess� 12301 PACIFIC HY S ' Location: BUILDING A ` . Total Faes:� � 10,7525:2_ ! |h`v Payment h,���.V Total ALL hilts; ��,10 75.52 Balance: 6,565.90 ' +�O - A**+ � ^+*�+*+*+**+a�*v+*�**a*++** « «^++++^**+*4** r ' Account Code Description .Amount` 000/322.108 ',BUILDING - NONREQ ` 000/345.830 PLAN CHECK - NON8EQ � ` `� ��`4,234O7 ' '`. 000/388.904 STATE BUILDING SURCHARGE� pity. OF :TUKWILA. 14A : „ • TRA.NSMrr .TRAWSMIT Number: .R979083 Amount: 4 0a/21 1.9S .15r,.50 Ptvniert 'Netho.d: CHECK Notation: SPBEY -CDRPORAT10 lritt BLH Perm No: D90•.0 Type: DEVPERM DEVELOPMENT PERMIT Par cel No 092304-9031 ite Address: 12421 PACIFIC HY S Total Fees: 10 This Payment 4,186.62 Total ALL Putts: 4,186.62 Balance: 6.565..90 ********10**A**AAA***********iiA*** Account Code Description Mod u nt 000/322.100 BUILDING NCINRES . 4.1864,2 ',..•••••'•••••••••••••••••••••••••••••••••••••••••■•••••••••••••••••••••••••••••••••••••...........••••••••••••••'•••••••••••••••••••••••■•••••• •••••••••••••••••••••:••••:••••••••■■••••••: .• • , • ' •, , . . . . . „ • 6039 09/2 9717 TOTAL f*.41O6 :62 ,• •. p P p t;ec I / W 4 Type of Inree t na / A ss / Date called: 6 sp h e y .: Special instru lions: - Date wanted: ,r9 a.m. .m. Requester: /, // Ph one;. 6....071.0_ Rao INSPECTION NO. CITY OF TUKWILA.BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila WA 9818 A . Approved per applicable codes. COMMENTS: /WS,T COk1 1 H cr ,AL,# Dpi 7 INSPECTION RECORD p_ 0 Retain a copy with permit o l PERMIT NO. (206)431 -3670 Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. ( to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. Receipt No: Date: Project: i / Iii Pki A finex Typepf-Inspectr: ri a Date called: 100 / c) Adckess: I 0 Sa l 77 Special instoictions: . . < i • Date wanted: / / ir1 c/ / 191 11.7rtt-- Requester: . , D_ I 1 r ..)/ i I Pho ne o? : 0(D 24.0 aVo INSPECTION RECORD Retain a copy with permit . INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 • • 179g PERMIT NO, (206)431-3670 Approved per applicable codes. -- corrections required prior to approval. COMMENTS: itt $47.00 REINSPECTION FEE REQUIRED. Pria to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reins ection. Receipt No: Date: 4:. r:N:i • St .... .t. •4. • I Pr ct: ' / _ V �// ) i ic Typern spe : I r dress: Date called: Special I ctio `�, • / �� Date wanted: 9 / J� (a.m. Requester`:),' (1 Phon — t 41O Approved per applicable codes. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION •6300 Southcenter Blvd, #100, Tukwila, WA 981 INSPECTION RECORD Retain a copy with permit _ D9g -o. PERMIT NO. De (206)431 -3670 Corrections required prior to approval. COMMENTS: ;ll or ,oei9-P D 40 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date; 4 :' *�•i„` ter :' 5. ] ` .: ti Gu; u� it : � 7:`•leig: ' k4ilif ' Yi .19 t ak .c.v��.Sr'_r.:a!,_.,�:t. 1',rsi r�er Mid r.r,:s.,,G.I A.( Project: . (.. / *-/t) Type of Inspection: Address: /2249/ /-(- / Date called: Special instructions: Date wanted:' Requester: Phone: • 0H INSPECTION RECORC> Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 ler Dcfg 3z} PERMIT NO22/ (206)431 -3670 COMMENTS: n Approved per applicable codes. Corrections required prior to approval. IL A L '$47.00 REINSPECTION FE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ` P a View 4 ' Type Opt I Ad es 2 C > C / Date called: S � / Special instruc ons: t g 30 re Q• Date wanted: ,1 e'7 �/ / p.m. Requ 1 . 1 ! a nZ e (e.,. Ph mt!O — O Z Y/ — �e ,, c INSPECTION RECORD Retain a copy with permit INSPECTIONO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 COMMENTS: Aferfn C�e�� Ins ij; proved per applicable codes. S K97 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid • at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. Receipt No: Date: PERMIT NOP (206)431 -3670 Corrections required prior to approval. COMMENTS: • Ty e f Insp tion, •::: C,.1& DePWA... ( PA ' r 0 eire 1ettf.4e. - 04oss .e,"--94c4e—-7-0 - D wanted: a.m. P.m. //_,/ ./0-11‘ 0/ 7-ve A..,47 7. s - e'.;-"e4iAcIt: 22cy gysi--._ , , .. . ... ...., g / / Inspe INSPECTION RECORD (1107 Retain a copy with permit P INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tuki WA 98188 Approved per applicable codes. - orrections equtre 'or (cpapicofil $47. 0 REINSPECTION FEE REQUIRED. Prior to inspe tion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: PERMIT NO. (206)431-3670 • Ty e f Insp tion, dress. as 1 a- 4 , Fac._ - 4 t 3 7t1 le41: kriol 1 D at i S ecial instructions: - ---- D wanted: a.m. P.m. Igi 6orry112sz- pigr2;c9,4 i ... s .. a.43 op.( Inspe INSPECTION RECORD (1107 Retain a copy with permit P INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tuki WA 98188 Approved per applicable codes. - orrections equtre 'or (cpapicofil $47. 0 REINSPECTION FEE REQUIRED. Prior to inspe tion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: PERMIT NO. (206)431-3670 COMMENTS: ,496fr g _,. C - - Co, ' Type of Inspe ti e .41.7.�%, r/M _,a0 J/G � . C c .7'7 - /4)-1, ..004-0f,f A /49,-,4v-AJ6.7. . Date called: 04 ? c —Gaa -- e 47o,- al ' tr (A44-r,e,.9 -- Do .tro7 - T Date wanted: L{ F, W/64- a.m. S 9 4 /.4Z/ • (J Vic_ ''1 7 � 2 Phone ( Cr r I_ D a, 4 .e _4_ i / / Proje A �� i O\ / V � Type of Inspe ti � Date called: S al ' tr tiQns: 1 Date wanted: L{ a.m. Requester N ot Phone ( Cr r I_ D a, 4 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 0 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: PERMIT NO. (206)431.J3670 rrections required prior to approval. t!OMMENTS: A Typ� I spectio o f iin� iAi /ei Lot 0 ( F " 2.-01 . 0 l' - I L Date called. /9t. ,-.4i" 1`t'/t 4"-P�tJ•- r.�t Iu 1 d S� /) ) 4#.d? /L 4 4? 5 c ? ,' M/ �--� 4 t ,---- % se D-71--- 12,29.7.- � Pit / / 1 C ♦ e ..,,( O. '- L4 ale /'- 4,4,-j../ /--64 e! - 2-* /�,./u /1 7 , , el. 9` I7 r.' 4l.�rl h )-1 - k , n 1 Proj • p Hew A Typ� I spectio o f iin� iAi /ei Ad : jy Date called. Special I str ct1 Qs:6// d Date want . Request / 1 M1n7 Phone• u..... D INSPECTION RECORD Retain a copy with permit INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. )9'g -Q %/ it (206)431 -3670 pproved per applicable codes. 0 Corrections required prior to approval. Inspector: Date: 0 $47.00 REINSPECTION F' REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: • `'. COMMENTS: , ktir‘t er' pfoiatie)( .6x. - 9'/, - /,(7.-,,-__- ,- e © Address: gelc, A.,/,/ ‘ y �� ,� / 4, ,,,d-5 / fi r_ • . .. ? Jae 7x7i • ,,..1-e.< o'-- tv (be/A..• rx /77_,e49- ' r , G6 e laf— ou U I?hor�e) &— Z4/��0 Project: ,GrG� Type oID a tion: Address: gelc, A.,/,/ ‘ D ate called: IP/ Special instructions:.' .....-4•• Date wted:_� m . Requester: 45/a- ou U I?hor�e) &— Z4/��0 t0 Inspe pproved 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. • e:K/Or L $47.00 REINSPECTION FEE REQUIRED. Prior to inspe ion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: P, i T(4 �!� ,/! m - 0 .,(_ _ 0 Ito 0 g. Aetc‹. - .&-i-}71-46-e, A e s ci-0/ - 4 rz-o2 Date called: �] 3 Special instructio s: i 9-.301 p &'VL C � .•SS Foote -. t CMG /1 I Date wanted: y� a a.m. g _ 1 p.m. Requester ` t U 0 KZct t f,en c6 /U\ T 0 c, -,4- (4 "K.,rc (r s-EsE C..6- c fi S, "61-7(..3 A-co 7 C/,... -T SL,e,t/f ( r. - Riel ,7271 dt 'ate G470- , .:.& c Do 4.s x__( 7 ,-6/04rc,Q .• 7 - (,0/77 . a /Q-44cK fc,, - 4 iru TO P 4.4.--7s Aro r c> 6&_/ (3 � /ozi.rt ,�, -, c- tee. � o isr 5 Project : / ' } (l T of Inspection: cf („ A, bt A e s Date called: �] 3 Special instructio s: i 9-.301 p &'VL C - If" S . Date wanted: y� a a.m. g _ 1 p.m. Requester ` t U 0 KZct t Phone: 7_0(0- Dq/ z4 t' INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 ERMIT NO. (206)431 -3670 ma Approved per applicable codes. corrections required prior to approval. $ 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: , e 444. — At, G®t."..0 — CJP 0 1gF W 5,6 .t l T l- 'o 0 .e S i 267 7?? 2' 4.e_ cl7tti I pL g ,c (7 77 -'I W.- . /OO7. q7 -cJt _ T7Ooj 4P do Wit" /e 1 P G roc.. fc /3//C, 7 .k rT A:477x i /OZ 6:2 1-4.6 5 .- 7774. 40. Date called: PG* Cam.. roke 'C)\ig.,SP Special instructions: Date e d: (of a.m. p.m. Re u es er: fl/ _, ,. P•� c t: Type I pe" Ion: Add ess: Of 774 (, c WV/ Date called: Special instructions: Date e d: (of a.m. p.m. Re u es er: fl/ Phone: • _..i. .... `' w�. ? ✓f "',;'�L�::`�•Y } '�, , �:e��p!tQ?t`�t`y`',�C'<'t': a Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188'` PERMIT NO. (206)431 -3670 Corrections required prior to approval. El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: e:„ COMMENTS: 1 / ,‘" i frile .. D paae_. , 5,_ ,o 4 .9.0 7:)c) it / A ( ,2),41.t_ 5 P_77-ex4-40--,Li .4-Alb 73 0c c / FA60-tfe€ 5 c..-77 onc ?oz / 9 7:- 4/..ec.._— z tetg- •,-;47--/P7e}, r7a-0-677.,c_ --t_r 0 (9-Afr-S e cyeewi, 4e,v7715) Reg/ te • , Zc co ( 1 1. ..7.- z , 7 2 _ , 4 coLd .. /, 5 / 4/ - 4,0 peo-e- - ( s) "4 ..( .1. ,- i eze?0, 4 44) ' 1) Pk- ir l;teae2) gita? 164519,--etf2?zic4t Pr z Type of Ipre144 e 0..., A e iz. 7./a0 Date called: Special instructions: Datewafir a.m. P.m. Reg/ te • Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 ri Approved per applicable codes. PERMIT NO. (206)431-3670 Corrections required prior to approval. $47 0 REINSPECTION E REQUIRED. Prior to ins ection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: •, • P 'ect:,r 1 / • • /e" il iTyp e_oHnspection: 1 .7444/ A"A ess: a 0 1 te leb . / t ie Address Date called: Special instru tions: , Date wante4ifrm /a P.m. RettO 60142 ahg., 6s, Phon • gt06" g ' ;?4/9 COM NTS: /95/ / / e /.4 ..'/1 /5 7 - "- Aro /4c, OZ- la — .e,./e.... e-/1(( 7 770%.1 4r co,... iddyegee.- 0 f ,,a-74-pi-f. _.( Pe-Airdelaas -56-C 1--rOT ii 4- P/2-ro pe- m 6c7 /Ar/let.-rotre."--- /-ec-rr Gi/e.eit-c.4. -froc-o CO c I ( -04.- c/ r ' ' • ' 1 "1147146, COA.6t-r6 '1;7 k I r r. : - - - ( 05 " 1. . - -' • = 4 11;k7.14 1 4-:- 1,- .__ ... ..,..:.. ,.....or. - - ••-••• I D 5 INSPECTION RECORD Retain a copy with permit INSPEC 4 ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 (206)431-3670 n Approved per applicable codes. Corrections equired prior to approval. Inspo 9 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: - ■ • Pp l'C Ati',1) Type ection: A dress: 0/ -• i4C- "'HA Date called: Special instructions: a 0 P.m. RektrV ,40,6„., Phone: _,•-") .'• . . ..r- . nrr. . „ . . . , INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 , PERMIT NO. (206)431-3670 ri Approved per applicable codes. Corrections required prior to approval. COMMENTS: e_FZ , 4 7 7 / C/Y frng / /Wk t ig ri P4) (// 7?=)(c s / 6/97/1-- /e,is 56_‘ A.(107- 47 "%er,r4 /7-- 704Z 1 . 44111.11Pr.o.V.AWAMVAIJAINIII • / •jr I I I :4 rt .1 Inspe $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd„ Suite 100. Call to schedule reinspection. Receipt No: Date: Pr _ ' C C 1. ' 4...., Type of Ins a on: .7 f Gfi�� r �'te� Addre 1 J�1 f �U / J---" -, D ate called: J �/ Special instructions: / Date wanted 1 / � p .m. Requester: Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. IgI required prior to approval. COMMENTS: 'c.:9 7-7.4 ' 4 h Oki 44_ / 1 - 4 ` Inspector: El $47.00 REINSPECTION R EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. [Receipt No: Date: COMMENTS: f a 4 r~ o4t/e11 5 d7/.Y 5.-7e 449/4? de0 s 56 RW/0 vs ,<r0 i Special instructions: 0 noci r-oLe-- ( ,r-, . , 47/0 ,04-0 /47PleV/ Phon I, 0 0,./(—i - .., • 4 7 Proje c r y (--v i< . \I ; 9(.41 fCiu. 0 t Type of Insjapction: Lone A ress: •–) r i 01 f4C(4.:( s Data called: 1 / Special instructions: 0 noci r-oLe-- r-P00( Date wanted : / On. c7 , o / e t - 3 z c l P.m. Reaues er: ..)Q Phon I, 0 0,./(—i . . . gir INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 INSPECTION NO. PERMIT NO. (206)431-3670 Approved per applicable codes. IR Corrections required prior to approval. 0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: T ,yDe of Inspection: fWr,,/t fe . fit /,W. 2- C/!' J At 1 ^ PAC u 5 ( a( - /77 o w t2rloeg9, Special instructions: 'a�Ec ( At /AS P. . Date w tedd: /a.m. �IG q p.m. Requ ster: ,4•/.. 7- . 'Leek 4 J r Phone: W ►fir • of ► P ,egOi/ 41-e, Aro s-T Pr <: xecro 4Z? ,4re't /'4Iot `to roar/AMA/or 'e- _9cQ4'`W ,.c) rr 121(1. PL��: �• 1 Proi T ,yDe of Inspection: At 1 ^ PAC u 5 ( bate called: Special instructions: 'a�Ec ( At /AS P. . Date w tedd: /a.m. �IG q p.m. Requ ster: Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit +Y, Receipt No: Date: PERMIT NO. Approved per applicable codes. Corrections required prior to approval. Inspec Date: 9' Zo 9 III $47..0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. (206)431 -3670 rl';V r ":A?' !+�:: .'3• "r :.fi �:4:i..; t�•':E :1 •fs;�'�x:i. tS..mk:at:'w . a.... :'$ : "° X4 City of Tukwila Fire Department TUKWILA FIRE DEPARTMENT , FINAL APPROVAL FORM Project Name f 1 Address 1 r�i- 0 'C A c.a A C t- A S Retain current inspection schedule Needs shift inspection .�J`t Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: C _iuthoriz)d ignatur FINALAPP.FRM �(o Permit No . J1J e "" 0 3 PQ John W. Rants, Mayor Thomas P. Keefe, Fin? Chief Suite # C .5b4kfl Date Rev. 2/19/98 T.F.D. Form.F.P. 8�5 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575-4439 Please respond by: By: 98172AF0434C.doc PROJECT: International Gateway Corporate Park 12421 Pacific Highway South Tukwila, WA 98168 CLIENT: Sabey Corporation. ARCHITECT'S FIELD ORDER Reason for this Field Order: revision/clarification Attachments: RA- 034C -A, RA- 034C -B RFI Reference: A.F.O. #:A-034C DATE: SCI PROJECT #: SCAG PROJECT #: 04/27/99 98 -2 -206 98 -70 -04 To SABEY CONSTRUCTION, INC.: You are hereby directed to promptly execute this Field Order which interprets the Contract Documents or orders minor changes to the Work WITHOUT any change in the Contract Amount or Contract Time. If you consider that a change in the Contract Amount or Contract Time is required, please notify Sabey Corporation Architecture Group immediately and then submit your itemized Construction Change Directive to the Architect within the time frame required in the Contract, and before proceeding with this Work. If your proposal is found to be satisfactory and in proper order, the Construction Change Directive will be signed and approved by the Architect and Owner. Description of the Work: 1. Revise wall type for east wall of room F202 (Electric Equipment Room) to wall type #4. See attached sheet #RA- 034C -A, RA- 034C -B. Freiheit & Ho Architects, Inc. P.S. 101 10940 NE 33' PI, SUITE 202 BELLEVUE, WA 98004 (425) 827 -2100 FAX (425) 828-6899 FUTUR REMOT 4 -- -8 2 . 42' 5 /B. FUTURE REMOTE RADIATOR OIE RADIATOR 10•-0 U8' ELECTRIC EOUIPTMENT ROOM 13' - 10' . O 4' -10' SPRINKLER RISER ROOM 2 ACOUSTICAL WnLL PANELS REMOTE ADIATOR 1/4' REGISTERED t � • RICHARD 0. FREIHEIT STATE OF WASHINGTON 4 /6\ a BUILDING A ANNEX 'i 0 2ND FLOOR PLAN RA- 034C -A INTERIOR WALL TYPE SCHEDULE NO. DESGRIPTION GONGRETE PER STRUGTURAL (1) LAYER 1" TYPE 'X' G.W.B., 2 .I /2" "I" STUDS @ 24" O.G., (2) LAYER55 /8" TYPE 'X' G.W.B. (I) LAYER 5/8" TYPE 'X' G.W.B., 3 5/8"i STEEL STUDS @ 24" O.C., (1) LAYER 5/8" TYPE RATING 2 -HOUR WP -1060 -HOUR WP -1200 NOTE SEE. KEY NOTE # 1 ABOVE RICHARD 0. FREIHEIT I STATE CF WASHVGION RA- 034C -B PROJECT: CLIENT: International Gateway Corporate Park 12421 Pacific Highway South Tukwila, WA 98168 Sabey Corporation. ARCHITECT'S FIELD ORDER A.F.O. #:A-039 DATE: 04/27/99 SCI PROJECT #: 98 -2 -206 SCAG PROJECT #: 98 -70 -04 To SABEY CONSTRUCTION, INC.: You are hereby directed to promptly execute this Field Order which interprets the Contract Documents or orders minor changes to the Work WITHOUT any change in the Contract Amount or Contract Time. If you consider that a change in the Contract Amount or Contract Time is required, please notify Sabey Corporation Architecture Group immediately and then submit your itemized Construction Change Directive to the Architect within the time frame required in the. Contract, and before proceeding with this Work. If your proposal is found to be satisfactory and in proper order, the Construction Change Directive will be signed and approved by the Architect and Owner. Description of the Work: 1. Add "Area of Refuge" to annex building 2n floor, in hall #F201 See attached sheet # RA- 039 -A. Reason for this Field Order: revision /clarification Attachments: RA- 039 -A. Please respond by: RFI Reference: A -125 By Paa if-1/4'16 Freiheit & Ho Architects, Inc. P.S. 101 10940 NE 33 PI, SUITE 202 BELLEVUE, WA 98004 (425) 827-2100 FAX (425) 828.6899 98172AFON39.doc I I INFILL OPENING WITH b" GALV. STEEL STUDS @ lb" O.G., 5/8" TYPE 'X' G.W.B. (INTERIOR), 5/8" TYPE 'X GYP. SHTG (EXTERIOR), I 1/2" E.I.F.S.(@ EXT. WALLS ONLY) SOUND BATT INSULATION. SEAL PERIMETER AND ALL PENITRATIONS. 12 SEE SHEET A/ FOR LOUVER SCHEDULE 13 STEEL BEAMS FLUSH WITH FLOOR SEE DETAIL II/A5.2 14 OPENING ABOVE. 12" DIA. SEWER PIPE DRY SUMP 16 B" HIGH REMOVABLE CURB. SEE DETAIL I2/A5.2. 17 b" X 24" BLOCKOUT AND PITCH POCKET IS INFILL SHAFT WITH b" GALV. STEEL JOISTS @ lb" O.G., 5/8 TYPE 'X' G.W.B. EACH SIDE, SOUND BATT INSULATION, 2" AC* AL PANEL Iq TWO WAY PHONE FOR AREA OF REFUGE, INCLUDING LIT SIGNAGE PER U.B.G. 1104 NN . t ELECTRIC EQUIPMENT REGSTERED RICHARD 0. FREIHEIT STATE OF WASHINGTON A l BUILDING A ANNEX Irv/ I 2ND FLOOR PLAN SCALE: I/8" = I' -O" PROJECT: CLIENT: Description of the Work: 98172AF0439.dnc International Gateway Corporate Park 12421 Pacific Highway South Tukwila, WA 98168 . Sabey Corporation. To SABEY CONSTRUCTION, INC.: You are hereby directed to promptly execute this Field Order which interprets the Contract Documents or orders minor changes to the Work WITHOUT any change in the Contract Amount or Contract Time. If you consider that a change in the Contract Amount or Contract Time is required, please notify Sabey Corporation Architecture Group immediately and then submit your itemized Construction Change Directive to the Architect within the time frame required in the Contract, and before proceeding with this Work. If your proposal is found to be satisfactory and in proper order, the Construction Change Directive will be signed and approved by the Architect and Owner. By Notic-ildh 1. Add "Area of Refuge" to annex building 2n floor, in hall #F201. See attached sheet # RA- 039 -A. Reason for this Field Order: revision /clarification Attachments: RA- 039 -A. Please respond by: RFI Reference: A -125 , ARCHITECT'S FIELD ORDER Freiheit & Ho Architects, Inc. P.S. 101 10940 NE 33" PI, SUITE 202 BELLEVUE, WA 98004 (425) 827.2100 FAX (425) 828-6899 A.F.O. #:A -039 DATE: 04/27/99 SCI PROJECT #: 98 -2 -206 SCAG PROJECT #: 98 -70 -04 C) TWO WAY PHONE FOR AREA OF REFUGE, INCLUDING LIT 5IGNAGE PER U.B.G. 1104 I I INFILL OPENING WITH b" GALV. STEEL 5TUD5 @ 16" O.G., 5/8" TYPE 'X' G.W.B. (INTERIOR), 5/8" TYPE 'X GYP. SHTG (EXTERIOR), 1 1/2" E.I.F.S.(@ EXT. WALLS ONLY) SOUND BATT INSULATION. SEAL PERIMETER AND ALL PENITRATIONS. 5EE SHEET A /9.0 FOR LOUVER SCHEDULE 0 STEEL BEAMS FLUSH WITH FLOOR SEE DETAIL II /A5.2 (4 OPENING ABOVE. (5 12" DIA. SEWER PIPE DRY SUMP 16 8" HIGH REMOVABLE CURB. 5EE DETAIL I2/A5.2. b" X 24" BLOCKOUT AND PITCH POCKET IS INFILL SHAFT WITH b" GALV. STEEL JOISTS @ 16" O.G., 5/8 TYPE 'X' G.W.B. EACH SIDE, SOUND BATT INSULATION, 2" A • AL PANEL ELECTRIC EQUIPTMENT REGISTERED RICHARD 0. FREIHEIT STATE OF WASHINGTON Am BUILDING A ANNEX 2 Vr) z 2ND FLOOR PLAN 0 SCALE: I /8" = I' - 4 -28 -1999 1:48PM FROM NELSON "BOURDAGES 4268284860 PROJECT: International Gateway Corporate Park 12421 Pacific Highway South DATE: 04/08/99 Tukwila, WA 98168 sci PROJECT r: 98-2 -206 CLIENT: Sabey Corporation. SCAG PROJECT #: 98 -70 -04 To SABEY CONSTRUCTION, INC.: You are hereby directed to promptly execute this Field Order which interprets ttu+ Contract Docwnenu or orders minor changes to the Work WITHOUT any change in the Contract Amount or Contract Time. lf'you consider that o change in the Contract Amount or Contract Time is required, please notify Wary Corporation Architecture Group immediately and then submit your itemized Cunsiructiuu Change Directive to the Architect within the time frame required in the Contract, and betbre proceeding with this Work. If your prop:nal is found to lie satisfactory and in prom order, the Canswctian Change Directive will be signed and approved by the Architect And Owner. Description of the Work: 1. Refer to Drawing BR -1. Light gauge bracing at Annex penthouse. ARCHITECT'S FIELD ORDER Reason for this Field Order: Light gauge bracing at Annex penthouse Please respond by: April 13, 1999 By: Steve Renck, P.E. A 4- Nelson- Sourdages 512 Shah Street South, Suite 202 Kirkland WA 09033 (425) 1127.5005 FAX (q5) 82$4850 NELSON- BOURDAGES a Division of Poggemeycr Design Group, Inc, 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • fax (425) 828 -4850 P. 2 A.F.O. #:A38 Attachment,: BR - RFI Reference: A -118 NELSON- BOURDAGES Cunsultins En a Division orPo ;yemeyer Design Group, Inc, 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425)827-5995 • FAX (425) 828.4850 Made !v eaitic Date 1 x2_91 7 / Job No. �/ ( ■ Checked by Date • Sheet No� _ p /� Description Ni, or Gi4146 . L 4. Job Name 1/l/r 6 Y 63- tp PAP-/ ' 6.04-e/N4 m- 11-5 /BtiLE1 ANN 4 -28 -1999 1:48PM / % ''A /ea' %6� , &F PI �8L 6 5 7W' ' /6 M se "Te> STUD f-/ID rcK (12 lbri11.. NIN) I exPoes OCTOBER 24 ' FROM NELSON "BOURDAGES 4258284850 C I%l'X lb F Degrac Lx 18i k ps 7bpoF P2 M4.4 / aaseSTS � A7/, 4-77o 4f ,plc /.!6..4 77.. Eivrzy v risli tE I4 14 :fL - •#/c, 5c STup A'NJ 7i �.� 14,6A- x 2)2.."10/. tf /s ` - /co scis+ E .TyP f/si4 DU' w1s/e0 ff /T' fly IISo ty7" ‘L,t/A*TfoM ARAG/NG . *7 - 4f1Tia1 V&- -- 5T /f3vf P. 3 6)(i 84 Qs )9 rPe4 7 X ly o e�� • Pp- /Deb /1 D. /6& .1 u /0.t'r' X 2 " W Ac EA 7Pt HPsA- 7Y P • "' 6 78 1 '5 6 N ir yy /s=, 1r-vor_rmit=t" ^v=vroP.• ,tJS: �\ I hgAill v li fill s li •1 t ail iadil � ;;, ,i. 4 -28 -1999 1:48PM / % ''A /ea' %6� , &F PI �8L 6 5 7W' ' /6 M se "Te> STUD f-/ID rcK (12 lbri11.. NIN) I exPoes OCTOBER 24 ' FROM NELSON "BOURDAGES 4258284850 C I%l'X lb F Degrac Lx 18i k ps 7bpoF P2 M4.4 / aaseSTS � A7/, 4-77o 4f ,plc /.!6..4 77.. Eivrzy v risli tE I4 14 :fL - •#/c, 5c STup A'NJ 7i �.� 14,6A- x 2)2.."10/. tf /s ` - /co scis+ E .TyP f/si4 DU' w1s/e0 ff /T' fly IISo ty7" ‘L,t/A*TfoM ARAG/NG . *7 - 4f1Tia1 V&- -- 5T /f3vf P. 3 6)(i 84 Qs )9 rPe4 7 X ly o e�� • Pp- /Deb /1 D. /6& .1 u /0.t'r' X 2 " W Ac EA 7Pt HPsA- 7Y P • "' 6 78 1 '5 6 N ir yy /s=, NELSON Consulting Engineers a Divi sion orPoggemeyar Design Group, Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827-5995 • FAX (425) 828.4850 Made by s ..- R — Datel_ i 6 _4 7 , Job No. 18 CV Checked by Date Sheet No. L6 --/ .... Description AA4VEJC AA:I./riot/5AL' , Job Name P rikif Pie*/ errie CoiipaV 2-4...dir GA F:z-Aiti /A/A 4-28-1999 1:49PM FROM NELSONABOURDAGES 4258284850 5 )ST • Arr /2!'O .C.. 14/ II- ire 7.22 3pr 7P A-No oor /1 acal 6/J)c 24> 64 rzAT wi2 Y.2 - 3 fr 5 4304- STUD TY .%?2,"x /8 M. 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Fob Op_A-pp/ A/ /Iwo No iz me/A/5 4 -28 -1999 1:48PM FROM.NELSON "BOURDAGES 4258284850 Description of the Work: ARCHITECT'S FIELD ORDER PROJECT: International Gateway Corporate Park A.F.O. #: A38 12421 Pacific Highway South DATE: 04/08/99 Tukwila, WA 98168 SCI PROJECT t!: 98 - 206 CLIENT: Sabey Corporation- SCAG PROJECT #: 98 -70 -04 To SABEY CONSTRUCTION, INC.: You am hereby directed to promptly execute this Field Order which interprets the Contract 1Docurnerrts or orders minor changes to the Wotk WITHOUT any change in the Contract Amount or Contract Time. if you consider that a change in the Contract Amount or Contract Time is required, please noliiy Sabey Corporation Architecture Group immediately and then submit your itemized Construction Change Directive to the An hitect within the time flame requited in the Contract, and b.tbre proceeding with this Work. If your proposal is ,found to be satisfactory and in proper order, the Construction Change Directive will be signed and approved by the Architect and Owner. 1. Refer to Drawing 8R -1. Light gauge bracing at Annex penthouse. Reason for this Field Order. Light gauge bracing at Annex penthouse Attachment,: 8R -1 Please respond by: April 13, 1999 RFI Reference: A -118 By: Steve Renck, P.E. /4 Nelson Boirdaiges 512 Sixth Strait South, Suits 202 Kirkland WA 88033 (426) 827.5995 FAX (425) 8284850 NELSON - BOURDACES a Division of Poggemcytrr Design Group, Inc, 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 P. 2 NELSON-BOURDACES Consulting engineers a Division ofPoggemeyer Design Group, inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (42S) 827.5995 • FAX (425) 828.4850 Made b 5,� D ate /6— � Jo No. 1$01 'Checked by Date Sheet No. G 6- 1 Description AIM/EX .71.1-0/4/2U5.. Job Name d}..' /PL. Pieta /LL 61t/PL -4 I 4?r 1.,i4 F.zff/tt /41/, 4 -28 -1999 1:49PM FROMELSON "BOURDAGES 4258284850 Sn,p ja157 - . A-T / ,G. x fl w /I- s 1c yi' 3 PT 7SG/ lap AND °r j-r 74 - FEAT STNK w /2 is %i'' 3f7_ 5'C' -1 -04 57d , °1.22_"x!s6A X) %Zu Go NT, C — ... ; , . :,. I EXar1esOCTCSERZ4 14.Jvti , R.X/,veX , •/T o 'L qr G 4 F4417/A/‘.. P. 4 / _ a te - , 7v )L / (o. 44 C`IftNNV. Aq /1/0 �C /Gy fr L Aft Is6A4 x1 %Z' evA r y o /)E Powv D,e/v Y 4:" f• kT. 16' z: AA + foe S71- PP/A/6 , 4-Ado / GOaidyVj • NELSON- B CunsultinEEn*ineers a Division ofPufgemeyerDesl *n Group. Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • FAX (425) 828.4850 Made bys.: eani • Date 7 Job No. 0 ' Checked by - Dare • Sheet No, p �!�• Desc 1 /i , </7 6f41,41, E SL.. Job Name _zM 647a01 y 6 x l P-1! • SRA•e Ne... AT yeSTI$l/L ei 4i/1/F< 4 -28 -1999 1:48PM FROM "BOURDAGES 4258284850 \. lb " A /e0 Apgr 6L evD .571.05 7'/`P 1 4 1 1 1 - : /ca or26 snU. f 3 $ i i r T,cK 02. �L f4' /NA- D L xJ86. ins b 64- t714os 7bp of %te 7720044 4 A7 avo.c %Tos>s No�TN ■=1 D..vouTr/ oer-AciA!6 .., ir.. EA rzy ANNE. --- 457" A nW £y 57 4L, /*77o,1/ ei( Exa — 71 � li�t OCTO�FII u ARAc /N6 A7 - 4- A e1.7 1/& P. 3 7q° PM- . TYP 10401- 7•4. . P /Di'.E nit) &A- . /p /eitT X 2 ' L / L • S7�A ?. : 1v 5 •- 0 /0-16; .gc-ct t4 7aj' oiC d �^a- '_`/IDsa- 7 f • I " o 14 /T '1/r4-T /o Ve-5 4Z / E c 7°P e PAM-Po r wl -.N sc -slut) ANJ2 7e I (.44 x 2)2." 14)14. /b-- /(Q scpErAds GA. EAD rYft • � 1!s4 DO' . iv1 N9 I lT fso PROJECT: CLIENT: Description of the Work: International Gateway Corporate Park 12421 Pacific Highway South Tukwila, WA 98168 Sabey Corporation. ARCHITEC'O S FIELD ORDER To SABEY CONSTRUCTION, INC.: You are hereby directed to promptly execute this Field Order which interprets the Contract Documents or orders minor changes to the Work WITHOUT any change in the Contract Amount or Contract Time. If you consider that a change in the Contract Amount or Contract Time is required, please notify Sabey Corporation Architecture Group immediately and then submit your itemized Construction Change Directive to the Architect within the time frame required in the Contract, and before proceeding with this Work. If your proposal is found to be satisfactory and in proper order, the Construction Change Directive will be signed and approved by the Architect and Owner. 1. Remove equipment shaft @ south -east corner of floor 1 and floor 2. 2. Revise equipment shaft near grids "A" and "13" and on floor 1,2, and 3 to be of 2 -hour construction. 3. Remove bus duct shaft on floor 2. 4. Revise wall type schedule. See attached sheet #RA- 034B -A, RA- 034B -B, RA- 034B -C, RA- 034B -D. Reason for this Field Order: revision /clarification Attachments: RA- 034B -A, RA- 034B -B, RA- 034B -C, RA- 034B -D Please respond by: By: 98 I72A1 , 04 34.duc D.u.�S. //4Z RFI Reference: Freihelt & Ho Architects. Inc. P.S. 101 10940 NE 33" PI, SUITE 202 BELLEVUE, WA 98004 (425) 827.2100 FAX (425) 828.6899 A.F.O. #:A -0348 DATE: SCI PROJECT #: SCAG PROJECT #: 03/22/99 98 -2 -206 98 -70 -04 V -0' 500 KV RNSFM UTURE - 500 KV RNSFM TRANSFORMER ROOM 000 000 2 ACOUSTICAL L PANELS 2' ACOUSTIC WALL PANELS 1i6 - • kr) BUILDING A ANNEX 0 1ST FLOOR PLAN = SCALE 1!8' = r-o 94'-4 118' -0' CLEAR FUEL MAINTENANCE SYSTEM (MrD TO WALL W /MASONRY EXP. BOLTS) FUEL CLEANSING PUMP T ACOUSTICAL WALL PANELS SPRINKLER RISER ROOM FUTUR REMOT LOAD ENTE FUTURE REMOTE RADIATOR CITE RADIATOR 10'-0 UB' ELECTRIC EOUIPTMENT ROOM 4' -10" 2 ACOUSTICAL NI�LL PANELS FUTURE REMOTE RADIATOR REMOTE ADIATOR 4' -10" 9 114' 4170 REGISTERED 1. A i h N il BUILDING A ANNEX A 2 wri 0 2ND FLOOR PLAN a SCALE: 11S = I'-O" N u' RA- 034B -B N i BUILDING A AN EX 0 = 3RD FLOOR PLAN I I/2 "xI56A HSB STEEL DECK, PIT C OPEN TO BELOI OPEN TO BELONN PHONE ROOM Q LOAD :ENTE FUTURE REMOTE RADIATOR FUTURE REMOTE RADIATOR i __REM GTE RADIATOR REMOTE RADIATOR N T RA-034B-C NOTE: SEE KEY NOTE # 1 ABOVE NO DESCRIPTION RATING CONCRETE PER STRUCTURAL O (1) LAYER 1" TYPE 'X' G.W.B., 2 -HOUR . 21/2 " "1" STUDS . @ 24° O.G:, WP -1060 (2) LAYERS 5/8" TYPE 'X' G.W.B. O . NOT USED (I) LAYER 5/S" TYPE 'X' G.W.B 1 -HOUR 3 5 /8" STEEL STUDS @ 24" 0.G., . {nIP -1200 (1) LAYER 5/S TYPE 'X' G.W.B. RICIIARD. FREIHEIT STATE OF WASHINGTON RA- 0348 -D Description of the Work: 98172AF005.doc ARCHITECT'S FIELD ORDER PROJECT: International Gateway Corporate Park A.F.O. #:A -035 12421 Pacific Highway South DATE: 03/17/99 Tukwila, WA 98168 SCI PROJECT 98 -2 -206 CLIENT: Sabey Corporation. SCAG PROJECT !t: 98 -70 -04 To SABEY CONSTRUCTION, INC.: You are hereby directed to promptly execute this Field Order which interprets the Contract Documents or orders minor changes to the Work WITHOUT any change in the Contract Amount or Contract Time. If you consider that a change in the Contract Amount or Contract Time is required, please notify Sabey Corporation Architecture Croup immediately and then submit your itemized Construction Change Directive to the Architect within the time frame required in the Contract, and before proceeding with this Work. If your proposal is found to be satisfactory and in proper order, the Construction Change Directive will he signed and approved by the Architect and Owner. 1. Revise roof and wall construction for Annex stair penthouse. See attached sheet #RA -035 -A Reason for this Field Order: revision /clarification Attachments: RA -035 -A Please respond by: RFI Reference: #A -111 Freiheit & No Architects, Inc. P.S. 101 10940 NE 33" PI, SUITE 202 BELLEVUE, WA 98004 (425) 827.2100 FAX (425) 828.6899 EO 6689-9Z8-SZ'b' 4 S1.?a41.4 = -AV off 'S 44041.a.4d VV E:60 66 -4t eW In N w + U m 4 r U L Q 0 I FI EIKEIT KO A�CKITECTc�, INC., P.& Evergreen One. 10940 NE 33rd Place, Suite 202, Bellevue, WA 98004 MEMBRANE ROOFING N 1/2" GYP. SHEATHING - DECKING PER STRUCTURAL 3TL. JOISTS PER PLAN 8" MIN. FIBERGLASS INSULATION I 1/2" X 1E5 GA. CONTINUOUS BRIDGING @ MID SPAN (2) LAYERS 1/2" TYPE "C" GWB m al TYPICAL PENTHOUSE PARAPET ROOF CONSTRUCTION iD (I -HOUR U.L. *P515) i- r m CONCRETE WALL PER STRUCT. (TYPICAL) 1)t •- I 1 boildiujeetici. TYPICAL PENTHOUSE PARAPET WALL CONSTRUCTION (I -HOUR U.L. *U423) METAL SIDING 30* BLDG FELT 5/8" TYPE "X" GYP. SHEATHING METAL DECKING PER STRUCTURAL STL. STUDS PER STRUCTURAL 5/8" TYPE "X" GYP. SHEATHING MEMBRANE FLASHING TYPICAL PENTHOUSE WALL CONSTRUCTION (I -HOUR U.L. *U423) METAL SIDING 30* BLDG FELT 5/8" TYPE "X" GYP. SHEATHING METAL DECKING PER STRUCTURAL STL. STUDS PER STRUCTURAL 5/8" TYPE "X" G.W.B. A•f•d. itt■ 354N ME By: PROJECT: International Gateway Corporate Park A.F.O. #:A -035 12421 Pacific Highway South DATE: 03/17/99 Tukwila, WA 98168 SCI PROJECT #: 98 -2 -206 CLIENT: Sabey Corporation. SCAG PROJECT #: 98 -70 -04 To SABEY CONSTRUCTION, INC.: Yuu are hereby directed to promptly execute this Field Order which interprets the Contract Documents or orders minor chnnges to the Work V1'1THOUT any change in the Contract Amount or Contract Time. If you consider that n change in the Contract Amount or Contract Time is required, please notify Sabey Corporation Architecture Group immediately and then submit your itemized Construction Change Directive to the Architect within the time frame required in the Contract, and before proceeding with this Work. If your proposal is found to be satisfactory and in proper order, the Construction Change Directive will he signed and approved by the Architect and Owner. Description of the Work: 1. Revise roof and wall construction for Annex stair penthouse. See attached sheet #RA -035 -A Reason for this Field Order: revision /clarification Attachments: RA -035 -A Please respond by: RF) Reference: #A -111 Freiheit 8 Ho Architects, Inc. P.S. 101 10940 NE 33r PI, SUITE 202 BELLEVUE, WA 98004 (425) 827.2100 FAX (425) 828.6899 98172AFO 35.doc O/f. /,'d4 ARCHITECT'S FIELD ORDER £O - d 6689-928 -SZ•b `s 0 aa44zad off 'S 14a41- t/bZ =60 66- LT -„4,eW •4 - - - LOAD ENTE FUTUR REMOT TIGAL 3' - 1' FUTURE REMOTE RADIATOR OIE RADIATOR 10' O 1 /8' 13' -10' . ELECTRIC EOUIPTMENT ROOM 4' -10' SPRINKLER RISER ROOM 0 9'-B' :n S T ACOUSTICAL YW�L PANELS 4' -I0' 9 I/4' REGISTERED 1�R�HIj�/ RICHARD 0. FREIHEIT STATE OF WASHINGTON a BUILDING A ANNEX z a 2ND FLOOR PLAN 9 = YALE: I/8' = RA- 034C -A INTERIOR WALL TYPE SCHEDULE NO. DESCRIPTION CONCRETE PER STRUCTURAL (1) LAYER I" TYPE. 'X' G.W.B., 2 I/ - "I" STUDS. @ 24" O.G.; (2) LAYERS 5/8" TYPE 'X' G.W.B. (1) LAYER 5/8" TYPE 'X' G.W.B.;. 3 5/8" STEEL STUDS @ 24" 0.G., (I) LAYER 5/8" TYPE 'X' G.W.B. RATING • 2 -HOUR WP -1060 I -HOUR WP - 1200 NOTE SEE KEY NOTE # 1 ABOVE RICHARD 0. FREIHEIT STATE of WASft,UGTON RA- 034C -B MEIHEIT 110 ❑ AQCFIITECTc), INC., P.c . 1) Evergreen One. 10940 NE 33rd Place, Suite 202. Bellevue, WA 98004 m C TYPICAL PENTHOUSE PARAPET ROOF CONSTRUCTION • (I -HOUR U.L. #P518) 0 ' MEMBRANE ROOFING N 1/2" GYP. SHEATHING CO — METAL DECKING PER STRUCTURAL In .,TL. JOISTS PER PLAN • 5 MIN. FIBERGLASS INSULATION 11/2' X 18 GA. CONTINUOUS BRIDGING ® MID SPAN (2) LAYERS I /2" TYPE "C" GAB U T U I. Q 0 I ri S. f CONCRETE HALL PER STRUCT. (TYPICAL) A•F" d. 41A 35.P'■ TYPICAL PENTHOUSE PARAPET INALL CONSTRUCTION (I -HOUR U.L. #U423) METAL SIDING 50 BLDG FELT 5/8" TYPE "X" GYP. SHEATHING METAL DECKING PER STRUCTURAL STL. STUDS PER STRUCTURAL 5/8" TYPE "X" GYP. SHEATHING MEMBRANE FLASHING TYPICAL PENTHOUSE WALL CONSTRUCTION (I -HOUR U.L. #U423) METAL SIDING 30 BLDG FELT 5/8" TYPE "X" GYP. SHEATHING METAL DECKING PER STRUCTURAL STL. STUDS PER STRUCTURAL 5/8" TYPE "X" G.11.B. ME MATERIAL DATA . 5 2 TEST TYPE XrCONCRETE 0 GROUT ❑ MORTAR 0 PRISM SET NO. / OF / 1 I SAMPLE LOCATION / 400._e 4 / , ��✓�TTi000"'YYY � - COMMENTS TEST AGE (DAYS) 7.�8 a - 4 MIX DATA c " • III I t - ., A. A - I �' io i -/ � • L AIR CONTENT (%) - - 4 1 /Ir - / -lam - � - r - PI e - - -J gyl__ t L / . / . - i " 'mss 12 0. C • eock `A # • . _ �n . •.. r� 3. 7 r . fA , t.ec - n . At? . , - L•,, - : CAL, ' df S ,44 cJ to - 1-r' p Q s2 . - . /I /A I . / r t ..1 I .L t O , ZO. 1 :G 9 GrN Claim^ : lorlSeI U. . cal. Cock c ro ...s-....., 1441 Mg 0. . r- ,t _ _ -�— , . Jr_ _ .. _ C. — 172- C- / Oc ( C • IS r art MATERIAL DATA . 5 2 TEST TYPE XrCONCRETE 0 GROUT ❑ MORTAR 0 PRISM SET NO. / OF / 1 I SAMPLE LOCATION / 400._e 4 / , ��✓�TTi000"'YYY � - SPECIMEN (NO. / SIZE I TYPE) I) •X/a2 ■ 4/ j,^ L. S TEST AGE (DAYS) 7.�8 a - 4 MIX DATA FIELD DATA SPECIFIED .: ACTUAL DESIGN STRENGTH 3 Cre10 PSI @ . Es DAYS SLUMP (IN.) L ..-e 4/z . ! --_ SUPPLIER 62104,144.4 MIX ID NO. 3 3 5-i 4 J AIR CONTENT (%) a- TRUCK NO. 2(,(,/ TICKET NO. 5- 7 .2 (i UNIT WEIGHT (PCF) BATCH SIZE (CU.YDS.) /U' • O WATER ADDED (GAL.) Q AMBIENT TEMP. ( SAMPLE TEMP. ('F) y6 •73 ,521- 96 '''. a . BATCH TIME • 5v... SAMPLE TIME Q M � PROJECT NAME J/ - / . a/'- C �G L �y 1 /..' 1 4.11 PROJECT NO. FIELD REPORT NO �/��^ 8- m' 6) CI ADDRESS ✓✓✓ /^ //02 / t7G / S. DATE 9 99 / 2 ' / / PAGE / OF / CITY OR COUNTY r 7, 1... Ge/. PERMIT NO. g- 07/1 WEATHER everco..s CLIENT ,t_� AE PROJE T MANAGER! PHONE NO. A i,...�,' •�(2S» o - A 6 9 GENERAL C 0 AEE FIELD REPREI NTATIVE / PAGER NO TYPE OF SPECIAL INS ION %eel Ltd Lc'rcre TC EW INSPECTION ❑ RE•INSPECTION •AGRA Earth & En onmental ENGINEERING GLOBAL SOLUTIONS AILY FIELD REPORT " The contents of this field report were discussed with the contractor's on -site representative. All inspected items were in general conformance with the approved plans and specifications. La Certain inspected items were Q4! In general conformance with the approved plans and specifications. AGRA Earth b Environmental, Inc. (Rev. 1/97) AEE FIELD REPRESENTATIVE AEE PROJE MAN GER � AGRA Report of Compression Test Results Client: SABEY CONSTRUCTION, INC. 101- ELLIOT AVENUE WEST SUITE 400 SEATTLE, WA 98119 Attn: MARK VELASQUEZ Specimen Type: CONCRETE Mix ID: 345161 Supplier: CADMAN Load #: Truck #: 120 Ticket #: 552118 Plant #: Batch Size: 9 YDS Water: 4 Admixture: Time Batch Time: Sample Time: 12:48 Finish Time: Test Result Spec ID # ID 2582 A B C D Reviewed By Distribution Client: Yes File: Yes ENGINEERING GLOBAL SOLUTIONS Date Rec'd 1/21/99 1/21/99 1/21/99 1/21/99 Date Tested 1/27/99 ASTM -C39 Mix and Field Data Cast Date: 1/20/99 Placement: SLAB ON DECK. Strength (f'c): Required : 6000 psi @ 28 Days Age Nominal (days) Specimen Size 7 6x12x0 28 28 Producer: Yes Others: Actual Area (sq in) 28.46 Report Date: Project #: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Contractor: Break Types -- (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar AGRA Earth & Environmental, Inc. 11335 NE 122nd Way Suite 100 Kirkland, Washington USA 980348918 Tel (425) 820 -4669 Fax (425) 821 -3914 February 1, 1999 8 -91 M- 12475 -0 INTERNATIONAL GATEWAY PARK 12421- PACIFIC HIGHWAY SOUTH Mi -98 -0109 KEN SAHI Inspector: DAVE BERNIER Actual Specs. Slump (inches) ASTM C -143: 6.25 6 Air Content ( %) ASTM C -231: NA Unit Weight (pcf) ASTM C -138: NA Concrete Temp. ( °F): 63 50 -90 Ambient Temp. ( °F): 52 Weather: SOME DRIZZLE NA 12 :12 Remarks: CONCRETE PLACED VIA BOOM PUMP. REFERENCE REPORT #53, SET 45. Compressive (ibs) 137940 Strength Brk. Type/ % of (psi) Cure Req'd 4850 81% HOLD • AGRA Report of Compression Test Results Client: SABEY CONSTRUCTION, INC. 101- ELLIOT AVENUE WEST SUITE 400 SEATTLE, WA 98119 Attn: MARK VELASQUEZ Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 1/20/99 Placement: SLAB ON DECK © NW CORNER. Strength (Po): Required : 6000 psi © 28 Days Mix ID: 345161 Supplier: CADMAN Load #: Truck #: 207 Ticket #: 552006 Plant #: Batch Size: 10 YDS Water: 0 Admixture: Time Batch Time: Sample Time: 9:17 Finish Time: Test Result ID # ENGINEERING GLOBAL SOLUTIONS 8:40 Remarks: CONCRETE PLACED VIA BOOM PUMP. REFERENCE REPORT #53, SET 44. Spec Date Age Nominal ID Date Rec'd Tested (days) Specimen Size 2581 A 1/21/99 B 1/21/99 C 1/21/99 D 1/21/99 1/27/99 7 6x12x0 28 28 Reviewed By i 7 d Distribution Client: Yes File: Yes Producer: Yes Others: Report Date: Project #: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Contractor: Inspector: DAVE BERNIER Slump (inches) ASTM C -143: Air Content (%) ASTM C -231: Unit Weight (pcf) ASTM C -138: Concrete Temp. ( °F): Actual Area (sq In) 28.46 Compressive (lbs) 142750 Break Types -- (Cn) Cone, (CSp) Cone .Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar AGRA Earth & Environmental, Inc. 11335 NE 122nd Way Suite 100 Kirkland, Washington USA 98034-6918 Tel (425) 820.4689 Fax (425) 821 -3914 February 1, 1999 8 -91 M- 12475 -0 INTERNATIONAL GATEWAY PARK 12421- PACIFIC HIGHWAY SOUTH Mi -98 -0109 KEN SARI Actual acs. 6.5 6 NA NA . 62 50 -90 Ambient Temp. ( °F): 49 NA Weather: SOME DRIZZLE Strength Brk. Type/ % of (psi) Cure Req'd 5020 84% HOLD 41 AG RA ENGINEERING GLOBAL SOLUTIONS Report of Compression Test Results Client: SABEY CONSTRUCTION, INC. 101- ELLIOT AVENUE WEST SUITE 400 SEATTLE, WA 98119 Attn: MARK VELASQUEZ Specimen Type: CONCRETE ASTM -C39 Mix and Field Data Cast Date: 1/19/99 Placement: STEM WALLS; G LINE, 1 TO 2. Strength (Pc): Required : 4000 psi @ 28 Days Time Mix ID: 345143 Supplier: CADMAN Load #: Truck #: 147 Ticket #: 551709 Plant #: Batch Size: 6 YDS Water: 0 Admixture: Batch Time: 8:21 Sample Time: 9:00 Finish Time: Test Result Spec ID # ID 2569 A B C D Date Rec'd 1/20/99 1/20/99 1/20/99 1/20/99 Date Tested 1/26/99 Age (days) 7 6x12x0 28 28 Break Types — (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Reviewed By Distribution Client: Yes File: Yes Nominal Specimen Size Producer: Yes Others: Actual Area (sq in) 28.37 Report Date: Project #: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Contractor: C ) Inspector: BERNIE STRAUB Actual Specs. Slump (inches) ASTM C -143: 3.25 4±1 Air Content ( %) ASTM C -231: 4.70 3 -5 Unit Weight (pcf) ASTM C -138: NA Concrete Temp. ( °F): 49 Ambient Temp. ( °F): 46 NA Weather: CLOUDY & LIGHT RAIN Remarks: CONCRETE PLACED VIA TRUCK CHUTE. REFERENCE REPORT #51, SET 43. Compressive (Ibs) 139400 Shear, (Sh) Shear, (Co) Columnar AGRA Earth & Environmental, Inc. 11335 NE 122nd Way Suite 100 Kirkland, Washington USA 98034.8918 Tel (425) 820 -4669 Fax (425) 821 -3914 January 28, 1999 8 -91 M- 12475 -0 INTERNATIONAL GATEWAY PARK 12421- PACIFIC HIGHWAY SOUTH Mi -98 -0109 KEN SAHI Strength Brk. Type/ % of (psl) Cure Req'd 4910 CN 123% HOLD AGRA ENGINEERING GLOBAL SOLUTIONS Report of Compression Test Results Client: SABEY CONSTRUCTION, INC. 101- ELLIOT AVENUE WEST SUITE 400 SEATTLE, WA 98119 Attn: MARK VELASQUEZ Specimen Type: CONCRETE ASTM. C39 Mix and Field Data Cast Date: 12/30198 Placement: SLAB -ON -DECK, LEVEL #3, 4/B.5. Strength (Pc): Required : 4000 psi © 28 Days Time Batch Time: Sample Time: 11:40 Finish Time: Spec ID # ID 2416 A B C D Mix ID: 345161 Supplier: CADMAN Load #: Truck #: 205 Ticket #: 546803 Plant #: Batch Size: 10 YDS Water: 0 Admixture: Test Result Reviewed By _C,Zs — Date Age Date Recd Tested (days) 12/31/98 1/6/99 7 12/31/98 1/27/99 28 12/31/98 1/27/99 28 12/31/98 Nominal Specimen Size 6x12x0 6x12x0 6x12x0 Distribution Client: Yes File: Yes Producer: Yes Others: Report Date: Project #: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Contractor: Break Types – (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar AGRA Earth & Environmental, Inc. 11335 NE 122nd Way Suite 100 Kirkland, Washington USA 980344918 Tel (425) 8204889 Fax (425) 821 -3914 February 1, 1999 8 -91 M- 12475 -0 INTERNATIONAL GATEWAY PARK 12421- PACIFIC HIGHWAY SOUTH Mi -98 -0109 KEN SAHI Inspector: CHARLES EDGEWORTH Actual Specs. Slump (inches) ASTM C -143: 6 6 Air Content ( %) ASTM C -231: NA Unit Weight (pcf) ASTM C -138: NA Concrete Temp. ( °F): 61 50 -90 Ambient Temp. ( °F): 50 Weather: PARTLY CLOUDY NA Remarks: CONCRETE PLACED VIA PUMP AND MANUALLY & MECHANICALLY CONSOLIDATED. REFERENCE REPORT #38, SET 39. Actual Area Compressive Strength Brk. Type/ % of (sq in) (Ibs) (psi) Cure Req'd 28.37 117970 4160 SH 104% 28.46 155450 5460 CSP 137% 28.46 153540 5390 CSP 135% HOLD - •AGRA ENGINEERING GLOBAL SOLUTIONS Report of Compression Test Results Client: SABEY CONSTRUCTION, INC. 101- ELLIOT AVENUE WEST SUITE 400 SEATTLE, WA 98119 Attn: MARK VELASQUEZ Specimen Type: CONCRETE Mix and Field Data Cast Date: 12/30/98 Placement: SLAB -ON -DECK, LEVEL #3, 2/D.5. Strength (f'c): Required : 4000 psi @ 28 Days Time Mix ID: 345161 Supplier: CADMAN Load #: Truck #: 239 Ticket #: 546619 Plant #: Batch Size: 10 YDS Water: - Admixture: Batch Time: Sample Time: 8:50 Finish Time: Test Result Spec ID # ID 2415 A B C D Reviewed By 77/ Distribution 7 :57 Remarks: CONCRETE PLACED VIA PUMP AND MANUALLY & MECHANICALLY CONSOLIDATED. REFERENCE REPORT #38, SET 38. Date Age Date Rec'd Tested (days) 12/31/98 1/6/99 7 12/31/98 1/27/99 28 12/31/98 1/27/99 28 12/31/98 Break Types -- (Cn) Cone, (CSp) Cone .Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Client: Yes File: Yes ASTM -C39 Nominal Specimen Size 6x12x0 6x12x0 6x12x0 Producer: Yes Others: Report Date: Project #: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: Contractor: AGRA Earth & Environmental, Inc. 11335 NE 122nd Way Suite 100 Kirkland, Washington USA 98034.8918 Tel (425) 820.4889 Fax (425) 821 -3914 February 1, 1999 8 -91 M- 12475 -0 INTERNATIONAL GATEWAY PARK 12421- PACIFIC HIGHWAY SOUTH Mi -98 -0109 KEN SAHI Inspector: CHARLES EDGEWORTH Actual Specs. Slump (inches) ASTM C -143: 6 6 Air Content (%) ASTM C -231: NA Unit Weight (pcf) ASTM C -138: NA Concrete Temp. ( °F): 60 50 -90 Ambient Temp. ( °F): 48 Weather: PARTLY CLOUDY NA Actual Area Compressive Strength Brk. Type/ % of (sq in) (lbs) (psl) Cure Req'd 28.37 119300 4210 SH 105% 28.46 159200 5590 CSH 140% 28.46 151020 5310 CSP 133% HOLD October 12, 1998 Mr. Duane Griffin, Building Official City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 Subject: Dear Mr. Griffin; Building Permit Plan Review Pacific View Office Park, Building "A" Annex Addition (D98 -0214) Included please find the structural plan revisions and design calculations in response to the September 29, 1998 Plan Review comments of the subject project. Note that the structural drawings 51 through S5 have been revised to include the plan revisions related to the review comments, along with some coordination activity (ie shoring, wall and slab penetrations) and have been dated 10/12/98. General and Foundation 1. The submitted calculation pages PC -1 thru PC -3 qualify the various foundation loads and grade beam design conditions shown on drawing sheets S2 and S4. Vertical 2. Structural design calculations PC-4 thru PC -8 are included to address the design requirements of the Cl, C2, and C3 cast -in -place concrete columns. Note that the column capacities typically exceed the design loads by a significant amount. 3. Structural calculation sheets PC -9 and PC -10 address the concrete slab design requirements at the Roof Level (3rd Floor Elevation) of the annex with PC -9 addressing the concrete wall header above the duct shaft opening below at Grid Lines 13 /C -C.5. Note that the 21'-4" long span concrete slab at the roof requires a bottom reinforcement of 0.18 square inches of steel per foot width, with 0.44 square inches provided ( #6 at 12 "o.c.) typically. The 21'-4" long span controls design in this area, with the same reinforcement provided at the mezzaning level floor. 4. Structural calculation sheets PC -11 thru PC -13 address the second floor concrete slab design. The concrete slab design between Grid lines 13 to 14 has been corrected to a 10" thick slab such that the reinforcement in at the first interior support is 0.43 square inches per foot width or the 116 at 12 "o.c provided. NELSON- L3OURDAGES a Division of Poggemeyer Design Group, Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • Fax (425) 828-4850 • RECEIVED ocr 1 41898 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Letter to Mr. Duane Griffin Page 2 October 12, 1998 5. Structural design calculations PC -14 thru PC -18 are included to address the design requirements of the retaining wall shown in detail 16/S4. Note that the design control at the bottom span requires 0.80 square inches per foot of wall such that a #8V at 12 "o.c. is provided, 2 - #6V at 12 "o.c. is provided at the outside fact of the 2nd Floor level support. 6. Structural design calculations PC -19 thru PC -26 are included to address the design requirements of the Grid lines 12, 13, and 18 concrete shear walls shown on drawing sheet S2. Note that the Grid line 12 wall has been revised from approximately 35' -0" long from the original 8 -20 -98 Building 'A' structure submittal to a new length of 63' -0 ". This change in length is a consequence of new wall requirements for the North Annex addition to Building 'A'. The shear wall load analysis and designs have been revised to include the Building 'A' plus North Annex addition seismic and retaining loads. 7. Refer to calculation sheets PC -19 and PC -28 for comparision of lateral load distribution before and after the North Annex building addition to Building 'A'. Note that the primary wall drag loads to Grid Lines 1, 4, and 10 have been significantly reduced by the addition of the Annex and the increased wall length at Line 12. Horizontal diaphragm loads at the Annex (Grid Lines 13 and 18) are transferred directly to the supporting shear walls by shear friction reinforcement, with no drags or collectors required. The horizontal diaphragm loads at the Grid line 12 shear wall are transferred to the shear wall directly by shear friction reinforcement for the length of the wall (63' -0) with the balance collected by slab reinforcement and the wide flange beams on Grid Line 12 D -G. Please feel free to contact us if you have any additional questions or require further clarifications. Sincerely, Steven Renck, P.E. for Nelson Bourdages, A Division of Poggemeyer Design Group, Inc. EXPO=oc,oelR 24 J . £O'd Reid iddlefon September 29, 1998 File No. 24-98-022-016-01 Dear Mr. Griffin: General and Foundation Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal Pacific View Office Park Building - Addition (D98 -0321) We reviewed information for the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The following comments should be addressed: 1. Calculations qualifying the design of the grade beams should be submit review. Vertical 2. Calculations qualifying the design of the concrete columns (Cl, C2, and C3) should be submitted for our review. 3. Calculations qualifying the design of the Third Floor slab and beams should be submitted for our review. 4. The Second Floor Slab on Sheet S2 provides #6 top bars at 12 inches on- center ' at Grid 13; however, calculation page RC -2 requires an area of steel equal to 0.503 in at the support. 5. Calculations qualifying the retaining wall shown on Detail 16/S4 should be submitted for our review. .r, foyinirr, Piowars f411010.1 Reid Middloton, Int. 128 134th 91141 SW Saab 200 twos, WVoshington 98204 Ph, 425 741.3800 lac: 425 741.3900 6689-828 - SEV 's1.0 off I '44 dOE : b0 86- 6Z-deS • c , tO•d 6689 - S2V `sq.00 ' OH 'S 41- a dOE :VO 86- 6Z -daS MARK COL SIZE RE1NF CI 16'z24' 6 r➢ 6 1 Y C2 24'2l so a Pi C3 1t2 r 6 1 0 8 rev !.■ n U_ KM! t. REFER TD DRAWS S5tr CaJtlftt WARR RENFORC9104T t1 FOUNDATION PLAN Q � SiH8 h r -1' -0' lY NORTH r it/0/f 770A1 CONCRETE WALL THICKNESS M1 tY C NC MAIL $7 16' cow 117111. 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Au 27/ (= ,v / S. 1 r5'-o ,&51 U - To 13c / - 51 6/11 f3 = ' W i,DG 4 ' -o k o c, 0 T r r =...oa 3 -(X Y33Z'f-8) _ 5.2-3 Ai//4 coNT-, Dk 1 Nor < pgtirx -t- D4-- 1- 4 74 $ / aof-t By at() D ER7 6/e-10 L.//vE l 3 /'ft s /0 /'E-ssu By 7 'o ib7.ft.._ a-P7 w /o e 5 A-/-7 e A-5 G2/ D A 361 / /T/t3 ( / .7 Y1.0) s o off' '// 778 Co/'r ok NELSON BOURDAGES Consulting Engineers a Division ofPoggemcyer Design Group, Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • FAX (425) 828 -4850 Made by / S - "� Date /� 9P Job No. e• Checked b y Date Sheet No . PG 7 .e. 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Ar 9' = (/20 ;, o (4,%. /$( / 74 ?, .4 GG. c /a6 1 * -k. m • y — 137 '/74- -o`< /r 07 = =` SG o,e /7, 3 D�,6ti •' uSE Scp w /� - V oK G3 i13 = C x /2) = 4B /f Z —R.:2F ONLY scr/°ckz,jj /02 4. a KAy N. se /.2.$28 SAPV o4 NELSON - BOURDAGES Consulting Engineers a Division ofPoggemcyer Design Group, Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • FAX (425) 828 Made by ,...- , �� / Job No. ca ! g / 7 Checked by y - Date Sheet No . P� --S- - Description Job Name Pi9'G /Ft ( /,K/ AA,Nk -o1.ter? ti 2) E5 / GA/ Gn Lu/7/V o11 ,©E"‘ /G it/ co Li.. • /' x 24 ! P • 2 "ci Ft.A. 6,5 • 95 /4 — 35 Ar- 0/ : � � = � > 9 (. AT / a a 77--/!3 Are - ol- (/ kZ 3.) = /5 .�/ • 7A4, TA/3 WL �L DL aL_ DL- 33,3 �a Z.3 ' / /t 37.5 • B.S 37z 226 .s ga ��,5 3g, 3 224 &,Q -cps /S, /l., /7 Ti- /,g = /32 G /I 3 /c,5 Ft2 6,5 ` (0,5 Z.a /4,5 33,0 ...P Pi) /7,8 33,a a /G , •a /G 3 S.. h 4X tt = 2-24 / / h, = 9, G . C %z, Sh A-7 8,1 ) ol< aco 1/3 -5 RECTANGULAR TIED Short columns - no sidesway Bending on major or minor axis COLUMNS M =1 16" X 24" f e d = 4,000 psi 1 = 60,000 psi M in inch - kips O P in kips ' • T - ' -•'1. • ! M' BARS RHO I x..rn Max Cap C% fy Y 25% fy Y 50% fy 50% fy Y 100% fy Y .lf'c Ag g Zero Axial Load OM OM OP M OP mM OP OP 0 OP OM 0P 0 OP 6 -f 8 1.23 MA 2004 881 I . 4 1 p.1 a VI am N .--1 N N 802 3246 673 5797 3611 571 3959 417 3259 154 2596 31-25 _ HI 865 2720 _755 _.2395 -633 -2625-536 339 -2878 -386 _.2111 154 1638 - 322 - 4 9 _ 1.56 MA __1400___881 2064 921 826 3449 691 617 3850 582 4277 416 3648 154 31 -25 1445 MI 1450 921 777 2568 649 592 2830 545 3150 383 2384 154 2016 6-ff0 1.98 MA 3123 904 29 =9 858 3706 715 5114 4155 597 4682 414 41 15 4 - 4IIII - 3L-2S 1073 MI 1511 973 23:3 606 2786 670 342 3088 558 3488 378 2729 154 2489 6 -111 2.44 MA 2203 1028 3122 888 3970 736 5509 4459 609 5077 410 4552 154 4790 3L -2S 907 MI 1556 1028 24 26 831 2993 687 141 3325 567 3751 361 3047 154 2945 6 -f14 3.52 MA 2388 1159 3623 971 4594 796 8589 5203 647 6069 406 5633 154 6636 3L -2S 829 MI 1686 1159 2S:7 906 3504 741 10 -110 3934 601 4495 339 3861 154 4046 6 -118 6.25 MA 2821 1492 4926 1181 6112 949 7017 743 8492 395 8165 154 10004 31-2S 565 MI 1979 1492 3527 1100 4707 882 MA 5312 676 6176 268 5784 154 6618 8 -f 8 1.65 MA 2330 931 3171 825 4009 689 1687 4533 579 5200 407 4029 154 3421 21 -4S 316 MI 1301 931 1653 796 2231 663 1153 2416 558 2593 386 2208 154 2112 8 -f 9 2.08 MA 2459 985 3425 855 4407 712 2543 5010 593 5838 404 4672 154 4271 21 -4S 141 MI 1336 985 1975 828 2353 690 1020 2567 572 2791 381 2477 154 2507 8 -110 2.65 MA 2617 1053 39:4 897 4914 741 3352 5617 612 6650 400 5491 154 5349 21 -45 12 -110 MI 1376 1053 2114 869 2515 721 794 2757 591 3039 374 2791 154 2974 8 -111 3.25 MA 2753 1127 4331 937 5424 770 3782 6217 629 7444 393 6290 154 6422 21-45 MA MI 1403 1127 2250 906 2670 746 670 2931 603 3231 354 3021 154 3403 8 -f 8 1.65 MA 2148 931 2870 833 3627 696 4917 4072 585 4580 415 3888 154 3408 3E 1153 MI 1367 931 1920 791 2395 659 384 2625 553 2878 387 2375 154 2126 8 -f 9 2.08 MA 2240 985 3115 866 3928 720 4349 4430 601 5058 413 4430 154 4240 3E 1016 MI 1413 985 2134 822 2568 682 141 2830 566 3150 383 2670 154 2613 8 -110 2.65 MA 2355 1053 3427 909 4310 752 5027 4886 621 5666 411 5104 154 5288 3E 889 MI 1469 1053 2313 853 2786 711 5L -4S 3088 583 3488 377 3033 154 3217 8 411 3.25 MA 2457 1127 3757 950 4697 781 5.05 5338 638 6261 406 5734 154 6323 3E 677 MI 1509 1127 2453 899 2993 735 MI 3325 596 3751 358 3345 154 3785 8 -114 4.69 MA 2735 1302 4522 1050 5627 862 2345 6451 689 7750 401 7314 154 8754 3E 378 MI 1635 1302 2917 1003 3504 809 1314 3934 640 4495 332 4159 154 4909 8 -f 8 1.65 MA 2039 931 2651 841 3354 703 858 3722 595 4102 419 3524 154 3353 41-25 3098 MI 1471 931 2185 787 2618 656 1913 2895 551 3241 384 2472 154 2125 8 -f 9 2.08 MA 2110 985 2852 678 3584 729 3706 3990 613 4455 418 3997 154 4065 41-2S MI 1536 985 23E4 817 2847 678 2665 3167 564 3604 380 2837 154 2620 8 - 110 2.65 MA 2201 1053 3053 921 3875 762 5077 4330 636 4907 417 4582 154 4881 4L -2S 2171 MI 1614 1053 2523 856 3135 707 2376 3511 582 4055 374 3297 154 3241 8 -ill 3.25 MA 2279 1127 3353 954 4171 793 2E 4667 655 5344 411 5150 154 5668 41-25 3231 MI 1673 1127 2825 893 3407 732 MA 3826 596 4406 354 3718 154 3831 8 -114 4.69 MA 2515 1302 3914 1079 4877 877 1238 5495 712 6444 407 6348 154 7564 41 -25 4206 MI 1845 1302 3377 995 4085 807 794 4637 642 5403 326 4803 154 5280 10 -410 3.31 MA 2563 1134 39:4 959 4914 789 636 5617 644 6650 408 6094 154 6568 31-4S MA MI 1494 1134 2320 920 2865 758 575 3180 615 3607 371 3329 154 3671 10 -411 4.06 MA 2706 1226 4331 1012 5424 827 385 6217 667 7444 402 6919 154 7860 31 -4S 847 MI 1540 1226 2558 967 3084 791 4055 3432 632 3888 348 3652 154 4230 10 -410 3.31 MA 2424 1134 3571 971 4479 799 2.44 5061 659 5890 414 5578 154 6129 41 -35 600 MI 1579 1134 2550 913 3135 748 1379 3511 607 4055 374 3577 154 3952 10 -411 4.06 MA 2554 1226 3926 1026 4898 838 4509 5546 684 6527 408 6337 154 7173 41-35 6846 MI 1635 1226 2625 961 3407 781 2923 3826 625 4408 351 3987 154 4614 10 -114 5.86 MA 2881 1444 4750 1168 5909 943 6743 754 8125 401 8033 154 9723 41 -35 MI 1808 1444 3377 1092 4085 875 4637 682 5403 319 5061 154 6035 10 -110 3.31 MA 2271 1134 3273 983 4057 815 4562 668 5201 426 4977 154 5729 51 -2S MI 1715 1134 2555 907 3485 744 3933 605 4623 371 3865 154 3987 10 -411 4.06 MA 2365 1226 3558 1039 4387 857 4943 694 5694 420 5587 I54 6556 51 -2S MI 1788 1226 3153 955 3821 778 4327 625 5066 348 4390 154 4712 10 -414 5.86 MA 2634 1444 4235 1187 5182 969 5884 766 6937 418 6969 154 8566 51-25 MI 2002 1444 3836 1084 4666 872 5340 684 6310 313 5746 154 6510 (1)'0% fy indicates zero tension in bors on the tension side, "50% fy indicates 50% f stress in bars on the tension side, and '100% fy indicates 100% fy stress (i.e., balance point) in bars on the tension side. (2) L = long face, S = short face, E - each face; 35 = 3 bars each face; 21 -35 - 2 bars each long face and 3 short face. RECTANGULAR TIED Short columns - no sidesway Bending on major or minor axis COLUMNS M la MA . 16" X 22" f "c = 4,000 psi f = 60,000 M In inch -kips P in kips psi • f . . • • I BARS I .0 Max Cap 0% fy 25% fy 50% fy 100X fy Arc Ag Zero Axial Load OM OM OP OM OP 0 OP 0 OP OM OP OM OP 10 -110 3.61 MA 2184 1073 3423 893 4279 732 4885 595 5797 368 5317 141 5882 3L -45 MI 1398 1073 2266 865 2720 711 3028 574 3458 339 3214 141 3611 10 -fll 4.43 MA 2298 1165 3799 946 4728 770 5414 617 6497 362 6033 141 7018 3L -45 MI 1445 1165 2461 914 2938 745 3280 592 3740'316 3534 141 4163 10 -110 3.61 MA 2056 1073 3123 904 3888 742 4385 609 5114 373 4901 141 5432 41-35 MI 1480 1073 2466 859 2990 701 3359 566 3906 342 3475 141 3923 10 -111 4.43 MA 2166 1165 3437 958 4256 780 4812 633 5674 365 5509 141 6346 41 -35 MI 1537 1165 2699 907 3261 735 3674 585 4260 319 3882 141 4531 10 -114 6.39 MA 2450 1383 4165 1099 5151 883 5872 701 7088 356 6997 141 8589 4L -35 M1 1712 1383 3248 1039 3938 829 4485 642 5255 287 4954 141 5943 10 -110 3.61 MA 1926 1073 2854 915 3508 757 3937 616 4494 383 4350 141 5030 SL -2S MI 1613 1073 2742 852 3340 697 3782 565 4474 339 3780 141 3966 10 -111 4.43 MA 2015 1165 3113 971 3797 798 4270 641 4926 376 4885 141 5747 5L -25 MI 1687 1165 3027 901 3675 732 4175 585 4917 316 4304 141 4685 12 -110 4.33 MA 2253 1153 3550 955 4428 779 5039 632 5995 370 5794 141 6550 46 MI 1512 1153 2543 915 3069 748 3451 598 4025 335 3757 141 4316 12 -111 5.32 MA 2386 1264 3950 1020 4905 826 5596 662 6731 361 6565 141 7690 46 MI 1576 1264 2788 975 3352 791 3781 621 4397 309 4173 141 5000 12 -110 4.33 MA 2124 1153 3281 966 4048 794 4591 640 5374 380 5238 141 6146 51 -35 M1 1586 1153 2742 909 3340 738 3782 590 4474 338 4024 141 4656 12 -Ill 5.32 MA 2239 1264 3625 1033 4446 843 5055 670 5982 372 5950 141 7085 51-35 MI 1660 1264 3027 969 3675 780 4175 614 4917 313 4531 141 5339 12 -110 4.33 MA 1953 1153 3020 976 3704 803 4152 653 4769 384 4703 141 5637 6L -2S MI .1711 1153 3018 902 3689 734 4204 588 5041 335 4349 141 4708 14-110 V.05 MA 2308 1234 3709 1016 4589 831 5244 663 6254 377 6126 141 7265 51 -45 MI 1623 1234 2819 966 3419 785 3874 621 4592 332 4303 141 5027 14 -111 6.20 MA 2455 1362 4136 1095 5094 889 5839 699 7038 368 7010 141 8427 5L -4S • MI 1705 1362 3116 1037 3766 836 4282 650 5055 302 4815 141 5842 14 -110 5.05 MA 2157 1234 3447 1026 4244 840 4806 677 5549 381 5589 141 6773 61 -35 MI 1690 1234 3016 959 3689 775 4204 614 5041 335 4577 141 5355 16 -110 5.77 MA 2345 1314 3875 1076 4785 877 5460 701 6529 378 6475 141 7911 61 -45 MI 1731 1314 3095 1016 3768 822 4296 645 5160 329 4852 141 5742 RECTANGULAR TIED COLUMNS 11 24" 4 - 1 9 1.04 MA 2126 858 2737 777 3449 653 3850 556 4277 408 3098 L'A V O O N Q R A O V V O O A: V1 V V I 2208 2E Ml -1361 858 1913 738 2289 620 2493 527 2696 385 1931 1404 4 -110 1.32 MA 2213 892 2949 796 3706 667 4155 565 4682 406 3506 2757 26 MI 1404 892 2037 756 2436 633 2665 534 2920 381 2162 1728 4 -Ill 1.63 MA 2287 929 3182 813 3970 679 4459 571 5077 401 3904 3311 2E MI 1435 929 2171 769 2579 641 2825 538 3093 368 2376 2046 4 -114 2.34 MA 2480 1016 3693 863 4594 715 5203 593 6069 395 4902 4641 2E MI 1524 1016 2458 817 2923 676 3231 559 3588 352 2921 2801 4 -118 4.17 MA 2902 1238 4926 993 6112 809 7017 651 8492 381 7340 7868 2E MI 1720 1238 3125 942 3730 766 4151 606 4704 302 4206 4554 6 -f 8 1.23 MA 2196 881 2870 794 3627 666 4072 565 4580 409 3403 2601 2L -3S MI 1291 881 1814 760 2173 636 2356 538 2516 389 2031 1645 6 -f 9 1.56 MA 2296 921 3116 817 3928 683 4430 575 5058 406 3885 3243 2L -35 MI 1319 921 1913 783 2289 653 2493 547 2696 385 2239 2019 6 -110 1.98 MA 2419 973 3427 847 4310 704 4886 588 5666 403 4498 4055 21-35 MI 1355 973 2037 813 2436 674 2665 560 2920 381 2493 2480 6 -Ill 2.44 MA 2527 1028 3757 875 4697 724 5338 600 6261 397 5096 4869 2L -35 MI 1379 1028 2171 837 2579 690 2825 567 3093 365 2710 2919 6 -114 3.52 MA 2796 1159 4509 952 5627 781 6451 635 7750 389 6596 6846 2L -35 MI 1456 1159 2458 914 2923 744 3231 598 3588 345 3267 3806 L CONCRETE REINFORCING STEEL INSTITUTE SQUARE TIED COLUMNS 22" X 22" Short columns; no sidesway f', = 4,000 psi f = 60,000 psi Bars symmetrical in 4 faces CA M in inch -kips OP in kips Zero Axial Load OM BARS RHO Max Cap 0% fy 25% fy 50% fy 100% fy .lf'c Ag OM OP OM OP OM OP OM OP OM OP OM OP 4 -110 1.05 2435 1083 3211 968 3992 814 4430 692 4890 507 3532 194 2535 4 -111 1.29 2500 1119 3430 982 4231 823 4699 697 5236 501 3882 194 3038 4 -114 1.86 2671 1207 3891 1031 4789 858 5360 718 6114 .494 4765 194 4235 4 - 118 3.31 3044 1429 4998 1157 6136 949 6963 773 8248 478 6910 194 7112 8 -# 8 1.31 2374 1122 3133 1006 3919 843 4355 714 4803 516 3887 194 3131 8 -1 9 1.65 2455 1175 3356 1038 4190 867 4676 728 5229 514 4407 194 3886 8 -110 2.10 2556 1244 3638 1080 4532 897 5083 747 5771 511 5012 194 4835 8 - #11 2.58 2641 1317 3942 1118 4880 924 5484 763 6293 504 5569 194 5772 8-414 3.72 2880 1492 4618 1226 5708 1002 6472 811 7611 497 6969 194 8017 8 - #18 6.61 3437 1936 6245 1500 7714 1201 8871 934 10818 476 10253 194 12476 12-110 3.15 2799 1405 4192 1191 5222 980 5691 808 6848 510 6326 194 6833 12 - #11 3.87 2938 1515 4605 1254 5705 1025 6450 836 7583 500 7188 194 7998 12 -114 5.58 3298 1777 5557 1421 6875 1147 7839 916 9436 489 9173 194 10859 16 -110 4.20 3050 1566 4779 1303 5923 1070 6749 863 7988 514 7627 194 8755 16 -111 5.16 3223 1713 5306 1391 6543 1134 7477 902 8947 503 8693 194 .10231 20 -110 5.25 3262 1727 5372 1414 6659 1153 7618 924 9143 512 8912 194 10541 SQUARE TIED COLUMNS 24">(24V 4 -111 8 1.08 3k80 1294 4199 1158 5228 973 5810 827 6432 604 4668 230 3394 4 -114 `1.56 3381 1382 4723 1205 5859 1007 6556 847 7422 597 5663 230 4746 4 -118 2.78 3829 1604 5983 1330 7390 1097 8374 902 9841 581 8096 230 8010 )3= . t 3032 •7 6307 1658 4870 994 4 • 846 5939 622 4664 230 •• • 1.76 1.59 tlsn 4106 1215 5174 1018 5776 860 6416 •20 •. t 4341, ,8 -# 9____131,.--3.1.2A 8-#1 3243 1419 4424 1257 5559 1048 6233 879 7023 617 6000 230 5412 8 - #11 2.17 3344 1492 4773 1295 5955 1075 6689 895 7616 610 6649 230 6481 8 - 114 3.13 3625 1667 5539 1402 6891 1154 7805 944 9103 603 8261 230 9039 8 -118 5.56 4267 2111 7389 1677 9168 1354 10526 1068 12737 585 12056 230 14554 12 - 110 2.65 3522 1580 5045 1369 6332 1133 7138 941 8231 617 7433 230 7803 12 - 111 3.25 3673 1690 5519 1432 6883 1178 7775 970 9066 608 8420 230 9143 12 -114 4.69 4100 1952 6596 1599 8207 1300 9345 1051 11159 598 10835 230 12407 16 -110 3.53 3796 1741 5703 1482 7118 1223 8101 998 9510 623 8927 230 9907 16-111 4.33 4009 1888 6308 1569 7826 1288 8931 1037 10600 613 10160 230 11732 16-114 6.25 4544 2238 7714 1796 9543 1458 10982 1147 13333 604 13189 230 15832 20 -110 4.41 4049 1902 6360 1592 7945 1307 9076 1060 10805 622 10387 230 12008 20 - #11 5.42 4297 2086 7104 1705 8817 1390 10100 1112 12153 611 11873 230 14121 (1)'0% Ir indicates zero tension in ban on the tension side,'50% ly indicates 50% l stress in bars on the tension side, and '100% f, indicates 100% l y stress (i.e.. balance point) in bars on the tension side. SQUARE TIED COLUMNS 26" X 26" Short columns; no sidesway t o = 4,000 psi 4, = 60,000 psi Bars symmetrical in 4 faces OM In inch -kips ch P in kips Zero Axial Load OM BARS RHO Max Cap 0% fy 25% fy 50% fy 100% fy .If Ag OM Cl' OM Cl' OM - OP 0M OP OM OP 0M OP 4 - 114 1.33 4205 1572 5658 1396 7075 1170 7916 989 8902 710 6660 270 5255 4 -118 2.37 4730 1794 7074 1520 8790 1259 9951 1043 11605 693 9380 270 8908 8 -# 9 1.18 3908 1541 4956 1408 6301 1183 7039 1004 7774 735 6206 270 4795 8 - 110 1.50 4043 1609 5311 1450 6729 1213 7546 1023 8448 732 7054 270 5987 8 -#11 1.85 4160 1683 5707 1487 7176 1240 8058 1038 9111 725 7836 270 7188 8 - 114 2.66 4470 1858 6563 1595 8220 1318 9301 1088 10766 719 9667 270 10057 8 : #18 4.73 5218 2301 8639 1870 10769 1519 12344 1214 14828 703 13985 270 16742 12 -110 2.25 4357 1770 6000 1563 7586 1298 8549 1086 9786 733 8640 270 8730 12 -I11 2.77 4532 1880 6535 1626 8206 1343 9264 1115 10721 725 9754 270 10326 12 -114 3.99 5020 2143 7740 1793 9683 1467 11014 1197 13053 717 12497 270 14002 12- 118 7.10 6164 2808 10664 2219 13289 1779 15296 1403 18768 693 18603 270 22776 16 - 110 3.01 4666 1931 6729 1676 8458 1390 9617 1144 11203 740 10318 270 11080 16 - #11 3.69 4897 2078 7412 1764 9254 1454 10548 1184 12424 732 11722 270 13141 16 - 114 5.33 5515 2428 8984 1992 11171 1626 12837 1295 15472 725 15108 270 17993 20 -110 3.76 4933 2092 7450 1786 9374 1475 10698 1207 12639 741 11978 270 13523 20 - #11 4.62 5235 2276 8287 1899 10356 1558 11847 1260 14150 731 13656 270 15913 SQUARE TIED COLUMNS 28" X 28" 4 -114 1.15 5149 1778 6704 1603 8448 1346 9453 1143 10567 833 7762 314 5764 4 418 2.04 5751 2000 8278 1726 10348 1435 11704 1197 13556 815 10771 314 9805 8 -1 9 1.02 4811 1746 5916 1617 7585 1361 8478 1160 9318 859 7250 314 5247 8 -110 1.30 4962 1815 6307 1658 8056 1392 9036 1179 10058 857 8185 314 6560 8 - #11 1.59 5098 1888 6750 1696 8553 1418 9603 1194 10791 849 9111 314 7894 8 - 114 2.30 5448 2063 7699 1803 9706 1496 10974 1243 12615 844 11192 314 11073 8 - 118 4.08 6296 2507 10000 2078 12528 1698 14341 1370 17105 829 16046 314 18709 12 -110 1.94 5316 1976 7063 1772 8996 1478 10137 1243 11526 859 9945 314 9594 12 411 2.39 5515 2086 7662 1835 9686 1522 10930 1271 12561 850 11197 314 11504 12 -114 3.44 6038 2348 8994 2003 11317 1646 12861 1354 15133 844 14216 314 15643 12 -118 6.12 7344 3014 12238 2431 15310 1961 17600 1563 21455 824 21166 314 25429 16 - 110 2.59 5657 2137 7864 1886 9954 1570 11309 1301 13082 867 11823 314 12275 16 -#11 3.18 5919 2284 8626 1974 10839 1635 12342 1342 14435 859 13388 314 14573 16 - 114 4.59 6614 2634 10365 2203 12956 1807 14869 1454 17797 855 17147 314 20I21 20 -110 3.24 5956 2298 8648 1996 10960 1656 12496 1365 14658 869 13684 314 15027 20 - #11 3.98 6274 2482 9579 2109 12051 1739 13772 1419 16334 860 15563 314 17757 20 -114 5.74 7130 2919 11729 2397 14679 1957 16901 1565 20497 855 20104 314 24263 24 -#11 4.78 6709 2679 10474 2250 13263 1842 15224 1489 18259 869 17731 314 20858 folk ! O 2 n so in en en sn z T O n z O N f ~ sn I- 4 2 N C C • to f O RECTANGULAR TIED Short columns - no sidesway Bending on major or minor axis COLUMNS M 11 12" each face; 21.35 '- 2 bors each long face and 3 short face. RECTANGULAR TIED Short columns - no sidesway Bending on major or minor axis COLUMNS M 131 12" X 22" f' = 4,000 psi f = 60,000 psi OM in inch -kips OP In kips :1 • • MA. A x Max Cap P 0% fy Y 2 5% fy Y 50% fy Y 100% fy Y .l A 9 Zero Axial BARS RHO I Load M OP OM OP OM OP OM OP OH .- OP OM OP S O M 12 -010 5.77 MA 1756 986 2853 808 3519 659 4023 523 4805 286 4802 106 5811 51 -35 MI 887 986 1709 725 2033 579 2225 438 2528 171 2418 106 2854 12 -110 5.77 HA 1604 966 2592 818 3175 669 3585 536 4200 291 4245 106 5224 61 -2S MI 963 986 1884 724 2255 562 2481 435 2853 168 2695 106 3062 14 -010 6.73 MA 1798 1066 3019 868 3715 706 4238 560 5080 288 5130 106 6363 61-35 MI 949 1066 1884 775 2255 616 2481 458 2853 158 2761 106 3287 RECTANGULAR TIED COLUMNS 12" X 24" 4 - 0 8 1.10 MA 1612 649 2077 588 2625 494 2938 420 3280 307 2396 115 1745 28 MI 744 649 1119 530 1288 445 1368 375 1420 263 1055 115 803 4 - 1 9 1.39 MA 1680 675 2242 603 2826 505 3178 426 3598 305 2717 115 2174 2E MI 763 675 1181 543 1360 454 1446 378 1517 255 1171 115 972 4 - 110 1.76 HA 1764 709 2451 622 3081 519 3482 435 4004 303 3125 115 2718 2E MI 785 709 1257 561 1450 467 1541 383 1635 246 1316 115 1180 4 - #11 2.17 MA 1836 746 2674 641 3341 532 3784 442 4400 299 3524 115 3263 2E MI 797 746 1332 575 1509 470 1600 378 1704 225 1439 115 1373 4 - 014 3.13 MA 2019 834 3178 692 3962 569 4526 466 5392 293 4523 115 4584 2E MI 841 834 1499 623 1681 495 1794 385 1945 193 1762 115 1829 4 - 118 5.56 MA 2430 1055 4398 824 5473 665 6338 526 7817 281 6966 115 7792 2E MI 939 1055 1811 727 2030 550 2187 389 2436 97 2421 115 2826 6 -0 7 1.25 MA 1455 662 2156 598 2732 501 3072 425 3463 307 2581 115 1981 21.-35 is MI 707 662 1061 543 1220 453 1293 381 1328 265 1085 115 905 6 -4 8 1.65 MA 1747 699 2379 619 3006 517 3399 434 3900 305 3022 115 2566 2L -3S • MI 720 699 1119 562 1288 467 1368 387 1420 257 1204 115 1133 6 4 9 2.08 MA 1844 739 2621 642 3306 534 3757 445 4378 303 3504 115 3203 21.-35 Mi 733 739 1181 584 1360 482 1446 393 1517 248 1325 115 1371 6 -010 2.65 HA 1963 790 2928 673 3685 556 4212 459 4987 300 4119 115 4011 21 -3S MI 750 790 1257 612 1450 501 1541 406 1635 235 1472 115 1654 6 - 0 7 1.25 MA 1508 662 1926 604 2441 507 2719 430 2988 313 2468 115 1976 31-25 HI 759 662 1149 542 1331 454 1426 382 1496 264 1127 115 898 6 -0 8 1.65 MA 1564 699 2077 627 2625 524 2936 440 3280 313 2823 115 2547 3L -2S MI 785 699 1233 561 1431 468 1538 389 1635 256 1288 115 1126 6 -0 9 2.08 MA 1623 739 2242 652 2826 542 3178 452 3598 312 3191 115 3162 31.-2S MI 812 739 1322 583 1539 483 1654 395 1781 246 1460 115 1368 6 -010 2.65 MA 1698 790 2451 685 3081 566 3482 468 4004 311 3648 115 3931 31-25 MI 844 790 1433 612 1672 504 1797 403 1960 232 1674 115 1667 6 -011 3.25 MA 1763 845 2674 716 3341 589 3784 481 4400 308 4072 115 4684 3L -2S M.I 863 845 1536 637 1756 512 1886 400 2066 204 1854 115 1934 6 -014 4.69 MA 1951 976 3178 800 3962 65D 4526 520 5392 305 5134 115 6204 3L -2S MI 931 976 1780 712 2013 553 2177 412 2431 159 2330 115 2588 8 -0 8 2.19 MA 1704 749 2379 658 3006 547 3399 455 3900 311 3448 115 3356 3E MI 763 749 1233 594 1431 490 1538 400 1635 25D 1418 115 1443 8 -0 9 2.78 MA 1795 802 2621 692 3306 571 3757 471 4378 310 3978 115 4176 38 MI 786 802 1322 624 1539 511 1654 409 1781 238 1591 115 1749 8 -010 3.53 MA 1910 870 2928 735 3685 603 4212 491 4987 308 4639 115 5208 3E MI ___81.5 -- 424, 1 Ga 3 6F.3 1572 538 1797 4a Igfin, 2.1 1802 115 Z1 60 749 2169 666 2733 553 3050 465 3422 315 3096 115 3189 "1=7 2.19 MA 1602 CL 825 749 1346 593 1575 491 1707 402 1850 249, 1521 115 1442 2S 8 -0 9 ..... 2.78 MA 1674 802 2357 701 2961 580 3317 483 3777 315 3553 115 3826 4L -2S MI 860 802 1463 623 1717 512 1863 412 2046 236 1748 115 1757 8 - 010 3.53 MA 1767 870 2595 747 3250 614 3656 506 4228 314 4103 115 4618 41 -25 MI 903 870 1609 662 1895 541 2054 423 2285 218 2032 115 2144 8 -011 4.33 MA 1860 944 2845 792 3542 646 3991 527 4666 309 4581 115 5382 4L -2S MI 929 944 1740 699 2004 555 2173 421 2429 183 2266 115 2483 8 -014 6.25 MA 2094 1119 3419 908 4245 731 4818 585 5767 305 5751 115 7239 4L -2S MI 1022 1119 2051 801 2345 611 2561 439 2917 124 2897 115 3336 I 1 I 1 s ( PACIFIC VIEW BLDG 'A', ANNEX, / v AT GAL / 3� c - c 5 s• pETA 1 I .. 7 -0 W u _0 /° .oz °) �, 7L.c )J re - •, e kL7. % 7)Z /z- REBAR SLAB ANALYSIS 72c SLAB 09 -15 -98 Pax v1E 5- LW/I- A. V =4 Vu= /3,3 r< _ 2 `d ,5 . ; pk . /G G dE 4 di- T //3 4 2,9 141- PACIFIC VIEW BLDG 'A', ANNEX, Q , SLAB * * * ** COLUMN MOMENTS (K -FT) * * * ** NUMBER TOP BOT 1 .00 7.47 2 .00 7.47 * * * ** SLAB MOMENTS AT SUPPORT (K -FT) * * * ** REBAR SLAB ANALYSIS NUMBER LEFT RIGHT AREA OF COMP.BLOCK STEEL(IN2) DEPTH(IN) LENGTH AND BAR 1 .00 -6.08 .213 .31 * ** MAXIMUM ALLOWABLE REDISTRIBUTION FACTOR AT THIS 2 -6.08 .00 .213 .31 * ** MAXIMUM ALLOWABLE REDISTRIBUTION FACTOR AT THIS * * * ** NUMBER BAR SLAB MOMENTS ON SPAN (K -FT) 1 5.15 - - - -DL + ADL + LL - - -- NUMBER DIST(FT) I- GROSS(IN4) I- EFF(IN4) DEFL(IN) 1 10.66 512.0 512 0 .095 MSPAN AREA OF AREA -UBC SEC. COMP.BLOCK STEEL(IN2) 2607(m)(IN2) DEPTH(IN) .180 .173 AVERAGE REBAR WEIGHT = .85 LB /FT2 * * * ** IMMEDIATE SPAN DEFLECTIONS * * * ** DEAD I- EFF(IN4) 512.0 SUPPORT SUPPORT 21 /$ p LOAD DEFL(IN) .063 6.08 FT X .18 * ** 6.08 FT X = .18 * ** 512.0 09 -15 -98 f )c- - /6 . 213 IN2 . 213 IN2 G C. 3 ° ( bve LENGTH AND AREA F RE .26 15.25 FT X .180 IN2 '941 l /Z DL + ADL I- EFF(IN4) DEFL(IN) . 079 PACIFIC VIEW BLDG 'A', ANNEX, 2ND FLR SLAB * * * ** SLAB PROPERTIES AND NUMBER LENGTH DEPTH (FT) (IN) CANT -1 .00 .00 1 21.33 10.00 2 14.17 10.00 3 10.67 8.00 4 10.67 8.00 5 10.67 8.00 6 12.17 8.00 CANT -2 .00 .00 WIDTH PAR. SPAN(IN) 12.00 12.00 12.00 12.00 .00 24.00 .00 24.00 .00 24.00 .00 24.00 12.00 12.00 LOADS * * * ** DL .00 125.00 125.00 100.00 100.00 100.00 100.00 .00 UNIF (PSF) ADL LL .00 .00 .00 25.00 150.00 150.00 25.00 150.00 150.00 25.00 250.00 250.00 25.00 250.00 250.00 25.00 250.00 250.00 25.00 250.00 250.00 .00 .00 .00 REBAR SLAB ANALYSIS WIDTH PERP.SPAN(IN) (ZERO IF ROUND) 12.00 12.00 12.00 12.00 . 00 . 00 .00 . 00 .00 . 00 .00 . 00 12.00 12.00 09 -15 -98 CONCENTRATED (LB /FT) RED LL DIST DL LL . 00 .00 . 00 . 00 . 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 BAR. 1 * ** MAXIMUM 2 5 • * ** MAXIMU M -3 • * ** 3 MAXIMUM 4 -3 • * ** MAXIMUM 5 -3 • * ** MAXIMUM 6 -4 • * ** MAXIMUM 7 -1 a m MAXIMUM PACIFIC VIEW BLDG 'A', ANNEX, 2ND FLR SLAB TOP 2.87 1.57 .00 .00 .00 .00 1.42 BOT 2.87 1.57 .00 .00 .00 .00 1.42 00 -3.37 .089 ALLOWABLE REDISTRIBUTION 91 -14.52 .430 ALLOWABLE REDISTRIBUTION .78 -3.46 .131 ALLOWABLE REDISTRIBUTION .43 -3.40 .119 ALLOWABLE REDISTRIBUTION .30 -3.34 .116 ALLOWABLE REDISTRIBUTION .95 -4.52 .172 ALLOWABLE REDISTRIBUTION .08 .00 .037 ALLOWABLE REDISTRIBUTION • * * * ** SLAB MOMENTS ON SPAN (K -FT) * * * ** . • NUMBER BAR • 1 2 • 3 4 • 6 'AVERAGE REBAR WEIGHT = 1.04 LB /FT2 41 ***** IMMEDIATE SPAN DEFLECTIONS * * * ** r - - -DL + ADL + LL - - -- • NUMBER DIST(FT) I- GROSS(IN4) I- EFF(IN4) DEFL(IN) • 4 5.34 512.0 512.0 .011 • MSPAN AREA OF AREA -UBC SEC STEEL(IN2) 2607(m)(IN2) 6 kr )z 14.97 .404 ,,4f 6 .216 4.93 .130 .216 4.83 .168 .173 4.84 .168 .173 4.33 .150 .173 6.71 .235 ,i .173 * * * * *� usG COMP.BLOCK ' DEPTH (I N) LENGTH AND AREA OF RE Pei Z .32 6.08 FT X .216 IN2 FACTOR AT THIS SUPPORT = .19 * ** ,4-- .63 9.25 FT X .430 IN2 FACTOR T THIS SUPPORT = .17 * ** .45 .32 7.34 FT X .216 IN2 FACTOR T THIS SUPPORT = .18 * ** 44 .25 6.34 FT X .173 IN2 FACTOR T THIS SUPPORT = .18 * ** 4 .25 6.34 FT X .173 IN2 FACTOR T THIS SUPPORT = .18 * ** .49 .25 6.84 FT X .173 IN2 FACTOR THIS SUPPORT = .18 * ** .1 .25 3.67 FT X .173 IN2 1000.0 512.0 P 512.0 REBAR SLAB ANALYSIS FACTOR AT THIS SUPPORT = .18 . COMP.BLOCK DEPTH(IN) LENGTH AND AREA OF RE DEAD LOAD I- EFF(IN4) DEFL(IN) 1000.0 .064 . 59 15.25 FT X .404 IN2 .32 9.50 FT X .216 IN2 .25 6.50 FT X .173 IN2 .25 6.50 FT X .173 IN2 .25 6.50 FT X .173 IN2 . 35 8.00 FT X .235 IN2 -.001 .003 .003 I- EFF(IN4) DEFL(IN) 1000.0 1000.0 512.0 512.0 * ** 09 -15 -98 DL + ADL .077 -.001 . 003 . 004 5.34 512.0 512.0 .001 512.0 .005 6 6.09 512.0 512.0 .009 512.0 .012 512.0. .035 NELSON- BOURDACES, INC., P.S. Consulting Engineers 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827-5995 • FAX (425) 828.4850 Made by S.fie../c Date g47 -953 Job No. `'¢Spy Checkec`by Date Sheet No. / A _ S Description P 4 / 1311 /L1,ditX, ! ' /114e - Tel AA/447 Job Name PA -/, — Ui ' 0 A — RA,eX S 4 = 2 7,3 ir / :=- /, k+ SOIL PRESSURE ANNEX BUILDING RISA -2D (R) Version 4.01 fik, =d 7 ) 30.9) = s2... 1-g. "L_ lG " d = is %.,..." b.lz. / PG - 3, Geoo 7 • eci _" 2.1 ," _ , 001 A . ; 0.74' 2/.p• u5 # Ar /:_ -2.7.:F. da A 7 6o ?. v . ?G '' / /f - iv /or /IIE 2 A-r /220.e. o.'f: 2/rd Fes? / /, 4-5 =(o. ggxz.) _ D, aZ > a, So , • a/< Nelson- Bourdages,Inc. 512 6th Street South, Suite 202 Kirkland, WA 98033 SOIL PRESSURE ANNEX BUILDING Member 1 2 Section Set WALL - - < Member Deflections, Joints Section I - J x in 1 2 1 0.000 2 0.000 3 0.000 4 0.000 5 0.000 6 0.000 7 0.000 8 0.000 9 0.000 10 0.000 3 1 2 3 4 5 6 7 8 9 10 3 3 4 1 2 3 4 5 6 7 8 9 10 4c5E- RISA -2D /na //l • over 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 (R) Version 4.01 < Material Takeoff, LC 1 : SOIL PRESSURE > Database Total Total Shape Length 51/-6A/2... LC 1 : SOIL PRESSURE > Y in 0.000 - 0.066 - 0.120 -0.156 - 0.169 -0.159 - 0.129 -0.086 - 0.039 0.000 0.000 0.016 0.025 0.029 0.028 0.025 0.020 0.014 0.007 0.000 0.000 -0.003 -0.005 - 0.008 -0.010 -0.013 - 0.016 - 0.018 -0.021 - 0.024 ft 31.50 Total Wts: L/n Job : Page: Date: File: NC 3013.1 1648.4 1272.3 1175.0 1248.3 1533.0 2291.7 5019.1 NC NC 8141.6 5251.5 4612.3 4685.6 5281.7 6598.2 9501.6 NC NC NC NC 9199.6 6116.4 4577.7 3656.3 3043.2 2606.1 2278.7 2024.4 Weight K 7.09 7.09 ' . V - (i ooz$ )67- Yee) - p�}'�� 7l`f' Mlih N.._- - 41 - /2" 'o, C, A4 -4 % A/N/ FA' 4 = (IT ,' -) _, es /4 z /f/ 6,4 "7h 98019 �-s 3 8/25/98 98019X1 /1=-/7 c c. L C t c c c C C Joint No 1 2 3 4 < Joint Displacements, Translation + X Y in in 0.000 0.000 0.000 0.000 0.000 0.000 0.024 0.000 LC 1 SOIL PRESSURE Rotation Oz rad -0.00309 0.00141 0.00048 -0.00050 " t"'N f• r`■ ri± eg■ rTh n 1.7\ rm (-) e") rTh e" ETAI ) 97. 5 k r 44- rs1 I. Pr4I —J J 7 —11 cv‘ - >x / a. 6 A; ETABS 6.13 File: PCFCA6.PST /5,47 /e254, •1 22 3G7 449z K- / 3. Cs, Ncr 1-014-0 Ac.encw Pei" SLI.)6 '/41 PLLes ANNEX Undeformed Shape August 25,1998 15:10 ) CA NELSON BOURDAGES, INC., P.S. Consulting Engineers 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • FAX (425) 828.4850 Mae y � .e, Date —zol8 Jo. No. ,760/ Checked by Date Sheet No. 5,2 _1 D escri tion P G ie-'/ o i /i!/.- /Z.. Sq ,i0,4 L Job Name rA /G P /ui DF /C - fly ,i)S /&/V C C C C. C. C C C C c_ C C: C l C C C. C C C t C C c L14E l "- co,vG KiAu— A-T L,'NE C?)f 5 t /E/bew4.u_ IY- /6 b L 1 / Zu iv 61-44... (, /50 65.75 s z_35- o) T,� /r3 � Gope. L/z s0- s)(. /sY /--- GL TA, 8 G Gvo,e- ( /z)1So.S)C. /5 f , u 40,¢46 7b 5?-4 01/ G,e,4d = 26, _ // 31. := 335 ,C,fr s — 136 17/ 142 k F• 6 135X 1? 27 A) ":= / g� t-/p5 G / 5 Y4) )(/ -z ) = -gs`i- DL = 2,5 t'/ / - /gz_ r /•Go 7s/1 / 47/ t fS *-/8 t;, j57 2, `A vG . /)' lac. = '3/ ftf) 0 14 to 7 0 V N !a 0,5)!./)31) -c - `l 157 _ /d 771/3m. /47%o $t4) A- )NI iz] NELSON- BOURDAGES, INC., P.S. Consulting Engineers 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • FAX (425) 828.4850 Ma by s•, Ce__ Date 1-78 48 Job No. q)ae � . Checked by Date Sheet No. — Z 1 Description ya/P 2 -//t/ - /2– "" 5 gEA-G cv/4 -LL Job Name »1 / l// / 4F/�/C5 , G /FG ®ev/G Ai C C C C C C C fry& ,4T Z//f/- /Z-- /' - ^40 - (47/x3, 71- &/ X4.) - 5 73s �K / 7" R-1' P O4 - 24 - 70 s 9, 738 b ,- rA/ts'is SEi5 Y// Ti ) ,p 1'• E/S d / TX) C s ,¢ v by h G- o uid • A 12b o L.0/14 Mt/6 C rti NELSON-BOURDAGES, INC., P.S. Consulting Engineers 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • FAX (425) 828-4850 Made by 4 , e Date ‘310•/0 Job No. ���/ 9 by Date Sheet No. ��_ 3 Descri tton P G am / D Z //VC )z — Si/ L /ald/.4-1..L- Job Name A A V/ ege o`F/ / d ' e /G N C 1. C. C C. C /A/P- I/ I , _ /. 7 // 319 = / 9 vb C C . zdT .4J — .2 4cno 62_ C = ///3 4,1.› C �SC = p.Go C /T2.8 _ 7/0 C r' ZX,0 / 2--;. C C C r2 ,56 _ 6002$X,zx,Z) c , , � - o, 3G 1/ s C 6 Ef7UPN /A , //V F C C C c L t t G2 / o L,,v A = a- 32— L l 2 4„ - 7o5) 4 ,e u/41.E— D-5/6 Al �L ,e $/577/tG . /7ori 4T v a. C 4 7 /)( ?/) - / pito /2, °o -/3, /40 Aler 29 -5137 A__ 2� s'e -- 8,98 (GS' YsY 6 4 4,) ( 0 4 w te d= sL ,w (t7 fl T /Z " ©.c. USE /Z -8 1 1,15 LIoMFY/l�J 0/...pb 1 Me-77 5 Ey.. /7 /G, lows i 7A/4)4(. NELSON- BOURDAGES Consulting Engineers a Division ofPoggemeyer Design Group, Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • FAX (425) 828.4850 Made by Date / , Z � $ Job No. X6 ©/, Checked b Date Sheet No. J _ 2.3 Description pGA ��--e fEw Job Name 11.G /P UiE 4, AN A/gx Cpt 1 / --- 7 m C C C C c, C C.. (. C C. C. C C C C. C. C C C C C C. C C C- ? 5,4- )61-s) - ?ss ,. 95 , t4 PrNb - 11 7 L /CZ/r4 6 t.S PL. l-//t DL Z./ A/4' = -a SAL 1 -( -/ k) - /(✓,7 /0 /;5 /3 /)f s t sye g._ ir/6 -44_ As /G4i 10 o ' - Wtt ^ 40 9-r4 foci /4 47 & Plop / S 0 /..mill !/. z�Lo / ti w, of 7 40C.A f 1030 1 - 647 23) 391✓ 102,94 Z.CoZ.• -�- 3,� 3 6.3s G. /• 3 *, Cs.0) 647 ok /. / / JL/6S/7 T.1s /0 v ax USE ,S /C- Z, CT /dN 4'T ap L /tie 7b ,g -s/ r T r S /de4J 1.0. - 6a)C27,3Z3i) _ / 72. k 4-, 4 7-- 14,7J0 - ( /7z z - 3 ) 5 , Q 21.2.. b 243$ :. cz,M Dfis ,e- /\/ 4 2.-72- -10 6S 821 449 l bZ,/GO 7t .-/ NELSON - BOURDAGES Consulting Engineers a Division ofPoggemeyer Design Group, Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • FAX (425) 828-4850 Made ,Ap.... Date _,. $ Job No. � 0 17 Checked b Date Sheet No. J / G — Z. Description .009 /9N GC.i -Ee-r /JctJ Job Name VA if i'/IEsv ANNgx Cpl J /7 _ C C. C. C ( (. ( C C (. (. C C (. (. ( (. ( t t G2 f C' (7d4- ¥42) _ ?S'S • 99 PrN a L - 2 - 1 7 K 111 DL L,NI 4- = '40 • /.,)4 s t,e- 1 / _ /7 1 57' —6 - )C 2 -o / ?) = /(;,7 / Pas /GAJ s l3 - / 0 3 ( . 0 64 7 /oX 2.3) 3 /oz, 9G O z.CoZ. �' 3, 3 G. 3s G l • 3 3 Cs.°) = 6. OX -�, / / sL/GH7'' T4S /o4/ o� 4 s = Z/ -U 64 sick, k 11SE <Co /C. 1 cr/o^/ �'; p L /.tie 7b r1 s / o,tJ 4 / /(. -2/0 -- 672Y2-3) / z., 75 g- , ; 5, 8, '' 2. (..2_ 4 2,8$ ;• c k Dtstp- NELSON - BOURDAGES Consulting Engineers a Division ofPoggemeyerDesign Group, Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • FAX (425) 828.4850 Made by .ci p Date Job No. ?sop Checked by Date Sheet No., _ Descri P Gy Ee- - ,P_-t/ /EKJ roitilr. Job Name TA- c-iPiL (/ /aEs(/ 11 . 1 /Ef12 kiA P / , 67 - 3 ?°'°- 7 /5 - 1- --- 5:C7 / 1a,V E ,I/1/F Vu =0.7 )(S/9) = I3$T I 87 I- '-y Ps . . _ . ('` I3 - 87 OA) X.6 9.9) , G 2 - -- . 8 $ 0 06 AT 12_ e/F 17400 L D V ogA 1/SE 02 4-7- NELSON - BOURDAGES Consulting Engineers a Division ofPoggemeyer Design Group, Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • FAX (425) 828.44850 Made by S ��� Date /0 Job No 400/1 Checked by Date Sheet No. —3-5- Description 1 ,1 p, J , / & � � fl t 77 F / Job Name file--/r/e— U/g, A#, SkiE� e- tuA- - -� /G ,v • • • • • • • • G ,e , o • • • • • • • • • • • • b� 1-24,1 • �D�L s-7 • 33; 1 zZ© it/c_ 5e/ �/4t? Gv,4LL . s, 1 -33!/- st,e v =c2cit .s to w 4LL GceNG 8/`7 __f 54413 rTN6 C.DNc__ N- A- -o • - 531,0 • • gl`l = 8 , 1 ;3 — • 248 3L 9 is V., 9/5 • z!� -` z' •% a • • NELSON- BOURDAGES Consulting Engineers a Division ofPoggemeycrDesignGroup ,Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • FAX (425) 828.4850 Made c4. Date -/2-,g Job No, .78 Checked by Date - Sheet No. p z / T lO Description /LA CyeCg Rig/Jig-4V Coeln Job Name D�G)` / r/IEZv AA/NfC .9C -.0 LUAL - l)ecSlGN 2._Fit 6.9 z._ • • • • • • • • • • • • • • • • Gft / ,v L s LAE.9,e.: A 6 / 4"f • • • Fc P.F. . • • Vi; - //7 (2-S i; c/,7 )C e, /33) JSS,a 4 / 3s. o/ s _ :QC 4_ . se , 38 . 2 o . ( 3 4 4e og / (�s e✓ lb 4 U AT 4/e-A) NELSON - BOURDAGES Consulting Engineers a Division ofPoggemeyer Design Group, Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827-5995 • FAX (425) 826.4850 Made by .�Nc Date /Z -9s Job No. /, Checked by - Date Sheet No. 7 r L 2 -- /l Description LAN �jec1& RED /E� (.)hA &v Job Name /fc--/F /C , , ,4 , P,46 5 # COe-4.4 6eS * ,4i2 C 1ise1 / ' p€, c /0/ 4942Gf/ei -s 7e2 14/41 - 4.S tt/.1-tz.- 54eke A ':7 b WALL_ , wi Lee / tip 1g /) 3 /, 72/ x. 4/3 3,/3 jL .mot. ��F 3 G.SS .. �nar1 1 /v. I' Z,ic S2r /3.8 (/3.sy,,7) Li / ,4r $ / /Lj /M6 A- 6/ 6, z-3 6, / ©,13 y 8 b . 2� °� o, 35 30 04-6. C Syv:.s1,2 Fp./e-770N 2)ou/Ez__ T2ANSF 4 7 - . ea tc. 11/A-LL Lo4A- 70Ai 4t 0. -9- C# 6 A-T 12-r o , c, p ou,1Ep 7>'P/c4 1 -- 7a w1414_ ) /1./a e-oz.cEc70 e- Lo/4 A ' P/? 1 G c� �,- T -uow o s7 e r �-- (, Lye__ V /Nc�eE /Yta) .M, ?r/ , 3oz X/ � w/6)( pw 8 4 9. 5-92-- 2 4d.. 173 /(f '-- Gv is x3-5 34E7 ,-eu,g / Cr-ParNCe7ZoNs 4r G/L / z/rD ?Ad. 3.e/ /I•c.R' -- /44.0 A/3 Ar13 E4 rvAY /N V . A /C / / / — /Z- ETAS al Y 03 tc% N CI u CThk ETABS 6.13 File: PCFCA3.PST •X/ y/ oo N • ', -!} II oo o o H ]� • c I, kAl P) et) r ✓ 1 I/ /'k/ Xf o/4 D . p s7 , /3 e7� -v/() 1( = /03c, v = � N I 1 6 .p V = 153sfr_irs ( 6 Undeformed Shape June 8,1998 9:55 o - l v f ii• X SM13EY CORPORATION PACIFIC VIEW OFFICE PARR BUILDING A ANNEX FLOOR PLANS LIIMUCIIT time 4 IA MIS, Ws =I IL K W W - Yn • 0 0 0 0 0 9 (;) I 0 i 0 ? I I 1\11 '11 'trr 41. : %.. 1 4 1 . 4........ ":" I • a: I , vv. off vou. 2 ll I sAI MU / 1/11111111111111111111111//111 N. UK. n I W.I.. a I 4 1 1 WWII : : ii ! SO IV Oa .---I- ..., =-.- .-- Ts =.- , ... • --.. car_ ... I. 7" ffir.-1W4f.Agra..- ..-- i • • _ — -- .•....• t ..� tart © LIVGtuAl XV•ttlXW A/ 1 IlN It +•■• • fit IR W.% Wi M tit tVIMI• • NSW as.d11..y_ • • nwnsituninan 4 19 1 iiililii 1 i : ; i ' I I = 1 ' I '::11 1 x• i 1"-; 1 L I :- _ 1 ..ui_ i . , ,,, ;: i.i -, 1 i - 4S, ! •.T • i A c14, 1J Ai ?' ! .... ..- •:6 rZ: I ...„...=, = 01,11 NO •1/ -I r ft *YL PCS RP ff mos sz Of . Zr IKIV earl , -.. VV. fa re ST =WV. !. gr,‘ {NOM 71. MI V.sf 110,4 • 5 .....,.. MVP S CONC G. Wean 421.01113 , :.S.% 11CSS i5 / NoRTH Fs FVATIOIV BLDG A •S*. (77‘ Er rvATION AT GRID 13 :0 cr■ vORTH ELEVATION 2•114 •o_ t s.ly KAZ s /V .. fie . tg . •01 Lt.! Vr • f-f \ oi soul IT :'-' (;) 0 0 "-‘<- \ 1 CP 0 1: (71) : 1 VIA Vf • ' •:-.•,, ? 0 I I ; A oemt...r ■ ro,k ?I - — - PACIFIC VIEW OFFICE PARK BUILDING A ANNEX FLOOR PLANS i Li ■ t 3.1.11 IR mas. 4 Rae 7.1nE i I 1 • =111111rarnAlell •iLgillialliiiiii" .ir..2 nallimlIal -----w 1 I I 111115§E1111 -•-.-.; u p - ------"' . i I I 0 n• ct ii: t! i I! I I ii; 4: 1 t; ii 11-- -,......4 I lo,w4" az • sr . f .1-z--;-:■--.... f w.7. .-.. =. =— LII MI M till ill.11.11111.1111 0ff . -.1•11■11iNv..._ -= M 1 C I M I IR Ma 14 1 1 11:1 1 N .., : ., a: IIT I O IMMIM. 5 11-41 104=a l — 0 w - " 1-77 ' "n 4r" ----. " . : tlh' IVES, Pan L.! Ira 1 7 i , i I 4% -"ra:H i . Is Y? TI Ili ii p gi ili I6 1 . .... _ I \ 1 . 1 I -----Q11111 C 1, VOI: 411 ..- .... . .. DSO= Er 1 1 : 3/ . • • CI I i I 1 1 i: ....' ...... 1/21/.II L,• ------ a t ..T, r r-fi . ?EST ELEVATION 11\ EAST ELEVATO‘i I S3 . x. ..- .sp . :, 'S ” ■ n r■ 1^ n ^, . r 1 �1 x .h: jT ' r.. - - -- I 1 ""`101`y ^ & T ..r(rli 1 (\ STAND riK'S BENDS-7:r. 1 ! 1 _ - I - I ; � _ � �� ; _ - - +v+aa.. II'•" • ss L REINF LAP LENGTHS An. -- ' YI =et .x �� r i r � n_ _�' - -- - ^� +rr .cr , � a .er.z :,... S ' . -�+- m. . ....c - 1 I i i a ' . I -/./-� 1 ,1 1 11∎ - 'II, 11 l�e� ' 10 \ ��� fi, SECTION ELEVATION Gi34 SECTION ELEVATION • ■••., ont C) maw° ov (to) .4 S.. ••••• a...4 • •••• • /al MY. • MN 1.1111111111MMIEra 4& /FTG REINF ' CNRS 8 u CEJ y ! I IM I I ' � 14ALL i RM•r c.cLJ s+uc I � Her m. .�ivad I .I I np mc .PrY _ nr - r .o a. ��. = wr \ .Q s.+.. 11 iiiiIiQrinna 1 IIIIIVilU� I iikuumitan Mr. Ina = :t :� R..•C.L� l ! ' .. b I Y • . X J O 1=1 CZ U O n o `' II � � nuaa anaauaannaua�ll��i.•- + � ::`,,,7 III ♦ N � ' i..RS.� I ^ GRADE DEAN REINF {III ' ` -- •S ��•i18m '(f ` iil I n • t , Rr . I, 0 : Ix . �. ° LIMIIIIfltIfl �_ J C ��: x I +r IIIIIII : �anIIIEItrnannaa°aa- IMMIIIIIIAIIrIN 1 • •� . . ; i Hn o. 1::M10!� SECT A - A . �Q�„ + -. . -- nlva■nlaaaaannaaait .4” n mr. � ' GRADE BEAM DETAILS . 13 4 1 sat eG • rt SAXE Y • CORPORATION Ers' t.st.sk..o •1111, '� }:: F GRADE BEAM REINF rr.t 4 - . 0 Qf- ■ .:s 1 `� I I w H „ � �� j .L I gol 1 / — Tit ��T �.... .»n ...7z` Rrrua rail I rrwr PIZ Mllifinall IIII 1 111113111 1 IIIII I IIIM 1 1111/11/ I MM ! j •�.r1wrwrrrr,r�r�rrs.rrwrrr.u.� rw u.a rwrrrrs.rwrrr�-� nliliii111111 ��i ic —.���. 1naamnanMIEN •aaiiuii�iuuiaiiaan111111 :� r . _ .� . I I ��aunaaaaaanaaa��s■ aaaana111�anaaaaaanaa11a111 11A>.nana�.- �' , 1 S4 low RETAINING ..f.+o• , `R n. j MS WALL re 1 GRADE BEAM REINF -- m- r-c ” ■ n r■ 1^ n ^, Oft 0% 0 e"N r fe-N r (Th ( /Th esl fir\ CCNC WALL AT GRID 12 &WI latt r- r riN, DETAIL AT LINE 12 SCAL 4 77.•• 7" 4.0-••■•• L 1 I I SECTION ELEVATION o mmum m ummu Woe re T 2 1 1/" _-_,, ••-• .4. lifiniMifililignEzmiliii ...— 11111111111MIIMIPMEInummUM • • 01.3 \ -044 - t 9. 1111• Cr Or ei t. rrn I L44. 1 1 I I 1 4.0 r*** 1111_111 1 5/66 yr ISGA C-STUDS AT irO.C. 9LE VC or-If • IP i1111111 i 11 111 1 [ rt 1 I I (13■ BEAM REINF DETA!' S WM 1LS 111111 1 11 SECTION ELEVATION SAE Ile r-rt n COLLIMN REINF DETAILS La. IX. Y.. IMMO 000= I. 040 at OW" ./St/IA S5 ■ ` u;:!"(J:rlti4.R4:Ca is TOPIC Building A North Annex Building Lateral /Retaining Analysis AS -1 through AS -10 Rebar Slab and Beam Analysis RC-1 through RC -11 ETabs /Revised Lateral Analysis Annex Bldg Plus HVAC LA -1 through LA -93 Ex_t_s OCTOBER 24 irie FRE16-o to M8--0321 NELSON - BOURDAGES a Division of Poggemeycr Design Group, Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 PACES RECEIVED CITY OF TUKWILA SEP 2 1 1998 PERMIT CENTER • NELSON- ROURDAGES Consulting Engineers a Division ofPoggemeyerDesignGroup ,Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • FAX (425) 828 -4850 -Made by ti Date 5 ., _ 3 98 Job No. 7 $019 Checked by Date Sheet No. ^ 'T 5 f ` Description /OO's/ /9 ,V4""X a Z /, Job Name ✓- i1%G /F /� (J / $L.171, A-i. 44-70,4‘._ A/t/A- 4-Y57.S C. C C. C; C. C, C, C. C. C.. C , C. I /rid 7 /CM X' "0 To - ylifcir 4/6. NELSON-BOURDAGES, INC., P.S. Consulting Engineers 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • FAX (425) 828.4850 Made by Date /7-9s Job No. 9e /, Checked by Date Sheet No. A Description ,-, • iV2 Aft/itlie Job Nagle PAC /C 11/ Eta 0.A .. . f e. A= -- PA-zie. Eol-e4/..e) A-77oAi s c., C C C C C C C C C C C C C NELSON- BOURDAGES,INC.,P.S. Consulting Engineers 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827-5995 • FAX (425) 828-4850 Made by �� S c Date e -� 9P Job No. "eel Sheet No. - Checked b Date Description P .ui4.o«v!, A' A/0,2 7z) Atiitl ie Na Job e PAc /,c U/ Ek, c7F PA-,e/G C C C C C C li s . M o • . It NELSON- ROURDAGES,INC.,P.S. Consulting Engineers 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • FAX (425) 828.4850 Made by - leeA/,- Date era -/7 9R Job No ?go Checked by Date Sheet No. A-5-1 Description / b/14 -2.)//VI, ;4 ,. /l/o,e ANNC Job Name RAc /Fi c l/t Eu/ opm e, 1"A 2.1-fit /.o.4 -77 v /t/ $ cc.G 1.4-77 c— C f C C C C C C C C C C C C C c `-b C C. C. C C C C /2. ' Ca/VG t / 1 ' 2 » c ?4(/ sC./4,8 ©N Sc� 77 A 'U NESC pa u41 4, 4 Tiv s! o NELSON- BOURDAGES, INC., P.S. Consulting Engineers 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • FAX (425) 828 -4850 Made by S. ' dice Date g -f 7 -'j$ Job No. ' /7 Checked by Date Sheet No. 4 ^ Description 1 13 tI/L -/).1 /4 ie AmyF,y Job Name P,e-./ ' v,aw oFF, (7,c PA,_x ■ 2 13 v / 7.0 11011: 11I (4(uurit ANNII( DIJILE)INO ,1121; RISA -2D (R) Version 4.01 t Nelson- Bourdages,Inc. 512 6th Street South, Suite 202 Kirkland, WA 98033 1 SOIL PRESSURE ANNEX BUILDING C < Reactions, LC 1 . SOIL PRESSURE > ( Joint + Forces + Moment No X Y Mz K K K- ft 1 -10.07 0.00 0.00 (. 2 -17.01 0.00 0.00 3 -0.22 0.00 0.00 ( Totals: -27.29 0.00 Center of Gravity Coordinates (X,Y,Z) : No Calculation ( < Member Section Forces, LC 1 : SOIL PRESSURE > (. Member Joints Section I - J Axial Shear Moment C K K K -ft 1 1- 2 1 0.00 10.07 0.00 C 2 0.00 6.98 -15.60 3 0.00 4.08 -25.72 C 4 0.00 1.37 -30.69 5 0.00 -1.16 -30.86 C 6 0.00 -3.50 -26.55 7 0.00 -5.66 -18.12 C 8 0.00 -7.64 -5.90 9 0.00 -9.43 9.78 C 10 0.00 -11.03 28.57 C 2 C t t 3 3- 4 1 0.00 0.44 0.59 2 0.00 0.35 0.41 3 0.00 0.27 0.28 4 0.00 0.20 0.17 5 0.00 0.14 0.10 6 0.00 0.09 0.05 7 0.00 0.05 0.02 8 0.00 0.02 0.01 9 0.00 0.01 • 0.00 10 0.00 0.00 0.00 Job : 98019 /1-5_7 Page: 2 Date: 8/25/98 File: 98019X1 3 1 0.00 5.97 28.57 2 0.00 5.00 21.87 3 0.00 4.12 16.30 4 0.00 3.32 11.76 5 0.00 2.60 8.16 6 0.00 1.96 5.38 7 0.00 1.40 3.34 8 0.00 0.93 1.93 9 0.00 0.53 1.04 10 0.00 0.22 0.59 Nelson- Bourdages,Inc. 512 6th Street South, Suite 202 Kirkland, WA 98033 SOIL PRESSURE ANNEX BUILDING RISA -2D (R) Version 4.01 < Member Deflections, LC 1 : SOIL PRESSURE > Member Joints Section I - J x y L/n in in 1 2 1 0.000 0.000 NC 2 0.000 -0.066 3013.1 3 0.000 -0.120 1648.4 4 0.000 -0.156 1272.3 5 0.000 -0.169 1175.0 6 0.000 -0.159 1248.3 7 0.000 - 0.129 1533.0 8 0.000 -0.086 2291.7 9 0.000 -0.039 5019.1 10 0.000 0.000 NC 3 1 0.000 0.000 NC 2 0.000 0.016 8141.6 3 0.000 0.025 5251.5 4 0.000 0.029 4612.3 5 0.000 0.028 4685.6 6 0.000 0.025 5281.7 7 0.000 0.020 6598.2 8 0.000 0.014 9501.6 9 0.000 0.007 NC 10 0.000 0.000 NC 3 4 1 0.000 0.000 NC 2 0.000 -0.003 NC 3 0.000 -0.005 9199.6 4 0.000 -0.008 6116.4 5 0.000 -0.010 4577.7 6 0.000 -0.013 3656.3 7 0.000 -0.016 3043.2 8 0.000 -0.018 2606.1 9 0.000 -0.021 2278.7 10 0.000 -0.024 2024.4 < Material Takeoff, LC 1 : SOIL PRESSURE > Section Database Total Total Set Shape Length Weight ft K WALL 31.50 7.09 Total Wts: 7.09 Job : 98019 A.._8 Page: 3 Date: 8/25/98 File: 98019X1 C C C C C C C C C C C ( ( Joint + No < Joint Displacements, LC 1 : SOIL PRESSURE > Translation + Rotation X Y Oz in in rad 1 0.000 0.000 - 0.00309 2 0.000 0.000 0.00141 3 0.000 0.000 - 0.00048 4 0.024 0.000 - 0.00050 NELSON - BOURDAGES, INC., P.S. Consulting Engineers 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 •FAX (425)828-4850 Made by S „ 244c._K Date 8 Job No, 9 g o/- Checked by Date Sheet No. ^^-- T 5 +, Description 4,, ' �O /4/049( /3U / LDiN� l} Job Name ,oAG / F/ *_ /// J eiF /7J” ane..z X C C C C C C C C C C C. C- c C. C C C t /3 6De. A 4, )c DL_. 4v4i.z_ L./N& 4 - (4.'q )(Sc ) ( /G" Pi /c/v M/G) Tz// c/C SG fyZ3 e N G/eA-p- 0 s° y 3 7 G o stA13,2e: goo .t?- _9 7 on I ee4r f Zo / .4 /20 8/ 'g GL 4/ iPS )/ /. .) T y o � /ec y �R ys .tNI/ ATE S /M-5$J UE 5,p1N / #2.470 ksF /50 - 0, Q2-) = 2 'f e€4- _ (1-,12A)(50).= 3S 1 / Ta TJ4 TAY 3 /� /z SG4 1 . S *5 /ies t,Gs 3 - k6ys / �`` e/ 8 = 2// '� C PACIFIC•VIEW BLDG 'A', ANNEX, 2ND FLR SLAB REBAR SLAB ANALYSIS NUMBER OF BAYS = 6 (DL ULT FACTOR = 1.40 • LL ULT FACTOR = 1.70 (ECOL /EBEAM = 1.00 REDISTRIBUTION FACTOR = .96 ( ULTIMATE CONCRETE STRENGTH(KSI) = 4.00 REBAR YIELD STRENGTH(KSI) = 60.00 CONCRETE WEIGHT(PCF) = 150.00 TOP STEEL DISTANCE T -D(IN) = 1.50 BOTTOM STEEL DISTANCE T -D(IN) = 1.50 ( SLAB WIDTH(FT) = 14.00 LIVE LOAD REDUCTION LIMIT = .00 ( 1 -WAY SLAB (,CONCENTRATED LIVE LOAD 0 PERCENT SKIPPED UNIFORM LIVE LOAD 100 PERCENT SKIPPED C ( * * * ** COLUMN PROPERTIES * * * ** (NUMBER LENGTH STIFF WIDTH PAR. WIDTH PERP.SPAN(IN) (FT) SPAN(IN) (ZERO IF ROUND) 1 15.00 4.00 12.00 12.00 2 15.00 4.00 12.00 12.00 C 3 15.00 4.00 12.00 12.00 4 15.00 4.00 12.00 12.00 C 5 1.00 4.00 .00 .00 6 1.00 4.00 24.00 .00 7 1.00 4.00 .00 .00 C 8 1.00 4.00 24.00 .00 9 1.00 4.00 .00 .00 C. 10 1.00 4.00 24.00 .00 11 1.00 4.00 .00 .00 ( 12 1.00 4.00 24.00 .00 13 15.00 4.00 12.00 12.00 14 15.00 4.00 12.00 12.00 09 -15 -98 ( * * * ** SLAB PROPERTIES AND LOADS * * * ** ( UNIF (PSF) CONCENTRATED (LB /FT) ( NUMBER LENGTH DEPTH DL ADL LL RED LL DIST DL LL (FT) (IN) CANT -1 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 21.33 10.00 125.00 25.00 150.00 150.00 .00 .00 .00 2 14.17 8.00 100.00 25.00 150.00 150.00 .00 .00 .00 3 10.67 8.00 100.00 25.00 250.00 250.00 .00 .00 .00 4 10.67 8.00 100.00 25.00 250.00 250.00 .00 .00 .00 ( 5 10.67 8.00 100.00 25.00 250.00 250.00 .00 .00 .00 6 12.17 8.00 100.00 25.00 250.00 250.00 .00 .00 .00 ('ANT -2 .00 .00 .00 .00 .00 .00 .00 .00 .00 ( I. C C ( * * * ** COLUMN MOMENTS (K -FT) * * * * *• ( NUMBER 1 [ 2 3 ( 4 5 6 7 C * * * ** SLAB MOMENTS AT SUPPORT (K -FT) * * * ** ( NUMBER LEFT RIGHT AREA OF COMP.BLOCK STEEL(IN2) DEPTH(IN) LENGTH AND AREA OF RE (BAR 1 C * ** MAXIMUM 2 -13. ( * ** MAXIMUM 3 -3. c * ** MAXIMUM 4 -3. ( * ** MAXIMUM 5 -3. (. * ** MAXIMUM 6 -4. * ** MAXIMUM '. 7 -1. t * ** MAXIMUM C ( ( PACIFIC VIEW BLDG 'A', ANNEX, 2ND FLR SLAB TOP 3.07 2.11 .00 .00 .00 .00 1.43 BOT 3.07 2.11 .00 .00 .00 .00 1.43 00 -3.69 ALLOWABLE REDI 97 -11.90 ALLOWABLE REDI 74 -3.27 ALLOWABLE REDI 53 -3.55 ALLOWABLE REDI 30 -3.34 ALLOWABLE REDI 95 -4.52 ALLOWABLE REDI 08 .00 ALLOWABLE REDI . 097 STRIBUTION . 503 STRIBUTION . 130 STRIBUTION . 123 STRIBUTION . 116 STRIBUTION . 172 STRIBUTION .037 STRIBUTION * * * ** SLAB MOMENTS ON SPAN (K -FT) * * * ** NUMBER C BAR ( 2 1 t. 4 It- 6 MSPAN AREA OF AREA -UBC SEC. STEEL(IN2) 2607(m)(IN2) 15.98 4.13 5.14 4.92 4.35 6.71 .432 . 143 . 179 . 171 . 151 .235 ( AVERAGE REBAR WEIGHT = 1.06 LB /FT2 ( * * * ** IMMEDIATE SPAN DEFLECTIONS * * * ** - - - -DL + ADL + LL - - ('NMBER DIST(FT) I- GROSS(IN4) I- EFF(IN4) DEFL(IN) ( 1 10.66 1000.0 776.1 .216 ( 2 7.09 512.0 416.4 .001 (. 3 5.34 512.0 512.0 .011 ( 4 5.34 512.0 512.0 .011 .216 .173 . 173 . 173 . 173 . 173 .32 6.08 FT X .216 IN2 FACTOR AT THIS SUPPORT = .19 * ** .74 9.25 FT X .503 IN2 FACTOR AT THIS SUPPORT = .15 * ** .25 7.34 FT X .173 IN2 FACTOR AT THIS SUPPORT = .18 * ** . 25 6.34 FT X .173 IN2 FACTOR AT THIS SUPPORT = .18 * ** .25 6.34 FT X .173 IN2 FACTOR AT THIS SUPPORT = .18 * ** .25 6.84 FT X .173 IN2 FACTOR AT THIS SUPPORT = .18 * ** . 25 3.67 FT X .173 IN2 FACTOR AT THIS SUPPORT = .18 * ** 512.0 512.0 512.0 REBAR SLAB ANALYSIS COMP.BLOCK DEPTH(IN) .64 .25 .26 .25 .25 .35 -.001 .003 .003 LENGTH AND AREA OF RE 15.25 FT X 9.50 FT X 6.50 FT X 6.50 FT X 6.50 FT X 8.00 FT X DEAD LOAD ,DL + ADL I- EFF(IN4) DEFL(IN) I- EFF(IN4) DEFL(IN) 1000.0 .071 1000.0 .084 512.0 512.0 512.0 09 -15 -98 .432 IN2 .173 IN2 . 179 IN2 .173 IN2 . 173 IN2 . 235 IN2 .000 .004 .004 C. C C. C C. C C C C- C C C C. C C ; C 5.34 512.0 6.09 512.0 512.0 .005 512.0 .035 c- 512.0 .001 512.0 .002 512.0 .009 512.0 '.012 ' PACIFIC VIEW BLDG 'A', ANNEX, A SLAB REBAR SLAB ANALYSIS 09 -15 -98 C C PACIFIC VIEW. BLDG 'A', ANNEX, SLAB * * * ** COLUMN MOMENTS (K —FT) * * * * *' C NUMBER TOP BOT ' 1 .00 7.47 C 2 .00 7.47 ( * * * ** SLAB MOMENTS AT SUPPORT (K —FT) * * * ** ("NUMBER LEFT RIGHT AREA OF COMP.BLOCK STEEL(IN2) DEPTH(IN) LENGTH AND AREA OF RE ` : , BAR1 .00 —6.08 .213 .31 6.08 FT X .213 IN2 * ** MAXIMUM ALLOWABLE REDISTRIBUTION FACTOR AT THIS SUPPORT = .18 * ** '- 2 —6.08 .00 .213 .31 6.08 FT X .213 IN2 * ** MAXIMUM ALLOWABLE REDISTRIBUTION FACTOR AT THIS SUPPORT = .18 * ** * * * ** SLAB MOMENTS ON SPAN (K —FT) NUMBER MSPAN AREA OF AREA —UBC SEC. BAR 1 5.15 .180 .173 (AVERAGE REBAR WEIGHT = .85 LB /FT2 C * * * ** IMMEDIATE SPAN DEFLECTIONS * * * ** - - - -DL + ADL + LL - - -- NUMBER DIST(FT) I— GROSS(IN4) I— EFF(IN4) DEFL(IN) I- EFF(IN4) DEFL(IN) I— EFF(IN4) DEFL(IN) 1 10.66 512.0 512.0 .063 512.0 .079 C 512.0 .095 C C C C * * * ** STEEL(IN2) 2607(m)(IN2) DEAD LOAD REBAR SLAts ANALYSIS .26 COMP.BLOCK DEPTH(IN) LENGTH AND AREA. OF RE 15.25 FT X .180 IN2 -5 09 -15 -98 DL + ADL C C C PACIFIC VIEW BLDG 'A', ANNEX, 2ND FLR BEAMS 09 -15 -98 C NUMBER OF BAYS = 4 C DL ULT FACTOR = 1.40 LL ULT FACTOR = 1.70 (ECOL /EBEAM = 1.00 REDISTRIBUTION FACTOR = .96 (ULTIMATE CONCRETE STRENGTH(KSI) = 5.00 REBAR YIELD STRENGTH(KSI) = 60.00 ( CONCRETE WEIGHT(PCF) = 150.00 TOP STEEL DISTANCE T -D(IN) = 3.00 ( BOTTOM STEEL DISTANCE T -D(IN) = 3.00 LIVE LOAD REDUCTION LIMIT = .00 CONCENTRATED LIVE LOAD 0 PERCENT SKIPPED UNIFORM LIVE LOAD 0 PERCENT SKIPPED ( I***** COLUMN PROPERTIES ( (NUMBER LENGTH STIFF WIDTH PAR. WIDTH PERP.SPAN(IN) (FT) SPAN(IN) (ZERO IF ROUND) { 1 15.00 4.00 12.00 12.00 2 15.00 4.00 24.00 24.00 ( 3 15.00 4.00 12.00 12.00 4 15.00 4.00 12.00 12.00 C 5 1.00 4.00 .00 .00 6 15.00 4.00 24.00 24.00 7 1.00 4.00 .00 .00 8 15.00 4.00 24.00 24.00 9 15.00 4.00 12.00 12.00 10 15.00 4.00 24.00 24.00 C * * * ** BEAM PROPERTIES AND LOADS * * * ** C C REBAR BEAM ANALYSIS UNIFORM(PSF) UNIF(K /FT) ( CONCENTRATED (KIPS) NUMBER LENGTH DEPTH FLANGE SLAB WEB TRIB ADL LL DL ADL LL C DIST DL LL (FT) (IN) (IN) (IN) (IN) (FT) CANT -1 .00 36.00 120.00 10.00 24.00 6.00 .0 .0 1.400 .000 .0 00 .000 .000 .000 1 21.33 36.00 120.00 10.00 24.00 6.00 25.0 250.0 1.400 .150 1.5 C 00 2 14.16 36.00 120.00 10.00 24.00 6.00 25.0 250.0 1.400 .150 1.5 ( 00 3 21.00 36.00 120.00 10.00 24.00 6.00 25.0 250.0 1.400 .150 1.5 (J0 10.250 15.000 9.000 ( 4 22.67 36.00 120.00 10.00 24.00 6.00 25.0 250.0 1.400 .150 1.5 00 10.830 15.000 9.000 CANT -2 .00 36.00 120.00 10.00 24.00 6.00 ,0 .0 1.400 .000 .0 (00 .000 .000 .000 t C 47 * * * ** COLUMN MOMENTS (K -FT) * * * ** ( NUMBER TOP BOT C 2 3 4 5 * * * ** BEAM MOMENTS AT SUPPORT (K -FT) * * * ** •N UMBER LEFT (" BAR +( .00 FT %..-** MAXIMUM 2 -136. ('( 9.91 FT * ** MAXIMUM C 3 -100. +( 6.33 FT ( * ** MAXIMUM 4 -284. +( 9.50 FT L * ** MAXIMUM 5 -10. ' +( 10.34 FT * ** MAXIMUM * * * ** BEAM MOMENTS ON SPAN (K -FT) * * * ** NUMBER MAX DIST AREA OF L (FT) STEEL(IN2) REBAR C 1 167.77 9.47 1.13 ().83 FT X 1.04 IN2) 2 -26.20 7.56 .18 ('.66 FT X 1.04 IN2) 3 199.09 10.25 1.34 (9.00 FT X 1.04 IN2) 4 282.32 10.83 1.91 ( 0.67 FT X 1.04 IN2) AVERAGE REBAR WEIGHT = 8.04 LB /FT PACIFIC VIEW BLDG 'A', ANNEX, 2ND FLR BEAMS 2.57 41.12 1..41 1.41 .00 • 19.20 .00 13.20 3.85 61.65 TOP BETWEEN SUPPORTS C 1 .00 -1.57 X .00 IN2) ALLOWABLE REDI 75 - 143.85 X .38 IN2) ALLOWABLE REDI ]9 -92.99 X .21 IN2) ALLOWABLE REDI 16 - 288.36 X .33 IN2) ALLOWABLE REDI 65 .00 X .51 IN2) ALLOWABLE REDI RIGHT AREA OF STEEL(IN2) STRIBUTION .98 STRIBUTION .68 STRIBUTION 1.98 STRIBUTION .07 STRIBUTION .01 1.22 CMP COMPR BLK REBAR LENGTH AND AREA (IN) (IN2) .24 .00 .24 .00 . 24 .00 . 24 .00 REBAR BEAM ANALYSIS SUPPORT pc -7 09 -15 -98 CMP COMPR BLK REBAR LENGTH AND AREA OF RE (IN) (IN2) .00 ( 6.96 FT X 2.08 IN2) FACTOR AT THIS SUPPORT = .19 * ** . 57 .00 ( 9.12 FT X .98 IN2) FACTOR AT THIS SUPPORT = . 19 * * * . 40 .00 ( 9.91 FT X .68 IN2) FACTOR AT THIS SUPPORT = .20 * ** 1.16 .00 ( 11.92 FT X 1.98 IN2) FACTOR AT THIS SUPPORT = .19 * ** 1.22 .00 ( 7.17 FT X 2.08 IN2) FACTOR AT THIS SUPPORT = .19 * ** OF ( 7.93 FT X 1.04 IN2) +( 1 ( 5.06 FT X 1.04 IN2) +( 1 ( 7.60 FT X 1.04 IN2) +( 1 ( 8.27 FT X 1.04 IN2) +( 2 * * * ** TIES REQUIRED * * * ** ( (ZONES NUMBERED FROM LEFT TO RIGHT) -- -ZONE 1 -- -- -ZONE 2 -- -- -ZONE 3 -- -- -ZONE 4 -- -- -ZONE 5 -- -- -ZONE 6 -- -- -ZONE 7 -- TIE ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 WEIGHT SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE (SPAN (LBS) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT): (IN) (FT) (IN) (FT) (IN) 4 4 4 4 4 4 C C C C C ( ( ( C VIIN BLDG A' , ANNEX, 2ND FLR BEAMS ( NUMBER OF BAYS = 2 DL ULT FACTOR = 1.40 v LL ULT FACTOR = 1.70 ECOL /EBEAM = 1.00 REDISTRIBUTION FACTOR = .96 ' ULTIMATE CONCRETE STRENGTH(KSI) = 5.00 ( REBAR YIELD STRENGTH(KSI) = 60.00 CONCRETE WEIGHT(PCF) = 150.00 (TOP STEEL DISTANCE T -D(IN) = 3.00 BOTTOM STEEL DISTANCE T -D(IN) = 3.00 ( LIVE LOAD REDUCTION LIMIT = .00 ( CONCENTRATED LIVE LOAD 0 PERCENT SKIPPED UNIFORM LIVE LOAD 0 PERCENT SKIPPED * * * ** COLUMN PROPERTIES * * * ** ` ..NUMBER LENGTH STIFF WIDTH PAR. (FT) SPAN(IN) 1 15.00 4.00 16.00 (. 2 15.00 4.00 16.00 3 1.00 4.00 .00 C' 4 1.00 4.00 24.00 5 15.00 4.00 16.00 6 15.00 4.00 16.00 * * * ** BEAM PROPERTIES AND LOADS * * * ** CONCENTRATED (KIPS) (- NUMBER LENGTH DEPTH FLANGE DIST DL LL (FT) (IN) (IN) CANT -1 .00 36.00 120.00 00 .000 .000 .000. 1 25.00 36.00 120.00 00 2 16.00 36.00 120.00 00 CANT -2 .00 36.00 120.00 00 .000 .000 .000 WIDTH PERP.SPAN(IN) (ZERO IF ROUND) 24.00 24.00 .00 .00 24.00 24.00 09 -15 -98 UNIFORM(PSF) UNIF(K /FT SLAB WEB TRIB ADL LL DL ADL LL (IN) (IN) (FT) 8.00 24.00 12.00 .0 .0 1.900 8.00 24.00 12.00 25.0 250.0 1.900 8.00 24.00 12.00 25.0 250.0 1.900 8.00 24.00 12.00 .0 .0 1.900 .000 .0 .300 3.0 .300 3.0 .000 .0 C C Cm** COLUMN MOMENTS (K -FT) * * * ** ( NUMBER TOP BOT 1 34.44 34.44 C 2 .00 .00 3 1.55 1.55 * * * ** BEAM MOMENTS AT SUPPORT (K -FT) * * * ** • NUMBER LEFT RIGHT AREA OF STEEL(IN2) ( BAR (_ TOP BETWEEN SUPPORTS C 1 .00 -12.71 C C 1 (.. +( .00 FT * ** MAXIMUM 2 -341 +( 11.67 FT * ** MAXIMUM 3 18 +( 7.17 FT * ** MAXIMUM PACIFIC VIEW BLDG 'A', ANNEX, 2ND FLR BEAMS X .00 IN2) ALLOWABLE REDISTRIBUTION .76 - 364.48 2.51 X .59 IN2) ALLOWABLE REDISTRIBUTION .48 .00 .12 X .59 IN2) ALLOWABLE REDISTRIBUTION * * * ** BEAM MOMENTS ON SPAN (K -FT) * * * ** NUMBER MAX DIST AREA OF CMP COMPR (FT) STEEL(IN2) BLK REBAR REBAR 1 391.61 10.61 2.65 (IN) .31 (IN2 .31 .00 9.33 FT X 1.32 IN2) +( 2 3.33 FT X 1.32 IN2) 2 80.70 11.43 .54 .26 .00 ( 5.73 FT X 1.12 IN2) +( 1 ( 4.33 FT X 1.12 IN2) (AVERAGE REBAR WEIGHT = 11.00 LB /FT ( * * * ** TIES REQUIRED * * * ** (ZONES NUMBERED FROM LEFT TO RIGHT) ( -- -ZONE 1 -- -- -ZONE 2 -- -- -ZONE 3 -- -- -ZONE 4 -- -- -ZONE 5 -- -- -ZONE 6 -- -- -ZONE 7 -- TIE ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 WEIGHT SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE ( SPAN (LBS) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) 1 48.80 9.0 24.0 5.3 24.0 ( 2 25.91 14.3 24.0 ( AVERAGE WEIGHT OF TIES (LB /FT) = * * * ** IMMEDIATE SPAN DEFLECTIONS * * * ** ( - - - -DL + ADL + LL - - -- ( .09 1.32 1.82 CMP COMPR BLK REBAR LENGTH AND AREA OF RE (IN) (IN2) REBAR BEAM ANALYSIS 9.0 17.1 DEAD LOAD SUPPORT DL + ADL .00 ( 7.17 FT X 2.24 IN2) LENGTH AND AREA �c -/o 09 -15 -98 FACTOR AT THIS SUPPORT = .19 * ** 1.48 .00 ( 11.42 FT X 2.51 IN2) FACTOR AT THIS SUPPORT = .18 * ** 1.32 .00 ( 4.92 FT X 2.24 IN2) FACTOR AT THIS SUPPORT = .19 * ** OF C, ( NUMBER DIST(FT) I- GROSS(IN4) I- EFF(IN4) DEFL(IN) 1 10.61 177099.3 177099.3 .028 2 11.43 177099.3 177099.3 .001 C C C C C C C C C C' C C C SL I- EFF(IN4) DEFL(IN) 177099.3 .010 177099:3 .000 /2. vA -u.:: ,gE.4,4i 4-r 1/4 6S I EFF(IN4) 177099.3 177099.3 DEFL(IN) .012 .000 NELSON - BOURDAGES Consulting Engineers a Division ofPoggemeycrDesignGroup .Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • FAX (425) 828 Made by - . Date9 - 3.99 Job No Ig Checked by Date Sheet No. LA _ / Description A—(// sE_D LA r MA-L ys/ Job Name fAc /FiG (/fit/ PW6 A'. '54,96 ;4 -- 444.)( PLUs No/4 C C C C C C C C C: C C C C. C C C C C C C C C C C ( �OVE.o ,to of LEUGL /74 s &rs Co //c PA- l8it x 3o /X 4 "bp 4,b .91)0e) ,eoo / Lc-i'/ - moo OA /G/N - L- S LR/5/ ` /, c.. W h 2 , 2- 75 1 1 D7/ - -50,75 /5" 35 /5.75 7 , se 7 iW / 61 /r = 101 VP,.rr %8oGo 1 25, 2-7 (0 SS� 2432 1 75S ss V d, 375 scqs (// = (/ 375,6; f38'9 /357 1--- LA -53 L 1-38 Xles ? ki s P/.57 2e27 /2- oa 590 4071 /25 s 3535 l; 676. 26 /0, 9 3 L c7,g(.O /1.3s .5' alt.. V = 1 375 /0, +3 2- / I" 1 / VV W NELSON Consulting Engineers a Division of Poggemeyer Design Group, Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827-5995 • FAX (425) 828-4850 Made by 51 /e Date Job No. Checked by Date Sheet No./ A 4 11 — 2— Description Job Name , i 4- 0 / g i341)6 A 0E4,06 '4' — 4-/v/ve Pz24s I/ thire— C C C C C C C C C C C C C ( ( C C C C LVL F74/..) of /1-P/ez-/..0 / 774 / /d- / 771, , 72-€7 2- 444 2-e,t7 /7 GOO 6/. 3 /77(,, //52_ /77 77-43 rfr.:1- 1\9 • /77(0 7zs / 774 Goe, cL ff-ooF 3 2-4. \5a76 / / 4 — PI--11—S' te /4 I / i3L.D& A' .s -?‹ V , belpsi A ,v//E? Pc3-7771 x e ps) ,e7 /(4-.1- o3 1171- 1-2-.0. 1/71- 5E/ - V X PS) 5 /77 (,/ 72-43 5135 / 74„ / — 7 243 2 6 , 0 177 Goo —y V yx / .fe236. 1/71- /2-2'b 40.4 1171- /74 1 / 3Go T //7' NELSON- BOURDAGES Consulting Engineers 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425)827- 5995• FAX (425)828.4850 Made b .�€N�C Da �..., �� J ob No. 780/7 Sheet No. d -3 - Checked by Date Description � �U/ SEd 44 f .A1A S / S Job Name / #TG /F/� (/ /E ,BGOI, /4- 1 A''- f1N/v )e PL.I,S // (Mc_ Lc,4 C? l7 k - Er.-77 04.1 �/ = 5'90. 0 077/0, x 72-S) 3 1 3 5 X72,60 4- 61, 3 I i s z ) + 661,4 (» ) gio,7 y esc..s 2nd 6 2 . „ 0 y ( . . „ ) ) -f- (?”, L Y�Gb 1L C / 22. sY 7`f) 982.1 sE /s /4/ MNG f 8LU& 4 / PI-4(.5 Ail/h Zo (03, �f- v �-'0 e / 77(0, 72-8) S8s 6 77L 4- 464Y/ 776 4- 64 4 - IA4 )(103c) i9-31 3, /32,3 6 4,0 +- 72g/7"0 �” u' / Z2.8 /360)¢036) -2- '4'70. ••• X ETABS 6.13 File: PCFCA6.PST • e • e`l , ""ht eIN 014 Undeformed Shape August 25,1998 14:10 r• " n n es, n n ^ P'± f' r` t n ' •• • 0 % ON ETAL >X kri M 475 k -j 7 J `1 : 56 k th t VI o /21 /( ■9 m - ■ 2 X3.6 ETABS 6.13 File: PCFCA6.PST 2.2 9 .7 iK V 4492.K- NE kT C-- ` r/oAl 5i.5 h / C_ .1.- S e774-/NiA/ ,BGpi 'A' PLus ANNEX Undeformed Shape August 25,1998 15:10 tp M V =/SS3 1< N Ni n 1 Y � / �o m 33 2 �0 K ET .i 141 141 ETABS 6.13 File: PCFCA6.PST 144 7 Undeformed Shape August 25,1998 15:25 B ,^ .— ETAB, (7 u _1 N K1 v to to N -1 11 a . y ea � J N It O � lart 0 ETABS 6.13 File: PCFCA3.PST CI m 0 1-3L-D‘ 1 L v� k'�D P / 57 .1-77-04) / Lyr Vk = /4c./ Undeformed Shape June 8,1998 9:55 e u V - A538 x 0 105 C2 - vI `! e (I I! ETABS Y < > X STEELER Stress Ratios September 3,1998 13:51 Q. 32 0.32 0.59 0.59 x.63 8.63 ETABS 6,13 File: PCFCA6.PST STEELER File: PCFCAS6.PLO ETABS STEELER Stress Ratios September 3,1998 13:50 Y < > X ETABS 6.13 File: PCFCA6.PST STEELER File: PCFCAS6.PLO 44-7 1 0.r1 h 4 I, IN ETABS STEELER Stress Ratios September 3,1998 13:48 ETABS 6.13 File: PCFCA6.PST STEELER File: PCFCAS6.PLO E T A B S Extended Three Dimensional. Analysis of Building Systems Version 6.13 Copyright (C) 1983-1996 COMPUTERS AND STRUCTURES, INC. All rights reserved This copy of. ETABS is for the exclusive use of NELSON- BOURDAGES, INC., P.S. Unauthorized use is in violation of Federal copyright laws It is the responsibility of the user to verify all results produced by this program 3 Sep 1998 11:01:59 (NELSON-BOURDAGES, INC. P.S. PAGE 2 PROGRAM :ETABS /FILE:PCFCA6.STR (' PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS/DESIGN, ZONE 3 (4), RW =8, UNITS:K - 4-/Z-- OORDINATES OF CENTERS OF CUMULATIVE MASS & CENTERS OF RIGIDITY STORY DIAPHRAGM / LEVEL NUMBER ROOF C 1 5.893 1776.000 728.000 3 -RD C 1 16.438 1776.000 728.000 2 -ND (. 1 25.588 1776.000 682.228 CENTER OF MASS / / -- CENTER OF RIGIDITY - -/ MASS ORDINATE = X ORDINATE -Y ORDINATE -X ORDINATE -Y 2009.730 3090..310 687.959 1365.742 1244.826 CNELSON- BOURDAGES, INC., P.S. C PACIFIC VIEW STEEL BRACED TATIC LOAD CONDITION LATERAL DISPLACEMENTS FOR DIAPHRAGM VALUES ARE AT THE CENTER OF MASS OF THE ( .CORRESPONDING DIAPHRAGM IN GLOBAL. COORDINATES LEVEL DIRN ROOF X ROOF Y ROOF ROTZ 3 -RD X 3 -RD Y 3 -RD ROTZ 2 -ND X 2 -ND Y . 2 -ND ROTZ PROGRAM:ETABS /FILE 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS / LOAD CONDITIONS - 0.0001 - 0.0001 - 0.0039 - 0.0022 5.786E -07 3.273E -07 0.0001 0.0000 - 0.0004 - 0.0002 1.274E -07 7.370E -08 0.0000 0.0000 - 0.0002 - 0.0001 6.524E -08 3.770E -08 0.0000 0.0000 0.000E +00 0.0000 0.0000 0.000E +00 0.0000 0.0000 0.000E +00 0.1301 - 0.0088 9.294E -07- 0.0170 - 0.0093 7.711E -06- 0.0077 0.0028 2.675E -06- • B - 0.0105 0.2202 3.252E -05 - 0.0101 0.0738 1.780E -05 - 0.0021 0.0316 4.408E -06 • • PAGE 3 :PCFCA6.STR :K- • / C 0.0000 0.0000 0.000E +00 0.0000 0.0000 0.000E +00 0.0000 0.0000 0.000E +00 NELSON- BOURDAGES, INC., P.S. PAGE 4 PROGRAM:ETABS /FILE:PCFCA6.STR PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- L/}' /g TATIC LOAD CONDITION LATERAL STORY LOADS FOR DIAPHRAGM 1 4 LOADS ARE AT THE CENTERS OF MASS OF TIIE RESPECTIVE STORY LEVELS LEVEL r ROOF ROOF ( ROOF 3 -RD ( 3-RD 3 -RD 2 -ND C 2 -ND 2 -ND C C C C C C C C C C ( ( C DIRN I II X 0.00 0.00 Y 0.00 0.00 ROTZ 0.000E +00 - 4.547E -13 X 0.00 0.00 Y 0.00 0.00 ROTZ - 5.230E -12 1.052E -12 LOAD CONDITIONS III A B C 0.00 590.00 0.00 0.00 0.00 0.00 590.00 0.00 0.000E +00 - 6.040E -12- 4.322E -12 0.000E +00 0.00 810.70 0.00 0.00 0.000E +00 - 9.931E +04 0.00 0.00 1431.00 0.00 4.113E +05 0.000E +00 X 0.00 0.00 0.00 482.40 0.00 0.00 Y 0.00 0.00 0.00 0.00 2470.80 0.00 ROTZ 4.832E -13- 4.334E -12 0.000E +00 - 1.063E +05 3.351E +06 0.000E +00 C CNELSON-BOURDAGES, INC. P.S. PAGE 5 PROGRAM:ETABS /FILE :PCFCA6.STR PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4) , RW=8, UNITS: K- 4A -15 TATIC LOAD CONDITION LATERAL STORY SHEARS FOR DIAPHRAGM / LOAD CONDITIONS .. LEVEL DIRN I ROOF X 0.00 ROOF Y 0.00 C 3 -RD X 0.00 ( 3 -RD Y 0.00 2 -ND X 0.00 (, 2 -ND Y 0.00 C C: C. C C c c. ( C C c 0.00 0.00 590.00 0.00 0.00 0.00 0.00 590.00 0.00 0.00 1400.70 0.00 0.00 0.00 0.00 2021.00 0.00 0.00 1883.10 0.00 0.00 0.00 0.00 4491.80 C 0.00 0.00 0.00 0 ;00 INELSON- BOURDAGES, INC., P.S. PAGE 6 PROGRAM:ETABS /FILE:PCFCA6.STR ( PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- 6 it c TATIC LOAD CONDITION LATERAL STORY LOADS FOR ALL DIAPHRAGMS t VALUES ARE AT THE GLOBAL ORIGIN IN THE GLOBAL COORDINATES LOAD CONDITIONS 'C LEVEL DIRN I II III A B C C ROOF X 0.00 0.00 0.00 590.00 0.00 0.00 ROOF Y 0.00 0.00 0.00 0.00 590.00 0.00 ( ROOF ROTZ 6.310E -12- 3.610E -12 0.000E +00 - 4.295E +05 1.048E +06 0.000E +00 ( 3-RD X 0.00 0.00 0.00 810.70 0.00 0.00 3 -RD Y 0.00 0.00 0.00 0.00 1431.00 0.00 C 3 -RD ROTZ - 8.872E -12 2.871E -12 0.000E +00 - 6.895E +05 2.953E +06 0.000E +00 2 -ND X 0.00 0.00 0.00 482.40 0.00 0.00 '-2 -ND Y 0.00 0.00 0.00 0.00 2470.80 0.00 2 -ND ROTZ 8.639E -12- 1.188E -11 0.000E +00 - 3.958E +05 7.739 +06 0.000E +00 F- C C C C C C (NELSON- BOURDAGES, INC., P.S. PAGE 7 PROGRAM:ETABS /FILE:PCFCA6.STR PACIFIC VIEW 3-STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K -. -/7 TATIC LOAD CONDITION LATERAL STORY SHEARS FOR ALL DIAPHRAGMS VALUES ARE AT THE GLOBAL ORIGIN IN THE GLOBAL COORDINATES if LEVEL DIRN / CONDITIONS I II LOAD A B ROOF X 0.00 0.00 0.00 590.00 0.00 0.00 ROOF Y 0.00 0.00 0.00 0.00 590.00 0.00 X 0.00 0.00 0.00 1400.70 0.00 0.00 Y 0.00 0.00 0.00 0.00 2021.00 0.00 X 0.00 0.00 0.00 1883.10 0.00 Y 0.00 0.00 0.00 0.00 4491.80 3 -RD 3 -RD 2 -ND 2 -ND C C t 4 4 4 4 4 4 4 4 . C 4 C 0.00 0.00 C NELSON - BOURDAGES, INC., P.S. PAGE 8 PROGRAM:ETABS /FILE:PCFCA6.STR PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- C C C. C C TATIC LOAD CONDITION LATERAL OVERTURNING MOMENTS FOR ALL DIAPHRAGMS VALUES C LEVEL DIRN C ROOF X 0.000E +00 0.000E +00 ROOF Y 0.597E -12- 0.298E -12 3 -RD 3 -RD 2 -ND 2 -ND ARE AT THE GLOBAL ORIGIN IN THE GLOBAL COORDINATES I II X - 0.659E -12- 0.600E -13 Y 0.597E -1.2- 0.458E -12 X 0.540E -13 0.265E -1.2 Y 0.194E -11- 0.130E -11 LOAD CONDITIONS III A 0.000E +00 0.991E +05 0. 0.000E +00 - 0.241E -13 0 0.000E +00 0.351E +06 -0. 0.000E +00 0.457E -11 0. 0.000E +00 0.707E +06 -0. 0.000E +00 0.379E -10 0. B 176E -11 .991E +05 102E -09 463E +06 140E -09 131E +07 / C 0.000E +00 0.000E +00 0.000E +00 0.000E +00 0.000E +00 0.000E +00 (NELSON-BOURDAGES, INC., P.S. PROGRAM:ETABS /FILE C PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS RAME ID .... BRACED STEEL FRAME LN G/3 -4 STATIC LOAD CONDITION LATERAL FRAME DISPLACEMENTS FOR DIAPHRAGM VALUES ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES / LOAD CONDITIONS ( LEVEL DIRN I II III A C C C C C C C C C C C C C C ROOF X 0.0003 0.0002 ROOF Y - 0.0046 - 0.0026 ROOF ROTZ 0.0000 0.0000 3 -RD X 0.0002 0.0001 3 -RD Y - 0.0005 - 0.0003 3 -RD ROTZ 0.0000 0.0000 2 -ND 2 -ND 2 -ND X Y ROTZ 0.0001 - 0.0003 0.0000 0.0000 - 0.0002 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.1308 - 0.0100 0.0000 0.0226 - 0.0192 0.0000 0.0093 - 0.0062 0.0000 B - 0.0342 0.2618 0.0000 - 0.0231 0.0966 0.0000 - 0.0047 0.0372 0.0000 PAGE 9 :PCFCA6.STR :K- C 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 (NELSON - BOURDAGES, INC., P.S. PAGE 10 PROGRAM:ETABS /FILE:PCFCA6.STR ( PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- 411- -20 ( RAME ID .... BRACED STEEL FRAME LN G /9 -10 STATIC LOAD CONDITION LATERAL FRAME DISPLACEMENTS FOR DIAPHRAGM c VALUES ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES / LOAD CONDITIONS C LEVEL DIRN I II III A B ( ROOF X 0.0003 0.0002 0.0000 0.1308 - 0.0342 ROOF Y -0.0034 - 0.0019 0.0000 - 0.0080 0.1916 (. ROOF ROTZ 0.0000 0.0000 0.0000 0.0000 0.0000 C 3 -RD X 0.0002 0.0001 0.0000 0.0226 - 0.0231 3 -RD Y - 0.0003 - 0.0002 0.0000 - 0.0025 0.0582 3 -RD ROTZ 0.0000 0.0000 0.0000 0.0000 0.0000 t. 2 -ND X 0.0001 0.0000 0.0000 0.0093 - 0.0047 C 2 -ND Y - 0.0002 - 0.0001 0.0000 - 0.0004 0.0277 2 -ND ROTZ 0.0000 0.0000 0.0000 0.0000 0.0000 C C C C C C C C C C (. C C C t t C 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 `NELSON- BOURDAGES, INC., P.S. PAGE 11 PROGRAM:ETABS /FILE:PCFCA6.STR ( PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- L - -L1 C RAME ID .... BRACED STEEL FRAME LN 4 /D- B;B /4- STATIC LOAD CONDITION LATERAL FRAME DISPLACEMENTS FOR DIAPHRAGM 1 VALUES ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES C / LOAD CONDITIONS ( LEVEL DIRN I II III A B C «. ROOF X - 0.0044 - 0.0025 0.0000 - 0.0097 0.2501 0.0000 ROOF Y 0.0001 0.0001 0.0000 - 0.1302 0.0122 0.0000 ROOF ROTZ 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 C C C .. C C 3 -RD X - 0.0005 - 0.0003 0.0000 - 0.0164 0.0902 0.0000 3 -RD Y - 0.0001 0.0000 0.0000 - 0.0174 0.0111 0.0000 3 -RD ROTZ 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 2 -ND X - 0.0003 - 0.0002 0.0000 - 0.0052 0.0356 0.0000 2 -ND Y 0.0000 0.0000 0.0000 - 0.0075 0.0018 0.0000 2 -ND ROTZ . 0.0000 0.0000 0.0000 ' 0.0000 0.0000 0.0000 (NELSON- BOURDAGES, INC., P.S. PAGE 12 PROGRAM:ETABS /FILE:PCFCA6.STR ( PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- 44 -2. C RAME ID .... BRACED STEEL FRAME LN 10 /D -B;B /1 STATIC LOAD CONDITION LATERAL FRAME DISPLACEMENTS FOR DIAPHRAGM VALUES ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES C / LOAD CONDITIONS C LEVEL DIRN I II III A B C C: ROOF X -0.0032 - 0.0018 0.0000 - 0.0077 0.1798 0.0000 ROOF Y 0.0001. 0.0001 0.0000 - 0.1302 0.0122 0.0000 C ROOF ROTZ 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3 -RD X - 0.0002 - 0.0001 0.0000 0.0003 0.0518 0.0000 (. 3 -RD Y - 0.0001 0.0000 0.0000 - 0.0174 0.0111 0.0000 3 -RD ROTZ 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 2 -ND X - 0.0001 - 0.0001 0.0000 0.0006 0.0261 0.0000 L 2 -ND Y 0.0000 0.0000 0.0000 - 0.0075 0.0018 0.0000 2 -ND ROTZ 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 C C C C L C c C c ( f NELSON-BOURDAGES, INC., P.S. PROGRAM:ETABS /FILE PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS RAME ID 12" CONC WALL AT 2ND FLR STATIC LOAD CONDITION LATERAL FRAME DISPLACEMENTS FOR DIAPHRAGM VALUES ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES LEVEL DIRN I 2 -ND X 0.0000 2 -ND Y - 0.0003 2 -ND ROTZ 0.0000 0.0000 - 0.0002 0.0000 LOAD CONDITIONS 0. 0.0000 0.0000 0.0062 - 0.0062 0.0000 B. 0.0005 0.0372 0.0000 PAGE 13 :PCFCA6.STR :K- 2- -23 0. 0000 0.0000 0.0000 (NELSON - BOURDAGES, INC., P.S. PAGE 14 PROGRAM:ETABS /FILE:PCFCA6.STR ( PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- L ( RAME ID .... 12" CONC WALL AT 3RD FLR STATIC LOAD CONDITION LATERAL FRAME DISPLACEMENTS FOR DIAPHRAGM 1 VALUES ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES ( LEVEL DIRN ( 3 -RD X 3 -RD Y ( 3 -RD ROTZ ( (. (. ( ( ( C I 0.0000 -0.0005 0.0000 II 0.0000 - 0.0003 0.0000 (. 2 -ND X 0.0000 0.0000 2 -ND Y - 0.0003 - 0.0002 c 2 -ND ROTZ 0.0000 0.0000 LOAD CONDITIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 III A 0.0113 - 0.0192 0.0000 0.0054 - 0.0062 0.0000 B 0.0028 0.0966 0.0000 0.0017 0.0372 0.0000 C 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 f NELSON - BOURDAGES, INC., P.S. PROGRAM:ETABS /FILE PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 RW =8, UNITS C C C C' C LEVEL C : ci C €. C . C C C C C ( C C C. C C C C C RAME ID .... 12" CRNR CONC WALLS STATIC LOAD CONDITION LATERAL FRAME DISPLACEMENTS FOR DIAPHRAGM VALUES ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES 3 -RD 3 -RD 3 -RD 2 -ND. 2 -ND 2 -ND DIRN LOAD CONDITIONS PAGE 15 :PCFCA6.STR .x Gf} - z5 I II III A B C X 0.0001 0.0000 0.0000 0.0174 - 0.0111 0.0000 Y - 0.0006 - 0.0003 0.0000 - 0.0232 0.1058 0.0000 ROTZ 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 X 0.0000 0.0000 0.0000 0.0075 -0.0018 0.0000 Y - 0.0003 - 0.0002 0.0000 - 0.0076 0.0395 0.0000 ROTZ 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 C NELSON- BOURDAGES, INC., P.S. PAGE 16 PROGRAM:ETABS /FILE:PCFCA6.STR PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- C LA-2t RAME ID .... 12" CRNR CONC WALLS STATIC LOAD CONDITION LATERAL FRAME DISPLACEMENTS FOR DIAPHRAGM 1 VALUES ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES / LOAD CONDITIONS C LEVEL DIRN I I I I I I A (: 3 -RD X 0.0001 0.0000 0.0000 0.0174 - 0.0111 0.0000 3 -RD Y - 0.0006 - 0.0003 0.0000 - 0.0232 0.1058 0.0000 3 -RD ROTZ 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 2 -ND X 0.0000 0.0000 0.0000 0.0075 - 0.0018 0.0000 2 -ND Y - 0.0003 - 0.0002 0.0000 - 0.0076 0.0395 0.0000 C . 2 -ND ROTZ 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 C. C C C C C C C C C C C ( C C C t'NELSON- BOURDAGES, INC., P.S. PAGE 17 PROGRAM:ETABS /FILE:PCFCA6.STR PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- C RAME ID .... BRACED STEEL FRAME LN G/3 -4 STATIC LOAD CONDITION LATERAL FRAME DRIFT RATIOS FOR DIAPHRAGM 1 C. VALUES ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES C LEVEL DIRN / I II LOAD IIONDITIONS A B C ( ROOF X 0.00000 0.00000 0.00000 0.00064 - 0.00007 0.00000 ROOF Y - 0.00002 - 0.00001 0.00000 0.00005 0.00098 0.00000 ( ROOF ROTZ 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 -RD X 0.00000 0.00000 0.00000 0.00007 - 0.00010 0.00000 3 -RD Y 0.00000 0.00000 0.00000 - 0.00007 0.00033 0.00000 c 3 -RD ROTZ 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 2 -ND X 0.00000 0.00000 0.00000 0.00005 - 0.00003 0.00000 C 2 -ND Y 0.00000 0.00000 0.00000 - 0.00003 0.00020 0.00000 2 -ND ROTZ 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 (NELSON-BOURDAGES, INC., P.S. PAGE 18 PROGRAM:ETABS /FILE:PCFCA6.STR C PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- C C. C. VALUES ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES C • C C C C C ..c: C C. C C C C C C C C C C C C C C C ( C RAME ID .... BRACED STEEL FRAME LN G /9 -10 STATIC LOAD CONDITION LATERAL FRAME DRIFT RATIOS FOR DIAPHRAGM 44-20 / LOAD CONDITIONS LEVEL DIRN I II III A B C ROOF X 0.00000 0.00000 0.00000 0.00064 - 0.00007 0.00000 ROOF Y - 0.00002 - 0.00001 0.00000 - 0.00003 0.00079 0.00000 ROOF ROTZ 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 -RD X 0.00000 0.00000 0.00000 0.00007 - 0.00010 0.00000 3 -RD Y 0.00000 0.00000 0.00000 - 0.00001 0.00017 0.00000 3 -RD ROTZ 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 2 -ND X 0.00000 0.00000 0.00000 0.00005 - 0.00003 0.00000 2 -ND Y 0.00000 0.00000 0.00000 0.00000 0.00015 0.00000 2 -ND ROTZ 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 f NELSON- BOURDAGES, f C C C C C. LEVEL DIRN ( ROOF ROOF (. ROOF 3 -RD 3 -RD 3 -RD C C C C C C C C C C INC., P.S. PAGE 19 PROGRAM:ETABS /FILE :PCFCA6.STR. PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- SAME ID .... BRACED STEEL FRAME LN 4 /D- B;B /4- STATIC VALUES 2 -ND 2 -ND 2 -ND LOAD CONDITION LATERAL FRAME DRIFT RATIOS FOR DIAPHRAGM ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES X Y. ROTZ Y ROTZ" X Y ROTZ - 0.00002 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 I II - 0.00001 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 LOAD CONDITIONS 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 III A 0.00000 0.00004 0.00000 - 0.00067 0.00000 0.00000 - 0.00006 - 0.00005 0.00000 - 0.00003 - 0.00004 0.00000 L4 27 B C 0.00095 0.00000 0.00001 0.00000 0.00000 0.00000 0.00030 0.00000 0.00005 0.00000 0.00000 0.00000 0.00019 0.00000 0.00001 0.00000. 0.00000 .0.00000 C NELSON - BOURDAGES, INC., P.S. PAGE 20 PROGRAM:ETABS /FILE:PCFCA6.STR i" PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- C - c. RAME ID .... BRACED STEEL FRAME LN 10 /D -B;B /1 C STATIC LOAD CONDITION LATERAL FRAME DRIFT RATIOS FOR DIAPHRAGM 1 �. VALUES ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES (.. LEVEL DIRN / I II LOAD I IONDITIONS A B C ( ROOF X - 0.00002 - 0.00001 0.00000 - 0.00005 0.00076 0.00000 ROOF Y 0.00000 0.00000 0.00000 - 0.00067 0.00001 0.00000 ( ROOF ROTZ 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 c 3 -RD X 0.00000 0.00000 0.00000 0.00000 0.00014 0.00000 3 -RD Y 0.00000 0.00000 0.00000 - 0.00005 0.00005 0.00000 C 3 -RD ROTZ 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 2 -ND X 0.00000 0.00000 0.00000 0.00000 0.00014 0.00000 �- 2 -ND Y 0.00000 0.00000 0.00000 - 0.00004 0.00001 0.00000 2 -ND ROTZ 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 C (NELSON- BOURDAGES, INC., P.S. PAGE 21 PROGRAM:ETABS /FILE:PCFCA6.STR PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K c LAM SAME ID .... 12" CONC WALL AT 2ND FLR c STATIC LOAD. CONDITION LATERAL FRAME DRIFT RATIOS FOR DIAPHRAGM VALUES ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES C. LEVEL DIRN / I II LOAD IIONDITIONS A B C ( 2 -ND X 0.00000 0.00000 0.00000 0.00003 0.00000 0.00000 2 -ND Y 0.00000 0.00000 0.00000 - 0.00003 0.00020 0.00000 4 . 2 -ND ROTZ 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 C 'NELSON- BOURDAGES, INC., P.S. PROGRAM:ETABS /FILE PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS C SAME ID .... 12" CONC WALL AT 3RD FLR STATIC LOAD CONDITION LATERAL FRAME DRIFT RATIOS FOR DIAPHRAGM VALUES ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES 3 -RD 3 -RD C. 3 -RD r . 2-ND 2-ND. 2-ND PAGE 22 :PCFCA6.STR :K- / LOAD CONDITIONS LEVEL DIRN I II III A B C X 0.00000 0.00000 0.00000 0.00003 0.00001 0.00000 Y 0.00000 0.00000 0.00000 - 0.00007 0.00033 0.00000 ROTZ 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 X 0.00000 0.00000 0.00000 0.00003 0.00001 0.00000 Y. 0.00000 0.00000 0.00000 - 0.00003 0.00020 0.00000 ROTZ 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 ( NELSON- BOURDAGES, INC., P.S. PROGRAM:ETABS /FILE C PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA; WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS C. RAME ID .... 12" CRNR CONC WALLS STATIC LOAD CONDITION LATERAL FRAME DRIFT RATIOS FOR DIAPHRAGM VALUES ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES C LEVEL DIRN C. 3 -RD 3 -RD C 3-RD • C 2 -ND 2 -ND (` 2-ND C C C C C C C. C C C C C C C C C C t t a X Y ROTZ X Y ROTZ 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 LOAD CONDITIONS 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00005 - 0.00009 0.00000 0.00004 - 0.00004 0.00000 B - 0.00005 0.00037 0.00000 - 0.00001 0.00021 0,00000 :K- PAGE 23 :PCFCA6.STR C 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 1 NELSON- BOURDAGES, INC., P.S. PAGE 24 PROGRAM:ETABS /FILE:PCFCA6.STR C PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- C /AME ID .... 12" CRNR CONC WALLS C STATIC VALUES ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES LEVEL DIRN 3 -RD X 0.00000 0.00000 0.00000 0.00005 - 0.00005 0.00000 3 -RD Y 0.00000 0.00000 0.00000 - 0.00009 0.00037 0.00000 C 3 -RD ROTZ 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 C 2 -ND X 0.00000 2 -ND Y 0.00000 C 2 -ND ROTZ 0.00000 C. C C C C C C C C C C C C C C C C ( t t LOAD CONDITION LATERAL FRAME DRIFT RATIOS FOR DIAPHRAGM I 0.00000 0.00000 0.00000 II LOAD CONDITIONS 0.00000 0.00000 0.00000 III A 0.00004 - 0.00004 0.00000 B - 0.00001 0.00021 0.00000 C 0.00000 0.00000 0.00000 (NELSON- BOURDAGES, INC., P.S. PAGE 25 PROGRAM:ETABS /FILE:PCFCA6.STR r PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- ( RAME ID .... BRACED STEEL FRAME LN G/3 -4 ( STATIC c VALUES LEVEL ROOF ROOF ROOF 3 -RD 3 -RD 3 -RD 2 -ND 2 -ND 2 -ND LOAD CONDITION LATERAL FRAME STORY SHEARS FOR DIAPHRAGM ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES / LOAD CONDITIONS DIRN X Y ROTZ X Y ROTZ. X Y ROTZ I 0.14 0.08 -0.02 -0.01 - 4.35E +00 - 2.47E +00 0.09 0.03 5.29E +00 0.11 -0.01 - 2.19E +00 II 0.05 0.02 3.01E +00 0.06 -0.01 - 1.25E +00 0.00 0.00 0.00E +00 0.00 0.00 0.00E +00 0.00 0.00 0.00E +00 III A 138.10 0.13 2.07E +01 - 2.03 - 0.17 - 2.80E +01 13.55 0.02 3.49E +00 B -11.10 0.69 1.24E +02 -22.36 - 0.78 - 1.43E +02 - 6.20 0.54 9.80E +01 C 0.00 0.00 0.00E +00 0.00 0.00 0.00E +00 0.00 0..00 0.00E +00, C C. C. tNELSON- BOURDAGES, INC., P.S. PAGE 26 PROGRAM:ETABS /FILE:PCFCA6.STR PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- SAME ID .... BRACED STEEL FRAME LN G /9 -10 STATIC VALUES C LEVEL C ROOF ROOF C. ROOF C 3 -RD 3 -RD C 3-RD C 2 -ND 2 -ND C 2 -ND c C C C C C C . C C C C. C C C C C C LOAD CONDITION LATERAL FRAME STORY SHEARS FOR DIAPHRAGM ARE.AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES DIRN X Y ROTZ X Y ROTZ Y ROTZ I 0.14 -0.02 - 3.35E +00 0.09 0.02 4.05E +00 0.11 -0.01 - 1.52E +00 II 0.08 -0.01 - 1.91E +00 0.05 0.01 2.32E +00 0.06 -0.01 - 8.70E -01 LOAD CONDITIONS 0.00 0.00 0.00E +00 0.00 0.00 0.00E +00 III A 0.00 0.00 0.00E +00 -1 138.10 -0.03 - 8.67E +00 • B -11.10 0.69 1.23E +02 -2.03 - 22.36 0.03 -0.86 8.95E +00 - 1.57E +02 13.55 -6.20 0.00 0.57 .06E -01 1.03E +02 LA --3l0' C. 0.00 0.00 0.00E +00 0.00 0.00 0.00E +00 0.00 0.00 0.00E +00 C NELSON - BOURDAGES, INC., P.S. PROGRAM:ETABS /FILE PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS RAME ID .... BRACED STEEL FRAME LN 4 /D- B;B /4- STATIC LOAD CONDITION LATERAL FRAME STORY SHEARS FOR DIAPHRAGM VALUES ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES LEVEL ROOF ROOF ROOF 3 -RD 3 -RD 3 -RD DIRN X Y ROTZ X Y ROTZ I 0.15 9.48 4.63E +03 1.91 8.89 4.35E +03 10.40 0.01 2.83E +00 0.09 5.34 2.61E +03 1.11 5.00 2.45E +03 6.00 0.01 1.66E +00 LOAD CONDITIONS 0.00 0.00 0.00E +00 0.00 0.00 0.00E +00 0.00 0.00 0.00E +00 29.45 - 157.28 - 7.66E +04 -20.06 6.62 2.91E +03 -93.37 -1.50 - 5.76E +02 B 327.19 - 30.03 - 1.45E +04 89.19 -3.26 - 1.78E +03 662.34 -0.24 - 4.78E +00 PAGE 27 :PCFCA6.STR :K- C 0.00 0.00 0.00E +00 0.00 0.00 0.00E +00 0.00 0.00 0.00E +00 (NELSON - BOURDAGES, INC., P.S. PAGE 28 PROGRAM:ETABS /FILE:PCFCA6.STR ( PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- 64 -78 C ( ( RAME ID .... BRACED STEEL FRAME LN 10 /D -B;B /1 STATIC LOAD CONDITION LATERAL FRAME STORY SHEARS FOR DIAPHRAGM. VALUES ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES / LOAD CONDITIONS LEVEL DIRN I II C ROOF ROOF ( ROOF c 3-RD 3 -RD c 3-RD 2 -ND C 2 -ND c 2 -ND C ( C C C: C C C C C ( X -0.15 Y -9.20 ROTZ - 4.49E +03 X. 1.39 Y -9.20 ROTZ - 4.50E +03 X 8.97 Y 0.00 ROTZ 3.19E -01 -0.09 - 5.17 - 2.53E +03 0.81 - 5.17 - 2.53E +03 5.18 0.00 1.00E -01 0.00 0.00 0.00E +00 0.00 0.00 0.00E +00 0.00 0.00 0.00E +00 III A -29.53 - 158.05 - 7.70E +04 -2.66 5.79 2.53E +03 2.55 -1.50 - 5.81E +02 B 486.47 -0.24 - 1.87E +02 C 263.41 0.00 7.84 0.00 3.73E +03 0.00E +00 33.92 0.00 10.47 • 0.00 5.23E +03 0.00E +00 0.00 0.00 O +00 ,/ C LEVEL DIRN C C C. NELSON - BOURDAGES, INC., P.S. PAGE 29 PROGRAM:ETABS /FILE:PCFCA6.STR C PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K C (. 3AME ID .... 12" CONC WALL AT 2ND FLR STATIC LOAD CONDITION LATERAL FRAME STORY SHEARS FOR DIAPHRAGM (- VALUES ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES C. C C C C C . C C C ( I II LOAD CONDITIONS III A B C C 2 -ND X -0.04 -0.02 0.00 1420.13 105.29 0.00 2 -ND Y 0.00 0.00 0.00 -0.01 0.14 0.00 C 2 -ND ROTZ - 7.05E -01 - 4.07E -01 0.00E +00 1.34E +01 1.66E +02 O.00E +00 • NELSON - BOURDAGES, INC., P.S. PAGE 30 PROGRAM:ETABS /FILE:PCFCA6.STR PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K RAME ID .... 12" CONC WALL AT 3RD FLR c STATIC LOAD CONDITION LATERAL FRAME STORY SHEARS FOR DIAPHRAGM VALUES ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES ' / LOAD CONDITIONS C LEVEL DIRN I I I III A B C C C C C C C. C C C C C C • C C C C C C C C r 3 -RD X -0.87 -0.50 0.00 1056.08 202.68 0.00 3 -RD Y 0.00 0.00 0.00 -0.01 -0.03 0.00 3 -RD ROTZ 9.13E -01 5.27E -01 0.00E +00 - 4.59E +00 - 1.48E +02 0.00E +00 2 -ND X 0.00 0.00 0.00 0.39 0.13 0.00 2 -ND Y 0.00 0.00 0.00 0.00 0.28 0.00 2 -ND ROTZ - 2.50E +00 - 1.44E +00 0.00E +00 2.99E +01 4.94E +02 .0.00E +00 tNELSON- BOURDAGES, INC., P.S. PAGE 31 PROGRAM:ETABS /FILE:PCFCA6.STR 4' PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K C C 2AME ID .... 12" CRNR CONC WALLS c STATIC LOAD CONDITION LATERAL FRAME STORY SHEARS FOR DIAPHRAGM. • VALUES ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES• C LEVEL C 3 -RD 3 -RD C 3 -RD C: 2-ND 2 -ND • 2 -ND C. C C C C C C C C C C C C C C C C t ,/ DIRN I II III A B C LOAD CONDITIONS X 0.00 0.00 0.00 -0.07 -0.15 0.00 Y -3.32 -1.94 0.00 71.39 1884.96 0.00 ROTZ 6.29E +03 - 3.67E +03 0.00E +00 1.11E +06 3.90E +06 .0.00E +00 X 0.00 0.00 0.00 0.59 0.26 0.00 Y -19.37 -11.19 0.00 139.96 3323.74. 0.00 ROTZ - 3.67E +04 - 2.12E +04 . 0.00E +00 1.00E +06 9.69E +06 .0.00E +00 r NELSON - BOURDAGES, INC., P.S. PROGRAM:ETABS /FILE C PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS C ( STATIC LOAD CONDITION LATERAL FRAME STORY SHEARS. FOR DIAPHRAGM C C C. C C. C C C C C C. C C C ( SAME ID .... 12" CRNR CONC WALLS VALUES LEVEL DIRN 3 -RD 3 -RD 3 -RD 2 -ND 2 -ND 2 -ND ARE AT THE FRAME ORIGIN IN THE FRAME LOCAL COORDINATES X Y ROTZ X Y: ROTZ 0.39 0.23 -0.03 -0.02 - 3.60E +02 - 2.11E +02 -0.16 0.02 2.18E +02 -0.10 0.01 1.26E +02 LOAD CONDITIONS III A 0.00 361.49 0.00 - 48.75 0.00E +00 - 4.36E +05 0.00 0.00 0.00E +00 432.29 -49.30 - 4.70E +05 .1. -150.91. 16.10 1.56E +05 0. • B PAGE 32 :PCFCA6.STR :K- 0.00 0:00 00E +00 -93.85 . 0,00 19.36 .0.00 51E +05 0.00E +00 C- C C C. C ETABS Extended Three Dimensional Analysis of Building Systems Version 6.13 Copyright (C) 1983-1996 COMPUTERS AND STRUCTURES, INC. All rights reserved This copy of ETABS is for the exclusive use of NELSON-BOURDAGES, INC., P.S. Unauthorized use is in violation of Federal copyright laws It is the responsibility of the user to verify all results produced by this program 3 Sep 1998. 11:02:07 C C C C C 4-1-3 r: r: fELSON- DOURDAGES, INC., P.S. PAGE 1 PROGRAM:ETABS /FILE:PCFCA6.FRM 1FACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA TEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- t. D CASE DEFINITION DATA •DAD LTYP I II III A B C D1 D2 1 0 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2 0 0.000 1.000 0.000 0.000 0.000 0.000 0.000 0.000 3 0 0.000 0.000 0.000 1.000 0.000 1.000. 0.000 0.000 4 0 0.000 0.000 0.000 0.000 1.000 1.000 0.000 0.000 4 c FOR DYNAMICS BY IL DYNAMIC 1 . . CYNAMIC 2 . . . FOR DYNAMICS BY ¶YNAMIC 1 • • jYNAMIC 2 • . . /.. /. THE RESPONSE SPECTRUM METHOD SPECTRAL DIRECTION 1 SPECTRAL DIRECTION 2 THE TIME HISTORY METHOD TIME HISTORY MODAL ANALYSIS NOT USED C3LSON- BOURDAGES, INC., P.S. PROGRAM:ETABS /FILE ¶ACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS C t UMN FORCES AT LEVEL ROOF IN FRAME BRACED STEEL FRAME LN G/3 -4 COL OUTPUT OUTPUT MAJOR ID ID POINT MOMENT 1 CASE 1 TOP 23.50 C BOTTOM -22.67 1 CASE 2 TOP 11.78 C BOTTOM -12.88 1 CASE 3 TOP 17.06 (; BOTTOM 158.72 1 CASE 4 TOP 1.63 ( BOTTOM 15.15 C 3 CASE 1 TOP -23.48 0.31 BOTTOM 22.82 C 3 CASE 2 TOP -11.77 0.16 BOTTOM 12.97 3 CASE 3 TOP 17.06 0.94 C. BOTTOM 158.72 3 CASE 4 TOP 1.63 0.09 %, BOTTOM 15.15 C VAY OUTPUT OUTPUT TD ID POINT L 1 CASE 1 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 1 CASE 2 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT ( END -J 1 CASE 3 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 1 CASE 4 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J C C I I MAJOR MOMENT 0.00 125.07 127.24 6.52 - 237.10 0.00 64.00 66.56 7.67 - 112.67 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MAJOR SHEAR - 0.31 - 0.16 0.94 0.09 MAJOR SHEAR -4.30 -1.47 1.37 4.20 7.03 -2.18 -0.77 0.65 2.07 3.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MINOR MOMENT 0.00 -1.76 0.00 - 1.00 0.00 10.03 -0.01 48.55 0.00 - 1.69 0.00 - 0.96 0.00 8.04 0.00 48.30 CEAM FORCES AT LEVEL ROOF IN FRAME BRACED STEEL FRAME LN G/3 -4 MINOR MOMENT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MINOR SHEAR - 0.01 -0.01 0.06 0.29 - 0.01 -0.01 0.05 0.29 MINOR SHEAR 0.00 0.00 0.00 0.00 0.00 0.00 0.00 PAGE 2 :PCFCA6.FRM :K- AXIAL TORSIONAL FORCE MOMENT -48.72 0.00 -8.29 0.00 0.00 - 48.72 -8.29 0.00 0.00 0.00 0.00 -0.01 0.00 0.00 0.00 -0.01 AXIAL TORSIONAL FORCE MOMENT 0.00 0.00 0.00 0.00 0.01 (LSON- BOURDAGES, INC., P.S. PROGRAM:ETABS /FILE S '1CIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA TEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS C i .M FORCES AT LEVEL ROOF IN FRAME BRACED STEEL FRAME LN G/3 -4 BAY OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR AXIAL C. ID ID POINT MOMENT SHEAR MOMENT SHEAR FORCE 2 CASE 1 END -I - 237.10 -7.03 0.00 0.00 0.00 C 1 /4 -PT 6.52 -4.20 0.00 1/2-ET 127.24 -1.37 0.00 3 /4 -PT 125.07 1.47 0.00 END-.J 0.00 4.30 0.00 2 CASE 2 END -I - 112.67 -3.48 0.00 0.00 0.00 1 /4 -PT 7.67 -2.07 0.00 1 /2 -PT 66.56 -0.65 0.00 3 /4 -PT 64.00 0.77 0.00 END -J 0.00 2.18 0.00 2 CASE 3 END -I 0.00 0.00 0.00 0.00 1 /4 -PT 0.00 0.00 0.00 1 /2 -PT 0.00 0.00 0.00 3 /4 -PT 0.00 0.00 0.00 END -J 0.00 0.00 0.00 2 CASE 4 END -I 0.00 0.00 0.00 0.00 1 /4 -PT 0.00 0.00 0.00 1 /2 -PT 0.00 0.00 0.00 3 /4 -PT 0.00 0.00 0.00 END -J 0.00 0.00 0.00 C C C C C °ACE FORCES ( WIC OUTPUT ID ID t- 1 CASE 1 C C C C C I I 1 CASE 2 1 CASE 3 1 CASE 4 4 CASE 1 4 CASE 2 4 CASE 3 4 CASE 4 AT LEVEL ROOF OUTPUT POINT TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM MAJOR MOMENT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 IN FRAME BRACED STEEL MAJOR SHEAR 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MINOR MOMENT -0.13 0.40 -0.07 0.23 0.89 -2.19 3.61 -10.85 0.10 -0.40 0.06 -0.23 -0.33 1.97 -2.92 11.44 FRAME LN G/3 -4 MINOR SHEAR 0.00 AXIAL FORCE -10.21 PAGE 3 :PCFCA6.FRM :K- GA -16 TORSIONAL MOMENT 0.00 0.00 0.00. 0.00 0.00 0.00 TORSIONAL MOMENT 0.11 0.00 -5.05 0.06 -0.01 93.16 -0.61 -0.06 -7.7 -3.05 0.00 -10.40 -0.11 0.00 -5.16 -0.06 0.01 -93.16 0.53 0.06 7.71 3.07 ('ELSON- BOURDAGES, INC., P.S. PAGE 4 PROGRAM:ETABS /FILE:PCFCA6.FRM ACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA fACIFIC BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- C - A -4 7 4 ',UMN FORCES AT LEVEL 3 -RD IN FRAME BRACED STEEL FRAME LN G/3 -4 COL OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL I( ID ID POINT MOMENT SHEAR MOMENT SHEAR FORCE MOMENT 1 CASE 1 TOP 20.89 -0.29 -2.11 0.02 - 115.90 0.00 ( BOTTOM -25.57 0.70 1 CASE 2 TQP 13.19 -0.18 -1.20 0.01 -28.19 0.00 ( BOTTOM -15.70 0.40 1 CASE 3 TOP 138.39 -1.13 11.97 -0.10 63.57 0.00 ( BOTTOM -43.94 -5.31 1 CASE 4 TOP 11.40 -0.21 58.16 -0.40 -5.26 -0.01 BOTTOM -22.25 -14.43 • 3 CASE 1 TOP -20.76 0.29 -2.04 0.02 - 116.04 0.00 BOTTOM 25.47 0.68 3 CASE 2 TOP -13.12 0.18 -1.16 0.01 -28.27 0.00 C BOTTOM 15.64 0.38 3 CASE 3 TOP 138.39 -1.13 9.76 -0.08 -63.57 0.00 C BOTTOM -43.94 -4.42 3 CASE 4 TOP 11.40 -0.21 58.32 -0.41 5.26 -0.01 ( BOTTOM -22.25 -15.70 ( ('SEAM FORCES AT LEVEL 3 -RD IN FRAME BRACED STEEL FRAME LN G/3 -4 BAY OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL ID ID POINT MOMENT SHEAR MOMENT SHEAR FORCE MOMENT 1 CASE 1 END -I 0.00 -7.21 0.00 0.00 0.00 0.00 ( 1 /4 -PT 208.30 -2.40 0.00 1 /2 -PT 207.96 2.41 0.00 (. 3 /4 -PT -1.03 7.22 0.00 END -J - 418.67 12.03 0.00 C. 1 CASE 2 END -I 0.00 -4.33 0.00 0.00 0.00 0.00 1 /4 -PT 126.61 -1.50 0.00 ( 1 /2 -PT 130.33 1.33 0.00 3 /4 -PT 11.15 4.16 0.00 ( END -J - 230.93 7.00 0.00 1 CASE 3 END -I 0.00 0.00 0.00 0.00 0.00 0.00 ( 1 /4 -PT 0.00 0.00 0.00 1 /2 -PT 0.00 0.00 0.00 3 /4 -PT 0.00 0.00 0.00 END -J 0.00 0.00 0.00 1 CASE 4 END -I 0.00 0.00 0.00 0.00 0.00 0.03 ( 1 /4 -PT 0.00 0.00 0.00 1 /2 -PT 0.00 0.00 0.00 C 3 /4 -PT 0.00 0.00 0.00 END -J 0.00 0.00 0.00 ( ( t t t t kt CELSON- BOURDAGES, INC., P.S. PAGE 5 PROGRAM:ETABS /FILE:PCFCA6.FRM °ACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- '' 1M FORCES AT LEVEL 3 -RD IN FRAME BRACED STEEL FRAME LN G/3 -4 BAY OUTPUT OUTPUT MAJOR I ID ID POINT MOMENT 2 CASE 1 END -I - 418.67 C 1 /4 -PT -1.03 1 /2 -PT 207.96 3 /4 -PT 208.30 END -J 0.00 ( 2 CASE 2 END -I - 230.93 1 /4 -PT 11.15 C 1 /2 -PT 130.33 3 /4 -PT 126.61 END -J 0.00 f 2 CASE 3 END -I 0.00 1 /4 -PT 0.00 C 1 /2 -PT 0.00 3 /4 -PT 0.00 (,; END -J 0.00 2 CASE 4 END -I 0.00 (. 1 /4 -PT 0.00 1 /2 -PT 0.00 C 3 /4 -PT 0.00 END -J 0.00 C ( BRACE FORCES AT LEVEL 3 -RD C DAC OUTPUT OUTPUT ID ID POINT 2 CASE 1 TOP BOTTOM C. 2 CASE 2 TOP BOTTOM 2 CASE 3 TOP BOTTOM 2 CASE 4 TOP BOTTOM C C C C C 5 CASE 1 TOP BOTTOM 5 CASE 2 TOP BOTTOM 5 CASE 3 TOP BOTTOM ( 5 CASE 4 TOP BOTTOM C I I t MAJOR MOMENT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MAJOR MINOR MINOR AXIAL TORSIONAL SHEAR MOMENT SHEAR FORCE MOMENT -12.03 0.00 0.00 0.00 0.00 - 7.22 0.00 - 2.41 0.00 2.40 0.00 7.21 0.00 -7.00 0.00 0.00 0.00 0.00 - 4.16 0.00 - 1.33 0.00 1.50 0.00 4.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 IN FRAME BRACED STEEL FRAME LN G/3 -4 MAJOR SHEAR 0.00 0.00 0.00 0.00 0. 0.00 0.00 0.00 MINOR MOMENT - 0.02 0.08 -0.01 0.05 -0.06 - 0.25 1.22 -3.21 0.02 -0.08 0.01 -0.05 -0.12 -0.01 - 0.50 3.44 MINOR SHEAR 0.00 0.00 0.00 -0.02 0.00 0.00 0.00 0.02 AXIAL TORSIONAL FORCE MOMENT -16.95 0.02 -9.86 0.16 -15.52 0.01 - 0.04 - 0.92 -17.08 -0.02 -9.93 -0.01 -0.16 0.03 15.52 0.86 • NELSON - BOURDAGES, INC., P.S. PAGE 6 PROGRAM:ETABS /FILE:PCFCA6.FRM "'PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- • 4 4 -1P? • • )LUMN FORCES AT LEVEL 2 -ND IN FRAME BRACED STEEL FRAME LN G/3 -4 ( MAJOR MOMENT - 451.45 -25.62 191.57 200.11 0.00 - 241.59 3.15 124.99 123.94 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MAJOR MOMENT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 PAGE 7 P ROGRAM:ETABS /FILE:PCFCA6.FRM TORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA RA ME LATERAL ANALYSIS /DESIG ZONE 3 (4), RW =8, UNITS:K- IN FRAME MAJOR SHEAR -12.22 -7.41 -2.60 2.21 7.02 -7.06 -4.22 -1.39 1.44 4.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 IN FRAME BRACED STEEL FRAME LN G/3 -4 MAJOR SHEAR 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BRACED STEEL FRAME LN G/3 -4 MINOR MOMENT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MINOR MOMENT -0.02 0.06 - 0.01 0.03 - 0.37 1.12 1.86 -6.92 0.01 -0.05 0.01 - 0.03 0.16 -1.02 -1.52 6.75 MINOR SHEAR 0.00 0.00 0.00 0.00 MINOR SHEAR 0.00 0.00 0.01 -0.03 0.00 0.00 0.00 0.03 44-5a AXIAL TORSIONAL FORCE MOMENT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 AXIAL TORSIONAL FORCE MOMENT -16.80 0.01 - 9.70 9.17 - 4.66 -16.95 - 9.79 -9.17 4.66 0.01 0.30 -1.81 -0.01 -0.01 -0.26 1.74 NELSON - BOURDAGES, INC., P.S. PAGE 8 PROGRAM:ETABS /FILE:PCFCA6.FRM PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA • STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- ^•OLUMN FORCES AT LEVEL ROOF IN FRAME BRACED STEEL FRAME LN G /9 -10 COL OUTPUT ID ID 1 CASE 1 1 CASE 2 1 CASE 3 1 CASE 4 3 CASE 3 CASE 3 CASE 3 CASE OUTPUT MAJOR POINT MOMENT TOP 23.50 BOTTOM -22.67 TOP 11.78 BOTTOM -12.88 TOP 17.06 BOTTOM 158.72 TOP 1.63 BOTTOM 15.15 1 TOP -23.48 BOTTOM 22.82 2 TOP -11.77 BOTTOM 12.97 3 TOP 17.06 BOTTOM 158.72 4 TOP 1.63 BOTTOM 15.15 BEAM FORCES AT LEVEL ROOF BAY OUTPUT OUTPUT MAJOR ID ID POINT MOMENT 1 CASE 1 END -I 0.00 1 /4 -PT 125.07 1 /2 -PT 127.24 3 /4 -PT 6.52 END -J 237.10 1 CASE 2 END -I 0.00 1 /4 -PT 64.00 1 /2 -PT 66.56 3 /4 -PT 7.67 END -J 112.67 1 CASE 3 END -I 0.00 1 /4 -PT 0.00 1 /2 -PT 0.00 3 /4 -PT 0.00 END -J 0.00 1 CASE 4 END -I 0.00 1 /4 -PT 0.00 1 /2 -PT 0.00 3 /4 -PT 0.00 END -J 0.00 MAJOR MINOR MINOR AXIAL TORSIONAL SHEAR MOMENT SHEAR FORCE MOMENT - 0.31 0.00 -0.01 -48.72 0.00 - 1.37 - 0.16 0.00 0.00 -8.29 0.00 -0.78 0.94 0.00 -0.01 0.00 0.00 -1.35 0.09 -0.01 0.29 0.00 -0.01 48.02 0.31 0.16 0.94 0.09 IN FRAME MAJOR SHEAR -4.30 - 1.47 1.37 4.20 7.03 -2.18 - 0.77 0.65 2.07 3.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 1.30 0.00 - 0.74 0.00 -3.34 0.00 47.76 MINOR MOMENT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.01 0.00 -0.02 0.28 BRACED STEEL FRAME LN G /9 -10 MINOR AXIAL TORSIONAL SHEAR FORCE MOMENT 0.00 0.00 0.00 0.00 0.00 0.00 -48.72 -8.29 0.00 0.00 44, 0.00 0.00 0.00 -0.01 0.00 0.00 0.00 0.00 0.00 0.01 2 CASE 3 END -I 0.00 0.00 0.00 0.00 0.00 0.00 1 /4 -PT 0.00 0.00 0.00 C 1 /2 -PT 0.00 0.00 0.00 3 /4 -PT 0.00 0.00 0.00 C END -J 0.00 0.00 0.00 2 CASE 4 END -I 0.00 0.00 0.00 0.00 0.00 0.00 C 1 /4 -PT 0.00 0.00 0.00 1 /2 -PT 0.00 0.00 0.00 C 3 /4 -PT 0.00 0.00 0.00 END -J 0.00 0.00 0.00 C (.BRACE FORCES AT LEVEL ROOF IN FRAME BRACED STEEL FRAME LN G /9 -10 C .iRC OUTPUT OUTPUT ID ID POINT ( 1 CASE 1 TOP BOTTOM • 1 CASE 2 TOP BOTTOM 1 CASE 3 TOP BOTTOM 1 CASE 4 TOP BOTTOM 4 CASE 1 TOP 0.00 BOTTOM 0.00 4 CASE 4 TOP 0.00 BOTTOM 0.00 MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL MOMENT SHEAR MOMENT SHEAR FORCE MOMENT 0.00 0.00 -0.10 0.00 -10.21 0.09 0.00 0.31 0.00 0.00 -0.06 0.00 0.18 0.00 0.00 0.12 0.00 0.43 0.00 0.00 3.57 0.00 -10.73 0.00 0.00 0.00 0.00 0.08 -0.31 0.04 -0.18 0.44 -0.65 -2.88 11.31 0.00 0.00 -0.06 0.00 0.00 0.00 0.06 - 5.05 93.16 - 7.71 -10.40 -5.16 -93.16 7.71 0.05 0.10 -3.01 -0.08 -0.05 -0.19 3.03 'OLUMN FORCES AT LEVEL 3 -RD IN FRAME BRACED STEEL FRAME LN G /9 -10 3 CASE 1 TOP BOTTOM 3 CASE 2 TOP BOTTOM 3 CASE 3 TOP BOTTOM 3 CASE 4 TOP BOTTOM -20.76 25.47 -13.12 15.64 138.39 -43.94 11.40 -22.25 MAJOR SHEAR -0.29 -0.18 -1.13 -0.21 MINOR MOMENT -1.64 0.54 -0.94 0.31 -1.72 -0.17 57.51 -20.65 BAY OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR SHEAR 0.01 0.01 0.01 -0.43 -5.26 0.29 -1.57 0.01 .- 116.04 0.51 0.18 -0.90 0.01 -28.27 0.29 -1.13 -3.93 0.03 -63.57 0.73 -0.21 57.67 -0.44 5.26 - 21.92 3 -RD IN FRAME BRACED STEEL FRAME LN G /9 -10 MOMENT SHEAR MOMENT 0.00 -7.21 0.00 208.30 -2.40 0.00 207.96 2.41 0.00 -1.03 7.22 0.00 - 418.67 12.03 0.00 0.00 -4.33 0.00 126.61 -1.50 0.00 130.33 1.33 0.00 11.15 4.16 0.00 - 230.93 7.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MINOR SHEAR 0.00 0.00 0.00 0. 00 AXIAL FORCE - 115.90 -28.19 63.57 0. 00 0.00 0.00 44 -s3 TORSIONAL MOMENT 0.00 0.00 0.00 -0.01 0.00 0.00 0.00 -0.01 AXIAL TORSIONAL FORCE MOMENT 0.00 0.00 0. 00 0.00 0.02 C ^EAM FORCES AT LEVEL 3 -RD IN FRAME BRACED STEEL FRAME LN G /9 -10 t NELSON - BOURDAGES, INC., P.S. PAGE 12 PROGRAM:ETABS /FILE:PCFCA6.FRM PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA ( STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- COLUMN FORCES AT LEVEL 2 -ND IN FRAME BRACED STEEL FRAME LN G/9 -10 ( C t C C C C t C C • COL OUTPUT OUTPUT ID ID POINT 1 CASE 1 TOP BOTTOM 1 CASE 2 TOP BOTTOM 1 CASE 3 TOP BOTTOM 1 CASE 4 TOP BOTTOM 3 CASE 1 TOP BOTTOM 3 CASE 2 TOP BOTTOM 3 CASE 3 TOP BOTTOM 3 CASE 4 TOP BOTTOM BEAM FORCES AT LEVEL 2 -ND ID ID POINT 1 CASE 1 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 1 CASE 2 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 1 CASE 3 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 1 CASE 4 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J MAJOR MOMENT 18.91 - 9.87 11.36 - 5.94 - 35.80 41.20 -20.17 - 0.53 -18.97 10.27 - 11.40 6.17 -35.80 41.20 - 20.17 -0.53 BAY OUTPUT OUTPUT MAJOR MOMENT 0.00 200.11 191.57 -25.62 - 451.45 0.00 123.94 124.99 3.15 - 241.59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MAJOR SHEAR -0.17 -0.10 0.45 0.11 0.17 0.10 0.45 0.11 IN FRAME -2.21 2.60 7.41 12.22 -4.27 -1.44 1.39 4.22 7.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MINOR MOMENT 0.48 - 0.35 0.27 -0.20 -0.32 -0.14 -19.14 30.07 0.45 -0.32 0.26 - 0.19 0.39 0.23 -20.29 29.46 MAJOR MINOR SHEAR MOMENT -7.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MINOR SHEAR 0.00 0.00 0.00 0.26 0.00 0.00 0.00 0.26 BRACED STEEL FRAME LN MINOR SHEAR 0.00 0.00 0.00 0.00. AXIAL FORCE - 187.92 - 51.55 63.68 -16.23 - 188.14 - 51.68 -63.68 16.23 G /9 -10 TORSIONAL MOMENT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 AXIAL TORSIONAL FORCE MOMENT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.01 NELSON- BOURDAGES, INC., P.S. PAGE 13 ( PROGRAM:ETABS /FILE :PCFCA6.FRM PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA (' STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- BEAM FORCES AT LEVEL 2 -ND IN FRAME BRACED STEEL FRAME LN G/9 -10 BAY OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL ID ID POINT MOMENT SHEAR MOMENT SHEAR FORCE MOMENT 2 CASE 1 END -I - 451.45 -12.22 0.00 0.00 0.00 0.00 1 /4 -PT -25.62 -7.41 0.00 1 /2 -PT 191.57 -2.60 0.00 3 /'4 -PT 200.11 2.21 0.00 END -J 0.00 7.02 0.00 2 CASE 2 END -I - 241.59 -7.06 0.00 0.00 0.00 0.00 (. 1 /4 -PT 3.15 -4.22 0.00 1 /2 -PT 124.99 -1.39 0.00 3 /4 -PT 123.94 1.44 0.00 END -J 0.00 4.27 0.00 2 CASE 3 END -I 0.00 0.00 0.00 0.00 0.00 0.00 1 /4 -PT 0.00 0.00 0.00 1 /2 -PT 0.00 0.00 0.00 3 /4 -PT 0.00 0.00 0.00 END -J 0.00 0.00 0.00 2 CASE 4 END -I 0.00 0.00 0.00 0.00 0.00 0.01 6 CASE 4 TOP 0.00 0.00 -1.08 0.02 4.66 1.28 BOTTOM 0.00 4.97 NELSON - BOURDAGES, INC., P.S. PAGE 14 1 CASE 1 END -I 1 /4 -PT ( 1 /2 -PT 3 /4 -PT ( END -J -3.80 -1.60 -1.92 -1.00 3.86 36.01 16.72 156.18 - 27.70 26.84 - 13.51 15.01 -18.79 - 174.81 -1.67 -15.59 27.87 -25.35 13.60 -14.21 -19.51 - 181.51 -1.66 -15.46 IN FRAME BRACED STEEL FRAME LN 4 /D- B;B /4- 0.01 0.01 0.21 0.93 0.36 0.19 -1.04 -0.09 -0.35 -0.19 -1.08 -0.09 MAJOR MAJOR MOMENT SHEAR 0.00 -1.05 0.00 0.17 0.00 0.10 0.00 - 43.00 0.00 -3.86 2.66 0.12 1.33 0.05 -1.29 - 11.93 -5.30 -48.73 0.00 1.62 0.00 0.92 0.00 -6.15 0.00 - 48.19 IN FRAME BRACED STEEL MINOR MOMENT 0.00 24.15 -0.30 0.00 21.47 0.45 0.00 -8.04 1.20 0.00 -64.38 1.94 0.00 0.00 0.00 -0.26 - 0.02 -0.02 -0.01 - 0.07 -0.29 0.01 0.01 - 0.04 - 0.29 FRAME LN MINOR SHEAR 0.00 -32.23 -16.07 0.00 0.01 -17.01 -8.53 0.00 0.01 -19.36 -9.65 0.00 0.00 4 /D- B;B /4- 0.00 0.00 0.00 -0.01 0.00 0.00 0.00 -0.01 0.00 0.00 0.00 -0.01 AXIAL TORSIONAL FORCE MOMENT 0.00 0.00 NELSON- BOURDAGES, INC., P.S. PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' REAM FORCES AT LEVEL ROOF IN FRAME BRACED STEEL FRAME LN 4 /D- B;B /4- BAY OUTPUT OUTPUT ID ID POINT 1 CASE 2 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 1 CASE 3 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 1 CASE 4 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 2 CASE 1 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 2 CASE 2 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 2 CASE 3 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 2 CASE 4 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 3 CASE 1 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 3 CASE 2 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J PAGE 15 PROGRAM:ETABS /FILE:PCFCA6.FRM PLUS ANNEX, TUKWILA, WA GN, ZONE 3 (4), RW =8, UNITS:K- L .4 -SS MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL MOMENT SHEAR MOMENT SHEAR FORCE MOMENT 0.00 -0.52 0.00 0.00 0.00 0.00 12.09 -0.15 0.00 10.77 0.22 0.00 - 3.98 0.60 0.00 -32.15 0.97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.01 0.00 0.00 -0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.01 0.00 0.00 -0.02 0.00 0.00 -0.03 0.00 0.00 -0.04 0.00 0.00 - 64.38 -1.94 0.00 0.00 0.00 0.00 -8.04 -1.20 0.00 21.47 -0.45 0.00 24.15 0.30 0.00 0.00 1.05 0.00 - 32.15 -0.97 0.00 0.00 0.00 0.00 -3.98 -0.60 0.00 10.77 -0.22 0.00 12.09 0.15 0.00 0.00 0.52 0.00 - 0.01 0.00 0.00 0.00 0.00 0.00 -0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.04 0.00 0.00 0.00 0.00. 0.00 -0.03 0.00 0.00 -0.02 0.00 0.00 -0.01 0.00 0.00 0.00 0.00 0.00 0.00 -0.42 0.00 4.11 0.04 0.00 - 1.88 0.50 0.00 -17.96 0.96 0.00 - 44.14 1.42 0.00 0.00 -0.21 0.00 2.06 0.02 0.00 - 0.92 0.25 0.00 -8.96 0.48 0.00 - 22.05 0.71 0.00 0.00 0.00 0.00 0.00 0.00 0. NELSON - BOURDAGES, INC., P.S. PAGE 16 PROGRAM :ETABS /FILE:PCFCA6.FRM PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- &/4-57 C C C C C SEAM FORCES AT LEVEL ROOF IN FRAME BRACED STEEL FRAME LN 4 /D- B;B /4- BAY OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL ID ID POINT MOMENT SHEAR MOMENT SHEAR FORCE MOMENT 3 CASE 3 END -I 0.00 0.00 0.00 0.00 0.00 0.00 1 /4 -PT -0.03 0.00 0.00 1 /2 -PT -0.06 0.00 0.00 3 /4 -PT -0.09 0.00 0.00 END -J -0.11 0.00 0.00 3 CASE 4 END -I 0.00 0.01 0.00 0.00 0.00 0.00 1 /4 -PT -0.27 0.01 0.00 1 /2 -PT -0.54 0.01 0.00 3 /4 -PT -0.80 0.01 0.00 END -J -1.07 0.01 0.00 4 CASE 1 END -I -44.14 -1.42 0.00 0.00 0.00 1 /4 -PT -17.84 -0.96 0.00 1 /2 -PT -1.73 -0.50 0.00 3 /4 -PT 4.22 -0.04 0.00 END -J 0.00 0.42 0.00 4 CASE 2 END -I -22.05 -0.71 0.00 0.00 0.00 0.00 1 /4 -PT -8.90 -0.48 0.00 1 /2 -PT -0.85 -0.25 0.00 3 /4 -PT 2.12 -0.02 0.00 END -J 0.00 0.21 0.00 4 CASE 3 END -I -0.11 0.00 0.00 0.00 1 /4 -PT -0.09 0.00 0.00 1 /2 -PT -0.06 0.00 0.00 3 /4 -PT -0.03 0.00 0.00 END -J 0.00 0.00 0.00 4 CASE 4 END -I -1.07 -0.01 0.00 0.00 0.00 0.00 1 /4 -PT -0.80 -0.01 0.00 1 /2 -PT -0.54 -0.01 0.00 3 /4 -PT -0.27 -0.01 0.00 END -J 0.00 -0.01 0.00 5 CASE 1 END -I 0.00 1 /4 -PT 148.78 1 /2 -PT 154.81 3 /4 -PT 18.08 END -J - 261.40 5 CASE 2 END -I 0.00 1 /4 -PT 73.57 1 /2 -PT 76.55 3 /4 -PT 8.93 END -J - 129.29 5 CASE 3 END -I 0.00 1 /4 -PT 0.01 1 /2 -PT 0.02 3 /4 -PT 0.03 END -J 0.04 - 5.07 0.00 - 1.78 0.00 1.51 0.00 4.80 0.00 8.09 0.00 -2.51 0.00 - 0.88 0.00 0.74 0.00 2.37 0.00 4.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00. 0. 00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 NELSON - BOURDAGES, INC., P.S. PAGE 17 PROGRAM:ETABS /FILE:PCFCA6.FRM PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- 1 /4 -PT 0.00 0.00 0.00 1j2 -PT 0.00 0.00 0.00 3 /4 -PT 0.00 0.00 0.00 END -J 0.00 0.00 0.00 C (BRACE FORCES AT LEVEL ROOF IN FRAME BRACED STEEL FRAME LN 4 /D -B;B /4 C. BRC OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL ID ID POINT MOMENT SHEAR MOMENT SHEAR FORCE MOMENT C 1 CASE 1 TOP 0.00 0.00 -0.01 0.00 -2.10 -0.01 BOTTOM 0.00 -0.03 C 1 CASE 2 TOP 0.00 0.00 0.00 0.00 -1.01 0.00 BOTTOM 0.00 -0.02 C 1 CASE 3 TOP 0.00 0.00 -2.75 0.07 8.79 3.03 BOTTOM 0.00 12.48 ( 1 CASE 4 TOP BOTTOM 0.00 0.00 0.00 0.07 1.43 0.01 150.84 0.25 3 CASE 1 TOP 0.00 0.00 -0.02 0.00 -3.11 0.01 BOTTOM 0.00 0.04 3 CASE 2 TOP 0.00 0.00 -0.01 0.00 -1.59 0.01 BOTTOM 0.00 0.02 3 CASE 3 TOP 0.00 0.00 2.53 -0.06 -8.79 -2.89 BOTTOM 0.00 -11.13 C C RACE FORCES AT LEVEL ROOF ( BRC OUTPUT OUTPUT MAJOR ID ID POINT MOMENT 3 CASE 4 TOP 0.00 BOTTOM 0.00 5 CASE 1 TOP 0.00 BOTTOM 0.00 C 5 CASE 2 TOP 0.00 BOTTOM 0.00 5 CASE 3 TOP 0.00 BOTTOM 0.00 C. 5 CASE 4 TOP 0.00 BOTTOM 0.00 C C C C C. C C C C C C C C C C 7 CASE 1 TOP BOTTOM 7 CASE 2 TOP BOTTOM 7 CASE 3 TOP BOTTOM 7 CASE 4 TOP BOTTOM 9 CASE 1 TOP BOTTOM 9 CASE 2 TOP BOTTOM 9 CASE 3 TOP BOTTOM 9 CASE 4 TOP BOTTOM 11 CASE 1 TOP BOTTOM 11 CASE 2 TOP BOTTOM 11 CASE 3 TOP BOTTOM 11 CASE 4 TOP BOTTOM NELSON - BOURDAGES, INC., P.S. PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' STEEL BRACED FRAME LATERAL ANALYSIS /DESI 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 IN FRAME BRACED STEEL FRAME LN 4 /D- B;B /4- MAJOR SHEAR 0.00 0.00 -0.32 0.00 -2.03 0.09 0.00 -0.21 0.00 -1.05 0.06 0.00 -0.07 0.07 17.51 14.00 0.00 0.26 0.01 126.12 1.53 0.00 -0.46 0.01 -1.22 1.43 0.00 -0.30 0.01 -0.58 0.93 0.00 3.42 -0.12 -17.51 -20.02 0.00 0.57 -0.01 - 126.15 - 1.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 PAGE 18 PROGRAM:ETABS /FILE:PCFCA6.FRM PLUS ANNEX, TUKWILA, WA GN, ZONE 3 (4) , RW =8 , UNITS : K- LA MINOR MOMENT 0.54 - 0.69 - 0.11 0.35 - 0.05 0.17 1.13 -2.68 3.63 -10.89 0.10 - 0.38 0.06 - 0.22 - 0.09 1.48 -2.90 11.41 MINOR SHEAR -0.01 0.00 0.00 -0.02 -0.06 0.00 0.00 0.01 0.06 AXIAL TORSIONAL FORCE MOMENT - 150.84 - 0.28,. - 18.32 -9.50 105.53 20.36 -5.38 -2.22 -105.53 - 20.36 -0.04 -0.03 2.73 0.13 0.21 0.13 - 3.49 - 0.43 0.10.: 0.05 -0.71 - 3.05 - 0.10 - 0.06 0.43 3.06 NELSON - BOURDAGES, INC., P.S. PAGE 19 PROGRAM:ETABS /FILE:PCFCA6.FRM • PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- 1 /4 -PT 22.96 -0.16 0.00 1 /2 -PT 11.71 0.79 0.00 . 3 /4 -PT -33.74 1.74 0.00 END -J - 113.41 2.70 0.00 . 2 CASE 4 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 3AM FORCES AT LEVEL 3 -RD IN FRAME BRACED STEEL FRAME LN 4 /D- B;B /4- - 113.41 - 33.74 11.71 22.96 0.00 - 64.82 - 18.42 7.85 13.99 0.00 4.15 3.11 2.08 1.04 0.00 31.08 23.31 15.54 7.77 0.00 3 CASE 1 END -I 0.00 0.15 0.00 1 /4 -PT -9.76 0.74 0.00 1 /2 -PT -32.39 1.32 0.00 3 /4 -PT -67.89 1.91 0.00 END -J - 116.26 2.49 0.00 3 CASE 2 END -I 0.00 0.05 0.00 1 /4 -PT -4.78 0.39 0.00 1 /2 -PT -17.14 0.73 0.00 3 /4 -PT -37.08 1.08 0.00 END -J -64.59 1.42 0.00 -2.70 0.00 0.00 0.00 0.00 -1.74 0.00 - 0.79 0.00 0.16 0.00 . 1.12 0.00 -1.57 0.00 0.00 0.00 0.00 - 1.01 0.00 -0.45 0.00 0.11 0.00 0.67 0.00 0.03 0.00 0.00 0.00 0.03 0.03 0.00 0.03 0.00 0.03 0.00 0.03 0.00 0.22 0.00 0.00 0.00 0.00 0.22 0.00 0.22 0.00 0.22 0.00 0.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 CASE 1 END -I 0.00 1 /4 -PT 248.75 1 /2 -PT 255.90 3 /4 -PT 21.46 END -J - 454.57 5 CASE 2 END -I 0.00 1 /4 -PT 147.23 1 /2 -PT 151.70 3/4 -PT 13.41 END -J - 267.63 5 CASE 3 END -I 0.00 1/4-PT -0.79 1 /2 -PT -1.58 3 /4 -PT -2.38 END -J -3.17 - 8.52 0.00 0.00 . 0.00 . 0.00 - 2.95 0.00 2.62 0.00 8.19 0.00 13.76 0.00 - 5.04 0.00 0.00 0.00 '0.00 -1.75 0.00 1.54 0.00 4.83 0.00 8.12 0.00 0.02 0.00 0.00 0.02 0.00 0.02 0.00 0.02 0.00 0.02 0.00 0.00 0.00 NELSON- BOURDAGES, INC., P. PACIFIC VIEW 3 -STORY OFFICE STEEL BRACED FRAME LATERAL 1 2 CASE ID 2 CASE 2 ( 2 CASE 3 2 CASE 4 S. PAGE 22 PROGRAM:ETABS /FILE:PCFCA6.FRM BUILDING 'A' PLUS ANNEX, TUKWILA, WA ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- A -6 EAM FORCES AT LEVEL 3 -RD IN FRAME BRACED STEEL FRAME LN 4 /D- B;B /4- 6 CASE 1 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 6 CASE 2 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 6 CASE 3 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 6 CASE 4 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 4 CASE ]. 4 CASE 2 4 CASE 3 AT LEVEL 3 -RD OUTPUT POINT TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM MAJOR MOMENT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MAJOR MINOR SHEAR MOMENT 0.12 0.00 0.12 0.00 0.12 0.00 0.12 0.00 0.12 0.00 - 454.57 -13.76 0.00 0.00 0.00 0.00 21.46 -8.19 0.00 255.90 -2.62 0.00 248.75 2.95 0.00 0.00 8.52 0.00 - 267.63 -8.12 0.00 0.00 0.00 0.00 13.41 -4.83 0.00 151.70 -1.54 0.00 147.23 1.75 0.00 0.00 5.04 0.00 - 3.17 -0.02 0.00 0.00 0.00 0.00 - 2.38 -0.02 0.00 - 1.58 -0.02 0.00 -0.79 . -0.02 0.00 0.00 -0.02 0.00 -21.33 -0.12 0.00 0.00 0.00 -0.02 -16.00 -0.12 0.00 -10.66 -0.12 0.00 - 5.33 -0.12 0.00 0.00 -0.12 0.00 IN FRAME BRACED STEEL FRAME LN 4 /D- B;B /4- MAJOR SHEAR 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MINOR MOMENT 0.00 -0.01 0.00 0.00 - 0.60 2.22 0.48 -0.49 - 0.01 0.02 0.00 0.01 0.18 - 1.99 MINOR SHEAR 0.00 MINOR SHEAR 0.00 0.00 0.01 0.00 0.00 0.00 -0.01 AXIAL TORSIONAL FORCE MOMENT 0.00 0.02 AXIAL TORSIONAL FORCE MOMENT -0.81 0.00 -0.51 -10.15 44.66 0.00 0.56 -0.21 -6.21 0.00 -3.59 0.00 10.22 -0.47 PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' STEEL BRACED FRAME LATERAL ANALYSIS /DESI 8 CASE 1 TOP BOTTOM 8 CASE 2 TOP BOTTOM 8 CASE 3 TOP BOTTOM 8 CASE 4 TOP BOTTOM 12 CASE 1 TOP BOTTOM 12 CASE 2 TOP BOTTOM 12 CASE 3 TOP BOTTOM 12 CASE 4 TOP BOTTOM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 IN FRAME BRACED STEEL FRAME LN 4 /D- B;B /4- MAJOR MINOR SHEAR MOMENT 0.00 0.23 0.73 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 PAGE 23 PROGRAM:ETABS /FILE:PCFCA6.FRM PLUS ANNEX, TUKWILA, WA GN, ZONE 3 (4) , RW =8, UNITS:K- -(,G - 0.51 0.23 -0.29 0.13 -0.06 2.22 0.37 - 0.41 -0.69 2.18 - 0.39 1.25 0..35 -3.32 0.28 0.49 - 0.37 0.96 - 0.20 0.54 -0.59 1.14 3.00 - 7.70 - 0.11 -0.02 -0.06 - 0.01 -0.29 0.01 0.24 2.86 MINOR SHEAR 0.00 0.00 0.00 0.01 0.00 0.01 0.01 - 0.02 0.00 0.01 0.00 0.01 - 0.04 0.00 0.00 0.00 0.01 AXIAL TORSIONAL FORCE MOMENT -44.10 0.09 -4.71 -2.67 -5.84 36.16 -0.91 -0.54 6.95 -37.85 - 25.76 - 15.03 -2.15 2.43 - 13.15 -7.94 2.10 -2.77 - 0.05 -0.03 0.48 - 0.21 0.28 0.16 - 0.49 -0.06 0.22 0.12 0.27 -1.90 - 0.04 -0.03 -0.02 0.92 BAY OUTPUT OUTPUT MAJOR ( ID ID POINT MOMENT 1 CASE 1 END -I 12.29 1 /4 -PT 60.53 1 /2 -PT 74.56 3/4 -P'1' 54.39 END -J 0.00 I 7 CASE 1 TOP BOTTOM 7 CASE 2 TOP BOTTOM 7 CASE 3 TOP BOTTOM 7 CASE 4 TOP BOTTOM MAJOR MOMENT -20.40 8.81 - 11..59 5.00 17.36 - 19.78 -99.38 126.23 3.14 -2.07 1.76 -1.17 17.66 -19.92 - 132.44 141.51 -23.39 12.45 -13.39 7.13 41.19 -36.69 7.69 -5.03 25.94 - 13.82 14.84 -7.90 43.98 -38.18 8.18 -5.28 BEAM FORCES AT LEVEL 2 -ND MAJOR SHEAR 0.15 0.09 -0.20 1.19 - 0.03 - 0.02 -0.20 1.45 0.21 0.12 - 0.46 - 0.07 -0.23 - 0.13 -0.48 -0.08 IN FRAME MAJOR SHEAR - 1.82 - 0.87 0.09 1.04 1.99 MINOR MOMENT -0.02 -0.01 -0.01 -0.01 11.44 - 11.26 3.67 -0.51 -0.08 0.03 -0.05 0.02 10.13 -10.02 2.65 -0.98 -4.85 2.61 -2.72 1.46 -2.09 4.91 35.67 - 44.15 -0.59 0.48 -0.34 0.27 3.58 1.39 14.01 -32.25 BRACED STEEL MINOR MOMENT 0.00 0.00 0.00 0.00 0.00 MINOR SHEAR 0.00 0.00 -0.12 - 0.02 0.00 0.00 -0.11 -0.02 0.04 0.02 0.04 - 0.42 0.01 0.00 -0.01 -0.24 FRAME LN MINOR SHEAR 0.00 PAGE 24 /FILE:PCFCA6.FRM WA UNITS : K- LA-67 AXIAL TORSIONAL FORCE MOMENT - 38.66 0.00 -21.99 0.00 -6.87 0.00 77.26 0.00 -15.36 -8.69 2.53 - 10.86 - 25.71 - 14.43 21.26 -67.18 - 85.32 - 47.96 - 70.50 -15.73 4 /D- B;B /4- • 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 AXIAL TORSIONAL FORCE MOMENT 0.00 0.00 NELSON - BOURDAGES, INC., P.S. PAGE 25 PROGRAM:ETABS /FILE:PCFCA6.FRM PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- -G$ ( ( EAM FORCES AT LEVEL 2 -ND IN FRAME BRACED STEEL FRAME LN 4 /D- B;B /4- ( BAY OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL ID ID POINT MOMENT SHEAR MOMENT SHEAR FORCE MOMENT 1. CASE 2 END -I 7.23 -1.07 0.00 0.00 0.00 0.00 0.00 1 /4 -PT 35.62 -0.51 { 1/2-PT 43.88 0.05 0.00 3 /4 -PT 32.00 0.61 0.00 END -J 0.00 1.17 0.00 ( 1 CASE 3 END -I 0.00 0.00 0.00 0.00 0.00 0.00 1. /4 -PT 0.00 0.00 0.00 (; 1 /2 -PT 0.00 0.00 0.00 3 /4 -PT 0.00 0.00 0.00 C END -J 0.00 0.00 0.00 1 CASE 4 END -I 0.00 0.00 0.00 0.00 0.00 0.00 1 /4 -PT 0.00 0.00 0.00 1 /2 -PT 0.00 0.00 0.00 C. 3 /4 -PT 0.00 0.00 0.00 END -J 0.00 0.00 0.00 C 2 CASE 1 END -I 0.00 -1.99 0.00 0.00 0.00 0.00 1 /4 -PT 54.39 -1.04 0.00 C 1 /2 -PT 74.56 -0.09 0.00 3 /4 -PT 60.53 0.87 0.00 (. END -J 12.29 1.82 0.00 2 CASE 2 END -I 0.00 -1.17 0.00 0.00 0.00 0.00 C 1 /4 -PT 32.00 -0.61 0.00 1. /2 -PT 43.88 -0.05 0.00 C. 3 /4 -PT 35.62 0.51 0.00 END -J 7.23 1.07 0.00 ( 2 CASE 3 END -I 0.00 0.00 0.00 0.00 0.00 0.00 1. /4 -PT 0.00 0.00 0.00 C 1 /2 -PT 0.00 0.00 0.00 3 /4 -PT 0.00 0.00 0.00 ( END -J 0.00 0.00 0.00 2 CASE 4 END -I 0.00 0.00 0.00 0.00 0.00 0.00 ( 1 /4 -PT 0.00 0.00 0.00 ]. /2 -PT 0.00 0.00 0.00 C 3 /4 -PT 0.00 0.00 0.00 END -J 0.00 0.00 0.00 C 3 CASE 1 END -I 7.54 -1.08 0.00 0.00 0.00 0.00 1 /4 -PT 24.96 -0.50 0.00 ( 1 /2 -PT 29.51 0.09 0.00 3 /4 -PT 21.19 0.67 0.00 ( END -J 0.00 1.25 0.00 3 CASE 2 END -I 4.44 -0.64 0.00 0.00 0.00 0.00 ( 1 /2 -PT 17.37 0.05 0.00 ( 3 /4 -PT 12.47 0.39 0.00 END -J 0.00 0.74 0.00 ( ( I I tNELSON- BOURDAGES, INC., P.S. PAGE 26 PROGRAM:ETABS /FILE:PCFCA6.FRM (PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- 44_0 sAM FORCES AT LEVEL 2 -ND IN FRAME BRACED STEEL FRAME LN 4 /D- B;B /4- BAY OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL ID ID POINT MOMENT SHEAR MOMENT SHEAR FORCE MOMENT 5 CASE 2 END -I 0.00 -5.64 0.00 1 /4 -PT 214.14 -4.23 0.00 1 /2 -PT 367.10 -2.82 0.00 3 /4 -PT 458.88 -1.41 0.00 (. END -J 489.47 0.00 0.00 5 CASE 3 END -I 0.00 0.00 0.00 ( 1 /4 -PT 0.00 0.00 0.00 1 /2 -PT 0.00 0.00 0.00 ( 3 /4 -PT 0.00 0.00 0.00 END -J 0.00 0.00 0.00 4 CASE 1 END -I 0.00 -1.25 0.00 1 /4 -PT 21.25• -0.67 0.00 1 /2 -PT 29.52 -0.08 0.00 3 /4 -PT 24.83 0.51 0.00 END -J 7.17 1.09 0.00 4 CASE 2 END -I 0.00 -0.74 0.00 1 /4 -PT 12.50 -0.39 0.00 1 /2 -PT 17.37 -0.05 0.00 3 /4 -PT 14.61 0.30 0.00 END -J 4.22 0.64 0.00 4 CASE 3 END -I 0.00 0.00 0.00 1 /4 -PT 0.00 0.00 0.00 1 /2 -PT 0.00 0.00 0.00 3 /4 -PT 0.00 0.00 0.00 END -J 0.00 0.00 0.00 4 CASE 4 END -I 0.00 0.00 0.00 1 /4 -PT 0.00 0.00 0.00 1 /2 -'PT 0.00 0.00 0.00 3 /4 -PT 0.00 0.00 0.00 END -J 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0. 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 NELSON- BOURDAGES, INC., P.S. PAGE 27 PROGRAM:ETABS /FILE:PCFCA6.FRM ( PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- 44_70 C BAY ID 5 C C. C. C C 6 C 6 C C C C C c WALL t WALL ID 1. 4 4 4 4 :AM 6 6 FORCES AT LEVEL 2 -ND OUTPUT OUTPUT MAJOR MAJOR ID POINT MOMENT SHEAR CASE 4 END -I 0.00 0.00 1 /4 -PT 0.00 0.00 J. /2 -PT 0.00 0.00 3 /4 -PT 0.00 0.00 END -J 0.00 0.00 FORCES AT LEVEL OUTPUT OUTPUT ID POINT CASE 1 TOP BOTTOM J. CASE 2 TOP BOTTOM 1 CASE 3 TOP BOTTOM 1 CASE 4 TOP BOTTOM 2 -ND MAJOR MOMENT - 7354.12 - 5404.24 - 4320.50 - 3194.53 - 8917.54 - 26484.23 31539 156097 IN FRAME BRACED STEEL FRAME LN MAJOR SHEAR 10.32 5.96 -92.95 659 MINOR MOMENT 0.00 0.00 0.00 0.00 0.00. CASE 1 END -I 840.84 0.00 0.00 1 /4 -PT 788.28 2.42 0.00 1 /2 -PT 630.63 4.84 0.00 3 /4 -PT 367.87 7.27 0.00 END -J 0.00 9.69 0.00 CASE 2 END -I 489.47 0.00 0.00 1 /4 -PT 458.88 1.41 0.00 1 /2 -PT 367.10 2.82 0.00 3 /4 -PT 214.14 4.23 0.00 END -J 0.00 5.64 0.00 CASE 3 END -I 0.00 0.00 0.00 1 /4 -PT 0.00 0.00 0.00 1 /2 -PT 0.00 0.00 0.00 3 /4 -PT 0.00 0.00 0.00 END -J 0.00 0.00 0.00 CASE 4 END -I 0.00 0.00 0.00 1 /4 -PT 0.00 0.00 0.00 J. /2 -PT 0.00 0.00 0.00 3 /4 -PT 0.00 0.00 0.00 END -J 0.00 0.00 0.00 IN FRAME BRACED STEEL MINOR MOMENT -4.23 2.04 -2.42 1.17 26.16 36.57 7 -1 MINOR SHEAR 0.00 0. 0.00 0.00. 0.00 FRAME LN MINOR SHEAR 0.03 0.02 -0.33 0 4 /D -B AXIAL FORCE 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.01 4 /D- B;B /4- AXIAL TORSIONAL FORCE MOMENT - 349.31 7.81 - 197.82 53.59 17 B/9 TORSIONAL MOMENT -0.01 4.47 -9.05 -2 4r NELSON - BOURDAGES, INC., P.S. C PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A STEEL BRACED FRAME LATERAL ANALYSIS /DES 4" OLUMN FORCES AT LEVEL ROOF I COL OUTPUT OUTPUT ID ID POINT 1. CASE 1. TOP BOTTOM 1 CASE 2 , TOP BOTTOM 1. CASE 3 .TOP C BOTTOM 1 CASE 4 TOP �.. BOTTOM C 3 CASE 1 TOP BOTTOM 3 CASE 2 TOP BOTTOM 3 CASE 3 TOP BOTTOM 3 CASE 4 TOP BOTTOM L 4 . 1. 4 4 1 . 4 4 4 5 CASE 1 TOP BOTTOM 5 CASE 2 TOP BOTTOM 5 CASE 3 TOP BOTTOM 5 CASE 4 TOP BOTTOM 7 CASE 1 TOP BOTTOM 7 CASE 2 TOP BOTTOM 7 CASE 3 TOP BOTTOM 7 CASE 4 TOP BOTTOM BEAM FORCES AT LEVEL ROOF BAY OUTPUT OUTPUT 4 ID ID POINT 1 CASE 1 END -I 4 1 /4 -PT 1 /2 -PT 4 3 /4 -PT END -J Q 4 4 MAJOR MOMENT 4.96 -14.54 2.38 -8.23 - 1.41 - 13.11 18.38 170.97 -3.52 -0.44 -1.77 - 0.35 - 1.21 - 11.27 17.97 167.65 27.86 - 25.52 13.60 -14.27 - 18.79 - 174.81 - 1.61. - 15.03 -27.73 26.76 -13.52 15.00 -19.51 - 181.51 -1.73 -16.06 MAJOR MOMENT 0.00 24.89 22.95 -5.82 - 61.42 IN FRAME BRACED STEEL FRAME LN 10 /D -B;B /1 MAJOR SHEAR -0.13 -0.07 -0.08 1..02 0.02 0.01 -0.07 1.00 -0.36 -0.19 -1.04 -0.09 0.36 0.19 -1.08 -0.10 IN FRAME MAJOR SHEAR -1.07 -0.32 0.43 1.18 1.92 PAGE 28 PROGRAM:ETABS /FILE:PCFCA6.FRM ' PLUS ANNEX, TUKWILA, WA IGN, ZONE 3 (4), RW =8, UNITS:K- LA- -7, MINOR MOMENT 0.00 0.10 0.00 0.05 0.00 - 46.36 0.00 -4.17 0.00 0.11 0.00 0.06 0.00 -43.00 0.00 - 3.86 2.83 -0.70 1.41 -0.40 0.46 4.20 - 5.66 - 52.22 0.00 1.37 0.00 0.78 0.00 1.35 0.01 - 48.02 BRACED STEEL MINOR MOMENT 0.00 0.00 0.00 0.00 0.00 MINOR SHEAR 0.00 0.00 -0.28 - 0.02 0.00 0.00 - 0.26 - 0.02 - 0.02 -0.01 0.02 -0.31 0.01 0.00 0.01 -0.29 FRAME LN MINOR SHEAR 0.00 AXIAL TORSIONAL FORCE MOMENT - 32.50 0.00 - 16.20 0.00 0.00 -27.20 -13.60 0.00 0.01 -15.26 -7.65 0.00 0.01 - 19.36 -9.65 0.00 0.00 10 /D -B;B /1 0.00 0.00 - 0.01 0.00 0.00 0.00 - 0.01 0.00 0.00 - 0.01 0.00 0.00 0.00 - 0.01 AXIAL TORSIONAL FORCE MOMENT 0.00 0.00 1 NELSON- BOURDAGES, INC., P.S. ( PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' STEEL BRACED FRAME LATERAL ANALYSIS /DESI C C C C C C C C C. C C C C C C C (. ( EAM FORCES AT LEVEL ROOF IN FRAME BAY OUTPUT ID ID 3 CASE 3 3 CASE 4 4 CASE 4 CASE 4 CASE 4 CASE 5 CASE 5 CASE 5 CASE OUTPUT MAJOR MAJOR MINOR POINT MOMENT SHEAR MOMENT END -I 0.00 0.00 0.00 1 /4 -PT 0.03 0.00 0.00 1 /2-PT 0.05 0.00 0.00 3 /4 -PT 0.08 0.00 0.00 END -J 0.10 0.00 0.00 END -I 0.00 0.01 0.00 1 /4 -PT -0.22 0.01 0.00 1 /2 -PT -0.45 0.01 0.00 3 /4 -PT -0.67 0.01 0.00 END -J -0.89 0.01 0.00 1 END -I -39.86 -1.37 0.00 1 /4 -PT -14.64 -0.91 0.00 1 /2 -PT 0.41 -0.45 0.00 3 /4 -PT 5.29 0.01 0.00 END -J 0.00 0.47 0.00 2 END -I -19.94 -0.69 0.00 1 /4 -PT -7.32 -0.46 0.00 1 /2 -PT 0.21 -0.23 0.00 3 /4 -PT 2.65 0.00 0.00 END -J 0.00 0.23 0.00 3 END -I 0.10 0.00 0.00 1 /4 -PT 0.08 0.00 0.00 1 /2 -PT 0.05 0.00 0.00 3 /4 -PT 0.03 0.00 0.00 END -J 0.00 0.00 0.00 4 END -I -0.89 -0.01 0.00 1 /4 -PT -0.67 -0.01 0.00 1 /2 -PT -0.45 -0.01 0.00 3 /4 -PT -0.22 -0.01 0.00 END -J 0.00 -0.01 0.00 1 END -I 0.00 -5.08 0.00 1 /4 -PT 148.86 -1.79 0.00 1 /2 -PT 154.97 1.50 0.00 3 /4 -PT 18.32 4.79 0.00 END -J - 261.08 8.08 0.00 2 END -I 0.00 -2.51 0.00 1 /4 -PT 73.61 -0.88 0.00 1 /2 -PT 76.63 0.74 0.00 3 /4 -PT 9.05 2.37 0.00 END -J - 129.13 4.00 0.00 3 END -I 0.00 0.00 0.00 1 /4 -PT -0.01 0.00 0.00 1 /2 -PT -0.02 0.00 0.00 3 /4 -PT -0.03 0.00 0.00 END -J -0.04 0.00 0.00 PAGE 30 PROGRAM:ETABS /FILE:PCFCA6.FRM PLUS ANNEX, TUKWILA, WA GN, ZONE 3 (4) , RW=8, UNITS : K- LA _. BRACED STEEL FRAME LN MINOR SHEAR 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 /D -B;B /1 AXIAL TORSIONAL FORCE MOMENT 0.00 0.00 0.00 0.00 0.00 -0.01 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C NELSON - BOURDAGES, INC., P.S. PAGE 31 PROGRAM:ETABS /FILE:PCFCA6.FRM C PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- (A -71. C C EAM FORCES AT LEVEL ROOF IN FRAME BRACED STEEL FRAME LN 10 /D -B;B /1 f BAY OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL ID ID POINT MOMENT SHEAR MOMENT SHEAR FORCE MOMENT C 5 CASE 4 END -I 1 /4 -PT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.01 1 /2 '-PT 0.00 0.00 0.00 C. 3 /4 -PT 0.00 0.00 0.00 END -J 0.00 0.00 0.00 ( 6 CASE 1 END -I - 261.08 -8.08 0.00 f 1 /4 -PT 18.32 -4.79 0.00 1 /2 -PT 154.97 -1.50 0.00 ( 3 /4 -PT 148.86 1.79 0.00 END -J 0.00 5.08 0.00 C 6 CASE 2 END -I - 129.13 -4.00 0.00 1 /4 -PT 9.05 -2.37 0.00 C 1 /2 -PT 76.63 -0.74 0.00 3 /4 -PT 73.61 0.88 0.00 ( END -J 0.00 2.51 0.00 6 CASE 3 END -I -0.04 0.00 0.00 1 /4 -PT -0.03 0.00 0.00 C 1 /2 -PT -0.02 0.00 0.00 3 /4 -PT -0.01 0.00 0.00 C END -J 0.00 0.00 0.00 6 CASE 4 END -I 0.00 0.00 0.00 C 1 /4 -PT 0.00 0.00 0.00 1 /2 -PT 0.00 0.00 0.00 3 /4 -PT 0.00 0.00 0.00 END -J 0.00 0.00 0.00 C C BRACE FORCES AT LEVEL ROOF IN FRAME BRACED STEEL FRAME LN 10 /D -B;B /1 ( BRC OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL ID ID POINT MOMENT SHEAR MOMENT SHEAR FORCE MOMENT ( 1 CASE 1 TOP 0.00 0.00 0.00 0.00 -1.98 -0.01 BOTTOM 0.00 -0.04 C 1 CASE 2 TOP 0.00 0.00 0.00 0.00 -0.96 0.00 BOTTOM 0.00 -0.02 ( 1 CASE 3 TOP 0.00 0.00 -2.75 0.07 -8.97 3.03 BOTTOM 0.00 12.48 ( 1 CASE 4 TOP 0.00 0.00 0.07 0.01 121.55 0.25 BOTTOM 0.00 1.43 ( ( ( 3 CASE 1 TOP 0.00 BOTTOM 0.00 3 CASE 2 TOP 0.00 BOTTOM 0.00 3 CASE 3 TOP 0.00 BOTTOM 0.00 0.00 0.00 0.00 -0.02 0.02 -0.01 0.01 2.53 -11.13 0.00 0.00 0.00 0.00 0.00 0.00 -0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 -3.17 -1.62 8.97 0.01 0.00 -2.89 1 NELSON- BOURDAGES, INC., P.S. PAGE 32 PROGRAM:ETABS /FILE:PCFCA6.FRM PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- 1 ( /ACE FORCES AT LEVEL ROOF IN FRAME BRACED STEEL FRAME LN 10 /D -B;B /1 f BRC OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL ID ID POINT MOMENT SHEAR MOMENT SHEAR FORCE MOMENT C 3 CASE 4 TOP BOTTOM 0.00 0.00 0.00 0.54 -0:69 -0.01 - 121.55 -0.28 C 5 CASE 1 TOP 0.00 0.00 0.29 0.00 -2.44 0.03 BOTTOM 0.00 -0.19 C. 5 CASE 2 TOP 0.00 0.00 0.19 0.00 -1.27 0.02 BOTTOM 0.00 -0.12 C 5 CASE 3 TOP 0.00 0.00 -0.07 0.07 -17.75 2.73 BOTTOM 0.00 14.00 ( 5 CASE 4 TOP 0.00 0.00 0.24 0.01 100.73 0.12 BOTTOM 0.00 1.53 C C C C C. C C C C C C C C C C C C 7 CASE 1 TOP 0.00 BOTTOM 0.00 7 CASE 2 TOP 0.00 BOTTOM 0.00 7 CASE 3 TOP 0.00 BOTTOM 0.00 7 CASE 4 TOP 0.00 BOTTOM 0.00 9 CASE 1 TOP BOTTOM 9 CASE 2 TOP BOTTOM 9 CASE 3 TOP BOTTOM 9 CASE 4 TOP BOTTOM 11 CASE 1 TOP BOTTOM 11 CASE 2 TOP BOTTOM 11 CASE 3 TOP BOTTOM 11 CASE 4 TOP BOTTOM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.41 -0.01 -0.71. -0.17 - 1.30 0.00 0.27 -0.01 -0.30 -0.11 -0.85 0.00 3.42 -0.12 17.75 -3.49 - 20.02 0.00 0.55 -0.01 - 100.75 -0.42 -1.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 - 0.21 0.01 - 0.09 0.52 -0.86 - 3.32 12.41 -0.12 0.31 -0.07 0.18 0.15 0.42 3.44 - 10.66 0.00 0.00 - 0.01 0.06 0.00 0.00 0.00 - 0.06 -18.14 - 9.40 - 106.06 5.54 -5.56 - 2.32 106.06 - 5.54 - 0.06 - 0.03 - 0.24 3.28 0.08 0.05 0.11 -3.04 C NELSON - BOURDAGES, INC., P.S. • PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' STEEL BRACED FRAME LATERAL ANALYSIS /DESI ( (' OLUMN FORCES AT LEVEL 3 -RD C COL OUTPUT OUTPUT ID ID POINT 1 CASE 1 TOP BOTTOM 1 CASE 2 TOP BOTTOM 1 CASE 3 TOP (. BOTTOM 1 CASE 4 TOP BOTTOM C C C; 3 CASE 1 TOP BOTTOM 3 CASE 2 TOP BOTTOM 3 CASE 3 TOP BOTTOM 3 CASE 4 TOP BOTTOM C C. C 5 CASE 1 TOP BOTTOM C 5 CASE 2 TOP BOTTOM C 5 CASE 3 TOP BOTTOM 5 CASE 4 TOP BOTTOM C C C C C C ( 7 CASE 1 TOP BOTTOM 7 CASE 2 TOP BOTTOM 7 CASE 3 TOP BOTTOM 7 CASE 4 TOP BOTTOM MAJOR MOMENT - 4.01 17.56 - 2.05 9.85 - 11.39 5.71 150.40 - 44.07 -7.10 1.74 -4.10 1.04 - 12.47 3.60 144.02 - 20.02 24.68 - 30.71 15.27 -18.19 - 168.32 60.29 - 14.38 10.23 - 24.43 33.01 -15.19 19.53 - 158.11 52.74 -12.94 9.38 BEAM FORCES AT LEVEL 3 -RD IN FRAME ( BAY OUTPUT OUTPUT MAJOR ( ID ID POINT MOMENT 1 CASE 1 END -I 0.00 ( 1 /4 -PT 25.08 1 /2 -PT 15.94 ( 3 /4 -PT -27.40 END -J - 104.95 PAGE 33 PROGRAM:ETABS /FILE:PCFCA6.FRM PLUS ANNEX, TUKWILA, WA GN, ZONE 3 (4), RW =8, UNITS:K- 44_7 IN FRAME BRACED STEEL FRAME LN 10 /D -B;B /1 MAJOR SHEAR 0.13 0.07 0.11 -1.20 0.05 0.03 0.10 -1.01 - 0.34 -0.21 1.41 0.15 0.35 0.21 1.30 0.14 MAJOR SHEAR - 1.18 - 0.22 0.73 1.68 2.64 MINOR MOMENT 0.13 - 0.04 0.07 - 0.02 -57.66 20.18 - 5.40 5.33 0.28 -0.15 0.16 - 0.09 -66.69 25.99 -5.95 4.67 0.33 3.56 0.37 1.88 2.01 2.51 -58.19 21.33 1.64 - 0.52 0.94 -0.30 1.71 0.18 -57.49 20.63 BRACED STEEL MINOR MOMENT 0.00 0.00 0.00 0.00 0.00 MINOR AXIAL TORSIONAL SHEAR FORCE MOMENT 0.00 -88.43 0.00 0.00 -49.02 0.00 0.43 -6.66 0.00 0.06 90.49 -0.01 0.00 0.00 0.51 0.06 0.02 0.01 0.00 0.49 -0.01 -0.01 -0.01 0.43 FRAME LN MINOR SHEAR 0.00 - 76.50 - 42.25 -8.26 -2.38 - 53.27 - 29.09 - 56.42 - 83.27 -55.91 -30.57 72.35 -3.68 10 /D -B;B /1 0.00 0.00 0.00 - 0.01 0. 00 0.00 0.00 - 0.01 0.00 0.00 0.00 - 0.01 AXIAL TORSIONAL FORCE MOMENT 0.00 0.00 • NELSON - BOURDAGES, INC., P.S. ( PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A STEEL BRACED FRAME LATERAL ANALYSIS /DES (' 3AM FORCES AT LEVEL 3 -RD IN FRAME BRACED STEEL FRAME LN 10 /D -B;B /1 BAY OUTPUT OUTPUT ( ID ID POINT 1 CASE 2 END -I 1 /4 -PT 1 /2--PT 3 /4' -PT END -J C 1 CASE 3 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 1 CASE 4 END -I ( C (. C. t. C C C C C 2 CASE 1 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 2 CASE 2 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 2 CASE 3 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 2 CASE 4 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J ( 3 CASE 1 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 3 CASE 2 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J C C ( C C MAJOR MAJOR MINOR MOMENT SHEAR MOMENT 0.00 -0.70 0.00 15.16 -0.14 0.00 10.19 0.42 0.00 - 14.91 0.98 0.00 - 60.14 1.54 0.00 0.00 0.03 0.00 -1.06 0.03 0.00 - 2.11 0.03 0.00 - 3.17 0.03 0.00 -4.23 0.03 0.00 0.00 -0.17 0.00 1 /4 -PT 6.20 -0.17 0.00 1 /2 -PT 12.41 -0.17 0.00 3 /4 -PT 18.61 -0.17 0.00 END -J 24.82 -0.17 0.00 - 104.95 -2.64 0.00 - 27.40 -1.68 0.00 15.94 -0.73 0.00 25.08 0.22 0.00 0.00 1.18 0.00 -60.14 -1.54 0.00 - 14.91 -0.98 0.00 10.19 -0.42 0.00 15.16 0.14 0.00 0.00 0.70 0.00 - 4.23 -0.03 0.00 -3.17 -0.03 0.00 -2.11 -0.03 0.00 -1.06 -0.03 0.00 0.00 -0.03 0.00 24.82 0.17 0.00 18.61 0.17 0.00 12.41 0.17 0.00 6.20 0.17 0.00 0.00 0.17 0.00 0.00 0.01 0.00 -6.66 0.59 0.00 -26.19 1.18 0.00 -58.60 1.76 0.00 - 103.87 2.35 0.00 0.00 -0.03 0.00 - 3.08 0.31 0.00 -13.73 0.66 0.00 - 31.95 1.00 0.00 - 57.76 1.34 0.00 PAGE 34 PROGRAM:ETABS /FILE:PCFCA6.FRM ' PLUS ANNEX, TUKWILA, WA IGN, ZONE 3 (4), RW =8, UNITS:K- L4 7 MINOR SHEAR 0.00 AXIAL TORSIONAL FORCE MOMENT 0.00 0.00 0.00 0.00 -0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.03 0.00 0.00 0.00 0.00 0.00 0.00 1 BAY OUTPUT OUTPUT ID ID POINT 3 CASE 3 END -I 1 /4 -PT 1 /2-PT 3 /4-PT END -J 3 CASE 4 END -I 4 CASE 1 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 4 CASE 2 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 4 CASE 3 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 4 CASE 4 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 5 CASE 1 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 5 CASE 2 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 5 CASE 3 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J NELSON- BOURDAGES, INC., P.S. C PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' STEEL BRACED FRAME LATERAL ANALYSIS /DESI C C EAM FORCES AT LEVEL 3 -RD IN FRAME BRACED STEEL FRAME LN 10 /D -B;B /1 MAJOR MAJOR MINOR MOMENT SHEAR MOMENT 0.00 0.49 0.00 - 10.86 0.49 0.00 - 21.73 0.49 0.00 -32.59 0.49 0.00 -43.46 0.49 0.00 0.00 0.66 0.00 1 /4 -PT -14.42 0.66 0.00 1 /2 -PT -28.84 0.66 0.00 3 /4 -PT -43.26 0.66 0.00 END -J -57.69 0.66 0.00 - 103.87 -2.35 0.00 -58.45 -1.76 0.00 -26.00 -1.18 0.00 - 6.51 -0.59 0.00 0.00 0.00 0.00 -57.76 -1.34 0.00 -31.87 -1.00 0.00 - 13.61 -0.65 0.00 - 2.99 -0.31 0.00 0.00 0.04 0.00 - 43.46 -0.49 0.00 -32.59 -0.49 0.00 - 21.73 -0.49 0.00 - 10.86 -0.49 0.00 0.00 -0.49 0.00 - 57.69 -0.65 0.00 -43.26 -0.65 0.00 -28.84 -0.65 0.00 - 14.42 -0.65 0.00 0.00 -0.65 0.00 0.80 -0.02 0.00 1.60 -0.02 0.00 2.41 -0.02 0.00 3.21 -0.02 0.00 PAGE 35 PROGRAM:ETABS /FILE:PCFCA6.FRM PLUS ANNEX, TUKWILA, WA GN, ZONE 3 (4), RW =8, UNITS:K- 44-78 MINOR SHEAR 0.00 0.00 0.00 0.00 0.00 0.00 AXIAL TORSIONAL FORCE MOMENT 0.00 -0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04 0.00 0.00 0.00 -8.52 0.00 0.00 0.00 0.00 249.00 -2.95 0.00 256.40 2.61 0.00 22.22 8.18 0.00 - 453.56 13.75 0.00 0.00 -5.04 0.00 0.00 0.00 0.00 147.37 -1.75 0.00 151.97 1.54 0.00 13.83 4.83 0.00 - 267.08 8.12 0.00 0.00 -0.02 0.00 0.00 0.00 0.00 NELSON - BOURDAGES, INC., P.S. PAGE 36 PROGRAM:ETABS /FILE:PCFCA6.FRM PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- L ( EAM FORCES AT LEVEL 3 -RD IN FRAME BRACED STEEL FRAME LN 10 /D -B;B /1 6 CASE 1 END -I - 453.56 -13.75 0.00 0.00 0.00 0.00 1 /4 -PT 22.22 -8.18 0.00 1 /2 -PT 256.40 -2.61 0.00 3 /4 -PT 249.00 2.95 0.00 END -J 0.00 8.52 0.00 6 CASE 2 END -I - 267.08 -8.12 0.00 0.00 0.00 0.00 1 /4 -PT 13.83 -4.83 0.00 1 /2 -PT 151.97 -1.54 0.00 3 /4 -PT 147.37 1.75 0.00 END -J 0.00 5.04 0.00 6 CASE 3 END -I 3.21 0.02 0.00 0.00 0.00 0.00 1 /4 -PT 2.41 0.02 0.00 1 /2 -PT 1.60 0.02 0.00 3 /4 -PT 0.80 0.02 0.00 END -J 0.00 0.02 0.00 6 CASE 4 END -I -17.01 -0.10 0.00 0.00 0.00 0.02 1 /4 -PT -12.76 -0.10 0.00 1 /2 -PT -8.50 -0.10 0.00 3 /4 -PT -4.25 -0.10 0.00 END -J 0.00 -0.10 0.00 BRACE FORCES AT LEVEL 3 -RD IN FRAME BRACED STEEL FRAME LN 10 /D -B;B /1 0.00 0.00 0.00 0.00 -0.01 0.00 0.00 0.18 -1.99 0.00 0.00 -0.01 -5.75 -3.32 0.35 0.00 0.00 -0.47 C NELSON - BOURDAGES, INC., P.S. PAGE 37 PROGRAM:ETABS /FILE:PCFCA6.FRM f PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- C C. C C C. C (. C C C C C. C C C C C ( ( ( s (. C C t 3ACE FORCES AT LEVEL 3 -RD IN FRAME BRC ID 4 6 6 6 6 8 8 8 8 OUTPUT ID CASE 4 CASE CASE CASE CASE CASE CASE CASE CASE 10 CASE 10 CASE 10 CASE 10 CASE 12 CASE 12 CASE 12 CASE 12 CASE 1 2 3 4 OUTPUT POINT TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM 1 TOP BOTTOM 2 TOP BOTTOM 3 TOP BOTTOM 4 TOP BOTTOM 1 TOP BOTTOM 2 TOP BOTTOM 3 TOP BOTTOM 4 TOP BOTTOM 1 TOP BOTTOM 2 TOP BOTTOM 3 TOP BOTTOM 4 TOP BOTTOM MAJOR MOMENT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MAJOR SHEAR 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BRACED STEEL MINOR MOMENT 0.23 0,73 0.50 - 0.24 0.29 -0.14 -0.06 2.22 0.37 - 0.41 0.68 - 2.16 0.39 -1.24 0.35 -3.32 0.28 0.47 0.35 -0.92 0.19 -0.52 0.21 -0.99 - 0.56 3.09 0.10 0.01 0.06 0.01 - 0.08 0.10 0.63 -1.54 FRAME LN 10 /D -B;B /1 MINOR SHEAR 0.00 0.00 0.00 0.01 0.00 - 0.01 - 0.01 - 0.02 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 -0.01 AXIAL FORCE -17.82 - 4.53 -2.57 - 3.09 14.24 -0.78 -0.47 1.98 - 15.72 - 25.95 - 15.14 1.57 6.97 - 12.94 -7.83 - 1.51 -7.25 -so TORSIONAL MOMENT 0.09 0.05 0.03 0.48 -0.21 - 0.28 - 0.16 - 0.49 - 0.06 - 0.21 - 0.12 - 0.21 0.71 0.04 0.02 0.08 -0.53 NELSON - BOURDAGES, INC., P.S. PAGE 38 PROGRAM:ETABS /FILE:PCFCA6.FRM r PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- L4 . - It ( )LUMN FORCES AT LEVEL 2 -ND (" COL OUTPUT OUTPUT ID ID POINT 1 CASE 1 TOP BOTTOM 1 CASE 2 TOP BOTTOM 1 CASE 3 TOP BOTTOM 1 CASE 4 BOTTOM 3 CASE 1 TOP BOTTOM C. .3 CASE 2 TOP BOTTOM 3 CASE 3 TOP BOTTOM 3 CASE 4 TOP BOTTOM C C C C C C C C C C C C BAY OUTP ID ID OUTPUT 1 CASE 1 END -I ( 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 5 CASE 1 TOP BOTTOM 5 CASE 2 TOP BOTTOM 5 CASE 3 TOP BOTTOM 5 CASE 4 TOP BOTTOM 7 CASE 1 TOP BOTTOM 7 CASE 2 TOP BOTTOM 7 CASE 3 TOP BOTTOM 7 CASE 4 TOP BOTTOM BEAM FORCES AT LEVEL MAJOR MOMENT -17.43 7.75 - 9.90 4.40 -2.89 2.60 - 73.49 92.82 2.66 -1.53 1.49 - 0.86 0.20 1.17 - 97.25 103.80 23.04 -12.27 13.19 -7.02 41.19 -36.69 7.86 - 5.11 -26.30 14.00 - 15.04 8.01 43.98 - 38.18 7.98 - 5.18 IN FRAME BRACED STEEL FRAME LN 10 /D -B;B /1 MAJOR SHEAR 0.13 0.08 0.03 0.88 -0.02 -0.01 0.01 1.06 - 0.21 -0.12 -0.46 -0.08 0.24 0.13 - 0.48 - 0.08 2 -ND IN FRAME MAJOR MAJOR MOMENT SHEAR 12.29 -1.82 60.53 -0.87 74.56 0.09 54.39 1.04 0.00 1.99 MINOR MOMENT -0.02 - 0.01 - 0.01 -0.01 11.44 - 11.26 3.67 -0.51 0.02 -0.02 0.01 - 0.01 10.13 -10.02 2.65 - 0.98 -4.58 2.37 - 2.57 1.33 -3.23 1.18 26.26 - 32.42 - 0.49 0.36 -0.28 0.21 0.31 0.15 19.16 -30.08 BRACED STEEL MINOR MOMENT 0.00 0.00 0.00 0.00 0.00 MINOR SHEAR 0.00 0.00 - 0.12 - 0.02 0.00 0.00 - 0.11 -0.02 0.04 0.02 0.02 -0.31 0.00 0.00 0.00 - 0.26 FRAME LN MINOR SHEAR 0.00 AXIAL TORSIONAL FORCE MOMENT -32.36 0.00 -18.39 -0.67 55.85 - 13.22 -7.48 -1.29 -7.99 -24.11 - 13.54 - 14.97 - 48.94 - 85.31 - 47.95 71.28 -8.81 10 /D -B;B /1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1' 0.00 0.00 0.00 AXIAL TORSIONAL FORCE MOMENT 0.00 0.00 NELSON - BOURDAGES, INC., P.S. MAJOR MOMENT 7.23 35.62 43.88 32.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 54.39 74.56 60.53 12.29 0.00 32.00 43.88 35.62 7.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.54 24.96 29.51 21.19 0.00 4.44 14.69 17.37 12.47 0.00 PAGE 39 PROGRAM:ETABS /FILE:PCFCA6.FRM ' PLUS ANNEX, TUKWILA, WA IGN, ZONE 3 (4), RW =8, UNITS:K- m_ MAJOR MINOR SHEAR MOMENT - 1.07 0.00 -0.51 0.00 0.05 0.00 0.61 0.00 1.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.99 0.00 -1.04 0.00 - 0.09 0.00 0.87 0.00 1.82 0.00 - 1.17 0.00 -0.61 0.00 -0.05 0.00 0.51 0.00 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.08 0.00 - 0.50 0.00 0.09 0.00 0.67 0.00 1.25 0.00 - 0.64 0.00 -0.29 0.00 0.05 0.00 0.39 0.00 0.74 0.00 MINOR SHEAR 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 AXIAL TORSIONAL FORCE MOMENT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 CASE 1 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 4 CASE 2 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 4 CASE 3 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 4 CASE 4 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 5 CASE 1 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 5 CASE 2 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 5 CASE 3 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J MAJOR MAJOR MINOR MOMENT SHEAR MOMENT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 /4 -PT 0.00 0.00 0.00 1 /2 -PT 0.00 0.00 0.00 3 /4 -PT 0.00 0.00 0.00 END -J 0.00 0.00 0.00 0.00 -1.25 0.00 21.25 -0.67 0.00 29.52 -0.08 0.00 24.83 0.51 0.00 7.17 1.09 0.00 0.00 -0.74 0.00 12.50 -0.39 0.00 17.37 -0.05 0.00 14.61 0.30 0.00 4.22 0.64 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -9.69 0.00 367.87 -7.27 0.00 630.63 -4.84 0.00 788.28 -2.42 0.00 840.84 0.00 0.00 0.00 -5.64 0.00 214.14 -4.23 0.00 367.10 -2.82 0.00 458.88 -1.41 0.00 489.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 FRAME LN MINOR SHEAR 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 10 /D -B;B /1 AXIAL TORSIONAL FORCE MOMENT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 'f NELSON - BOURDAGES, INC., P.S. IC PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' STEEL BRACED FRAME LATERAL ANALYSIS /DESI • SAM FORCES AT LEVEL 2 -ND IN FRAME BRACED STEEL FRAME LN 10 /D -B;B /1 ,c BAY OUTPUT OUTPUT ID ID POINT 5 CASE 4 END -I C 6 CASE 1 END -I C 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 6 CASE 2 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 6 CASE 3 END -I 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J 6 CASE 4 END -I (. 1 /4 -PT 1 /2 -PT 3 /4 -PT END -J L C C WALL FORCES AT LEVEL 2 -ND IN FRAME ( -WALL OUTPUT OUTPUT MAJOR ID ID POINT MOMENT 1 CASE 1 TOP - 4590.88 BOTTOM - 2909.35 1 CASE 2 TOP - 2720.73 BOTTOM - 1748.61 ( 1 CASE 3 TOP 8418.59 BOTTOM 8897.92 1 CASE 4 TOP 22357 BOTTOM 113825 C t ( ( MAJOR MAJOR MINOR MOMENT SHEAR MOMENT 0.00 0.00 0.00 1 /4 -PT 0.00 0.00 0.00 1 /2 -PT 0.00 0.00 0.00 3/4 0.00 0.00 0.00 END -J 0.00 0.00 0.00 840.84 0.00 0.00 788.28 2.42 0.00 630.63 4.84 0.00 367.87 7.27 0.00 0.00 9.69 0.00 489.47 0.00 0.00 458.88 1.41 0.00 367.10 2.82 0.00 214.14 4.23 0.00 0.00 5.64 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MAJOR SHEAR 8.90 5.14 2.54 484 PAGE 41 PROGRAM:ETABS /FILE:PCFCA6.FRM PLUS ANNEX, TUKWILA, WA GN, ZONE 3 (4), RW =8, UNITS:K- -04- BRACED STEEL MINOR MOMENT 4.06 - 2.06 2.33 - 1.18 26.16 -36.57 -1 MINOR SHEAR 0.00 0.00 0.00 0.00 0.00 0.00 FRAME LN 10 /D -B;B /1 MINOR SHEAR - 0.03 -0.02 - 0.33 0 AXIAL TORSIONAL FORCE MOMENT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 AXIAL TORSIONAL FORCE MOMENT - 303.06 -7.66 - 171.61 -4.39 -54.34 -9.05 10 -2 ( NELSON BOURDAGES, PACIFIC VIEW 3 -STO STEEL BRACED FRAME C C ALL FORCES AT LEVEL 2 -ND ,� WALL OUTPUT OUTPUT ID ID POINT 1 CASE 1 TOP C BOTTOM C 1 CASE 2 TOP BOTTOM 1 CASE 3 TOP C BOTTOM 1 CASE 4 TOP C BOTTOM C C C C C C C C C C C C C I I INC., P.S. PAGE 42 PROGRAM:ETABS /FILE:PCFCA6.FRM RY OFFICE BUILDING 'A'. PLUS ANNEX, TUKWILA, WA LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS :K - _� MAJOR MOMENT 0.00 - 7.07 0.00 - 4.04 0 268405 0.00 19899.79 IN FRAME 12" CONC WALL AT 2ND FLR MAJOR SHEAR -0.04 -0.02 1420 105.29 MINOR MOMENT 0.00 - 0.17 0.00 - 0.10 0 -2 0.00 26.51 MINOR SHEAR 0.00 0.00 0 0.14 AXIAL TORSIONAL FORCE MOMENT 0.00 0.69 0.00 0.40 0 28 0:00 746.37 . • NELSON - BOURDAGES, INC., P.S. PAGE 43 PROGRAM:ETABS /FILE:PCFCA6.FRM • PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA . STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- 0._ $6 )LUMN FORCES AT LEVEL 3 -RD • COL OUTPUT OUTPUT ID ID POINT • 1 CASE 1 TOP BOTTOM 1 CASE 2 TOP BOTTOM 1 CASE 3 TOP BOTTOM 1 CASE 4 TOP BOTTOM • 2 CASE 1 TOP BOTTOM 2 CASE 2 TOP BOTTOM 2 CASE 3 TOP BOTTOM • 2 CASE 4 TOP BOTTOM • • MAJOR MOMENT 0.01 -0.01 0.01 - 0.01 -18.74 18.50 -3.56 3.47 0.01 -0.01 0.01 - 0.01 -18.74 18.50 - 3.56 3.47 3 -RD MAJOR MOMENT 3.74 - 152.84 2.15 -87.82 -4537 185484 - 870.79 35598.09 IN FRAME 12" CONC WALL AT 3RD FLR MAJOR MINOR SHEAR MOMENT 0.00 0.00 0.07 0.00 0.00 0.04 0.21 0.02 -1.54 0.04 -0.05 2.35 0.00 0.00 0.21 0.04 MAJOR SHEAR - 0.87 - 0.50 1056 202.60 0.00 0.03 0.00 0.02 -0.02 -0.16 0.05 -5.56 MINOR MOMENT 0.00 0.06 0.00 0.03 - 0 0.00 -1.88 MINOR SHEAR 0.00 0.00 -0.01 0.01 0.00 0.00 0.00 -0.03 IN FRAME 12" CONC WALL AT 3RD FLR AXIAL TORSIONAL FORCE MOMENT 0.00 0.00 0.00 1.51 0.29 0.00 0.00 -1.51 -0.29 0.00 0.00 -0.01 0.00 0.00 0.00 0.01. MINOR AXIAL TORSIONAL SHEAR FORCE MOMENT 0.00 0.00 -0.17 0.00 0.00 -0.10 0 0. 6 -0.01 0.00.. 37.18 CNELSON- BOURDAGES, INC., P.S. PAGE 44 PROGRAM:ETABS /FILE:PCFCA6.FRM C PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- �► LA- -87 C DLUMN FORCES AT LEVEL 2 -ND IN FRAME 12" CONC WALL AT 3RD FLR t COL OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL ID ID POINT MOMENT SHEAR MOMENT SHEAR FORCE MOMENT 1 CASE 1 TOP 0.07 0.00 0.11 0.00 -0.05 0.00 BOTTOM -0.07 -0.28 1 CASE 2 TOP 0.04 0.00 0.06 0.00 -0.03 0.00 BOTTOM -0.04 -0.16 1 CASE 3 TOP - 17.08 0.20 -2.41 -0.01 62.67 0.00 C BOTTOM 20.15 -3.40 1 CASE 4 TOP -5.84 0.07 3.65 0.12 12.03: 0.00 C BOTTOM 6.47 25.87 (: 2 CASE 1 TOP 0.07 0.00 0.05 .0.00 0.05 0.00 BOTTOM -0.07 -0.10 C 2 CASE 2 TOP 0.04 0.00• 0.03 0.00. 0.03 0.00 BOTTOM -0.04 -0.06 2 CASE 3 TOP -17.08 0.20 -0.2$ 0.01 62.67 0.00 �' BOTTOM 20.15 1.58 2 CASE 4 TOP BOTTOM - 5.84 6.47 -8.74 22. 0..16 -12 03 0.00 C C: C: C C: C C ( c:. C ( C C E t ID ID POINT 1 CASE 1 TOP • BOTTOM 1 CASE 2 TOP BOTTOM 1 CASE 3 TOP BOTTOM 0.00 0.03 0.00 0.02 0.01 - 2.31 -0.08 - 1.74 0.00 0.02 0.00 0.01 -0.03 -1.89 - 0.06 -4.21 0.00 0.03 0.00 0.02 0.01 - 2.31 -0.08 -1.74 MAJOR MOMENT 0.00 - 189.59 0.00 - 110.35 0.00 - 21835.37 IN FRAME 12" CRNR CONC WALLS MAJOR SHEAR 0.00 0.00 -0.01 - 0.02 0.00 0.00 - 0.01 - 0.01 0.00 0.00 - 0.01 -0.02 0.00 0.00 - 0.01 -0.01 MAJOR SHEAR - 1.05 - 0.61 - 121.31 MINOR MOMENT 0.05 -0.06 0.03 - 0.04 5.96 -7.51 - 24.35 30.68 0.05 -0.06 0.03 -0.04 5.96 - 7.51 - 24.35 30.68 0.05 - 0.05 0.03 - 0.03 - 2.49 2.60 -19.38 20.17 0.04 -0.04 0.03 -0.03 -2.40 2.51 - 18.54 19.35 MINOR MOMENT 0.00 0.00 0.00 0.00 0.00 0.59 MINOR SHEAR 0.00 0.00 - 0.07 0.31 0.00 0.00 - 0.07 0.31 0.00 0.00 0.03 0.22 0.00 0.00 0.03 0.21 IN FRAME 12" CRNR CONC WALLS MINOR SHEAR 0.00 0.00 0.00 AXIAL TORSIONAL FORCE MOMENT - 0.09 0.00 -0.05 0.00 - 9.91 0.00 40.53 -0.01 0.09 0.05 9.91 - 40.53 0.01 0.01 - 0.54 -4.50 0.03 0.02 -1.96 - 14.94 0.00 0.00 0.00 -0.01 0.00 0.00 0.00 -0.01 0.00 0.00 0.00 -0.01 AXIAL TORSIONAL FORCE MOMENT 0.00 0.00 0.00 0.00 0.00 0.26 t NELSON - BOURDAGES, INC., P.S. PAGE 46 PROGRAM:ETABS /FILE:PCFCA6.FRM 1 PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- -O � t 44 0 f ALL FORCES AT LEVEL 3 -RD IN FRAME 12" CRNR CONC WALLS t WALL OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL ID ID POINT MOMENT SHEAR MOMENT SHEAR FORCE MOMENT t 1 CASE 4 TOP 0.00 4 0.00 0.02 0.00 -0.99 BOTTOM 85887.84 3.01 t 2 CASE 1 TOP 0.00 0.11 0.00 0.00 0.00 0.00 BOTTOM 19.80 -0.01 t 2 CASE 2 TOP 0.00 0.06 0.00 0.00 0.00 0.00 BOTTOM 11.22 0.00 (. 2 CASE 3 TOP 0.00 -25.62 0.00 0.00 0.00 0.20 BOTTOM - 4610.77 0.76 ( 2 CASE 4 TOP 0.00 88.69 0.00 0.01 0.00 -0.62 BOTTOM 15963.69 2.02 c. t L t. (,. C C C C r t t 3 CASE 1 TOP 20.94 -0.61 0.00 BOTTOM -88.71 -0.01 3 CASE 2 TOP 12.20 -0.35 0.00 BOTTOM -51.66 -0.01 3 CASE 3 TOP 2436.54 -70.88 -0.03 BOTTOM - 10321.37 0.82 3 CASE 4 TOP - 9961.96 289.79 -0.05 BOTTOM 42199.66 1.19 4 CASE 1 TOP 14.47 BOTTOM - 293.92 4 CASE 2 TOP 8.41 BOTTOM - 170.76 4 CASE 3 TOP - 817.15 BOTTOM 15801.04 4 CASE 4 TOP -6287 BOTTOM 123471 7 CASE 1 TOP 0.00 BOTTOM -84.77 7 CASE 2 TOP 0.00 BOTTOM -49.49 7 CASE 3 TOP 0.00 BOTTOM 16777.48 7 CASE 4 TOP 0.00 BOTTOM 56946.54 ( 8 CASE 1 TOP 0.00 BOTTOM 74.88 ( 8 CASE 2 TOP 0.00 BOTTOM 43.17 ( 8 CASE 3 TOP 0.00 BOTTOM 18674.65 ( 8 CASE 4 TOP 0.00 BOTTOM - 1613.31 -0.47 -0.27 93.21 316.37 0.42 0.24 103.75 -8.96 0.00 - 0.01 0.00 0.00 0.00 0.76 0.00 1.98 0.00 0.00 0.00 0.00 0.00 0.74 0.00 2.12 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.17 -0.61 -1.71 0.00 0.00 -0.05 -0.02 - 0.01 -1.00 0.00 0.00 -0.03 -0.01 - 0.01 92.32 -0.02 0.01 2.50 1.31 1.42 721 0 0 19 -2 4 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.01 0.00 0.47 - 2.21 0.00 0.00 0.34 - 1.44 ( NELSON - BOURDAGES, INC., P.S. PAGE 47 PROGRAM:ETABS /FILE:PCFCA6.FRM ( PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS: K- 0 ( OLUMN FORCES AT LEVEL 2 -ND ( COL OUTPUT OUTPUT ID ID POINT 5 CASE 1 TOP BOTTOM 5 CASE 2 TOP f: . BOTTOM 5 CASE 3 TOP BOTTOM 5 CASE 4 TOP BOTTOM C L € C 6 CASE 1 TOP BOTTOM 6 CASE 2 TOP BOTTOM 6 CASE 3 TOP BOTTOM 6 CASE 4 TOP BOTTOM 8 CASE 1 TOP BOTTOM C 8 CASE 2 TOP BOTTOM 8 CASE 3 TOP BOTTOM 8 CASE 4 TOP BOTTOM C C C 9 CASE 1 TOP BOTTOM 9 CASE 2 TOP BOTTOM 9 CASE 3 TOP BOTTOM 9 CASE 4 TOP BOTTOM C ( 4- 4- WALL FORCES WALL OUTPUT ( ID ID 1 CASE 1 1 CASE 2 1 CASE 3 t 4 4 AT LEVEL OUTPUT POINT TOP BOTTOM TOP BOTTOM TOP - BOTTOM - MAJOR MOMENT 0.02 -0.01 0.01 -0.01 -1.77 14.65 -4.16 3.10 0.03 -0.05 0.02 - 0.03 - 2.18 13.36 - 1.79 4.45 0.02 - 0.01 0.01 -0.01 - 1.71 14.63 - 4.18 3.10 2 -ND 0.03 - 0.05 0.02 -0.03 - 2.18 13.36 -1.79 4.45 MAJOR MOMENT - 189.59 - 1142.52 - 110.35 - 660.74 21835.37 34246.90 IN FRAME 12" CRNR CONC WALLS MAJOR SHEAR 0.00 0.00 0.09 0.04 0.00 0.00 0.08 0.03 0.00 0.00 0.09 0.04 0.00 0.00 0.08 0.03 -65.67 MINOR MOMENT 0.24 -0.34 0.14 -0.20 1.39 -5.33 -16.78 36.05 0.24 -0.34 0.14 - 0.20 1.39 - 5.33 -16.78 36.05 0.13 -0.14 0.07 -0.08 -2.22 2.54 - 29.09 32.14 0.13 -0.14 0.07 -0.08 -2.16 2.51 - 28.58 31.88 MAJOR MINOR SHEAR MOMENT - 5.04 0.00 - 0.02 - 2.91 0.00 -0.01 0.59 - 6.44 MINOR SHEAR 0.00 0.00 - 0.04 0.28 0.00 0.00 - 0.04 0.28 0.00 0.00 0.03 0.32 0.00 0.00 0.02 0.32 IN FRAME 12" CRNR CONC WALLS MINOR SHEAR 0.00 0.00 - 0.04 AXIAL TORSIONAL FORCE MOMENT - 0.64 0.00 - 0.37 0.00 -25.19 123.26 0.64 0.37 25.19 - 123.26 0.05 0.03 -1.56 -14.74 0.19 0.11 -5.98 -56.85 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 AXIAL TORSIONAL FORCE MOMENT 0.00 0.01 0.00 0.01 0.00 0.27 C NELSON - BOURDAGES, INC., P.S. PAGE 48 PROGRAM:ETABS /FILE:PCFCA6.FRM (PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- C -7/ C ALL FORCES AT LEVEL 2 -ND IN FRAME 12" CRNR CONC WALLS C WALL OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL ID ID POINT MOMENT SHEAR MOMENT SHEAR FORCE MOMENT 1 CASE 4 TOP 85888 422 3 0 0 0 BOTTOM 165596 -1 ( 2 CASE 1 TOP 19.80 -1.92 -0.01 0.00 0.00 0.01 BOTTOM - 342.90 0.00 ( 2 CASE 2 TOP 11.22 -1.11 0.00 0.00 0.00 0.00 BOTTOM - 198.21 0.00 C 2 CASE 3 TOP - 4610.77 -16.22 0.76 -0.04 0.00 0.14 BOTTOM - 7676.64 -5.93 C 2 CASE 4 TOP 15963.69 140.00 2.02 -0.02 0.00 -0.07 BOTTOM 42424.19 -1.09 ( 3 CASE 1 TOP 47.57 -3.19 -0.01 0.00 0.00 0.01 (' BOTTOM - 556.22 0.01 3 CASE 2 TOP 27.15 -1.85 -0.01 0.00 0.00 0.00 BOTTOM - 321.58 0.01 ( 3 CASE 3 TOP - 6565.86 -36.53 1.02 -0.03 0.00 0.16 BOTTOM - 13470.29 -5.55 C. 3 CASE 4 TOP 21859.15 287.45 1.24 -0.01 0.00 0.04 BOTTOM 76187.61 -1.54 C. C 4 CASE 1 TOP - 231.12 -4.93 -0.01 BOTTOM - 1163.25 0.00 4 CASE 2 TOP - 134.42 -2.85 -0.01 BOTTOM - 673.15 0.00 4 CASE 3 TOP 14133.11 88.32 1.72 BOTTOM 30824.78 -11.83 4 CASE 4 TOP 106150 1134 4 BOTTOM 320465 -2 7 CASE 1 TOP -84.77 -3.13 -0.01 BOTTOM - 675.61 0.00 7 CASE 2 TOP -49.49 -1.81 0.00 BOTTOM - 390.94 0.00 7 CASE 3 TOP 16777.48 84.06 0.76 BOTTOM 32664.52 -5.90 7 CASE 4 TOP 56947 814 2 BOTTOM 210886 -1 8 CASE 1 TOP 74.88 -1.15 0.00 BOTTOM - 142.08 0.00 8 CASE 2 TOP 43.17 -0.66 0.00 BOTTOM -82.23 0.00 8 CASE 3 TOP 18674.65 86.03 0.74 BOTTOM 34933.86 -5.97 8 CASE 4 TOP - 1613.31 524.91 2.12 BOTTOM 97595.60 -1.04 0.00 -0.23 0.00 -0.14 -0.07 7.54 0 72 0.00 0.00 - 0.04 0 0.00 0.00 - 0.04 -0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07 0.04 -3.84 -1 0.04 0.02 0.68 0 1 0.02 0.01 0.42 0.31 1 PACIFIC VIEW 3 -ST STEEL BRACED FRAME C ALL FORCES AT LEVEL 3 -RD IN FRAME 12" CRNR CONC WALLS (WALL OUTPUT OUTPUT ID ID POINT 5 CASE 1 TOP BOTTOM 5 CASE 2 TOP BOTTOM 5 CASE 3 TOP BOTTOM 5 CASE 4 TOP BOTTOM C C C C C 9 CASE 1 TOP 0.00 BOTTOM 41.47 C. 9 CASE 2 TOP 0.00 BOTTOM 24.36 C 9 CASE 3 TOP 0.00 BOTTOM 59120.41 ( 9 CASE 4 TOP 0.00 BOTTOM - 19538.15 C C I C C (: ( NELSON- BOURDAGES, 6 CASE 1 TOP BOTTOM 6 CASE 2 TOP BOTTOM 6 CASE 3 TOP BOTTOM 6 CASE 4 TOP BOTTOM INC., P.S. PAGE 49 PROGRAM:ETABS /FILE:PCFCA6.FRM ORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA LATERAL ANALYSIS /DESIGN, ZONE 3 (4 RW =8, UNITS:K- MAJOR MOMENT 0.00 17.07 0.00 9.92 0.00 3991.78 0.00 - 5183.06 0.00 11.77 0.00 6.84 0.00 2609.42 0.00 - 2657.60 MAJOR MINOR SHEAR MOMENT 0.09 0.00 0.11 0.06 0.00 0.06 22.18 0.00 -2.50 -28.79 0.00 4.87 0.07 0.00 0.10 0.04 0.00 0.06 14.50 0.00 -2.33 - 14.76 0.00 3.93 0.23 0.14 328.45 - 108.55 0.00 0.04 0.00 0.02 0.00 - 0.08 0.00 - 9.99 MINOR SHEAR 0.00 0.00 0.00 0.00 -0.01 0.00 0.23 0.03 0.00 -0.77 0.00 0.00 -0.01 0.02 0.00 0.00 0.00 -0.06 AXIAL TORSIONAL FORCE MOMENT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.22 - 0.73 - 0.02 0.01 1.01 - 5.30 C C_ C C ("NELSON- BOURDAGES, INC., P.S. PAGE 50 PROGRAM:ETABS /FILE:PCFCA6.FRM " PACIFIC VIEW 3 -STORY OFFICE BUILDING 'A' PLUS ANNEX, TUKWILA, WA STEEL BRACED FRAME LATERAL ANALYSIS /DESIGN, ZONE 3 (4), RW =8, UNITS:K- C c4-T3 C ALL FORCES AT LEVEL 2 -ND IN FRAME 12" CRNR CONC WALLS WALL OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL C ID ID POINT MOMENT SHEAR MOMENT SHEAR FORCE MOMENT 5 CASE 1 TOP 17.07 0.06 0.11 0.00 0.00 0.01 C BOTTOM 27.61 -0.33 5 CASE 2 TOP 9.92 0.03 0.06 0.00 0.00 0.00 C. BOTTOM 15.98 -0.19 5 CASE 3 TOP 3991.78 56.13 -2.50 -0.01 0.00 0.19 (;: BOTTOM 14600.98 -5.04 5 CASE 4 TOP - 5183.06 16.38 4.87 0.14 0.00 0.00 C BOTTOM - 2087.96 31.40 C: 6 CASE 1 TOP 11.77 -0.06 0.10 0.00 0.00 0.01 BOTTOM 0.77 -0.32 C 6 CASE 2 TOP BOTTOM 6.84 0.45 -0.03 0.06 -0.18 0.00 0.00 0.00 ' 6 CASE 3 TOP 2609.42 47.54 -2.33 -0.01 0.00 0.18 C BOTTOM 11593.86 -4.54 6 CASE 4 TOP - 2657.60 15.77 3.93 0.14 0 -0.02 C BOTTOM 322.38 30.91 C 9 CASE 1 TOP 41.47 -0.16 0.04 0.00 0. 0.10 BOTTOM 10.62 -0.08 C 9 CASE 2 TOP 24.36 -0.09 0.02 0.00 . 0.00 0.06 BOTTOM 6.53 -0.05 C 9 CASE 3 TOP 59120 332 0 0 0 2 f BOTTOM 121924 4 (` 9 CASE 4 TOP - 19538.15 - 127.43. -9.99 0.18.. 0..00 2.11 BOTTOM - 43622.80 23.78 C C C C C C C ( (. 4 -26 -1999 4 :52PM NELSON - BOURDAGES a Division of Poggemeyer Desi • n Group, Inc. ,^ 512 6th Street South Suite 202 Kirkland, WA 98033 Date: 1 - 23 g NB Project No. Project Name: To /3/cd— Pages including cover shee 674/;51 C41 - 7- -uc-- 7Z oX.V From: g7 - eUE. 1 -tic Re: This material is sent for: Distribution: cc FF2614 NELSON "BOURDAGES 4258284850 ex Phone: (425) 827 -5995 Fax: (425) 828 -4850 Your information ❑ Approval ❑ Review A. As Requested ❑ Response ❑ By: P. 1 Dc/63 -0.921 Nelson- Bourdages a Divisioa of Postponeya Dolga Group Inc. NELSON- BO'URDAGES Consulting Engineers a Oivltion ofPoggemeyerDesign Group.lnc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • FAX 1425) 828.4850 Made by Date, Job No.d/ Checked b Date • - Sheet Nop •, //``�� Description Lit A/T I<11 A '57e4._ Job Name _Z . 6447a'AY ec; '1 fi 6,44 -e /b4 frr Iles Avis C • A -26 -1999 1:53PM FROM NELSON^BOURDAGES 4258284850 M% eivz) S7uos, D ' 16 64 w/4. #It SC fE S7 /-/7. rcx 02 TEL MIN) 07 Ps 7P of /4 ft x 24 J r Dec 67\186 MVPS %2x10L4 iz 017rsTS 4 'AN/vES --- r4sr 4VV57" 'L4l/*77QN AR44.MNG r 47 y P. 2 7e r 4' P44T7 -- N04 -7 A4.D ..5cu7' 7 'V it3416. 1r..: EWrr,Zy Vsri c 8 G T, -,4kII 7PP 'P,4FPE7` 1 �Y :�'� h!`.0"56 l/-lT gy 1150 NELSON- BOURDA'ES Consulting Engineers a Division ofPoggemeyer Design Group, Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • FAX (425) 828.4850 Made by 2. . , � . ; /b � /� �� v Jo. g No. �� O / Checked b y Date 1 Shee[No S./ 0 /� Description SL/o.g / N6 /) .51 4N - 774 /5"eAR Job Name — ^ / EXARESOCTo6ER E4 yV . / 6 it/ ,4c .c3Gl /LO /N 6 ;e1" ,1 I / c7 ' 2S© / S'Z we-Tuft/1-z_ c Gcu 4 , 47 7 70/QS . S / - o 7 51y --'g 5Na,.i,vJ Si/ - 5 7 6 H -- 8 G,q•66/ 5y - r/,e -w/ 6l`-/ --/3 / 7?,,VJ/!6 PR'1s 0(0 NU'16' 01% RECEIVED CITY OF TUKWILA OCT 2 1 1998 PERMIT CENTER NELSON- BOURDA‘CES Consulting Engineers a Division ofPoggemeycrDesignGroup ,Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • FAX (425) 828 Made by s . , � at. - 10-fj - ?6 Jo• No. qe0 /? Checked by Date Sheet No. . if —/ Description 5�oV /N6 dar,6.k, - /pa.4>,•uay Job Name n 4 . 0 /F /G- 66ki / 3 /5r �S Z /,7 k� / , 780 • 7/s /,0 0 7L� _ (e)30 f/o, 3/5 /41 d-7 go Ks f = f,02 ,k . .. 3 „y 18) 17-- 0.51-0 At fr 7 /`> Po ,L 5 A/6 . Des/ 6/V lI� =-v0 i b�� 5 p96E /; /) F / `A47 /LEVE?40 d'/d S c.64,0 0A.7 /�y C o ,e.)-09/NE-00 y 7 r/4-6 2) 2AV 5 7 4-Lc_ L7E4-O/` 6.</s 7 t-/ re,N /oN 776 S y"o - s 7 Soi v/ I J / /GE �/4' F /t -1--/tiG 7 , / 9-pv / 77 1014-c_ k 0 04-P 0A NELSON- BOURDA ES Consulting Engineers a Division ofPoggemeyerDesignGroup ,Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • FAX (425) 828.4850 Made by 5,/E?. l'� O- /`t' -`I8 Jo No. q,c,/ 9 Checked by Date Sheet No. 5N- 'L Description SNO,et A/6 DDS /bN - l t=l`iPQ/?R,ey Job Name p�ir l'//g- nIV/t/E)G • / °4-55 (.i -Sol L iz &ss Oi(J p A-,o h4-Al f� ..4/i G.3ks Lot p f76_/'t/ 2 C9 ,s Z6,0) / 2 4 /`I / 6 Ye-4_. /7E,u /e4 - 6 a )l1) f (l 2 -Y 4 /7 .f/f- /8'- ' 1 ( N — (3Z1//,7)- lk .t- . 3z ,e _ $ -o / 1 . ) ) = 2 71- lo At ,G / z_ - /, 7 6 ©k d _ /s, t5 = 7Z � � =- Z /�. / ,O (' /4 �i',� 1 in l 6 Godr � S : I "'5 eft- 1141 &, - /M-v/7fl -N � f/l- . 1 Pfr CANTILEVER -TYPE SOLDIER PILE PENETRATING SANDY SOIL NELSON - BOURDAGES I Date: 9/30/98 I Job No.: 98019 Job Name: Pacific View, Annex Building West Wall I Location: Typical Wall Height of Retained Soil, H = 16.00 ft Influence Factor on Pile Diameter = 2 Spacing Left of Pile = 8.00 ft Active Soil Pressure = 30.0 pcf Spacing Right of Pile = 8.00 ft Passive Soil Pressure = 300.0 pcf Pile Diameter = 2.50 ft Depth Increase Factor = 1.2 Fl = 30.72 kips F2 = 5.85 kips F3 = 109.92 kips F4 = 9.13 kips F5 = 82.47 kips X= Y= Za = Zb = • D= 3.05 ft 13.21 ft 1.10 ft 3.30 ft 20.65 ft MINUMUM DEPTH OF PILE = 25 ft TOTAL LENGTH OF PILE = 41 ft MAXIMUM MOMENT ON PILE = 455.11 K -ft @ 26.67 ft from T.O.P. Pile Fy = 50.00 Ksi Use: W24x76 Mr = 484.0 K -ft = 2100 in` Est. Deflection Due to Pile Flexure = 0.18 in CANTILEVER -TYPE SOLDIER PILE PENETRATING SANDY SOIL INPUT OUTPUT GS NELSON - BOURDAGES Date: 9/30/98 I Job No.: 98019 Job Name: Pacific View, Annex Building West Wall I Location: Typical Wall Height of Retained Soil, H = 15.00 ft Influence Factor on Pile Diameter = 2 Spacing Left of Pile = 8.00 ft Active Soil Pressure = 30.0 pcf Spacing Right of Pile = 8.00 ft Passive Soil Pressure = 300.0 pcf Pile Diameter = 2.50 ft Depth Increase Factor = 1.2 Fl = 27.00 kips F2 = 5.14 kips F3 = 96.61 kips F4 = 8.02 kips F5 = 72.49 kips X= Y= Za = Zb = D= 2.86 ft 12.38 ft 1.03 ft 3.09 ft 19.36 ft MINUMUM DEPTH OF PILE = 23 ft TOTAL LENGTH OF PILE = 38 ft MAXIMUM MOMENT ON PILE = 375.00 K -ft @ 25.00. from T.O.P. Pile Fy = 50.00 Ksi Use: W21x68 Mr = 385,0 K -ft I = 1480 in Est. Deflection Due to Pile Flexure = 0.18 in Sreq S= Areq= • A= • Ireq= ; • 1= 6.1 10.6 4.8 16.0 10.7 21.3 PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI IN3 IN3 IN2 IN2 IN4 IN4 Multi- Loaded Beam( 94 UBC (91 NDS)) Ver. V4052494 By: ROBERT BOURDAGES , Nelson- Bourdages, Division of PDG on: 10-19 -1998 Project: 98019 - Location: SHORING LAGGING Summary: 4.00 IN x 4.00 IN x 8.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 77.5% Controlling Factor Section Modulus / Depth Required 3.17 In Deflections: Dead Load: DLD= 0.20 IN Live Load: LLD= 0.00 IN = L/216799900 Total Load: TLD= 0.20 IN = U481 End Reactions(Left Side): Live Load: RL1= 0 LB Dead Load: RD1= 296 LB Total Load: RT1= 296 LB End Reactions(Right Side): Live Load: RL2= 0 LB Dead Load: RD2= 296 LB Total Load: RT2 =. 296 LB Bearing Length Reqd.(Left) : BL1= 0.12 IN Bearing Length Reqd.(Right): BL2= 0.12 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 1.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Uniform Load: Live Load: wL= 0 Dead Load: wD= 70 Beam Self Weight: BSW= 4 Total Load: wT= 74 Properties For *2- DOUGLAS FIR -LARCH Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E Stress Perpendicular to Grain: Fc_perp= Adjusted Properties: Fb' (Tension): Fb' Adjustment Factors: Cd =0.90 CI =1.00 Cf = Fv': Adjustment Factors: Cd =0.90 Design Requirements: Maximum Moment: 4.0 FT From Left Support Shear ((81 d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Multi- Loaded Beam( 94 UBC (91 NDS)1 Vcr: V4052494 By: ROBERT BOURDAGES , Nelson - Bourdages, Division of PDG on: 10 -19 -1998 Project: 98019 - Location: SHORING LAGGING Summary: 6.00 IN x 6.00 IN x 8.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 1.0% Controlling Factor. Section Modulus / Depth Required 5.97 In Deflections: Dead Load: Live Load: Total Load: End Reactions(Left Side): Live Load: Dead Load: Total Load: End Reactions(Right Side): Live Load: Dead Load: Total Load: Bearing Length Regd.(Left) : Bearing Length Reqd.(Right): Beam Data: Span: Maximum Unbraced Span: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties For. #2- DOUGLAS FIR -LARCH Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): • Adjustment Factors: Cd =0.90 CI =1.00 Cf =1.00 Fv': Adjustment Factors: Cd =0.90 Design Requirements: Maximum Moment: 4.0 FT From Left Support Shear (04 d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: DLD= LLD= TLD= RL1= RD1= RT1= RL2= RD2= RT2 =' BL1= BL2= L= Lu = Cd= U U wL= wD= BSW= wT= Fb= Fv= E Fc_perp= Fb'= Fv'= 0 LB 935 LB 935 LB 0 LB 935 LB 935 LB 0.25 IN 0.25 IN 8.0 FT 1.0 FT 1.00 360 240 0 PLF 225 PLF 9 PLF 234 PLF 700 PSI 85 PSI 1300000 PSI 625 PSI 630 PSI 77 PSI V =, . Sreq= S= Areq= • A= ireq= I= 0.15 IN 0.00 IN = U891758800 0.15 IN = U626 1870 FT -LB 818 LB 35.7 N3 36.0 N3 16.1 N2 36.0 N2 41.5 N4 108.0 N4 C Multi- Loaded Beam( 94 UBC (91 NDS) Ver V4052494 By: ROBERT BOURDAGES , Nelson- Bourdages, Division of PDG on: 10-19 -1998 Project: 98019 Location: SHORING LAGGING Summary: 8.00 IN x 8.00 IN x 8.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 8.6% Controlling Factor. Section Modulus / Depth Required 7.68 In Deflections: Dead Load: Live Load: Total Load: End Reactions(Left Side): Live Load: Dead Load: Total Load: Encl Reactions(Right Side): Live Load: Dead Load: Total Load: Bearing Length Reqd.(Left) : Bearing Length Reqd.(Right): Beam Data: Span: Maximum Unbraced Span: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Uniform. Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties. For. #2- DOUGLAS FIR -LARCH Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd =0.90 CI =1.00 Cf=1.00 Fv': Adjustment Factors: Cd =0.90 Design Requirements: Maximum Moment: 4.0 FT From Left Support Shear (CM d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: DLD= LLD= TLD= RL1= RD1= RT1= RL2= RD2= RT2= BL1= BL2= L= Lu= Cd= U L/ wL= wD= BSW= wT= Fb= Fv= E_ Fcperp= Fb'= Sreq= S= Areq= A Ireq= I= 0.11 IN 0.00 IN = U281839800 0.11 IN =U897 0 LB 2062 LB 2062 LB 0 LB 2062 LB 2062 LB 0.41 IN 0.41 IN 8.0 FT 1.0 FT 1.00 360 240 0 PLF 500 PLF 16 PLF 516 PLF 700 PSI 85 PSI 1300000 PSI 625 PSI 630 PSI 77 PSI 4124. FT -LB 1719 LB 78.6 85.3 33.7 64.0 91A 341.3 N3 N3 N2 N2 N4 N4 c ?› Multi-Loaded Beam( 94 UBC (91 NDS)1Ver. V4052494 By: ROBERT BOURDAGES , Nelson-Bourdages, Division of PDG on: 10-19-1998 Project: 98019 - Location: SHORING LAGGING Summary: 10.00 IN x 10.00 IN x 8.0 FT / #2 - DOUGLAS FIR-LARCH - Dry Use Section Adequate By: 25.1 % Controlling Factor Section Modulus / Depth Required 8.94 In Deflections: Dead Load: Live Load: Total Load: End Reactions(Left Side): Live Load: Dead Load: Total Load: End Reactions(Right Side): Live Load: Dead Load: Total Load: Bearing Length Reqd.(Left) : Bearing Length Reqd.(Right): Beam Data: Span: Maximum Unbraced Span: Live Load Duration Factor Live Load Deflect. Criteria: Total Load Deflect. Criteria: Uniforrn Load: Live Load: wL= Dead Load: wD= Beam Self Weight: BSW= Total Load: wT= Properties For #2- DOUGLAS FIR-LARCH Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties: Fb' (Tension): Fbir-• Adjustment Factors: Cd=0.90 C= 1.00 Cf=1.00 Fv': Fv'= Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 4.0 FT From Left Support Shear (05) d from beam end): Comparisons With Required Sections: Section Modulus: Sreq= S= . Area Areq= A= Moment of Inertia: I req= I= • DLD= LLD= TLD= RL1= RD1= RT1= RL2= RD2= RT2= BL1= BL2= L= Lu= Cd= u 0.07 0.00 0.07 0 3497 3497 0 3497 3497 0.56 0.56 8.0 1.0 1.00 360 240 0 850 24 874 700 85 1300000 625 630 IN = L/688085600 . IN = L/1291 • LB LB LB LB LB LB IN IN FT FT PLF PLF PLF PLF PSI PSI PSI PSI PSI 77 PSI 6994 FT-LB 2769 LB 133.3 IN3 166.6 IN3 54.3 IN2 100.0 IN2 155.0 IN4 833.3 IN4 NELSON - BOURDAGES, INC., P.S. Consulting Engineers 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827-5995 • FAX (425) 828.4850 Made by r S,/ /Vc /7 -90 Job No. Checked by - Sheet No. / S11-741 Description /P!� � /Li)� /A i ^ /Ldj -Te/ Alt/A/F7 Job Name PAe-/F /c_. ///4i/ ©E/ it P ex SOIL PRESSURE ANNEX BUILDING RISA -2D (R) Version 4.01 Nelson- Bourdages,Inc. 512 6th Street South,( .cite 202 Kirkland, WA 98033 SOIL PRESSURE ANNEX BUILDING < Reactions, LC 1 : SOIL PRESSURE > Joint + Forces + Moment No X Y Mz K K K -ft 1 -10.07 0.00 0.00 2 -17.01 0.00 0.00 3 -0.22 0.00 0.00 Totals: -27.29 0.00 Center of Gravity Coordinates (X,Y,Z) : No Calculation Job : 98019 (-1/ Page: 2 Date: 8/25/98 File: 98019X1 < Member Section Forces, LC 1 : SOIL PRESSURE > Member Joints Section I - J Axial Shear Moment K K K -ft 1 1- 2 1 0.00 10.07 0.00 2 0.00 6.98 -15.60 3 0.00 4.08 -25.72 4 0.00 1.37 -30.69 5 0.00 -1.16 -30.86 6 0.00 -3.50 -26.55 7 0.00 -5.66 -18.12 8 0.00 -7.64 -5.90 9 0.00 -9.43 9.78 10 0.00 -11.03 28.57 2- 3 1 0.00 5.97 28.57 2 0.00 5.00 21.87 3 0.00 4.12 16.30 4 0.00 3.32 11.76 5 0.00 2.60 8.16 6 0.00 1.96 5.38 7 0.00 1.40 3.34 8 0.00 0.93 1.93 9 0.00 0.53 1.04 10 0.00 0.22 0.59 3 3- 4 1 0.00 0.44 0.59 2 0.00 0.35 0.41 3 0.00 0.27 0.28 4 0.00 0.20 0.17 5 0.00 0.14 0.10 6 0.00 0.09 0.05 7 0.00 0.05 0.02 8 0.00 0.02 0.01 9 0.00 0.01 0.00 10 0.00 0.00 0.00 0(0 .51P0 fA ce l ir rte._ 1= u/ �15 /6it/ Aar/1- 14/4,6. • M U = )c 30.9) = Lg Z _ lG " a� = /s J' b . l z. � �' 3 Gr o /GSti 7 � ►, 2 use Me / AS , o > 4 ' " /17 - tv/Pr y 115E z. °G `T- /2_ p.•/; 2. FLk? / 2 - 4-5 -(0. ggl/�.) ' D, e > D, so 4vx RISA -2D (R) Version 4.01 ,Nelson- Bourdages,Inc. 512 6th Street South,� 202 • Kirkland, WA 98033 SOIL PRESSURE ANNEX BUILDING < Member Deflections, LC 1 : SOIL PRESSURE > Member Joints Section I - J x y L/n in in 1 1 2 1 0.000 0.000 2 0.000 -0.066 3 0.000 -0.120 4 0.000 -0.156 5 0.000 -0.169 6 0.000 -0.159 7 0.000 -0.129 8 0.000 -0.086 9 0.000 -0.039 10 0.000 0.000 Section Set WALL 2 2 3 3 3 1 2 3 4 5 6 7 8 9 10 4 1 2 3 4 5 6 7 8 9 10 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.016 0.025 0.029 0.028 0.025 0.020 0.014 0.007 0.000 0.000 - 0.003 -0.005 - 0.008 - 0.010 -0.013 -0.016 - 0.018 -0.021 - 0.024 Job : 98019 Page: 3 Sy /Z-- Date: 8/25/98 File: 98019X1 NC 3013.1 1648.4 1272.3 1175.0 1248.3 1533.0 2291.7 5019.1 NC NC 8141.6 5251.5 4612.3 4685.6 5281.7 6598.2 9501.6 NC NC NC NC 9199.6 6116.4 4577.7 3656.3 3043.2 2606.1 2278.7 2024.4 < Material Takeoff, LC 1 : SOIL PRESSURE > Database Total Total Shape Length Weight ft K 31.50 7.09 Total Wts: 7.09 05E- ,o = , oo2s ; A = (, 00z.. >z,',4) = v,e)-8'� 71f V 441/ O G *T /Z" 0,c, 4 w"; y F44 (TT ,C Z) • ea /4 / / / 'f ib 6.4 93 " /�f � dr< < Join. LC 1 : SO ,PRESSURE > Joint + .TransI -tion + Rotationk. No X Y Oz in in rad 1 0.000 0.000 - 0.00309 2 0.000 0.000 0.00141 3 0.000 0.000 - 0.00048 4 0.024 0.000 - 0.00050 m 8' -4" 500 KV RNSFM 5 -0' RNSFM UTURE 500 KV RNSFI.1 TRANSFORMER ROOM 4' -b 3/8 k - ACOUSTICAL I L PANELS r rl>� 11_ - - TORE DIESEL 6 NER4 Of{ r rte- I L i 1 I b 11001 a I 11001 - -I -- 2' -O FauZE r 5' -• ..OUND AT IWATOR 1 1 z z LA Li l7 l7 eq. I I 4 • b • — 1 -- - .. I — u ` 4' -O" HIGH CONCRETE GENERATOR ROOM CONTAINMENT WALL 2" ACOUSTICA WALL PANELS 2I' -5" FUEL MAINTENANCE SYSTEM (MT'D TO BOLTS) WALL W /MASONRY EXP 12 • z BUILDING A ANNEX p 1ST FLOOR PLAN &ALE: I!6 c I' - O• 79' -P "19' -4 I /8 1 LI I 12 13 '-( FUEL CLEANSING PUMP 0) m - -2' ACOUSTICAL WALL PANELS .L. LOAD EN TE IO' I /b ELECTRIC EOUIPTUENT ROOM 4' -10" SPRINKLER RISER ROOM 79' I /8' FUTUR REMOT 2 ACOUSTICAL I ' LL PANELS 4' - I0' ADIATOR EA/ROOF II' - 2 3/4' FUTURE REMOTE RADIATOR 25' - 2 - REMOTE ADIATOR FRE EI STATE OF WASHINGTON RA- 0348 -B .. ._ ^. ..... I I /2 - xISGA H58 STEEL DECK, TYP PHONE ROOM LOAD :ENTE OPEN T BELOW FUTURE REMOTE RADIATOR FUTURE REMOTE RADIATOR PFMOTE REMOTE RADIATOR REGISTERED D Z BUILDING A ANWEX 0 3RD FLOOR PLAN RA- 034B -C Np DESCRIPTION RATING O. CONCRETE PER STRUCTURAL �i (I) LAYER I ". 'TYPE 'X' G.W.B., 2 1/2" "I ". STUDS @ 24" O.G., (2) LAYERS 5/5" TYPE 'X' G.W.B. 2 -HOUR WP -1060 NOT USED 0 I (I) LAYER 5/8 " 'X' G.W.B:, 3 5/8" STEEL STUDS @ 24" 0.C.; (I) LAYER 5/8 ": TYPE 'X' G.W..B:. I -HOUR WP -1200 NTERIOR WALL TYPE SCHEDULE NOTE ' SEE KEY NOTE A TABOVE 70 REGISTERED 6 RI a ' 0. FREIHEIT STATE OF WASHINGTON RA- 0348 -D ELECTRIC EOUIPTMENT ROOM 4' -1O' FUTUR REMOT T ACOUSTICAL YA L PA1€L5 4' -I0' II' -2 3/4' CITE RADIATOR REMOTE ADIATOR 4' -IO' 9 I/4' RICHARD 0. FREIHEIT STATE OF WASHINGTON d a BUILDING A ANNEX Z s 2ND FLOOR PLAN s SCALE: I /1Y = 1' -0' RA- 034C -A INTERIOR WALL TYPE SCHEDULE NO, DESCRIPTION CONCRETE PER STRUCTURAL (I) LAYER I" TYPE 'X' G.W.B., 1/ "1" STUDS @ 24" O.G:, (21 LAYERS 5/8" TYPE 'X' G.W.B. (I) LAYER 5/8" TYPE. 'X' G.W.B., 5 5 /8 "-STEEL: STUDS .@ 24" 0.G.,._ (1) LAYER 5/8" TYPE 'X' G.W.B. RATING 2 -HOUR WP- IO60 1 -HOUR WP -I2OO -° "NOTE: SEE KEY NOTE-n 1 ABOVE RICHARD 0. FREIHEIT I .• STATE CFWASM1GTCN RA- 034C -B CID 12 SEE SHEET A /9.0 FOR LOUVER SCHEDULE 13 STEEL BEAMS FLUSH WITH FLOOR SEE DETAIL II/A52 14 15 INFILL OPENING WITH b" GAL /. STEEL STUDS @ 16" O.G., 5/8" TYPE 'X' G.W.B. (INTERIOR), 5/8" TYPE 'X GYP. SHTG (EXTERIOR), I 1/2" E.I.F.S.(@ EXT. WALLS ONLY) SOUND BATT INSULATION. SEAL PERIMETER AND ALL PENITRATIONS. OPENING ABOVE. 12" DIA. SEWER PIPE DRY SUMP 16 8" HIGH REMOVABLE CURB. SEE DETAIL I2/A5.2. b" X 24" BLOCKOUT AND PITCH POCKET IS INFILL SHAFT WITH b" GALV. STEEL JOISTS @ 16" O.G., 5/8 TYPE 'X' G.W.B. EACH SIDE, SOUND BATT INSULATION, 2" AC/ AL PANEL Iq TWO WAY PHONE FOR AREA OF REFUGE, INCLUDING LIT SIGNAGE PER U.B.G. 1104 REGISTERED RICHARD 0. FREIHEIT STATE OF WASHINGTON BUILDING A ANNEX yr/ 0 2ND FLOOR PLAN i SCALE: 1/8" = I' -0" NELSON- K au Cunsultin %EnXineers a DivisionurPu5ilemeyarDesi gnGroup,Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • FAX (425) 828.4850 Made D Date Z—S9 Job No. `1�8 0 Checked by Dace • Sheet No.8p /�� Description 4,/G �/T 6 A-L1 GE 51e L Job Name ..ZA/77 647E101 y Kirp PAW,. • 6ge4e./N4.- f VeS7 18IZE, 4* 4 -28 -1999 1:48PM "A WA' Acr ,BBL e2 S7Uv5, D/f /G 64 7b STUD P-/1L J cK 02 724 frvN FROM NELSON " BOURDAGES 4258284860 C 7bp of /4,6A- ft IV C , - No�TN i- /1.D..5'oUTy %''x JS G /4• AF /Q Y J8 6;' • Up5/ P DAL /1.D 0TL ti c, • . : 1 AN/1/Ez; -- 45T A 4y) q* I EicPues oc oeEA 24 lid 9 %x.lsGA I�.vo.c spAciA!6 1... E•vrL'Y £V 57 - 1.4 - 1/*4-77oM f3RAGiNG . ATE- 7 r V�— sT /131/L5 P. 3 7 r' petetrasr Gx 1 86 sr- TYP lS1- T A T'YR bloe1 z. • A- N,/ 9 _. #10 ace &s, 4 . • 57LD ' 7 /, 14.414- x 2%" ww� s�P tA/s 0 /b-4, sus ed1D TYp.. /s�47 Ivl. S`g N gS /fir HY NELSON-BOURDAGES Consulting Engineers a Division orPosgemeyer Design Croup, Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827-5995 - FAX (425) 828-4850 Made by . R , - Date l _ i 6.... Job No....--, 78 ' Checked by Date Sheet No. L-6-1 Description . . niuvex -itiovs. Job Name P ritzo.c. Phew erfie 614 PLEY , . r 6 A F:z... i 4 / A. 4-28-1999 1:49PM FROM NELSON"BOURDAGES 4258284850 12.. 184.4. 5 72s/5 7- • A / WO- af e 7_2 3 pr Top AND or accv 77eAe_x_ fi x 2..e> SA rt.Ai w/2 ,yil 3fr se.e.etAis .A 5770i A. X IBM ' vNT, TMC 0 0 0 0 • I ExpotEsoCrOBERO 24rut • /Aiex A›.4(7zArptis.E MI.■••••••■/ 44 y 6.4 fed4/7 /A/& • 1 X ) 0 I /2."oz, .1 . • P. 4 TD • Is Foe Tir.A-pP/ ov‘ A-Aro tzeuchvi 500 KV RNSF1,+ 5' -O' b' 500 K •�� RNSFM 14 TRANSFORMER ROOM 4' -b 9/8 2 %ACOUSTICAL ALL PANELS 2' ACOUSTICA 4' -O' HIGH CONCRETE GENERATOR ROOM CONTAINMENT WALL [F102 I WALL PANELS 5' -O' I ATTE ATOR . 12 • z BUILDING A ANNEX r 1ST FLOOR PLAN --i SCALE. I!©' - I'-O' 79' -P 19'-4 I /8' I L CLEAR - i x, 1000 GAL — DIESEL FUR — TANK 0 O FUEL MAINTENANCE SYSTEM —FUEL CLEANSING (MT'D TO WALL IY /MASONRY I PUMP EXP. BOLTS) r - � 1 I I a_ _ 11 1 9 I I I I I I 11 e l l II Id.� L I r� al - -2' ACOUSTICAL WALL PANELS 10'-0 119' • ELECTRIC EOUIPTMENT ROOM 4' -1O' SPRINKLER RISER ROOM LOAD ENTE FUTUR REMOT *-4 1 /b' T ACOUSTICAL NALL PANELS 4' ADIATOR A EA /ROOF II' -2 3/4' FUTURE REMOTE RADIATOR 2 AC r TICAL WALL - • • 25' -2' OlE RADIATOR REMOTE ADIATOR FRE EIT STATE OF WASHINGTON RA- 034B -B 0 I I/2').196A H5B STEEL DECK, TYP OPEN TO BELOW Th v in 'I OPEN TO BELOW b' 1 TIC TER ROOM L F302 I PHONE ROOM {F30I I BUILDING A ANi■EX 3RD FLOOR PLAN 02 F3 5' -3 , 4 -O' A52 4' r, L N m In In ( UTUR REMOTE, 13 a LOAD ':ENTE 15 (16) OPEN BEL FUTURE REMOTE RADIATOR W FUTURE REMOTE RADIATOR 1 RFMGTE RADIATOR REMOTE RADIATOR REGISTINED IV • ICHARD 0. FREIHEI STATE OF WASHINGTON n , n RA- 0348 -C NTERIOR WALL TYPE SCHEDULE NO. DESCRIPTION CONCRETE PER STRUCTURAL (I) LAYER I" TYPE 'X' G.W.B.; 2 I/2" "I" STUDS @ 24" O.C.; (2).. LAYERS -5/8" TYPE 'X' G.W.S. NOT USED (I) LAYER 5/8 ". TYPE 'X' G.W.B.; 3 5/8 STEEL STUDS @ 24" O.C., (I) LAYER 5/8 ";TYPE ='X' G.W.B.., RATING 2 -HOUR WP -1060 -HOUR WP -I200 NOTE: SEE KEY NOTElt 1. ABOVE 04/01/1999 16:02 2062418223 SABEY CONST FROM SHULTZ DISTRIBUTING INC ` PHONE NO. : 2067627218 11S Diesel Fuel2(anly grade) MSDS #0525'Rcvl119 (06/03/95) ' Material Safety Data cht t • Click on the product name to go to the Salesfax • Click on the grade to go to the Salesfax typical HS DIESEL FUEL 2 PRODUCT NUMBER(S): CPS270010 COMPANY IDRNTIPICATION CHEVRON USA PRODUCTS COMPANY ENVIRONMENTAL, SAFETY, AND HEALTH ROOM 2900 575 MARKET ST. SAN FRANCISCO, CA 94105 -2856 2. COMPOSITION /INFORMATION ON INGREDIENTS 100.0 t ES DIESEL FUEL 2 CONTAINING COMPONENTS KEROSENE Chemical Name: KEROSINE CAS8008206 AMOUNT DIESEL FUEL NO. 2 Chemical Name: FUELS, DIESEL, NO. 2 CAS68476346 100.0 Post -it" Fax Not. To be • HS Diesel Fuel 2 .(on�l • ' MSDS: 0525 Revision 0: 19 Revision Date: 06/03/95 1. CHEMICAL PRODUCT AND COMPANY IDENTIFICATION PRODUCT INFORMATION: MSDS REQURSTe 0415) 894 -2783 ENVIRONMENTAL, SAFETY .& HEALTH INFO.: (415) 894-1899 Product Information: (510) 242 -5357 LIMIT /QTY NONE HDS DISTILLATE, MIDDLE Chemical Name; DISTILLATES, HYDRODESULFURIZED MIDDLE CAS64742809 NONE • GAS OIL, LIGHT Chemical Name: DISTILLATES, STRAIGHT RUN MIDDLE CAS64741442 NONE: NONE HYDRODESPLFURIZED KEROSINE Chemical Name; 'KEROSINE,' HYDRODESZZ,FURIZEI) ' CAS64742810 , NONE CAT CRACKED DIETILLATE, LIGHT CPS272102 CPS272152 CPS272185 EMERGENCY TELEPHONE NUMBERS HEALTH ,(24 hr); , (800) 231• -0623 or (510) 231 -0623 (Inteznatioxial) TRANSPORTATION (24 hr): CHEMTREC. (800) 4249300 or (202)'483 - •761.6 AGENCY /TYPE NA ' NA NA NA PAGE 02 Apr. 01 1999 03:54PM •P1 Page 1 of 7 7671 0Ala . Phgn. REVISION N0. cm OFET UKWILA • APR. 0 5 1999 PERMIT CENTER • http: / /cplo- wwwl.chevron.com/ lutes /c.;,(da888a0re6f01ii028825620o 943 ?openDocumon 4/1/99' . • • 04/01/1999 16:02 20624183 SABEY CONST r °TM FROM : SHULTZ DISTRIBUTING INC PHONE ND. : 2067627218 HS Diesel Fuel 2(only grade) MSDS #0525 Rev #19 (06/03/95) TLV - STEL - RQ - C - A1 -5 - * * Red liquid. Chemical Name: DISTTLLATES, LIGHT CATALYTIC CRAcxtD C.S64741599 NONE NA COMPOSITION COMMENT; All the components of this material are on the Toxic Substances Control Act Chemical Substances Inventory. Threshold Limit Value Short -term Exposure'Limit Reportable Quantity Ceiling Limit Appendix A Categories 3. HAZARDS IDENTIFICATION EMERGENCY OVERVIEW PAGE 03 Apr, 01 1999 03:54PM P2 Page 2 of 7 TWA - Time Weighted Average TPQ - Threshold Planning Quantity PEL - Permissible Expoeuz'e Limit CAS - Chemical Abstract Service Number () - Change Has Been Proposed - COMBUSTIBLE - HARMFUL OR FATAL IF SWALLOWED - CAM . ENTER "LUNGS AND CAUSE DAMAGE - CAUSES SKIN IRRITATION - CANCER HAZARD - PROLONGED OR REPEATED SKIN CONTACT MAY INCREASE THE RISK OF SKIN CANCER - KEEP OUT OF REACH OF CHILDREN POTENTIAL HEALTH EFFECTS EYE: This substance is not expected to cause prolonged or significant eye irritation. SKIN: This substance is a moderate skin irritant so contact with the skin could cause prolonged (days) injury to the affected area. The degree of injury will depend on the amount of material that gets on the skin and the speed and thoroughness of the first aid treatment. If absorbed through the skin, this substance is considered practically non -toxic to internal organs. INOES'TION : If swallowed, this Substance is considered practically non -toxic to internal organs. Because of the low viscosity of this substance, it can directly enter the lungs if it is swallowed (this•is called aspiration). This can occur during the act of swallowing or when vomiting the substance. Once in the lungs, the substance is very difficult to remove and can•dause severe•injusy'to the lungs and death. INHALATION: Prolonged breathing Of vapors can cause central nervous system effects. This hazard evaluation is based on.data from similar materials. SIGNS AND S?MPTOME OP EXPOSURE: SKIN: May include pain or a feeling of heat, discoloration, swelling,•and blistering: INHALATION: Central nervous system effects may include one or more of following: headache, dizziness, lose of appetite, weakness and lose, of coordination. CARCINOGENICITY: This product contains a mixture of petroleum hydrocarbons called middle distillates (which means they boil: between approximately 350F and 700V), Because of this broad many are considered middle distillates yet they are produced by a variety of different petroleum refining processes. Toxicology data. developed on some middle distillates found that they caused positive responses in some mutagenicity tests and caused skin cancer when repeatedly applied to mice over . their lifetime. This product may contain some middle distillates found to cause those http://cpbvwwwl.chevron. coin/tubes/0.. Ida888a0fe6f0 la028825620c000c694370penDocunien 4/1/99 04/01/1999 16:02 2062418273 SABEY CONST FROM : SHULTZ DISTRIBUTING INC PHONE NO. : 2067627218 . HS Diesel Fuel 2(only grade) MSDS #4525 Rev # 19 (06/03/95) adverse effects. 4. FIRST AID MVP:SURES EYE: No first aid.procedures are required. However. as a precaution flush eyes with fresh water for 15 minutes. Remove contact lenses if worn. SKIN: Remove contaminated clothing. Wash skin thoroughly with soap and water. See a doctor if any signs or symptoms described in this document occur. Discard contaminated non- waterproof shoes and boots. wash contaminated clothing. INGESTION: If swallowed, give water or milk to drink and telephone for medical advice. DO NOT make person vomit unless directed to do so by medical personnel. If medical advice cannot be obtained, then take the person and product container to the nearest medical emergency treatment center or hospital. INHALATION: If any signs or symptoms as described in this document occur, move the person to fresh air. If any of these effect* Continue, see a doctor. NOTE TO PHYSICIANS: Ingestion of this product or subsequent vomiting can result, in'aspiration ' of light hydrocarbon liquid which can'cause pneumonitis. 5. FIRE FIGHTING MEASURES FLAMMABLE PROPERTIES: FLASH POINT: (P -M) 125Yr (52C) Min. ATJTOIGNITION; NDA FLAMMABILITY LIMITS (c by volume in air): Lower: 0.6 Upper: 4.7 EXTINGUISHING MEDIA: CO2, Dry Chemical, Foam and Water Fog. NFPA RATINGS: Health 0; Flammability 2; Reactivity 0. FIRE FIGHTING INSTRUCTIONS: Liquid evaporates and forms vapor (fumes) which can catch fire and burn with explosive violence. Invisible vapor spreads easily and can be set on fire by many sources such as pilot lights, welding equipment, and electrical motors and switches. Fire hazard is greater as liquid temperature rises above 85 F. For fires involving'this material, do riot enter any enclosed or confined fire space without proper protective equipment. This may include self - contained breathing apparatus to protect against the hazardous effects of Hormel products of combustion or oxygen deficiency. Read the entire document. COMBUSTION PRODUCTS: Formal combustion forma cerben dioxide and water vapor; incomplete combustion can produce carbon monoxide.. . 6. ACCIDENTAL RELEASE MEASURES Apr. 01 1999 03 : 55PM P3 CHEMTREC EMERGENCY NUMBER (24 hr): (800)424 -9300 or (202)483-9616 ACCIDENTAL RELEASE MEASURES: Eliminate all sources of ignition in vicinity of spill or released vapor. Clean up small spills using appropriate techniques such as sorbent materials or pumping. Where feasible appropriate', remove contaminated soil. Follow prescribed procedures for reporting and responding to larger releases. This material is considered to be a water pollutant and PAGE 04 Page 3 of 7 http: / /cpin »wwwl, chevron, com / tube, 9/ c.../ da88$ aOfe6M1a028825620o000c6943 ?Open.Documen 4/1/99 04/01/1999 16:02 2062418 SABEY CONST FROM : SHULTZ DISTRIBUTING INC ( PHONE NO. : 2067627218 HS Diesel Fuel 2(only grade) M #0525 Rev #19 (06/03/95) releases of this product should by prevented from contaminating soil and water and from entering drainage and sewer systems. U.S.A. regulations require reporting spills of this material, that could reach any surface waters. The toll free 'number for the U.S. Coast Guard National Response Center is (300) 424-8802. . 7. HANDLING AND STORAGE DO NOT USE OR STORE near flame, sparks or hot surfaces, USE ONLY IN WELL VENTILATED AREA. Keep container closed. DO NOT weld, heat or drill container. Replace cap or bung. Emptied container Still Contains hazardous or explosive vapor••Or liquid. CAPTION! Do not use pressure to empty drum or drum may rupture with explosive force. WARNING! Not for use as portable heater or appliance fuel. Toxic fumes may accumulate and cause death. 8. EXPOSURE CONTROLS /PERSONAL PROTECTION ENGINEERING CONTROLS US, this material only in well ventilated areas. PERSONAL PROTECTIVE EQUIPMENT BYE/FACE PROTECTION: No special eye protection is usually neCessery. SKIN PROTECTION: Avoid contact with skin or clothing. Skin contact ehould•be minimized•by veering protective clothing• including gloves.. RESPIRATORY PROTECTION: No special r'eespiratory protection is normally required. However, if operating conditions create high airborne concentrations, the use of an approved reapiretor is recommended. 9, PHYSICAL AND CHEMICAL PROPERTIES PHYSICAL DESCRIPTION: Red liquid. pH: VAPOR PRESSURE: VAPOR DENSITY (AIR =1) : BOILING POINT: FR$ZZZNG POINT: MELTING POINT: 5OLUBX4ITY: SPECIFIC GRAVITY: VISCOSITY: NDA 0.04 PSIA a 40C 7.0, STABILITY AND REACTIVITY HAZARDOUS DECOMPOSITION PRODUCTS: NDA. CHEMICAL STABILITY: Stable. CONDITIONS TO AVOID: NDA 176 - 370C (348 -49$F) NDA NA Soluble In hy4zocarbon solvents; insoluble in water. 0.84 © 15.6/15.6C (Typical) 1.9 cSt it 40C (Min.) PAGE 05 Apr. 01 1999 03 :55PM P4 Page 4 of 7 http : / /cpl n -wwwl. chevron. core! lubeslc.../ dal l$ BaOfe6tD1a02S825620ch00c6943 ?OpenDocunnen 4/1/99 04/01/1999 16:02 2062418273 SABEY CONST FROM : SHULTZ DISTRIBUTING INC ( PHONE NO. : 2067627218 HS Diesel Fuel 2(only grade) MSDS #0525 Rev#19 (06/03/95) No data aveilenle, INCOMPATIBILITY WITH OTHER MATERIALS: May react with strong oxidizing agents, such as chlorates. nitrates, peroxides, etc. HAZARDOUS POLYMERIZATION: Polymerization will not occur. 11.. TOXICOLOGICAL INFORMATION axs EFFECTS: Minimal effects clearing in less than 24 hours. SKIM EFFECTS: Moderate irritation at 72 hours. (Moderate erythema). ACUTE ORAL EFFECTS: The oral L050 in rats iS 5 ml /kg. ACUTE INHALATION EFFECTS: The 4 -hour inhalation LCSO in rats is greater than 5 mg /1. SCBCRRONIC EFFECTS: The data above is obtained from•atudies sponsored by the American Petroleum institute (API) . Whole diesel engine exhaust was reviewed by the International Agency for Research on cancer MARC) in their Monograph 46 (1989). Evidence for causing cancer .was considered sufficient in animals and limited in humans. IARC placed diesel exhaust in category 2A, considering it probably carcinogenic to humans. The National Institute of Occupational Safety and Wealth (NYOSH) has recommended that whole diea*i e be regarded as potentially causing cancer. This recommendation was based on test results showing increased lung cancer in laboratory animals exposed to whole diesel exhaust. The excess risk of cancer for people exposed to diesel exhaust not been determined as studies on exposed workers have been inconclusive. it is recommended that exposure to diesel exhaust be minimized to reduce the potential cancer risk. 12. ECOLOGICAL INFORMATION ECOTOXICXTX: No data available. ENVIRONMENTAL FATS: No data available. PAGE 06 Apr. 01 1999 03:56PM P5 Page 5 of 7 13. DISPOSAL CONSIDERATIONS Place contaminated materiels in disposable containers and dispose of in a manner consistent with applicable regulations. Contact local environmental or health authorities for approved disposal of this material. 14. TRANSPORT INFORMATION The description shown may not apply to all shipping situations. Consult 49CFR, of appropriate Dangerous Goods Regulations, for additional description requirements (e.g., technical name) and http : / /cpin -www] . chevron. corn/ lubea/ c.,,/ da$$ 8agfe6# p1a02 882S620c000c6943 ?O 4/1/99 04/01/1999 16:02 2062418 23 SABEY CONST PAGE 07 FROM : SHULTZ DISTRIBUTING INC PHONE NO, : 2067627218 Rpr. 01 1999 03:56PM P6 HS Diesel Fuel 2(only grade) MSDS #0525 ltev #I9 (06/03/95) Page 6 of 7 mode - specific or quantity- specific shipping requirements. DOT SHIPPING NAME: GAS Oa, DOT HAZARD CLASS: COMBUSTIBLE L DOT IDENTIFICATION NUMBER: UN1202 DOT PACKING GROUP: III 15. REGULATORY INFORMATION SARA 311 CATEGORIES: REGCLATORY LISTS SEARCHED: 01 =SARA 313 02 =MASS RTK •03•NTP Carcinogen 04 =CA .Prop '65- Carcin 05 -CA Prop 65 -Repro Tox 06 =IARC Group 1 07 -IAAC Group 2A •os.TARC Group 2B 09 =SARA 302/304 10 =PA RTK KEROSINE is found on lists: 02,10,11, 16. OTHER INFORMATION I, Immediate (Acute) Health Effects: YES 2. Delayed (Chronic) Health Effects: YES 3. Fire Hazards YES 4. Sudden Release of Pressure Hazard: NO 5. Reactivity Hazard: NO 11 =NJ RTK 12= CERCLA 302.4 13-MN RTK 14=PCGIH TWA 25 =ACGIIi TEL 16=ACGIH Calc TLV 17 -03HA PEL 18-DOT Marine Pollutant 19= Chevron, TWA 20 =EPA Carcinogen The following components of this material are found on the regulatory lists indicated. 22 =TSCA Sect 5(a)(2) 23 =TSCA Sect 6 24.TSCA Sect 1.2 (b) 25=TSCA Sect 8(a) 26.?SCA Sect 8(d) 27 .-TSCA Sect 4(a) 28- Canadian WHMIS 29 -OSHA cEf..1NG 30= Chevron STEL NFPA RATINGS: Health 0; Flammability 2; Reactivity 0; (Least -0, Slight -1, Moderate -2, High-3, Extreme -4). These values are obtained using the guidelines or published evaluations prepared by the National Fire Protection Association (NFPA) or the National Paint and Coating Association (for HMIS ratings) . • REVISION STATEMENT: This revision updates Section 1 (Chemical Product Company ID). Prepared accor ng to t e OSHA Hazer • Communicat on Standard (29 CPR 1910,1200) and the ANSI MSDS Standard (2400.1) by the Toxicology and Health Risk Assessment unit, CRTC, P.0. Box 4054. Richmond, CA 94804 The above information i8 based on the data Of which we are aware and is believed to be correct as of the date hereof. Since this information may be'applied under conditions beyond our control and with which we may be unfamiliar and since data made available subsequent to the date hereof may suggest modification of the information, we do not any responsibil- ity for the results of its use, This information is furnished upon condition that the person receiving it shall make his own determination of the suitability of the material for his particular purpose. Mtp : / /cpin- wwwl,chevron.coml tubes/ c,,./ da888a0fe6fO1a028825620c000c6943 ?OpenDocumen 4/1/99 W01/1999 16:02 2062418293 SABEY CONST , ti FROM : SHLLTZ DISTRIBUTING INC PHONE NO. : 2067627218 14S Diesel Fuel 2(only grade) MSDS #0525 Rev# 19 (06/03/95) NDA - No Data Available NA ,. Not Applicable wwwwwwwwww wwwwww wwww wwwww www wwwwwwwwwwwwwwwwwwwwwwwwwwwwww wwwwwwwwwww THIS IS THE LAST PAGE OF THIS MSDS. PAGE 08 Apr. 01 1999 03:57PM P? Page 7of7 http: // spin- www1. chevmn.com/lube&/c..Jda888aofe6 11.02$a256ZOcooOc6943 ?QpenDocumec 4/1/99 _ : NELSON- DOURDAGBS,(..C.,P.S. • Consulting Engineers 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • FAX (425) 828.4850 Made bys,���cI e314g4$ Job No, 96o) q CheckeU by •" Date l Sheet No. t: Description /I, D L„VE / 1 2 - S1 /C= ./i/eW/}'1z- Job Name A P /1 G /F /G Oete oFFie= 0.1)6 keg /GN w Ui G/z / o L„ �i1SG A L1, _ /.70/3-19 _ /7 PL 2-/71.4 2/ �¢•aoo 62_ lie ,k 5 0.6 0 /728 7/ s S 4t�,e• DD /6 /V Ae = 0,32„. L- /,2.0 - i 5 6d = cw 2 YrzX , 2) a,34 U s ILL . Jo Zz -fl : (# 7 A-7 3X,eX �z). 04, 6-,_/TE 1 0 4 4) L- bw•./ If 119 • PG - Z '2_ •Ol/EATU,M.v /A/6 ,e /:VF / / 1 705 AEs/577/114 t7017-47 Dc -._-_ 47/)(9/') = /3 /i A , ./ % %z zS - /3; /40, Zi,sg 7 8.9s e; use- Iis #74rl2"o.c. V uCe G ,4r /2a!'o.G // ,00 } 0.32- .: oerly USE % d 0 1, 6 7 f 5J, SE/s f.ic.- 1 7 A /4 /4 . — 9.4 /42 0,?$ I/ .., Pacific View Office Park Annex Building Calculation of containment required for diesel fuel tanks in Generator Room. 2- 4000 gallon tanks, 8' diameter x 12' tall Containment must hold volume of 1 full tank + 20 minutes fire flow Containment Required: Tank Volume: Sprinkler Flow: Containment area Sprinkler Rate Total containment required: Tank Volume Sprinkler flow Containment capacity: 4/5/99 Area of containment: Wall height Area of other tank height of containment Total Containment available C SABEY CORPORATION 4000 gallons 0.1337 conversion factor to cu ft 534.80 cu ft. 237.39 SF 100 SF /Head 2.3739 sprinklers in area 20 gal /min (flow rate of sprinklers) 20 minutes 949.56 gallons of sprinkler flow in 20 minutes over containment 0.1337 conversion factor to cu ft 126.96 cu ft. 534.80 126.96 661.76 cu ft. Scheme A 237.39 SF 3.5 FT 830.865 cu.ft 50.27 3.5 FT 175.93 cu.ft 654.94 cu.ft Scheme B 237.39 SF 4 FT 949.56 cu.ft 50.27 4 FT 201.06 cu.ft 748.50 cu.ft Conclusion: Walls of containment area must be greater than or equal to 4' -O" high. REVISION NO. 1 RECEIVED CITY OF TUKWILA APR 0 5 1999 PERMIT CENTER architecture • construction • development • management 101 Elliott Avenue W. • Suite 330 • Seattle, WA • 98119 - 4220.206/281 -8700 • Fax: 206/282 -9951 Scheme C 237.39 SF 4.5 FT 1068.255 cu.ft 50.27 4.5 FT 226.19 cu.ft 842.06 cu.ft Containment.xis NT BY: 5 -11 -99 ;12 :23PM ;AGRA EARTH AND ENV 2062418223;# 2/ 2 � AGRA ENGINEERING GLOW. SOLUTIONS June 11, 1999 8 -91 M- 12475 -0 Sabey Construction 101 Elliott Avenue E., Suite 400 Seattle, Washington 98119-4220 Attention: Subject: Dear Mr. Velasquez: Mr. Mark Velasquez, Project Engineer Revised Summary of UBC Special In 1. City of Tukwila Permit Numb 2. City of Tukwila Permit Numb 3. City of Tukwila Permit Numbe International Gateway Corporate Park 12301 Tukwila international Boulevard Tukwila, Washington S. \WOROPROCIaa PrgestesSmttle11700041247 61RsnN3 foal NuK.wpd AGRA Earth & Environmental, Inc. 11335 NE 132nd Way sidle 100 iarldend, Washington USA 96034991E Tel (425) 8241660 Fax (425) 8214914 nd Materials Testing Services uilding "A ") nnex) etaining Wall for Building "A ") , Annex AGRA Earth & Environmental, Inc. (AGRA) respectfully submits this letter as our final summary of UBC special inspections and materials testing for the above- referenced project. AGRA performed inspections for this project beginning on August 22, 1998 through May 24, 1999 as requested and scheduled by representatives of Sabey Construction. Daily field reports were prepared and distributed at the time our services were provided. These reports form the basis for this final summary of our inspections. In accordance with the City approved plans and the request and authorization of Sabey Construction, AGRA performed inspections for the following: 1. Reinforcing steel inspection for the structural concrete; 2. Concrete placement inspection and testing for the structural concrete; 4. Shotcrete inspection and testing; 5. Spray - applied fireproofing inspection and testing; 6. Epoxied anchor bolts; 7. Visual and ultrasonic inspection of structural steel welds for the field welding and fabrication shop; and 8. Reinforcement and Grouting Inspection and testing for the soldier piles and auger cast piles. Timothy Associat TRH /KSS /jdp cc; City of Tukwila Sabey Construction Fax: 206 -241 -8223 S:1WOR PK(J(.XJd Propxxx‘Sbert1W120X1024161Ravisail fowl gdlH.wtx! �► AGRA *N W F��Wa i Illtlly «tUTIfN3 EXPIRES 121181 Sabey Construction June 11, 1999 6 -11 -99 ;12 ;23PM ;AGRA EARTH AND R- 8- 91M- 12475 -0 Page 2 In our opinion, the work which was inspected as referenced in our daily field reports was performed in general conformance with the approved plans and specifications. If you have questions or desire . additional information, please call at your convenience. Sincerely, MAY 18, 1999 CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 Southcenter Boulevard Tukwila, WA 98188 FQEIIIEIT cs 110 ARCHITECTS, INC., P.S. Evergreen One, 10940 NE 33rd Place, Suite 202 Bellevue, WA 98004 (425) 827 -2100 RECEN CITY OF ATTN: DUANE GRIFFIN M3 2 B 1899 u "ANNEX" PERMIT CENTER n RE: PACIFIC VIEW OFFICE PARK BUILDINGS A &ANNEX Mr. Griffin: I am writing with regard to the unresolved issue of sprinkler protection for the Electrical Transformer Room. At this point we seem to be at an impasse between your office and Seattle City Light. As indicated by their recent letter they are firm in their requirement that the Electrical Transformer Room not be sprinkled. You require that the room must be sprinkled as required for the remainder of the building. In an effort to resolve this problem we would propose revising the configuration of the building into two distinct buildings. The separation would be accomplished through the use of Area Separation. This will create a building not required to be sprinkled. We would ask that you review the conceptual solution. In order to separate the building into two buildings it is necessary to introduce a 2 -hour fire resistive area separation wall. The following outlines the assumptions and,requirements necessary to create the two buildings • Area Separation Wall 1. Locate between Building "A" and Annex along gridline 12. 2. The wall is required per Section 504.6.2 to be a 2 -hour fire resistive wall for Type II 1 -hour construction type 21&032J CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT MAY 18, 1999 3. The existing wall at gridline 12 is a 12 inch thick cast -in -place concrete wall that meets the requirements of Table 7 -B, 7 -1.1 for a 2 -hour fire resistive wall. 4. The wall can terminate at the roof - ceiling of the lower Annex building per Section 504.6.6 Exception #1 since the roof structure meets the 1 -hour fire resistive fire rating. 5. All mechanical penetrations through the Area Separation Wall will need to be upgraded to provide a "F" and "T" ratings equivalent to the 2 -hour wall rating. 6. The louver in room F201 through the east wall has been blanked off. • Exiting 1. The door #F201 from Building "A' through the 2 -hour Area Separation Wall will need to be upgraded to a 90 minute fire rated door. The door will still function as an exit from Building by providing a Horizontal Exit through the "Annex" building. 2. Each room on each floor of the Annex exits directly to the exterior or hallways. No exit path is required back through Building "A ". 3. Total occupant load for the Annex is 19.5 based on the mechanical equipment occupancy. This is less than the minimum (30) requiring two exits. 4. The Area of Refuge in the Annex's Hall F201 still functions properly in the Horizontal Exit. For building "A" the occupancy of "A" is reduced due to non -office occupancy. • Allowable Area Calculations Building "A ": Type II - 1-hour Sprinklered, Multi -Story, Separation on 3 sides and "B" Occupancy. Basic Allowable Area: 18,000 sq.ft. x 100% (sprinklered) x 100 %(multi -story) x 100 %(separation on 3 sides) = 144,000 sq.ft. > 96,067 sq.ft. actual building .. OK Building "Annex ": Type II - 1-hour, Multi -Story, Separation on 2 sides and "S -2" Occupancy. Basic Allowable Area: 27,000 sq.ft. x 100 %(multi -story) x 50 %(separation on 2 sides) = 81,000 sq.ft. > 5,855 sq.ft. actual building .. OK • Fire Extinguishing Requirements 1. Building "A" is sprinklered as required to achieve allowable area for occupancy and construction type. 2. The Annex building is not required to be sprinklered. A review of the design and Section 904.2.2 finds the following. 981721 ciry_8 doc PAGE 2 OF 3 CITY o E UKWQA MAY 2 8 1999 PERMIT CENTER DDS I/44Z David S. Hills Principal 9S 17:1 clty_B.doc CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT MAY 18, 1999 Sincerely, FREIHEIT & HO ARCHITECTS, INC., P.S. cc: Haynes Lund / Sabey Corp. Architecture Group PAGE 3OF3 The first floor has a area of 3,610 sq.ft. This is greater than the threshold of 1,500 sq,ft, thereby requiring openings for fire fighting or rescue. The east exterior wall is 80 feet long with two 21 sq.ft. openings (doors) at the Generator Room and one 64 sq.ft. opening (door) at the Transformer Room. The opposite west wall is less than 75 feet away from the openings. These openings exceed the requirements for size and location as established in Section 904.2.2.1. b. The second floor has a area of 1,775 sq.ft. This is greater than the threshold of 1,500 sq.ft, thereby requiring openings for fire fighting or rescue. The east exterior wall is 36 feet long with one 81 sq.ft. opening (louver) at the Hall F201 and 82 sq.ft. opening (window) at the Hall F202. The opposite. west wall is less than 75 feet away from the openings. These openings exceed the requirements for size and location as established in Section 904.2.2.1. c. The third floor has a area of 470 sq.ft. This is less than the threshold of 1,500 sq.ft. so sprinklers are not required for this floor per Section 904.2.2.1. Based on these assumptions and calculations we find that the concept of separation into two buildings is feasible. This will allow for the creation of a non - sprinklered construction type for the Annex. This solves the issue of sprinklering of the Electrical Transformer Room. As mentioned above we would appreciate your review of our proposal. If there is any additional information we could provide to assist you in your review please contact me. We understand that our client, Sabey Corporation stands ready to make all the necessary building modifications if the proposal is acceptable. Once again we appreciate the time you have taken to address this situation. RECEIVED Cn OF TUKWILA MAY 2 8 1999 PERMIT CENTER Apr -27 -99 1O:30A Freiheit & Ho Architects, 425 -828 -6899 DATE: TO: ATTN: HAYNES LUND REMARKS: Haynes, Sincerely, FREIHEIT 8 HO ARCHITECTS, INC., P.S. Dif ///4 David S. Hills Principal CC: or17:m tte7 :..slut APRIL 27, 1999 EIllEIT 0 HO ARCHITECTS, INC., P.S. SABEY CONSTRUCTION 12421 PACIFIC HWY SOUTH TUKWILA, WA 98168 Evergreen One, 10940 NE 33rd Place, Suite 202 Bellevue, WA 98004 (206)827 -2100 206 241 -8223 206 281 -0920 RE: INTERNATIONAL GATEWAY CORPORATE PARK BUILDING 'ANNEX' PROJECT NUMBER: 98-172 NUMBER OF PAGES: 1 (INCLUDING COVER) I have reviewed the City of Tukwila Inspector's Record Number 6 regarding the fire rating of door #F205 in the Annex. I concur with your review that the door does not require a 90 minute fire rating. The Generator Room below is correctly classified as an H -3 occupancy requiring two hour occupancy separation from other occupied spaces. The separation can terminate at the intersection with adjacent occupancies. The roof area above is not normally occupied and contains only mechanical rooftop equipment. This is similar to other situations where occupancy separation walls terminate at the roof level. There is no requirement for protection beyond the roof line for occupancy separation. The roof above the Generator Room does not need to be part of the occupancy separation. The roof meets a 2 hour classification although it only need meet the 1 hour fire rating for roofs of Type II -1 hour construction type. In summary, I agree that door #F205 can remain as a 20 minute rated door. If there are any questions please feel free to call me. P.Ol AGRA ENGINEERING GLOBAL SOLUTIONS April 19, 1999 8 -91 M- 12475 -0 Attention: Subject: Dear Mr. Velasquez: Summary of UBC Special In City of Tukwila Permit Numb International Gateway Corpor 12301 Tukwila International Boulevard Tukwila, Washington S:\WOROPROCt98 Projects ■Seattle\12000s112475\Final Ielter.wpd ,Clcsr 4 c PTh c.E i) IS D/1- PR-f TO Cb�n,Pc�'n o� Sabey Construction 101 Elliott Avenue E., Suite 400 Seattle, Washington 98119 -4220 Mr. Mark Velasquez, Project Engineer / �P� S �t l(-3 c /eC C J b - 48--0 Z! M (e6.0(Sb Materials Testing Services — Building "A" and Annex AGRA Earth a Envlronmantal, Inc. 11335 NE 122nd Way Suite 100 Kirkland, Washington USA 98034.6918 Tel (425) 820-4669 Fax (425) 821 -3914 AGRA Earth & Environmental, Inc. (AGRA) respectfully submits this letter as our final summary of UBC special inspections and materials testing for the above - referenced project. AGRA performed inspections for this project beginning on August 22, 1998 through April 13, 1999 as requested and scheduled by representatives of Sabey Construction. Daily field reports were prepared and distributed at the time our services were provided. These reports form the basis for this final summary of our inspections. In accordance with the City approved plans and the request and authorization of Sabey Construction, AGRA performed inspections for the following: 1. Reinforcing steel inspection for the structural concrete;- 2. Concrete placement inspection and testing for the structural concrete; 3. Shotcrete inspection and testing; 4. Spray - applied fireproofing inspection and testing; 5. Epoxied anchor bolts; 6. Visual and ultrasonic inspection of structural steel welds for the field welding and fabrication shop; and 7. Reinforcement and Grouting inspection and testing for the soldier piles and auger cast piles. Sabey Construction April 19, 1999 In our opinion, the work which was inspected as referenced in our daily field reports was performed in general conformance with the approved plans and specifications. If you have questions or desire additional information, please call at your convenience. Sincerely, Timothy en Associate TRH /KSS /jdp er' S. Sahi, P.E. WABO Technical Director cc: City of Tukwila Sabey Construction S.IWOROPROCW8 Pro lecls%SeatUe \120006112475\Final laller.wpd I EXPIRES 12/18/gg 1 8 -91 M- 12475 -0 Page 2 AGRA Fax: 206 -241 -8223 ENGINEEaING GLOBAL SOLUTIONS OBEY C(.)RPOR.ATIUN City of Tukwila, Building Department 6300 Southcenter Blvd Tukwila, WA 98188 attn: BOB BENEDICTO FAX: 206 - 431 -3665 Phone: 206- 433 -0179 From: Haves Lund Re: BUILDING A ANNEX Fnr Ynur Action Required: Comments X lnfn rnalinn and Itc• X As indicated CC: FILE BILL GONZALES 0 Review andcnmmpnt 0 No action required NOTE: If you do not receive all information as indicated, please contact me at (206) 281-8700 immediately. Following: Architect's Field Order (AFO) #A -38, copy of Inspection No. 6 FAX TRANSMITTAL Date: 8- Apr -99 Time: 3:35 PM Project #: 98 -70 -23 Project: International Gateway Corporate Park Number of Pages: 5 (Including this page) X AS rnnlrastad 0 For signature and return 1. The Building Inspector for this project has raised some questions regarding the metal stud wall and ceiling joist framing on Floor 3 of the Annex. The attached AFO from the structural engineer describes the structural requirements for the framing of that roof. We believe that this document answers all of the questions on this matter. Please call me if you require any further information. 2. The attached Inspection Record by Ray ? ?? indicates that Door F205 needs to be 1 -1/2 hour rated. I do not believe that this is correct. The Generator Room is an H -3 Occupancy. As a Liquid Storage Room greater than 150 SF, it is required to have a 2 -hour separation from adjoining areas, which is met by the concrete walls and roof. None of the rooftop equipment will use or contain diesel fuel, so in itself the equipment area is not an H -3 Occupancy. Per Table 5 -A, the non - bearing exterior wall of H -3 Occupancies is required to be Non - Rated, Non - Combustible when more than 20' from the property line. The wall from the Generator Room containing the exhaust louvers meets this criteria. We believe that Door F205 can remain 20- minute rated as originally scheduled. 3. Ray has also raised an issue with our construction supervisor regarding changes to the approved plans. It is our understanding that we do not need to submit every AFO to the City for the Record. We understood that it was sufficient for the Construction Office to have on file an AFO signed by the Architect or Engineer of Record for any changes to the approved plans. We have reviewed with your office each and every revision which we thought included a significant Code or life safety issue. Please let us know if these procedures are not satisfactory to you and we will follow your direction. If what we are doing does meet your requirements, then please let your inspectors know that you are satisfied with our procedures. IS FACSIMILE COMMUNICATION IS INTENDED ONLY FOR THE UBE OF THE INDIVIDUAL OR ENTITY TO WHICH IT 18 ADDRESSED AND MAY .ITAIN INFORMATION THAT IS PRIVILEGED AND CONFIDENTIAL. IF THE READER OF THIS COVER PAGE I8 NOT THE ADDRESSEE, OR THE ,,1PLOYEE OR AGENT OF THE ADDRESSEE, PLEASE BE ADVISED THAT ANY DISSEMINATION, DISTRIBUTION, OR COPYING OF THIS COMMUNICATION 18 STRICTLY PROHIBITED. IF YOU RECEIVE THIS FACSIMILE IN ERROR, PLEASE NOTIFY US IMMEDIATELY BY TELEPHONE AND MAIL THIS FACSIMILE TO UB AT THE ABOVE ADDRESS. THANK YOU. SABEY CORPORATION ARCHITECTURE GROUP • 101 ELLIOTT AVE. WEST, SUITE 330 • SEATTLE, WA 98119 • (206) 281-8700 • FAX 12061 202.9951 APRIL 5, 1999 CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 Southcenter Boulevard Tukwila, WA 98188 FREIHEIT & HO ARCHITECTS, INC., P.S. ATTN: BOB BENEDICTO RE: PACIFIC VIEW OFFICE PARK BUILDING "A" ANNEX I PERMIT NO. D- 980321 Mr. Benedicto: REVISION NOI_ Evergreen One, 10940 NE 33rd Place, Suite 202 Bellevue, WA 98004 (206)827 -2100 We are submitting to you today revised plans for the subject project. These revisions follow up from the meeting held last week at your office regarding occupancy issues of the subject project. I have listed below those issues and our response to them. • The "Annex" building with the Generator Room was submitted and approved as a "B" occupancy. This occupancy was based on an assumption that the generator fuel was a Class III -B combustible liquid as described in UBC Chapter 3. As a Class III -B material it would have met the "exempt" classification as provided by UBC, Table 3 -D. The "exempt" designation removes any "H" occupancy requirements. As a result of the latest findings we now understand that the diesel fuel to be used is actually a Class II combustible liquid. The fuel will be stored and contained in a closed system under less than 15 pounds per square inches of pressure. Attached you will find the Material Safety Data Sheets for the diesel fuel. The amount to be stored is in excess of the "exempt" amount as allowed by UBC, Table 3 -D. Therefore, the Generator Room should be classified as an H -3 occupancy. • The resulting H -3 occupancy classification requires a 1 Hour Occupancy Separation from the Generator Room to the adjacent "B" occupancy. This is met by the existing 12 inch thick concrete wall and 8 inch thick concrete floor above separating the Generator Room from the adjacent "B" occupancy. • The H -3 occupancy classification of the Generator Room requires a second exit as described in UBC Section CITY OF TUKWILA APR 0 5 1999 MS- 0%1 PERMIT CENTER David S. Hills Principal 981721 city_6.doc CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT APRIL 5, 1999 Sincerely, FREIHEIT & HO ARCHITECTS, INC., P.S. David S. Hills cc: Haynes Lund 1 Sabey Corp. Architecture Group PAGE 2 OF 2 1007.4.1. A second exit door has been added at the north -east corner of the room. The attached plans reflect this change. In order to accommodate this second exit we have eliminated the future fifth generator. It is our understanding that the fifth generator may not be required to meet future needs. Should a fifth generator be necessary at some point in the future we understand that a revised layout will be necessary to maintain the minimum exit requirements. Any change in layout will be submitted to the City for review. • It is our understanding that the stored fuel does not release vapors with a potential for an explosive atmosphere. As such, there is no requirement for the electrical systems in the Generator Room to meet any special requirements for hazardous environments. I hope you will find these changes and responses acceptable. We appreciate the time you have taken to address, this situation. Please contact me if there is any further information that you require. APRIL 5, 1999 CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 Southcenter Boulevard Tukwila, WA 98188 FQEIIIEIT CS 110 APCIIFftCT& INC, P.B. Evergreen One, 10940 NE 33rd Place, Suite 202, Bellevue, WA 98004 (425) 827- 21(10 1:1X (425) 428 899 ATTN: BOB BENEDICTO RE: PACIFIC VIEW OFFICE PARK BUILDING "A" ANNEX ! PERMIT NO. D- 980321 Mr. Benedicto: We are submitting to you today revised plans for the subject project. These revisions follow up from the meeting held last week at your office regarding occupancy issues of the subject project. I have listed below those issues and our response to them. • The "Annex" building with the Generator Room was submitted and approved as a "B" occupancy. This occupancy was based on an assumption that the generator fuel was a Class III -B combustible liquid as described in UBC Chapter 3. As a Class III -B material it would have met the "exempt" classification as provided by UBC, Table 3 -D. The "exempt" designation removes any "H" occupancy requirements. As a result of the latest findings we now understand that the diesel fuel to be used is actually a Class II combustible liquid. The fuel will be stored and contained in a closed system under less than 15 ' pounds per square inches of pressure. Attached you will find the Material Safety Data Sheets for the diesel fuel. The amount to be stored is in excess of the "exempt" amount as allowed by UBC, Table 3 -D. Therefore, the Generator Room should be classified as an H -3 occupancy, • The resulting H -3 occupancy classification requires a 1 Hour Occupancy Separation from the Generator Room to the adjacent "B" occupancy. This is met by the existing 12 inch thick concrete wall and 8 inch thick concrete floor above separating the Generator Room from the adjacent "B" occupancy. • The H -3 occupancy classification of the Generator Room requires a second exit as described in UBC Section 1007.4.1. A second exit door has been added at the north -east corner of the room. The attached plans reflect REVISION NOJ ■ _ bIB • 0 art oFETUO L APR 5 1999 PERMIT CENTER CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT APRIL 5, 1999 this change. In order to accommodate this second exit we have eliminated the future fifth generator. If is`our understanding that the fifth generator may not be required to meet future needs. Should a fifth generator be necessary at some point in the future we understand that a revised layout will be necessary to maintain the • minimum exit requirements. Any change in layout will be submitted to the City for review. It is our understanding that the stored fuel does not release vapors with a potential for an explosive, atmosphere. As such, there is no requirement for the electrical systems in the Generator Room to meet any special requirements for hazardous environments: I hope you will find these changes and responses acceptable. We appreciate the time you have taken :to. address this situation: Please contact me if there is any further information. that you require Sincerely, FREIHEIT & HO ARCHITECTS, INC., P. David S. Hills Principal .1817:1 ciiy_n Jut: cc: Haynes Lund / Sabey Corp. Architecture Group NELSON_BOURDAGES_A D PAGE 02 & - o 3 2 f 11/18/1998 17:08 42582848. November 18, 1998 Mr. Duane Griffin, Building Official Department of Community Development City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 Subject: Pacific View Office Park D98 -0321, Building Permit Application for Building 'A' Annex Structural Drawings S1 through S5, Delta 1 Revision dated 10/23/98 Dear Mr. Griffin; Please be advised that on September 21, 1998 Sabey Corporation submitted the above referenced drawings for a building permit application. This submittal was followed by a permit application on October 21, 1998, fora temporary shoring wall using soldier beams, tiebacks, and lagging. The temporay wall is independent of the Annex Building and is to be used for site excavation requirements prior to installing the Annex Building structure. Nelson - Bourdages is the structural engineer for both projects. On October 23, 1998 we submitted revised structural drawings SI through S5, Delta 1 revision 10/21/98 for the Building 'A' Annex addition addressing structural design plan check review comments. Included in the drawings were references to the temporary shoring wall to be used for the site excavation requirements. Although the temporary shoring wall is only to be used for the site excavation and installation of the Building 'A' Annex, the revised drawings show the temporary shoring in relation to the perimeter walls for construction sequencing purposes and detail impacts. We understand that there is some concern on the part of the City of Tukwila with regard to . the relationship of these two projects. In actuality, the two projects are independent of each other. The Building 'A' Annex structure is designed to retain the lateral earth pressures on the walls of the buildings as defined in the current geotechnical report for this project. The structural calculations verify the capacity of the Annex structure to withstand these imparted loads. The only restriction on the Annex building structure with regard to earth retention is that the backfill can not be placed until the structure is complete and the structure concrete has reached it's final design strength. Sabey Construction, Inc. requested that we develop a temporary shoring system to allow excavation and backfill operations prior to the installation of the Annex concrete NELSON - BOURDAGES a Division of Poggemeyer Design Group, Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • Fax (425) 8284850 11/18/1998 17:08 42582848 Later to Mr. Ouairc Griffin Page 2 November 14, 199$ NELSON_BOURDAGES A D PAGE 03 structure. Temporary shoring and lagging systems are commonly used for excavation and backfill requirements at retaining wall locations to allow installation of the permanent structure. They are not considered final support conditions for retaining loads such that the Building 'A' Annex structure must be designed for the final restrained earth . retention loads as defined by the geotechnical engineer. Temporary shoring and lagging retention walls also serve as a back form for construction of the exterior concrete walls, if desired. Temporary shoring and lagging retention walls are typically abandoned in place: We hope that you will find this information a satisfactory explanation of the relationships: between these projects. If you have any questions, please feel free to contact us. Sincerely, Steven Renck, P.E. for Nelson - Bourdages, A Division of Poggemeyer Design Group, Inc. cc: Haynes Lund, Sabey Corporation, Inc. 0 ^ �s Aowu. I WM& ooTOSFA 24 •0000 11/18/1998 17:08 42582848r r' NELSON- BOURDA a Division of Pogitamoyer Doalin Group. Inc. 512 6th Street South Suite 202 Phone: (425 Kirkland, WA 98033 Fax: (425 Date: if -/ 8 - 9 8 To: Der *N& G11/sjr Ti op ru %wort AL 4 Nip 4 From: J 7 ZGA/ /elcAvCX This materiel Is sent tor: Distribution: cc: AoeS jA-Sex e411eiva,e, raoA/ 244 ZS /0pz. NELSON_BOURDAGES D 827.5995 828.4850 NB Project No. 24,4 43, 3645 4. veo e,'e /8 , 1910 Z. CgoA!.i-a-s c),4) , cE A .Your Information ❑ Approval ❑ Review As As Requested ❑ Response ❑ . By: RECEIVED NOV 1 8 1998 DEVELOPMENT 91a/ PAGE 01 Project Name: ?sem fiAc/Ftc ono/ offroar Pages 3 Including cdver sheet ,Qrkowvi Re: /3w4 ro.:,& A AftvAl/Pit 19.641v/ 4/63 S/ 41 4 SS Nelson- Bourdages a Dlvtrton of Popvn.yw Date, Chomp Mt Reid iddleton October 26, 1998 File No. 24 -98- 022 - 016 -03 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Dear Mr. Griffin: Sincerely, Middleton, Inc. David B. Swanson, P. bjr\wt\planrevw\tukwila\98V016r3.doc\caw cc: Mr. Haynes Lund, Sabey Construction Inc. Mr. Rich Gardner, Freiheit and Ho Architects g CONS vL'4Nr N Subject: Building Permit Plan Review - Third Submittal Pacific View Office Park Building - Addition (D98 -0321) We reviewed information for the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. It appears the applicant has responded successfully to our previous review letter, dated October 19, 1998. Therefore, we have no additional comments. Enclosed are the drawings, structural calculations, and correspondence from the engineer for your records. A copy of this letter to has been forwarded to Freiheit and Ho Architects for your convenience. If you have any questions or require any additional clarification or information, please call. K 11110 ng, E.I.T. PEngineer Manager �-/ g ineer Engineers . Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, Washington 98204 Ph; 425 741 -3800 Fox: 425 741-3900 October 22, 1998 Mr. Duane Griffin, Building Official City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 Subject: Dear Mr. Griffin; Included please find the structural plan revisions and design calculations in response to the October 19, 1998 Plan Review comments of the subject project. Note that the structural drawings S 1 through S5 have been revised to include the plan revisions related to the review comments, and have been dated Delta 1 drawings 10/23/98, Plan Check Revisions. The submitted calculation pages PC -22 has been revised to address the reinforcement condition shown in the Grid line 12 shear wall. Note that the vertical reinforcement of #7's at 12" o.c. ea face exceeds the calculated shear reinforcement on sheet PC -22 and has been provided to augment concerns for flexural reinforcement requirements in the wall around the openings. The #6 as 12 "o.c. horizontal shear reinforcement provided in the wall exceeds the calculated horizontal shear reinforcement required, see the PC -22 calculation sheet. 2. Structural drawing detail 1/S3 has been revised to specify the 12-#8V overturning reinforcement required at Grid line A/12. 3. Structural drawing S2 Foundation plan has been revised to reference detail 1 /S3 at the Building A line 12 elevation location. Please feel free to contact us if you have any additional questions or require further clarifications. Sincerely, Building Permit Plan Review Pacific View Office Park, 02 Building "A" Annex Addition .(D98=02 RECEIVED OCT 2 1998 Steven Renck, P.E. for Nelson Bourdages, A Division of Poggemeyer Design Group, Inc. NELSON- BOURDAGES a Division of Poggemeyer Design Group, Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827-5995 • Fax (425) 828-4850 -7N- 1 V z z g4,24 Reid iddleton October 19, 1998 File No. 24 -98- 022- 016 -02 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Second Submittal Pacific View Office Park Building - Addition (D98 -0321) Dear Mr. Griffin: We reviewed information for the proposed project for compliance with the structural provisions of the 1994 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. It appears several of the previous review comments in our letter, dated September 29, 1998, are either unresolved or were only addressed partially in the applicant's recent submittal. Therefore, based on our rereview, the following list of comments requires additional consideration by the permit applicant: 1. Calculation page PC -22, qualifying the shear wall along Grid 12, requires #7 bars at 12 inches on- center for shear reinforcement; however, Detail 16/S5 specify #6 bars at 12 inches on- center. 2. Calculation page PC -22, qualifying the shear wall along Grid 12, requires twelve #8 bars for flexural reinforcement at the boundary zones; however, the flexural reinforcement is not shown on Detail 16/S5. 3. The section cut, 11/S3, along Grid 12 at Grid B.3 appears to be mislabeled. Section 11 /S3 references the West Elevation; however, the section cut is made along the south end of the building. The review comments listed above should be responded in itemized letter form. We recommend the permit applicant have the Structural Engineer of Record, Nelson - Bourdages, respond to the above comments and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office. A copy of this letter has been forwarded to the architect, Freiheit and Ho Architects, and to the owner, Sabey Construction, for your convenience. Engineer Planners Snrvey0rs Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425141.3800 Fox: 425 741 -3900 Mr. Duane Griffin, Building Official City of Tukwila October 19, 1998 File No. 24 -98- 022 - 016 -02 Page 2 Please note corrections or comments made during the review process do not relieve the project applicant or designer from compliance with requirements of codes, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Middleton, Inc. Ar Kyle A. Wong, E.I.T. Project Manager Plan Review Engineer David B. Swanson, P. bjr\wf\planrevw\tukwila\98\t016r2.docicaw cc: Mr. Haynes Lund, Sabey Construction Inc. Freiheit and Ho Architects (Fax) September 24, 1998 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Pacific View Office Park - Addition (D98 -0321) Dear Mr. Swanson: Please review the enclosed plans Building Code. If you should have any questions, Sincerely, &Zt, Brenda Holt Permit Technician encl xc: D98 -0321 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 John W. Rants, Mayor Steve Lancaster, Director and documents for structural compliance with the 1997 Uniform please feel free to contact me at 206-431-3671. Fax (206) 4313665 ■PIE : 4 (4 TV 09/22/98 ,,f • , r; P*I, '4 Building Permit Application for Building "A" Annex including Architectural, Structural and Landscape drawings 2 09/21/98 Structural Calculations for Building "A" Annex y EY RPORATION ARCHITECTURE GROUP 101 101 ELL ; AVE. WEST, SUITE 330 / M1 v � SEATTLE, WA 98119 y Jl tron , �t it PHONE: 206/281 -8700 FAX: 206 - 281 -0920 /F,' - H E: .'FE ,F.. JP TO: KELCIE PETERSON DATE: 09121198 Dept. of Community Development City of Tukwila 6300 Southcenter Blvd PROJECT *: 98 -70 -21 Tukwila, WA 98188 RE: BUILDING PERMIT APPLICATION FOR BUILDING 'A' ANNEX WE ARE SENDING YOU: I X I ATTACHED FOR YOUR: TMITTUKW.WK4 TRANSMITTAL COVER SHEET THE FOLLOWING ITEMS: X PRINTS n ORIGINALS 17 INFORMATION AND USE BY: ✓ /a44Ile3 c,Lund cc: File UNDER SEPARATE COVER APPROVAL PROJECT: Pacific View Office Park n VIA OVERNIGHT VIA COURIER II II C SUBMITTALS SAMPLES NOTE: IF ENCLOSURES ARE NOT AS NOTED, KINDLY NOTIFY US AT ONCE. n VIA MAIL X VIA HAND DELIVERY LETTER n DOCUMENTS 0 REVIEW AND COMMENT n AS REQUESTED n FOR SIGNATURE AND RETURN n NO ACTION REQUIRED REMARKS: This building is an addition to Pacific View Office Park Building 'A', which is covered by Permit #098 -0091. The Site Work was approved under Permit #MI98 -0109. The Utility Work was approved under Permit #MI98 -0136. TIVITY NUMBER: D98- 0321 :;PROJECT NAME: PAC. VIEW OFFICE PARK BLDG. A -ANNEX Original Plan Submittal. Response to Incomplete. Letter Response. to. Correction Letter # XX Revision # 3 After Permit ls,Issued DEPARTMENTS: Bit Bitg Division Pu I is Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete TUES /THURS ROUTI G: Please Route Structural Review Required Approved Approved with Conditions n \PRROUTE.DOC 5/99 Porm+ Czofdt G:5cD PLAN REVIEW/ROUTING SLIP Fire Prevention Structural Incomplete U Planning Division Permit Coordinator si DUE DATE: 6 -1 -99 Not Applicable n Comments: No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS 0 CORRECTIONS: (ten days) DUE DATE: 6 -29 -99 n Not Approved (attach comments) E REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved n Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: DEPARTMENTS: Building Division Public Works fv) Cood. e,Dc3 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D98 -0321 PROJECT NAME: PACIFIC VIEW OFFICE PARK (BLDG. A ANNEX) Original Plan Submittal DATE: 4 -28 -99 Response to Incomplete Letter Response to Correction Letter # XXRevision # 2 After Permit Is Issued Cob Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete n Routed by Staff n U (if routed by staff, make copy to master file and enter into Sierra) Planning Division Permit Coordinator DUE DATE: 4 -29 -99 Incomplete n Not Applicable n Comments: TUES /THURS ROUTING: Please Route n No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 5 -27 -99 Approved n Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved Approved with Conditions C Not Approved (attach comments) REVIEWER'S INITIALS: DATE: \PR•ROUTE.DOC 6/98 ACTIVITY NUMBER: D98 -0321 PROJECT NAME: PACIFIC VIEW OFFICE PARK, BUILDING "A" ANNEX Original. Plan Submittal Response'to Correction Letter # DATE: 4 -5 -99 Response: to. Incomplete Letter XX Revision # 1 After Permit Is Issued DEPARTMENTS: Bui1L]ing Division lic Waks DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 4 -8 -99 Complete Incomplete ❑ Not Applicable Comments: TUES /THURS ROUTING: Please Route Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 5 -6 -99 Approved REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE. Approved ❑ Approved with Conditions ❑ REVIEWERS INITIALS: DATE: \PR•ROUTE.DOC 6/98 C PLA R EV I EW /O U T ING SHIP Fire Preven>iign ❑ Structural Air Planning Division Permit Coordinator No further Review Required Approved with Conditions ❑ Not Approved (attach comments) ❑ Not Approved (attach comments) ❑ PLAN R EV S ACTIVITY NUMBER: D98 -0321 DATE: 9 -21 -98 pact V aW O Pale Big PROJECT NAME: EXODUS COMMUNICATIONS XX Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter Revision # After Permit Is Issued DEPARTMENTS: Ba(dn Division K Fire�re ention E. ANt ■ - rlif t S r ct al Permit Coordinator e _ tt,.19.0 � rd 40.1 DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete ❑ Incomplete ❑ Comments: TUES /THURS ROUTING: Please Route ❑ No further Review Required Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) Planning Division DUE DATE: 9 -22 -98 • Not Applicable ❑ REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 10 -20 -98 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Ei REVIEWERS INITIALS: DATE: \PR•ROUTE.DOC G/98 Revision No. Date Received Staff Initials Date Issued Staff Initials Staff Initials #1 I 1 -1 - 5 - q3 1 013 #t. I 4- 28-`19 LI- 43 -'7q 1 313 Summary of Revision: u ti - .. . ✓ mu r s le I - of ,1_ _ e 6S AIL- -(3. • • -j AMC; . Received By: re' ......M .qIIIIIIIIIIIIII Revision No. Date Received Date Received Date Issued Staff Initials Date Issued I Staff Initials #t. I 4- 28-`19 I I Summary of Revision: J/, Le ,. _ •, ��� t . i ► i'�l /_ f _LAC • r+ M �'IM7 of ,1_ _ ( et Mgr i /I r, • e .' r i a' -A to • • -j AMC; . r • Received By: i re' ......M .qIIIIIIIIIIIIII Revision No. Date Received Staff Initials Date Issued Staff Initials I Summary of Revision: e.ev $ ui0,1\ .N. sib - irw -Rye, ` CUM) CXi'�1..t° ''-,--,e D-, wait )een ti • • • {&Y1 hP 11,514-D rims. Carp bc. Gl. non - ,C7rineit, -c i"1da aS Cli(owed hi UP/Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials I Summary of Revision: I Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials I Summary of Revision: Received By: L3kJ - "/1 " /4nrKx n �r� • PROJECT NAME: P1C}ThC, V IPM) OPte Qtrk Site Address: 12001 Pad'iG I4y S REVISION LOG PERMI( P 1 -O32 -1 Original Issue Date: I I - 25-q$ (please print) (please print) (please print) (please print) (please print) Revision No. Date Received Staff Initials Date Issued Staff Initials 1 3 I I I — 1 _ Summary of Revision: Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials 1 3 I I I — 1 _ Summary of Revision: Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials 1 3 I I I — 1 _ Summary of Revision: Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials 1 3 I I I — 1 _ Summary of Revision: Received By: :#jig Lt_w i ] Revision No. Date Received Staff Initials Date Issued Staff Initials I I Summary of Revision: Received By: PROJECT NAME: Plc.. V eta - A -AtonfX PERMI1 NO:. Dge-03D1 Site Address: Original Issue Date: REVISION LOG (please print) (please print) (please print) (please print please print Revision No. Date Received Staff Initials Date Issued Staff Initials 4-- I u -5 -9 I I Summary of Revision: ChG yn�0Usf? b/ i Lu la Noss ?1L- A iv (t,0 Clubs IL. `J Received By: BC LuND Revision No. Date Received Staff Initials Staff Initials Date Issued Staff Initials 1 Summary of Revision: Received By: Received By: Summary of Revision: Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials Summary of Revision: Summary of Revision: Received By: Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials Summary of Revision: Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials Summary of Revision: Received By: PROJECT NAME: P G� Site Address: REVISION LOG PERM1( :JO:. Og S- 0321 Original Issue Date: I I'25- 9 (please print) (please print) (please print) please print ( please print C CITY OF TUKWILA Department of Community Development Permit Center 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Date: 5 /tP) /901 Plan Check/Permit Number: O '" (D 2 1 ❑ Response to Incomplete Letter ❑ Response to Correction Letter Revision after Permit Issued jiS Project Name: P 1= 1c.v tavJ O tC Fr Jt_ l ( 13c. 1 1l.o„ier-A= J GjC Project Address: 12 41 t _p N-/ Contact Person: JJ CS L.v a v Phone Number: f-06- ESf – tbia 0 Summary of Revision: Qevcse w� - � oftiJisI r F!REF R "co c- f' C -04t- 3 PA 2.pMCA) WL�t.C.. �,tErrtx1 t3 ) I t.PIN Cm- Ac f'Tki 1J ei( -rvA'r i tiAivx C.eQJ IJor) - SPR IN 14-4- D B J tl.D J 41 C+- %/H erag Ad.-tAweA BY Ty �,tJl tr-ID CAM 1eV I t..D t tJ et CC p€ i 'S� -I�1 JAG CoPir /Arr trgPR-er"T'Aerl o 0) Sheet Number(s) t ,(� �c2tC� �, C) , 0 5, 6 A cp. t 1 > 7, o ,O A%o "Cloud" or highlight all areas of revisions and date revisions. Submitted to City of Tukwila Permit Center 3EWAC— Entered in Sierra on 5-28 3/4/99 CITY OF TUKWILA Department of Community Development Permit Center 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Date: V3 7l FRIG., 9 1 ❑ Response to Incomplete Letter ❑ Response to Correction Letter jRc Revision after Permit Issued '1--- Plan Check/Permit Number: 7 e)— 032 Project Name: 1 1 C Y lsW ()F F�JzK, r iLN Ex Project Address: L A . . I N 0 t■L‘L. Contact Person: �A<�(n��s 1.u' -i.b Phone Number: ZO(c-Z? ■ - Elio() Summary of Revision: CH At.) Gen> PAcit - -noe%)5 P`ROM c-64 CRtsre Wau r evi 1AL. STUDS Ain> 6 y Sum PvOAaR.D A-JJD ca./msg./GT. RA t/otmis Oraca rrer .5 CO r�P E 2loR. wA u.- 06— 5-7-Ad R. pe-o t'E-tfaOSS (We #A- 035\J gb -056 P'P (-t JG- Fog_ STActR. Fe-,J-r},tOc)s>= Wiact -l-�� 0# -3/2)3 ArL1 ikaalcs o f REer -0 &.6 ij Wcom *Ft o 1 CA-Poll c.Lit-fz.t t ev t FA , of . P:o2 F''2.o rrrr2 VazIgerr o 4/2,7/9c, I 0..4.....••••• R cllY Or NPR 2 s 1999 PERMII CCNIER Sheet Number(s) PJomt ir-SOVIES' "Cloud" or highlight all areas of revisions and date revisions. Submitted to City of Tukwila Permit Center aZQ R' Entered in Sierra on `'1 3/4/99 C CITY OF TUKWILA Department of Community Development Permit Center 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Date: . 6 ,a PP-t t- ° � 9 ❑ Response to Incomplete Letter ❑ Response to Correction Letter Revision after Permit Issued Entered in Sierra on Plan Check/Permit Number: 1)9 e) - 03 S1 RECEIVED CITY OF TUKWILA APR 0 5 1999 PERMIT CENTER Project Name: - rAcc)tzl.c. V 1 E3aNtst LC.E£ Fkgg. b1L•P 3 Gr /\ )4..)&iax Project Address: j V ' O1 2v Ja Contact Person: 1 —IA`(t .1 ?it) Phone Number: Z,OC, ' Pal - F)7oO Summary of Revision: J%L.pinl Wite5 ORA Get n4acA.Lf A.•PPRov 5.6vse1> fi t ) I b I N - rAm $ $61 k r C4M ews s us Lt4UI I Ct145 S _ 16- • ..ioctnJ-r ot= out .1....41=i t 5 Af tz g P-->e frMoo #l7 114 15 •RmM t '(o M Ge- s 1 r —t cA'rto cJ I 3. 'r -t.wrerzt a vec,uheteNYTIS 7146 e4.4/04 r5 leap - to MMGE rrtta GErNerreAtM lZockfr , 5102 Ci MfIX »/rat -t REQv IR'trmartJ T op 1r4 'J ®c..c.t., PA�J c.y M AVITP-1 s1t. SA erY'R k S �we'r FO- y QU I D Tv c3Ci s 2eD Sheet Number(s) i ,© j A4.0 l Act .O. Govt. Len - s t_ fRom kAo "Cloud" or highlight all areas of revisions and dale revisions. C quW um./ 51.4e-En- � �r c c, CO, r N M erArr Submitted to City of Tukwila Permit Center Kliw REVISION NOJ ■ _ 3/4/99 • Fire Department Review Control #D98 -0321 (512) Dear Sir: City of Tukwila Fire Department September 23, 1998 Re: Exodus Communications - 12421 Pacific Highway South Thomas P. Keefe, Fire Chief The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Maintain fire extinguisher coverage throughout. Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 2. Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (UFC 1207.3) Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207 -1212) 3. Maintain sprinkler coverage per N.F.P.A. 13. Addition /relocation of walls, closets or partitions may require relocating and /or adding sprinkler heads. 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 John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 57544139 C City of Tukwila Fire Department Page number 2 Thomas P. Keefe, Elie Chief modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 4. 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) Maintain automatic fire detector coverage per N.F.P.A. 72. Addition /relocation of walls, closets or partitions may require relocating and /or adding automatic fire detectors. Call the Tukwila Fire Department at 575 -4407 for approval of any system shut down. Have job site address, name and the Tukwila Fire Department Job Number available to confirm shut down approval. (City Ordinance #1742) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 5. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 6. Required fire resistive construction, including occupancy separations, area separation walls, exterior walls due to location on property, fire resistive • John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 57$4439 John W. Rants, Mayor Thomas P. Keefe, Fire 'Chief City of Tukwila Fire Department Page number 3 requirements based on type of construction, draft stop. partitions and roof coverings shall be maintained as . specified in the Building Code and Fire Code and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC• 1111.1) This review limited to speculative tenant space only,- special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation, of the adopted Fire or Building Codes does not imply approval of such condition or violation. Yours truly, The Tukwila Fire Prevention Bureau cc: TFD flke ncd Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 5754439, 05/07/98 THU 15:58 FAX 206 281 0920 Sabey Constr Corp at 1 • DEP ° y;MENT OF LABOR AND INDUSTRIE..i REGISTERED AS PROVIDED BY LAW k3 CONST CONT GENERAL • • R25432.000 (81971 State of Washington County of 19 I certify that this is a true and correct copy of a document possession of L�e,i, as of this date. Dated: 5 h1ng ( *e oci .,,. az.aa►y CONNIE J. TAYLOR STATE OF WASHINGTON NOTARY-0— PUBLIC NT COWISSION EXPIRES 4 -16-02 `•L :'ait.;:: tiR 3 ION • 401BEI T::.!x�',;,L C 1 rSABEYC *1'41PH; 1 /3 /].998 ' '..EFFECT I�jE:`i;'1�A'> R: ` s't : .. , oe....iin•s:,•.nd:iu�, 'SABEYr.CORPORATION 101 ELLIOTT W STE 330 • SEATTLE WA 98119 Detach Anti Display Certificate E r k,a0, ,:)11 (Si ure) Title My appointment expires 4) 1140O2__ MATERIAL QUALIFIED BY: GLASS FLAME- SPREAD INDEX 1 0 -25 II 26-15 III 16 -200 ocCUPANCY GROUP ENCLOSED vERTIGAL EXITWAYS OTER EXITWAY9 ROOMS OR AREAS 545 I II III GENERAL NOTES I. ALL CONSTRUCTION SHALL COMPLY WITH THE 1991 UNIFORM WILDING CODE, WASHINGTON STATE REGULATIONS FOR BARRIER FREE DESIGN, WASHINGTON STATE ENERGY CODE, AND ALL APPLICABLE LOCAL CODES, ORDINANCES, AND STANDARDS. 2. CONTRACTOR 15 TO VERIFY ALL EXISTING CONDITIONS, DIMENSIONS, DETAILS, ETC., AND NOTIFY THE ARCHITECT OF ANY AND ALL DIS- CREPANCIES PRIOR TO PROCEEDING WITH THE WORK. 3. ALL ITEMS MARKED N.I.C. "" ARE NOT PART OF THIS CONTRACT. 4. ALL WORK SHALL BE APPLIED IN ACCORDANCE WITH THE MANUFACTUR- ERS LATEST RECOMMENDATIONS OR WRITTEN DIRECTIONS. 5. DO NOT SCALE DRAWINGS; DIMENSIONS GOVERN. THE CONTRACTOR SHALL NOTIFY ARCHITECT IMMEDIATELY OF ANY AND ALL DISCREPANCIES. CONTRACTOR SHALL CONSULT OWNERS REPRESENTATIVE WHEN ADDRESSING QUESTIONS OF MATERIAL, METHODS, DETAIL OR WORKMANSHIP NOT COVERED IN THE CONTRACT DOCUMENTS. 6. ALL DIMENSIONS ARE TO FINISH FACE OR CENTERLINE OF STUD UNLESS OTHERWISE NOTED. 1. WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY PART OF THE WORK, THE DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WORK. 8. WHERE DEVICES OR ITEMS OR PARTS THEREOF ARE REFERRED TO IN SINGULAR, IT 15 INTENDED THAT SUCH SHALL APPLY TO AS MANY SUCH DEVICES, ITEMS OR PARTS AS ARE REQUIRED TO PROPERLY COMPLETE THE WORK. 9. CONTRACTOR SHALL VERIFY ALL "BUILDING STANDARDS' WITH BUILDING LANDLORD PRIOR TO BEGINNING ANY WORK. HOWEVER, THERE SHALL BE NO DEVIATIONS WHATSOEVER FROM THE CONTRACT DOCUMENTS WITHOUT THE ARCHITECTS MITTEN APPROVAL THEREOF. THE CONTRACTOR AGREES TO DEFEND, INDEMNIFY, AND HOLD THE ARCHITECT HARMLESS FROM ANY CLAIMS ARISING AS A RESULT OF UNAPPROVED CHANGES. 10. CONTRACTOR SHALL REQUEST VERIFICATION FROM UTILITY COMPANIES OF UNDERGROUND UTILITY LOCATIONS PRIOR TO BEGINNING EXCAVATIONS. II. THE CONTRACTOR WILL VERIFY AND CONFORM TO ALL REQUIREMENTS OF ALL UTILITY COMPANIES UNLESS OTHERWISE NOTED IN THE PLANS AND SPECIFICATIONS. 12. EXISTING ELEVATIONS AND LOCATIONS TO BE JOINED SHALL BE VERIFIED BY THE CONTRACTOR BEFORE CONSTRUCTION. IF THEY DIFFER FROM THOSE SHOWN ON THE DRAWINGS, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT 50 THAT MODIFICATIONS CAN BE MADE BEFORE PROCEEDING WITH THE WORK. 13. ALL DEBRIS SHALL BE REMOVED FROM PREMISES AND ALL AREAS SHALL BE LEFT IN A CLEAN (BROOM) CONDITION AT ALL TIMES. 14. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO ENSURE THE SAFETY OF THE OCCUPANTS AND WORKERS AT ALL TIMES. 15. OWNER SHALL PROVIDE BUILDING PERMIT TO THE CONTRACTOR PRIOR TO COI-ENCEMENT OF WORK. 16. CONTRACTOR SHALL SECURE RELEVANT CITY AND STATE APPROVALS RELATING TO FIRE, CONSTRUCTION, LABOR, HEALTH AND LISGENSIN6. CONTRACTOR SHALL FURTHER POST ALL BONDS AND SECURE ALL INSURANCE REQUIRED BY LAW OR CONTRACT, FORWARDING PROOF OF SUCH ACTIONS TO THE OWNER PRIOR TO CONVENGEU-ENT OF CONSTRUCTION. 11. CONTRACTOR SHALL SECURE AND PROVIDE ALL PERMITS FOR OCCUPANCY, UTILITIES AND ANY OTHERS REQUIRED BY GOVERNING AUTHORITIES BEYOND THE BASIC WILDING PERMIT, MAKING TIMELY APPLICATIONS AND INQUIRIES, PAYING ALL FEES AND POSTING ALL BONDS TO BE RELEASED AT THE COMPLETION OF CONSTRUCTION. 18. CONTRACTOR SHALL PROVIDE DRAWINGS, SHOP DRAWINGS AND CALCULATIONS AS REQUIRED FOR OWNER APPROVAL AND PERMITTING OF THE FIRE ALARM DETECTION/ MONITERIN6 SYSTEM, HVAC SYSTEM, AND ALL OTHER SYSTEMS REQUIRING BIDDER DESIGN. SUCH REVIEW AND APPROVAL SHALL BE BY THE OWNER ALLOW A MINIMUM OF TWO WEEKS FOR REVIEW. N. APPROVED PLANS SHALL BE KEPT IN A PLAN BOX AND SHALL NOT BE USED BY ANY WORKMEN. ALL CONSTRUCTION SETS SHALL REFLECT THE SAME INFORMATION AS WELL AS ALL REVISIONS, ADDENDA, AND CHANGE ORDERS. THE CONTRACTOR SHALL ALSO MAINTAIN IN GOOD CONDITION, ONE COMPLETE SET OF PLANS WITH ALL REVISIONS, ADDENDA, AND CHANGE ORDERS, ON THE PREMISES AT ALL TIMES WHICH ARE TO BE UNDER THE CARE OF THE JOB SUPERINTENDENT. 20. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLETE SECURITY OF THE WILDING AND SITE WHILE JOB IS IN PROGRESS AND UNTIL THE JOB 15 COMPLETED. 21. ALL WORK SHALL BE GUARANTEED FOR A PERIOD OF ONE (I) YEAR AFTER COMPLETION, UNLESS OTHERWISE SPECIFIED, AND SHALL. BE 50 STATED IN CONTRACTORS WRITTEN PROPOSAL AND AGREEMENT. ALL REPAIRS, CORRECTIONS, DISCREPANCIES, ETC, MUST BE MADE WITHOUT ANY ADDITIONAL COST TO THE OWNER, AND WITHIN FIVE (5) DAYS AFTER NOTICE IS GIVEN. 22. ALL OPERATIONS CONDUCTED ON THE PREMISES SHALL NOT BE OBJECTIONABLE BEYOND THE PROPERTY BOUNDARY LINES BY REASON OF NOISE, STEAM, ODOR, FUMES, GASES, SMOKE, VIBRATION HAZARD OR OTHER CAUSES. IN ADDITION, THE CONTRACTOR SHALL MINIMIZE DISRUPTIONS OF ADJACENT TENANTS DUE TO NOISE, ODOR, CORRIDOR FUMES, OR VIBRATION. ALL COMMON LOBBY AND CORRIDOR SPACE SHALL BE KEPT CLEAR OF DUST, DEBRIS, AND CONSTRUCTION MATERIALS AT ALL TIMES. 23. LATHING, PLASTER, AND GYPSUM WALL BOARD SYSTEMS SHALL CONFORM TO THE CHAPTER 41 OF THE 1997 530. 24. ALL EXPOSED GYPSUM BOARD TO HAVE METAL EDGES AT ALL CORNERS AND WALL INTERSECTIONS. 25. ALL GLASS AND GLAZING SHALL COMPLY WITH CHAPTER 24 OF THE 1997 IBC. AND THE U.S. PRODUCT SAFETY COMMISSION: SAFETY STANDARD FOR ARCHITECTURAL GLAZING MATERIALS (42 FR 1426; 16 CFR PART 1201). 26. THE CONTRACTOR SHALL VERIFY ALL DOOR AND WINDOW ROUGH OPENING DIMENSIONS WITH DOOR AND WINDOW MANUFACTURERS, 2T. ALL REQUIRED FIRE DOORS SHALL BEAR A LAEFJ. FROM A RECOGNIZED AGENCY SHOWING THE SPECIr1.0 RATING. 25. ELECTRICAL I:OWH -IN AND REFLECTED CEILING PLAN ARE FOR THE GENERAL INFORMATION OF THE CONTRACTOR EXACT LOCATIONS SHOULD BE VERIFIED. 29. EXIT SIGNS AND EMERGENCY EXIT ILLUMINATION SHALL CONFORM TO THE 1997 U.EC. CHAPTER 10 AND CITY OF TUKWILA FIRE MARSHAL REQUIREMENTS. CONTRACTOR TO PROVIDE AND INSTALL EMERGENCY LIGHTING AND EXIT LIGHTING AS REQUIRED BY THE CITY OF TUKWILA FIRE AND WILDING DEPARTMENTS. CONFIRM ACCEPTABILITY OF LOCATIONS WITH OWNERS REPRESENTATIVE BEFORE INSTALLATION. 30. EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. 31. NA. 52. FLAMMABLE LIQUIDS SHALL NOT BE PLACED, STORED, OR DISPENSED IN THIS OCCUPANCY EXCEPT AS PROVIDED IN N.F.PA. STANDARD 50 AND THE CURRENT UNIFORM FIRE CODE. PERMIT MAY BE REQUIRED. 55. ALL DRAPES, HANGINGS, CURTAINS, DROPS, AND ALL OTHER DECORATIVE MATERIAL, INCLUDING CHRISTMAS TREES THAT WOULD TEND TO INCREASE THE FIRE AND PANIC HAZARD SHALL BE MADE FROM NON- FLAMMABLE MATERIAL, OR SHALL BE TREATED AND MAINTAINED IN A FIRE RETARDANT CONDITION BY MEANS OF A FLAME RETARDANT SOLUTION OR PROCESS APPROVED BY THE FIRE MARSHAL. PROVIDE A CERTIFICATION TO THIS EFFECT. A. EXIT DOORS, EXIT LIGHTS, AND FIRE EXTINGUISHER LOCATIONS SHALL NOT BE CONGEALED OR OBSTRUCTED BY ANY DECORATIVE MATERIAL. B. MINIMUM FLAME SPREAD CLASSIFICATION OF INTERIOR FINISHES SHALL BE PER TABLE 8 -13 OF THE 1497 U.B.G. FLAME SPREAD CLASSIFICATION NON A SPRINKLER SYSTEM COMPLYING WITH IBC. STANDARD NO. 38-1 OR 363 IS PROVIDED, THE FLAME- SPREAD CLASSIFICATION RATING MAY BE RECITED ONE CLASSIFICATION BUT IN NO CASE SHALL MATERIALS HAVING A CLSSIFICATON GREATER THAN CLASS III BE USED. 54. NA. 35. NA 36. ALL GYPSUM WALLBOARD SHALL BE 5/8" TYPE 'X' UNLESS NOTED OTHERWISE. PROVIDE WR WHERE NOTED. 31. THE CONTRACTOR SHALL PROVIDE AS -BUILT MODIFICATIONS TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, FIRE AND SMOKE MONITERINS DETECTION SYSTEMS ON REPRODUCIBLES SUPPLIED BY THE OWNER SUCH AS -BUILT DRAWINGS WILL BE COMPLETED, REMITTED, AND APPROVED BY THE OYNER PRIOR TO THE FINAL PAYMENT. !, 38. PROVIDE NON - COMBUSTIBLE BLOCKING IN ALL WALLS TO SUPPORT CABINETRY, SHELVING, BATHROOM FIXTURES, DISPLAY RAILS AND ALL OTHER EQUIPMENT OR IMPROVEMENTS AS REQUIRED. 39. NA. 40. AT LEAST FOUR SETS OF PLANS AND SPECIFICATIONS ON THE SPRINKLER SYSTEM SHALL BE SUBMITTED TO TIN CITY OF:TUKWILA FOR REVIEW AND APPROVAL PRIOR TO INSTALLATION. THE UNDERGROUND WATER MAIN EXTENSION SUPPLYING FIRE PROTECTION EQUIMENT MUST BE INSTALLED BY A STATE - LICENSED FIRE SPRINKLER CONTRACTOR THE WATER MAIN MUST BE HYDROSTATICALLY TESTED AND THEN FLASHED AS SPECIFIED IN NATIONAL FIRE PROTECTION ASSOCIATION STANDARDS. THIS TEST AND' FLUSH MIST BE ACCOMPLISHED IN THE PRESENCE OF AN INSPECTOR FROM THE CITY OF TUKWILA FIRE DEPARTMENT. AUTOMATIC SPRINKLERS SYSTEMS HAVING MORE THAN ONE HUNDRED (100) SPRINKLERS SHALL BE SUPERVISED IN AN' APPROVED MANNER AT A CENTRAL STATION OR ANOTHER APPROVED LOCATION FOR WATER FLON AND AGAINST TAMPERING. 41. AN APPROVED RELIC SAFETY KEY BOX SHALL BE INSTALLED ADJACENT TO THE MAIN ENTRANCE AND SHALL BE CLEARLY VISIBLE AND MOUNTED WITHIN TEN FEET OF THE GROUND. THE KEY BOX SHALL CONTAIN KEYS TO OPEN DOORS OR OTHER ACE5S MEANS AT THE FOLLOWING LOCATIONS: THE MAIN ENTRANCE. ROOMS CONTAINING CONTROL VALVES FOR AUTOMATIC SPRINKLER SYSTEMS ROOMS CONTAINING FIRE ALARM SYSTEM CONTROL PANELS ROOMS CONTAINING ELEVATOR EQUIPMENT ROOMS CONTAINING MAIN ELECTRICAL SERVICE PANELS. THE KEY BOX SHALL CONTAIN KEYS THAT OPERATES THE ELEVATOR RECALL AND EMERGENCY OVERIDE SYSTEMS. ALL KEYS SHALL BE CLEARLY MARKED AS WHAT DOOR, ROOM, AREA, OR LOCK THEY SERVE. 42. NA. 43. SPRINKLER/ RISER ROOM DOORS SHALL HAVE SIGNS THAT READ "FIRE SPRINKLER CONTROL." LETTERS SHALL BE AT LEAST ONE INCH HIGH AND SHALL CONTRAST WITH THEIR BACKGROUND. 44. ELECTRICAL ROOMS SHALL BE MARKED WITH PLAINLY VISIBLE AND LEGIBLE SIGN STATING ELECTRICAL ROOM' OR SIMILAR APPROVED FORDING. THE DISCONNECTING MEANS FOR EACH SERVICE, FEEDER OR BRANCH CIRCUIT ORIGINATING ON A SWITCHBOARD OR PANEL BOARD SHALL BE LEGIBLY AND DURABLY MARKED TO INDICATE ITS PURPOSE. 45. NA. A. NA. B. NA. C. NA. D. NA. 46. ALL H.VA.C. WORK 15 UNDER SEPARATE PERMIT. 41. NA. 45. ALL H.V.A.C. DUCTING SHALL BE INSULATED, SEALED NO CAULKED PER WASHINGTON STATE ENERGY CODE. Al. NA. 50. THE CONTRACTOR SHALL ENSURE THAT THIS PROJECT, AND ALL CONSTRUCTION ACTIVITIES RELATED THERETO, CONFORM WITH ALL LOCAL, REGIONAL, STATE, AND /OR FEDERAL REGULATIONS PERTAINING TO DISTURBING, DISPLACING, AND /OR REMOVAL OF ASBESTOS OR ASBESTOS: CONTAINING MATERIALS. NOTE SPECIFICALLY, THAT THE CONTRACTOR SHALL CONFORM WITH THE REQUIREMENTS OF THE PUGET SOUND AIR POLLUTION CONTROL AGENCY REGARDING, INSPECTION, CERTIFICATION, AND NOTIFICATION 51. WHERE FLOOR SLABS OF THIS WILDING ARE STEEL REINFORCED THE CONTRACTOR 15 RESPONSIBLE FOR PROVIDING AND COORDINATING ALL WORK ASSOCIATED WITH FLOOR PENETRATIONS, INCLUDING METHODS AND MEANS OF DETECTING AND PROTECTING REINFORCING. 52. NA. 53. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAME, OPENINGS BETWEEN WALL AND FOUNDATIONS, BETWEEN WALLS AND ROOF AND BETWEEN WALL PANELSOPENINUGS AT PENETRATIONS OF UTLITY SERVICES THROUGH WALLS, FLOORS, AND DOORS; AND ALL OTHER SUCH OPENINGS IN Tic BUILDING ENVELOPE SHALL BE SEALED, CAULKED, GASKETED, OR VEATHERSTRIPPED TO LIMIT AIR LEAKAGE AND ELIMINATE WATER PENETRATION. PROJECT DATA PROJECT ADDRESS GOVERNING CODE OCCUPANCY GROUPS CONSTRUCTION TYPE TY-il,i I " "NR,YSPRI6llQ� °RED - rte.., ;'ALLOWABLE AREA BUILDING "A° - TYPE II - I HOUR SPRINKLERED, MULTI STORY, • CALCULATIONS SEPARATION ON 3 SIDES AND 'B° OCCUPANCY. TYPES OF CONSTRUCTION (TABLE 6 -A) BEARING EXTERIOR WALLS: NON- BEARING EXTERIOR WALLS: STRUCTURAL FRAME: PARTITIONS: SHAFTS: FLOORS: ROOFS NUMBER OF STORIES (TABLE 5-8, 4 STORIES MAX) BUILDING HEIGHT (TABLE 5-B, 65,' -O" MAX) BUILDING AREA FIRE SPRINKLER SYSTEM FIRE ALARM SYSTEM ABBREVIATIONS ACT ADJ AFF ALUM ACP BD BLDG BM BOT ERG BRK BSMT BUR CAB CJT 12501 PACIFIC HIGHWAY SOUTH TUKWILA, WA 1997 UB.C. AS ADOPTED BY THE STATE OF WASHINGTON B - OFFICE BASIC ALLOWABLE AREA BUILDING ANNEX TYPE II - I HOUR, MULTI STORY, SEPARATION ON 2 SIDES AND 'S-2" OCCUPANCY. BASIC ALLOWABLE AREA - 21,000 SQ. FT. x 100% (MULTISTORY) x 50% (SEPARATION ON 2 SIDES) 81000 SQ. FT. N 5555 SQ. FT_ ACTUAL BUILDING( BUILDING ELEMENTS I HOUR 1 HOUR MR, N.G. U 40' -0 ") I HOUR I HOUR I HOUR I HOUR I HOUR ENOSH MAIN BUILDING FIRST FLOOR SECOND FLOOR THIRD FLOOR SUE TOTAL..: ANNEX BUILDING FIRST FLOOR SECOND FLOOR MEZANNE SUB TOTAL: TOTAL: N AT O POUND OR NUMBER AB ANCHOR BOLT ACOUSTICAL TILE ADJUSTABLE ABOVE FINISH FLOOR ALUMINUM ASPHALT COUC PAVING BOARD BUILDING BEAM BOTTOM BEARING BRICK BASEMENT WILT -UP ROOFING CABINET CONTROL JOINT CENTER LINE CLG CEILING CMU CONCRETE MASONRY UNITS COL COLUMN GONG CONCRETE CONSTR CONSTRUCTION CONSTR JT CONSTRUCTION JOINT CONT CONTINUOUS CONTR CONTRACT(OR) GORR CORRIDOR CPT CARPET CT CERAMIC TILE CTSK COUNTERSINK OCT DETAIL OF DRINKING FOUNTAIN d DIAMETER DIM DIMENSION ON DOWN DS DOWNSPOUT EA EACH EN EXPANSION BOLT NIPS EXT INSUL FIN SYSTEM ELEC ELECTRICAL ELEV ELEVATION EQ EQUAL EQUIP EQUIPMENT EXIST EXISTING EXP JT EXPANSION JOINT EXT EXTERIOR FDN FOUNDATION FEGB FIRE EXTINGUISHER CAB FIN FINISHED) FL FLOOR FRT FIRE RETARDENT TREATED FT FOOT OR FEET FIG FOOTING FUR FURRING GA GAUGE 18,000 SQ. FT. x 100% (SPRINUCI.ERED) x 100% (MULTI- STORY) x 100% (SEPARATION'-, ON SIDES) x 144,000 SQ. FT. ACTUAL BUILDING •. OK �. THE ENTIRE BUILDING SHALL HAVE A ILLY AUTOMATIC, NET PIPE, FIRE PROTECTION SYSTEM IN ACCORDANCE WITH THE REQUIREMENTS OF LEG CHAPTER 9, SECTION 904. SYSTEM SHALL BE VET PIPE TYPE IN HEATED AREAS AND DRY PIPE TYPE IN UNHEATED SPACES. SYSTEM SHALL BE DESIGNED AND SUBMITTED TO THE FIRE MARSHAL FOR APPROVAL PRIOR TO INSTALLATION. BUILDING SHALL HAVE FIRE ALARM SYSTEM IN ACCORDANCE WITH UB.C. 303.9. SYSTEM SHALL. BE DESIGNED AND SUBMITTED TO TIE FIRE MARSHALL FOR APPROVAL PRIOR TO INSTALLATION. GALV GC GFRC G 6P'IB. GYP BD -X HC HDWD HDWR HDRL HM ID INSUL INT JT LVL MAS MAX MEOH MTL MRF MIN MO NIC NTS OC FED PL P -LAM PLYWD RB RD REINF RF6 RM RO SSC sal SEC SIM SPEC SQ STL TAB TEMP GL TYP W/ WD VON FWD WR-GL MOT NNE 29261 SO. FT. 34,056 50. FT. 32 ?44 5Q. FT. 96P61 SQ FT. 3510 S: C. I T. 1,775 5Q_ FT. 410 SQ FT. 553> SQ. FT. 101,922 5Q. FT. GALVANIZED GENERAL CONTRACTOR GLASS FINER REINFORCED CONCRETE GLASS FIBER SURFACE GLASS GYPSUM WALLBOARD GYPSUM WALLBOARD TYPE X HOLLOW CORE HARDWOOD HARDWARE HANDRAIL HOLLOW METAL INSIDE DIAMETER INSULATION INTERIOR JOINT LAMINATED VENEER LUMBER MASONRY MAXIMUM MECHANICAL METAL MANUFACTURER MINIMUM MASONRY OPENING NOT IN CONTRACT NOT TO SCALE ON CENTER PARTLCE BOARD PLAT PROPERTY LINE PLASTIC LAMINATE PLYWOOD RESILIENT BASE ROOF DRAIN REINFORCE(DXING) ROOFING RM ROUGH OPENING SOLID CORE SCHEDULE SECTION SIMILAR SPECIFICATION SQUARE STEEL TOP AND BOTTOM TEMPERED GLASS TYPICAL WITH WOOD WINDOW WITHOUT WIRED GLASS WAINSCOT WELDED WIRE FABRIC LEGAL DESCRIPTION THAT MORTON Lp TIE IORTN 1/2 Q.IORTH V2 OF TR SOUTH.. V4 or 1K SOMEAST IH Of SECTION 9, TOWN,. 23 FORTH, RAKE 4 EAST, MI, LYNS YBT OF STATEN NW NO.I AD EAST Of A LTE ION. FROM A POINT LN TIE IORTI LNE, 5426 FEET EAST OF TIE NORTIYBT CORER OF SAID NORTH 112 OF TIE WON V2 OF TIE SOME. 114 OF TIE SQTIE/ST V4 TO A FONT ON TIE 50VN Lie DISTANT 604:5 REM Tie° ANAPEST COMER CF SAID IIORTIn OF THE NORTH In OP ...FEAST V4 OF TIE SOME. Ve DeEFT THAT PORTION DIERSOF,DE:CR$ED AS FO LOYC E/65 . AT TIE 5011EAST CORDER CR lIE MOVE 015CREED TRACT TEPEE NORTHERLY ARKTIE PEST MARGIN OP STATE HISMAY NO. I, A DIST..Of 246 FEET TO TIE THE POINT OF TBS.. Tree 90RM5315er AT ROM AMOUS ISO FEET; TEPEEt322114 LYPMel.B. MTMTIE YESTERLYM ARHNOF SAID NM. TO TE NORTH LIM OF. AEC VE swam, TRACT: THENCE EAST ALOES .0 NORM LSE TO TIE YEST MAWR OF STATE MNPTAY NO. 1, TIECE SCUMMY AL. SAID Yt5T14426N TO TIE THE POUT OF mamma SEMIS N Te OTT OF TMDIA, COREY OP KMS, STATE 01 T05.STOIL EEO.. AT TIE 111.7 121 CF TIE MST MAR. Cf STATE 111.1AY 140.1, YITN TIE SPAN LSE OF TIE .2111 V2 CF tIE 112111 V2 OF THE 572. 1/40F TTE SOVTFAST V4 OF.OTIONqTOMF.hi. NORTH, RAN. 4 EAST NM; IIBYE WIRTIEE.YAOK re YBT MAR. OF STATE 561PAT H0.1, A PST.. Of 246 FEET TO TIE TINE PC. or BEM. TENOE SWRIYESTBLLY AT RISHT AIYAES BO FEET; TONE MINTER LY PARALLEL MN TIE 55113412 M W61N OP 44D 561PNr TO TE NM. lie Of SAD °J.E7MSCE TTOSE EAST ACIK SAD NORTH LSE TO PEST MAR61N OF STATE NISMAT HO. N TIERCE 50216E2 SAID MST 144SIN ID TIE TOE PONT OF WNW. STWTE IN. CITY OF TewLACOMIY CF Kee STATE OF RWINSTOR PARCEL G TAT PORTION OF TIE.ORMAN V4 CF THE SOM.. V4 OF SECTION 4, TOM. 23 NCR. RANGE 4 EAST, Mt LYING FESTBLLY STATE ISNPAY NO. I, NO LYNS 5.7ER.Y CF A LSE DE90RE® AS F.10Y6: MM. AT TIE SCUTIRMT OCR. OF SAID 9EDIy521, DEICE EAST A216 SORliI LW OF SAD 51131 5010 TO APC. BOO MET Me pF TE VEST MARGIN. STATE MNPAY M. 6 TIME FCMTYESTBRLY N A MAI. U. TO A PORTION TIE NORTH LRE OF SAID S.I:DMSDIL AS ESTAELISED IN KRIS CA TY `J.PEROOR CCVRT CALEB N0.45:10. DSTAM WO FEET EAST OF TIE 112211.5T COMER OF SAID SLBOVISIOI AO TIE .145.5 OF SAID LW, ExCB'r THAT MORT.TEREGF cecareFD AS .1.1.513, MS.. CR THE SM. LINE OF TIE ABOVE DESCRIBED TRACT AT A ORR 50 ...ST OF TIE TEST MARGIN OF STATE HMI. HO U DEICE EAST HO FRET TO SAID YET WS. TTBCE NGRBPBTSET AWNS SAO PEST MARGN TO A PONT 60 FEET.. Cf, I RED AT 1316117 AlC,U5 TO, SAD` SORT LRE, TiEKE COMM. NDRTPESIEE.T ALON SAO MARDT 60 FAT, THENCE 1ST PARAIBNTIN SAO SOUTH LSE LA0 FEET DOLE SWRIB 3.42 TO TIE THE POINT OF 6657.5; MEM TINT PORTION TFfi 21 CREED AS MO., BEE . AT TE'.ORBPEiT CORER Cf EYG91EII PARCEL LAST ABOVE 1.07.552 TOLE E/ST PATNIEL .NTH. STUN LME OF SAO ...ON TO. CBTEN.RE OP STATE HI6WAY NO. I; TIERCE K.4.575eT 0I2K `L9 CeTiW.INE 560 FEET; T9CE 55T PARALLEL MIN SAID SWIM LRE TO A POW 1°A FEET NEST OF TIE MOST MAR. OF STATE NKFPAT PO. t THEW. STITEAST TO TIE POOR .1.11 iNO; DR EFT T MAT MORTON OF MRS SMMN STATE 1S651AT NO. I; SITUATE N TIE CRT' OF MOIL, COMP OF KN6, STATE CR 5.4156TOL PARCEL 0: ECSONDIS ON THE 52.4 UM. THE NOMA. V4 Cf TE SORIEAST V4 OF SFWTON 4, TOMB. 27114OR14, RANGE 4 ER,. AT PORN EO FEY MST ffi TTE 55T MANN CR STATE MNPNY 10.I Met. EAST 50 MET TO SAO pen HAREM DEICE NGWN0TE1Lr A06 OAS MST MARSH TO A FONT 60 FEET IMH OF, MM. AT RE. A . To, SAO SLUM LSE: T1EM!.4.11E11ERCATYE51151T A246 SAD MAR. 60 FEET: TONE ?EST PARALLEL MN SAO 507111 LIFE EO FEET; TEN. 50.11FE51E LY TO THERE POM OF MM. ASO R.N. AT TIE NORMEST CORER CF III. PARCEL LAST ABOVE DESCREED, TOLE EAST PARALLEL MN TT[ SOTM LEE CR SAID 9EDM9L'N r0 TIE CETTBE.RE OF STATE 1N6FPAY N0. t TOLE NOR IVESIBCY ALONE, SAD CBTEWLE No FEET; THREE MST PARALLEL MM SAID warm LIRE TO A POUF ISO FEET MST OF Tie VEST MARGN OF STATE MNKAT TM. SOUTHEASTERLY TO TE PONT OF 135.56 ocean TNT PORTION mace LT. MTIIN6 STATE HEM.IO. I: STIATE E TIE CITY. TUKMLAOONIT CF MS STATE OF MASMKTOL PROJECT TEAM OVER / DEVELOPER: SASE"( CORPORATION CONTACT: RAINING LUND 101 ELLIOTT AVENUE Al, SUITE BED SEATTLE, NA HEIR PHONE (206) 281 -8100; FAX: (206) 282 -9951 ARCHITECT: FREIHEIT 4 HO ARCHITECTS, INC., PS. CONTACT PERSON: DAVID HILLS 10940. NE 33RD PLACE SUITE 202, E:6IEVUE, WA 98004 PHONE (425) 821 -2100: FAX: (425) 825 -6899' CIVIL ENGINEER NELSON - BO /RDA:E5 CONTACT: CORBY .HOVELL 512 SIXTH STREET, SUITE 202 KIRKLA;+ID, WA 98033 PHONE (425) 82T -5995; FAX: (425) 528 -4850 VICINITY MAP NOT TO SCALE STRUCTURAL ENGINEER: NELSON - BOLRDAGES, INC. CONTACT: STEVEN RENCK 512 SIXTH STREET, SUITE 202 KIRKLAND, IN HSO33 PHONE (425) 827 -5995; FAX: (425) 828 -4850 LANDSCAPE ARCHTECT: MAIN STREET DESIGN CONTACT: KEN LONEY 220 MAIN STREET EDMONDS, INA 95020 PHONE: (425) 171 -4809; FAX: (425) TTI -5121 SHEET INDEX ARCHITECTURAL AID ADO A3.D A4.0 AGO AK) A52 ATO AND ARO STRUCTURAL COVER SHEET AND PROJECT DATA SITE PLAN FLOOR PLANS/ROOF PLAN BUILDING ELEVATIONS BUILDING SECTION BUILDING SECTIOWDETAILS STAIR SECTIONS/DETAILS INTERIOR ELEVATIONS REFLECTED CEILING PLANS DOOR/ROOM FINISH SCHEDULES 51 GENERAL NOTES, INDEX d ABBREVIATIONS 52 FLOOR PLANS 53 WALL ELEVATIONS 4 REINFORCEMENT 54 FOUNDATION DETAILS 55 FLOOR/ROOF FRAMING DETAILS FILE COPY iha Pion C _ .:. errors and omissions _. , of :._..c not authorize the violation aT77:;d code or ordinance.. Receipt of ontractor's cop/ cf eppro v � y pleas ged. D 1 �lILA) 9 Permit No DqP - 031 OF R ECEI T VED CIT' UHWILA 1 v 2 8 1999 PERMIT 9V1ATSN D98 -0321 SYMSOL LEGEND 0,18_032.1 ELEVATION DESIGNATION NORTH KEY NOTE CITY Of l))l)'4L REGISTERED ARCHI P \ DETAIL NO. - SHEET LOCATION EA DOOR NO. ROOM NO. SECTION NO. SHEET LOCATION PRINT DATE: PLOT DATE: 05/27/99 0853 SHEET A1.0 V E 7 8 TT) Z 9 z X 3 N A W 0 co ce BUILDING A wo o A K R BLD' DIRECT! • L 0 G ..I_•& •• CAMPUS GO TION SIG REGISTERED AI RICHARD 0. FHEIHEIT STATE OF WASHINGTON 323' -2" 0 SITE PLAN ®- „GALE: I" = 30' c ® ®o 77 T O IS' 90' 60' RECEIVED CITY OF TUI9NIIA my 2 S 1P9 PERMIT CENTER 098 -0321 Cli} t /iIL� 44 PRINT DATE: PLOT DATE: 05/27/99 0917 a Q � Ol z Q C W n O � W n5 Cr ZS 47— SHEET Ala® 0 C U) CU Y H FUTURE SCALE: 1/8" 1 THIS RooM TO NON-SPRIN.KLERED BUILDING A ANNEX 1ST FLOOR PLAN BUILDING A ANNEX vi 3RD FLOOR PLAN SCALE 10 ® 0 0 0 2° ACOUSTICAL WALL PANELS 21 ,--=,---,. , >,---- --4000_,OAE1 ,, TANK i i, .o. t i-- 100D VI ,. .,,, TANK DIESEL FUEL° 1 =. --DIESLJE , Lu a ...a '------/ CLEAR --.----/ I MAINTENA VI'D TO WALL EXP. BOLTS) CE SLATES L (D, FUEL CLEANSING PUMP T ACOUSTICAL WALL PANELS 0 0 0 0 0 0 0 0 0 KEYNOTES I VT DIA. PIPE GUARDRAIL @ 42 A.F.F. I VT DIA. PIPE HANDDRAIL @ 42" A.F.F. SURFACE MOUNTED FIRE EXT. CABINET STAIRWAY IDENTIFICATION SIGNAGE SEE 5/A5.2 ROOM SIGNAGE PER WAG 5120 SPRINKLER RISER ALL INTERIOR AND EXTERIOR WALLS TOSS CONCRETE PER STRUCTURAL UNLESS NOTED OT4ERWSE. H.M. INFILL POST. SEE 12/A5.I 3'V RAINLEADER 5"4 OVERFLOW PIPE WILL OPENING 5TH 6" GALV. STEEL STUDS S IS" 0.0., 5/8" TYPE 'X GAB. (INTERIOR), 5/8" TYPE 'X G(P. SHIG (EXTERIOR), I VT E.I.F.5.(@ EXT. HALLS ONLY) SOUND BATT INSULATION. SEAL PERIMETER AND ALL PENITRATIONS. O SEE SHEET A/1.0 FOR LOWER SCHEDULE • STEEL BEAMS FLUSH WITH FLOOR SEE DETAIL II/A5.2 O OPENING ABOVE. O IT DIA. 555155 FiPE DRY .51.AnTr O EY HIGH REMOVABLE CURB. SEE DETAIL 12/A52. • b" X 24" BLOCKOUT AND PITCH POCKET O INFILL SHAFT WITH b' GALA/. STEEL JOISTS S 16" 0.0., 5/5 TYPE 'X' GAB. EACH SIDE, SOUND BATT INSULATION, T ACOUSTICAL PANEL O TAO NAY PHONE FOR AREA OF REFUGE, INCLUDING LIT SIGNAGE PER UBC. 1104 0 CAGED LADDEZ IN/ GATE ,, , , V2" EX OR TERI GRADE PLYWOOD PANEL ATTACHED ) I 0 TO LOUVER. PAINT EXTERIOR SIDE FLAT BLACK. ,.., . PAINT INTERIOR SIDE PI. 0 2-HOUR AREA SEPARATION NALL INTERIOR WALL TYPE SCHEDULE NO. DESCRIPTION CONCRETE PER STRUCTURAL (I) LAYER I" TYPE 'X' GAB., 2 1/2 "I" STUDS 24" 0.0., (2) LAYERS 5/8" TYPE X G.W.B. NOT USED (I) LAYER 5/8" TYPE X' GAB., 3 5/8" S STUDS @ 24" 0.0., (I) LAYER 5/8" TYPE X' GAB. RATING 2--HOUR HP-1050 1-1-10LR 155-1200 NOTE SEE KEY NOTE S 1 ABOVE 13'-10" F;JTUR. REMOT o ; FUTURE i I REMOTE 1 RADIATOR: ELECTRIC EOSPTMENT ROOM 4 SPRINKLER RISER ROOM 2' ACOUSTICAL SALL PANELS 4' arr R AD IRS 01 REMOTE ADIATOR 4 5 1/4' WI FT. 9 CONDUCTOR , 2'S DO5555055 TO SPLA BLOC FUTURE RESIST 0.IE RADIATOR REMOTE • ANA TOR REGISTERED MCSOMCS CRASS 0. 55514510 STATE OF WASHIN6TGAI V BUILDNG A ANNEX 2ND FLOOR PLAN SCALE: 1/5" = 1 ( 15 BUILDING A ANNEX D98-0321 fi ROOF PLAN SCALE V5" 1 ® 0 ciTATF MAY 2 5 1999 TE1 PRINT DATE: PLOT DATE: 05/27/99 0855 NO. MATERIAL - I FINISH SMOOTH COLOR SW 2306 CRANBERRY BOG 01 CONCRETE 02 CONCRETE SMOOTH SMOOTH SW 2080 "NATURAL' SW 2064 'OUTERBANKS' 09 CONCRETE 04 METAL COPING PRE - FINISHED MATCH WALL 05 VISION GLASS PPG SUNGATE 300 SOLAR GREEN 06 METAL SIDING PRE - FINISHED SW 2064 OUTERBANKS 01 MULLION ANODIZED DARK BRONZE 08 MBTAL GRILLE PRE - FINISHED SW 2383 OUTDOORS 01 HM. DOOR d FRAME PAINTED SW 2306 CRANBERRY BOG 010 LOWERED AIR VENT PRE- FINISHED SW 2306 CRANBERRY BOG OII SPANDRAL GLASS PPG SUNGATE SOO SOLAR GREEN 012 PIPE GATE PAINTED SW 2306 GRAHvERRY 60'.. 013 METAL ROOFING PRE - FINISHED SW 2064 OUTERBANKS f .i.i.IIM1 I!1911!IJI 111 r II1111111(IIIIIIi081C1 IIE +15'-0" CONCRETE ( 01 ) 2ND FIN. FLR. EXHAUST VENT( 02 ) SPANDREL GLASSC BLDG 'A AT FIN. FL. +0' -0 "' UST FIN. FLR. ROOF DRAIN OVERFLOW GGALE: 1/8" n i I 0 4' lb' 32' EAST ELEVATION BUILDING A ANNEX SCALE: I /8" = I' -0" 0 4' 16' 13 14 15 18 NORTH ELEVATION BUILDING A ANNEX METAL GRILLE H.M. METAL DOOR 32' ( 08 ) LOWERED AIR VENT ( 10 ) METAL ROOFING METAL SIDING ( 06 ) CONCRETE VISION GLASS SPANDREL GLASS INFILL FUTURE LOUVERED VENT OPENING PER PLAN ( 02 ) ( 01 ) MULLION METAL COPING CONCRETE CONCRETE ( ( 02 ) ( 013 ) ( 05 ) ( 06 ) ( 04 ) TD P. +32' -6" 51 AR BLDG 'A' 1ST FIN. FL. WEST ELEVATION BUILDING A ANNEX SCALE: I/8" = I'' -0" 0 4' IN 32' H.M. METAL DOOR ( ON NOTE: ALL PAINT COLORS ARE MADE BY SHERWIN- WILLIAMS. THE PREMISES ADDRESS SHALL BE PROMINENTLY DISPLAYED ON OR ADJACENT TO THE MAIN ENTRANCE. NUMBERS SHALL BE A MINIMUM SIX INCHES IN HEART WITH A PRINCIPAL STROKE OF NOT LESS THAN 3/4° AND SHALL CONTRAST WITH THEIR BACKGROUND. WHERE NUMERALS ARE PLACED ON CLEAR GLAZING SUCH AS WINDOWS OR DOORS, NUMERALS SHALL BE WHITE TO ACHIEVE CONTRAST DURING ALL LIGHTING CONDITIONS. PERMIT CENTAn D98 -0321 PRINT DATE: PLOT DATE: 05/27/99 0833 SCALE: 1/4" = I' -0" ROOF i 5RD FIN. FLR. (BUILDING "A ") MEZANINE *26-5 BUILDING "A" 2ND FIN FLR. +15 1ST FIN. FLR. (BUILDING "A") w' -0" IST FIN. FL. , BUILDING SECTION BUILDING A ANNEX y TYPICAL ROOF CONSTRUCTION (1 -HOUR, U.B.G. TABLE 7G, I -I.I) ROOFING MEMBRANE PROTECTION BOARD RIGID INSULATION FOR DRAINAGE VAPOR BARRIER CONCRETE SLAB TYPICAL FLOOR CONSTRUCTION (I -HOUR, UB.C. TABLE 10, I -I.I) CONC. SLAB PER STRUCTURAL DIGS. CONCRETE BEAM PER STRUCTURAL PROVIDE PENETRATION FIRESTOPPING WITH "P' d "T" RATINGS FOR 2-HOUR PROTECTION PER UB.G. STD. 7-5. PROVIDE FIRE AND SMOKE DAMPERS } FOR ALL DUCTED AND INDUCTED AIR OPENING PENETRATIONS PER UBG 715.11 C 2-HOUR (EXISTING IT CAST IN PLACE i CONCRETE WALL) AREA SEPARATION j WALL. N.B.C. TABLE 7-C, 7 -1.0 r ROOF CONSTRUCTION ME 1 DEC�NG NU I-HOUR FIREPROOFING (Si. P152) STL. JOISTS PER PLAN W/ I -HOUR FIRE PROOFING CONCRETE WALL PER STRUCT. (TYPICAL) T 2" ACOUSTICAL PANELS TYPICAL PENTHOUSE WALL CONSTRUCTION METAL SIDING METAL DECKING YUI -HOUR FIRE PROOFING 6' NIL 55105 PER STRUCTURAL METAL SIDING o TYPICAL FLOOR CONSTRUCTION CONCRETE SLAB 2" SAND 6 MIL. MIN VAPOR BARRIER 4' MIN FREE DRAINING MATERIAL SUBGRADE PER GEOIEChiNICAL REPORT MECHANICAL LOUVERS TYPICAL ROOF ./1./ i a o i i i m� m n n /d b v i i m m � n i o o, o i i i b v� i i i nn n i n i Y n���� i i i i o o i i CONSTRUCTION 1 TO. PARAPET �. 52•-6" TO. CONCRETE ROOF TYPICAL WALL CONSTRUCTION TILT UP CONCRETE BLD'G 'A' 1ST FIN. FL I5T FIN. FL. ` CA G 13 OO o O o 0..� FINISH FREE DRAINING BACKFILL FOOTING DRAIN PER PLAN D98 -0321 flECE1VED CITY OF "fUKWILA MAY ) 5 If1gQ PERMIT CENTER PRINT DATE: PLOT DATE: 05/27/99 0857 G 4-i d =9 0 , B p r w E > th �aQ � M et z w Q c7� z" N A 4 q c E V y ° a r SHEET A5.0 i i o i i i i/ i n i i i� i i i i i i i i i i i i i i i i i i ii i i i f o i i i i i i v i i i i v i o i i/ i i i i i i i i i o i i i iii i i i i i i i i i i i i i i i i i i i i i i i i i i i/ i i i i i i i i i i s i i i i i i i i i i i i i i i i i i i i i i i i. i i i i ; MECHANICAL LOUVER 20 GA. GALV. SHEET METAL I/2" STEEL STUDS 6 16" O.G. 5/8" TYPE 'X' GAB., 3 I/2" SOUND BATT INSULATION EXHAUST/MUFFLER 5' SOUND ATTENUATORS 2" ACOUSTICAL WALL PANELS TYPICAL CONCRETE BEAM CONSTRUCTION (I -HOUR UB.G. TABLE - IC, 3/4" CHAMFER AT ALL EXPOSED CONCRETE U.N.O. WATERSTOP (TYPICAL ® ALL BELOW GRADE FOUNDATION JOINTS) C°6 BUILDING SECTION BUILDING A ANNEX A5.I / SCALE: I /4" = 1'-0" H.M. DOOR FRAME 2 "X6 ° „18 GAUGE 7.5. GOIJUMN H.M. DOOR PER — SGHEDIJ_E GAJLK WHACKER ROD LO'UVER5 PER PLAN Ac, I / V AIF. 1” 12 DOOR FRAME DETAIL SCALE: I" = I' -0" REVEAL DETAIL 10 6" ANGLE IRON FRAMED OPENING- DECK CLAMP OO 8 ° 0 6 3 ° 0 °0 6 p 6" • RAIN LEADER - PROVIDE CONNECTION A5 RECOMMENDED BY MFGR. FOR PIPE TYPE USED ROOF DRAIN DETAIL SCALE: I" = P -0" ED T.O. PARAPET V -0" 32'-6" MEMBRANE ROOFING SIDEWALK PER FLAN FINISH GRADE TYPICAL BELOW GRAD° WALL CONSTRUCTION I/2 PROTECTION BOARD DRAINAGE PANEL WATER PROOFING CONCRETE WALL 2' ACOUSTICAL WALL PANELS CEILING CONSTRUCTION 5/8 TYPE 6 STEM_ STUDS 6 16' 00. 5/8" TYPE 'X' 6NI8. SOUND BATT INSULATION 2" ACOUSTICAL WALL PAW.,5 3' 50UND ATTENJATORS BEYOND CONCRETE ROOF +14' -0° FREE DRAINING BAGKFILL PERFORATED DRAIN PIPE 6 6' -0" 00. MIN. VERTICAL EXHAUST FAN BEYOND 1NT FN. FL. 2' -0" X 3' -0" X IN 6A. GALV. WELDED SUMP PAN - SET IN ROOFING CEMENT OVERFLOW DRAIN - SAME f SIZE AS ROOF DRAIN ROUTE TO SEPARATE RAINLEADLHR / ROOF DRAIN TYPICAL ROOF CONSTRUCTION G MECHANICAL LOJVER HEAD A5.1 1 SCALE: 3 = 1'-0" MECHANICAL LOUVER SILL A5.1 1 SCALE: 3" = 1'-O" Ae TYPICAL PENTHOUSE WALL GONST. ---�_� GAULKIN6 118 X 1 1/2 ° GALV. STEEL BAR CONT., RAMSET 5 IT 00. 24 GA GALV. METAL FLASHING (PAINTED) MEMBRANE ROOFING 4° CANT SCALE: 11/2" = 1'-0" A5.I / SCALE: 1 1/2" = 1b' TYPICAL R00F CONSTRUCTION 11 ROOFING @ WALL n PENTHOUSE PARAPET A/5.1 A/5.1 24 GA. GALV. METAL LOPING W/ CONTINUOUS CLEATS AND I" 50550155 SEAMS 5 8' -0" 0.G. TYPICAL PARAPET WALL OONSTRUGTION L R00F OONSTFUGTION METAL FLASHING 3 4 3/4" CHAMFER CONCRETE WALL PER STRUGT. 1/4" SHIM CAST DRIP REVEAL SEALANT AND BACKER ROD ALUMINUM W115205 FRAME ALUMINUM HEAD FLASHING WINDOW HEAD A5.1 SCALE: 3" = 1'-0 WINDOW SILL SCALE: 3" = 1' -0" TYPICAL ROOF CONSTRUCTION MEMBRANE ROOFING F.R.T. P.T. PLATES 4" CANT 24 GA.6ALV.METAL COPING WITH 00NT. CLEAT ROOF DETAIL A/5.0 4A5.I SCALE: 3" = Ib' TYPICAL PARAPET A/5.0 \ SCAL 1 I /2" = 1'-0' 4" 1/ A/5.1 A/5.1 A/5.1 24 GA. GALV. METAL COPING W/ GONTINJOUS GLEAT5 AND I" STANDING SEAMS R 8' -0" 04.. TYPICAL PARAPET WALL ,,co STRUGTION A/5.0 447 G 6 RECEIVED CITY OF TUKWILA MAY 2 8 1999 PERMIT CENTER D98 -0321 REESTEREO ARC IC AH0 0. F4 EIHEIT STATE OF WASHINGTON PRINT DATE: PLOT DATE: 05/27/99 0858 u m • 0 I 0 � z m — $ Q/ n � v o E s a S.. O�Ui j l Ji m 6 pp z O 0� o flm� a p -cVm ai v ui.d �q CD ■ _ a CIO W � 0L W'1'�i'�' I q �A5.2 THRU -WALL PENETRATION DETA►® SCALE: 1/4 = 1'-0" • A5.2 A5.2 SCALE: 3' = I' a 2' -0 SCALE: 3" = 1 0" REMOVABLE CURB DETAIL E-- CONCRETE WALL PER STRUGT. U.L. LISTED PENETRATION FIRE - STOPPING SYSTEM WE RATING EOUIVILANT TO RATING OF WALL THROUGH PENETRATION NOTE: ITTAL PRODUCT BASM W/ SGFIEDULE TO ARCHITECT d LOCAL AUTHORITIES FOR REVIEW A52 THROUGH PENETRATION U.L. LISTED PENETRATION FIR - STOPPING SYSTEM 'V r d T RATINGS OF 1 -HOUR I4 OUR RATED FLOOR/ROOF SYSTEM (2) FASTENERS - TOP d BOTTOM <' x 11/2" x 3/16" x 8" HIGH 6ALV. STEEL CHANNEL FOR PLYWOOD 3/4° X G WGH REMOVABLE PLYWOOD CURB H. DOOR FRAME HSCHE PER LE CONCRETE WALL PER PLAN STAIR SIGNAGE DETAIL `A5. NO SCALE METAL ROOFING METAL DECKING STEEL JOISTS SCALE: I I/2" = I'-O" 10' 2" SCUPPER DETAIL `A5.2 SCALE: 11/2" = I' -O' 24 GA. GALVANIZED METAL FLASHING WELD ALL JOINTS WATERTIGHT (PRE- FINI0I6)) 22 GA. GALVANIZED METAL CONDUCTOR HEAD (PRE - FINISHED) I VT X lb GA. GALV. METAL ANCHOR STRIP (TYPICAL ® TOP, MIDPOINT d BOTTOM/ (PRE - FINISHED) T d GALVANIZED METAL DOWNSPOUT (PRE - FINISHED) A52 J SCALE: 11/2" = 1 -0" A52 A ck 2 A5.2 / SCALE: 5/4" = 1' -0 —RAIL AT WALL PER DETAIL I" RAD. (TOP.) CONTINUOUS RAIL�� PER PLAN HANDRAIL DETAIL 2 / SCALE: I I/2" = 1' - SEE PLAN DIM. STAIR DETAIL ,.. ST CHANNEL STRI 44To REGISTERED IHI1f RICHARD 0. FREIHEIT A52 [ f / Y / A52 O C to TYPICAL ROOF CONSTRICTION (I -HOUR, UB.0. TABLE TG, I -I.1) ROOFING MEMBRANE PROTECTION BOARD RIGID INSULATION FOR DRAINAGE VAPOR BARRIER CONCRETE SLAB T.O. PARAPET +32' -6" T.O. ROOF A +30'-0" A5.2 SCALE: 1/4" =1'-0" — W -4 All TYPICAL PENTHOUSE WALL CONSTRUCTION METAL SIDING 6" NFL. STUDS PER PLAN 15 BUILDING SECTION RU ENLARGED STAIR PLAN VALE: 3/8" = 1'-0 Z m T.O. PARAPET +ST-4" TYPICAL FLOOR CONSTRUCTION TYPICAL ROOF CONSTRUCTION STANDING SEAM METAL ROOFING METAL DECKING W/I -HOUR FIREPROOFING N.L. P152) STL. JOISTS PER PLAN W/1-HOUR FIREPROOFING CONCRETE SLAB 2" SAND 6 MIL MIN. VAPOR BARRIER 4" MIN. FREE DRAINING MATERIAL SUEJGRADE PER GEOTECHNICAL REPORT O CONCRETE WALL PER PLAN 512 ® 6.78" 4T ® IF FRE- MANUFACTURED STAIR AND LANDING KA5.2 SCALE: 5/8" = 1' -0" TYPICAL FLOOR CONSTRUCTION (I -HOUR UB.C. TABLE TO, 1 -1.1) CONCRETE SLAB CONCRETE BEAMS M.O. 14 ENLARGED STAIR PLAN r T.O. PARAPET PRE - MANUFACTURED STAIR/LANDING CONCRETE SIDEWALK PER PLAN MEZANINE FIN FLOOR +26' -5° FIN. GRADE 2ND FIN FLOOR +15' -0' 1ST FIN. FLOOR NOTE: PROVIDE PRODUCT SUBMITTAL 11/SCHEDULE TO ARCHITECT LOCAL AUTHORITIES FOR REVIEW THRU- FLOOR/ROOF ENETRATION DETAIL D98 -0321 la A52 t`Sx16 STEEL BEAM SEE STRUCTURAL FOR STEEL GALL CUTS PROVIDE RAISED LETTER AND BRAILLE 516N ON DOOR INDICATING FLOOR LEVEL. ® PROVIDE SIGN @ 5'-0° A.F.F. IDENTIFYING THE STAIR, IDENTIFYING THE FLOOR LEVEL, AND INDICATING THE UPPER AND LOPBR TERMINUS OF STAIR. EXAMPLE SIGN FOR Fl LEVEL, STAIR B FOLLOWS. Hi— 12" MIN. - -�-J STAIR A 4 12" MIN. STAIR TREAD STAIR STRJNGER STAIR DETAIL 22 GA. GALVANIZED METAL CONDUCTOR HEAD 4 24 GA. SCUPPER (PRE - FINISHED) 2" P GALVANIZED METAL (PRE - FINISHED) DOWNSPOUT DETAIL if) TRANSFORMER ROOM FLR SCUPPER DETAIL \4.45 12 .� SCALE: I I/2" = 1'-0" I" SIZE WITH I/4" STROKE I 1 Fl THROUGH F9 — SIZE WITH /4" STROKE 5° SIZE WITH 5/4" STROKE 24 6A. 6ALV. FLASHING, VELD ALL JOINTS WATERTIGHT STAIR DETAIL A52 • SCALE: II /2n I ti HANDRAIL DETAIL WALL PER PLAN 1 1/2" 5 STD. STEEL PIPE RAIL (PAINTED) GRIND ALL WELDS SMOOTH TYPICAL PICAL FLOOR CONSTRUCTION CONCRETE FILLED METAL PAN PROVIDE CONTRASTING, COLOR, SAFETY TREAD NOSING AT FRONT OF EACH RISER � STEEL A52 A5.2 EIVED CITY REC OF TUKWILA /_ 8 1999 PERMIT CENTER �A5 .2 SCALE: 11/2" = 1' -0" TO PRINT DATE: PLOT DATE: 05/27/99 0900 SHEET A5.2 PRINT DATE: PLOT DATE: 05/27/99 0924 MECHANICAL UNIT BASE _ GASKET $ \ ,4 T , sL ELFING, INSULATED `. MEMBRANE ROOFING 4° CONT. FIBER CANT ` I TYPICAL ROOF CONSTRUCTION Ii. CONCRETE WALL $ e a $ a L a IS 6A. SHEET METAL CLOSURE WITH STIFFENER PAINT TO MATCH WALLS J / / / / j AZIW WINDOW PER PLAN f 5 3 WINDOW CLOSURE DETAIL � - \ 1 - •\ EQUIPMENT CURB (THROUGH PENETRATION) ( 7 AS.) .ALE: I I/2" . 1' -0" `A5> SCALE: I I /2° = I' -0' i\ EQUIPMENT STAND LEG B' SUPPLIER MOSNS5xM"LONG STEEL CHANNEL ATTACHMENT BOLT PER MANUFACTURER 1 6" DIA. STEEL PIPE ROOFING PER PLAN SLAB ROOF I /4" FILLET WELD h PREFABRICATED FLASHING CONE �NCRETE 1 / / / / e n° r CONCRETE EMBED PLATE I /4 FILLET WELD —/ WITH 4 STUDS 2 EQUIPMENT BASE DETAIL `A5.3 SCALE: I IT = I' A5.2 GASKET Al' LOAD CENTER UNIT BASE \ % I,` INC, INSULATE STEEL F- Z D MEMBRANE ROOFING 4 CONT. FIBER CANT TYPI GAL ROOF CONSTRUCTION / ®i` PAPFAITAFAr EQUIPMENT CURB DETAIL `A5.3 SCALE: I I/2" = 1'-O" D 98-032l I \ CONCRETE WALL �a CLOSURE E ROM STIFFENER as e a a - - CONCRETE WALL yd ECEIV CITY R OF TU KWILA MAY ? R argr PERMIT CENTER � ----- Iy I! _. 4470 REGISTEHED ,.. Y AbliA RICHARD 0. FREIHEIT ., STATE OF WNfMNGTON " WINDOW PER PLAN WINDOW CLOSURE DETAIL r �A5.3 SCALE I I/2" = V-O" PRINT DATE: PLOT DATE: 05/27/99 0924 `A1 . SCALE: 1/4" = 1'-0" 2 A7.0 INTERIOR ELEVATION INTERIOR ELEVATION SCALE: 1/4" = 1' -0" ELECTRICAL BUSWAY OPENING PENETRATION FIRE STOPPING SYSTEM PIPING FROM WATER SERVICE ROOM 2' -8" ICJ NOTE: VERIFY AND COORDINATE ALL PENETRATIONS WITH MECHANICAL / ELECTRICAL SYSTEMS 2' -8" 2' -0" 10'-4" 2' -0" 5'-4 5/4" 4-4" 4-5 1/4" 5 -10 5/16" 5'-6" NOTE: VERIFY AND COORDINATE ALL PENETRATIONS WITH MECHANICAL / ELECTRICAL SYSTEMS T'-5 1/4" 2ND FIN. F 1ST FIN. FLOOR} 2ND FIN. FL00IS 1ST FIN. FLOORS p 98 -0321 cn ; 9V •/ 1 ?c cc PERMIT CFN'i,:, PRINT DATE: PLOT DATE: 05/27/99 0902 S ro 5 3 z'O cti SHEET X L Z Z M W 5° 7r) A7.0 C O C_ h R U, F- z , i - ' . \ -- 2 ----------- ----1,..... .B /E b -I- 12'-6° Ai ...1. 2' - 1 5-5 I/4° 6'-4 5/4" g : 2' -6" 5-O° 5' -O" 3'-O° t 5 R eb /E ,,PIE II-�P /\ \/ `A1 . SCALE: 1/4" = 1'-0" 2 A7.0 INTERIOR ELEVATION INTERIOR ELEVATION SCALE: 1/4" = 1' -0" ELECTRICAL BUSWAY OPENING PENETRATION FIRE STOPPING SYSTEM PIPING FROM WATER SERVICE ROOM 2' -8" ICJ NOTE: VERIFY AND COORDINATE ALL PENETRATIONS WITH MECHANICAL / ELECTRICAL SYSTEMS 2' -8" 2' -0" 10'-4" 2' -0" 5'-4 5/4" 4-4" 4-5 1/4" 5 -10 5/16" 5'-6" NOTE: VERIFY AND COORDINATE ALL PENETRATIONS WITH MECHANICAL / ELECTRICAL SYSTEMS T'-5 1/4" 2ND FIN. F 1ST FIN. FLOOR} 2ND FIN. FL00IS 1ST FIN. FLOORS p 98 -0321 cn ; 9V •/ 1 ?c cc PERMIT CFN'i,:, PRINT DATE: PLOT DATE: 05/27/99 0902 S ro 5 3 z'O cti SHEET X L Z Z M W 5° 7r) A7.0 C O C_ h R U, F- z O SCALE: I/8" = I' -O" OPEN TO ABOVE--, SCALE: I/8" = BUILDING A ANNEX 1ST FLOOR REFLECTED CEILING PLAN BUILDING A ANNEX 3RD FLOOR REFLECTED CEILING PLAN O BUILDING A ANNEX 2ND FLOOR REFLECTED CEILING PLAN SCALE= I /8' = ILO" KEYNOTES Qi EXPOSED CONCRETE CEILING O CONCRETE SHAFT NOTE: LIGHTING EUGET TO BE LESS THAN 12 WATTS PER SQUARE FOOT p98 -0321 RECEI ,FLA CITY OF 19`'r`' PERMIT CENTER PRINT DATE: PLOT DATE: 05/27/99 0903 DOOR SCHEDULE FINISH SCHEDULE NO. TYPE SIZE CLASS CONS. HDWE SET RATING REMARKS NO. ROOM FLOOR RASE N. WALL E. WALL S. WALL W. WALL CEILING HEIGHT REMARKS 1-1101M 1H9GH HI ALUMIGL. HG METAL 21000 31 1 1/2 HOURI 20 MINUTE1 I 031\7'2:I—NON F101 B 8 1° X STEEL H.M. HS-5 X FIOI TRANSFORMER ROOM CONCRETE - -I - CONCRETE CNC I CONCRETE CNC -I CONCRETE GNC-I CONCRETE CNG-1 CONCRETE GNC-I - 3° 7° X `.L H.M. HS-b X ACOUSTICAL - MN. 5TC RATING OF 42 F102 GENERATOR ROOM CONCRETE 5-1 - CONCRETE CNC -I CONCRETE GNC-I CONCRETE CNC-I CONCRETE GNC-I CONCRETE GNC-I - - 1°_ - 1 - - H.M. _ _ / - _ ^ •.�F �AGOUS.'j1G-AL .-�MIN,STG' RATINfi° . i ---- F2O1 CORRIDOR CONCRETE 5-1 - CONCRETE CC ! CONCRETE CNC -I CONCRETE CNC -I CONCRETE CNC-I CONCRETE CNC-I - ". ., F2O1 B b T ° 7° X X STEEL STEEL 1 0g00 H.M. H.M. . HS-5 . H�-2 . -,-. HS- X _� -. X xiX X X X -_. INSULATED •INSULATED . IN5ULAATED �_� - -- �.... _.� � ., r12O2 P203 � E.EG. EQUIP. ROOM BLDG. POKER ROOM CORRIDOR CONCRETE 5-I CONCRETE 5-1 CONCRETE 5-I - - - GONGRETE GNC-I CONCRETE GNC I CONCRETE CNC -! CONCRETE GNC-I CONCRETE CNC-I CONCRETE CNC„-4 CONCRETE CNC-I CONCRETE CNC-I CONCRETE CNC-I CONCRETE CNC-I CONCRETE GNC-1 CONCRETE GNC-I CONCRETE CNC-I CONCRETE GNC-I CONCRETE GNG -I - - - F2O2 B 6° 2203� -_ F2O4 — F2O5 F2O6 . ce. T1-1■—i■— __� _, �__ INSULATED . "._._.._, INSULATED INSULATED F2O5 F2O6 SPRINKLER/RISER ROOM RADIATOR ROOM/ROOF CONCRETE 5-1 CONCRETE 5-1 - - CONCRETE GNC-I CONCRETE CNC -I CONCRETE GNC-I CONCRETE CNC-1 CONCRETE CNC-I CONCRETE CNC-I CONCRETE GNC-I - _ —_ HS-6 CONCRETE CNC-I CONCRETE GNC -I CONCRETE CNC-I - H5-2 _ 14S-3 F3O1 PHONE ROOM CONCRETE S-I - CONGR2TE GNC GONGRETE GNC -I CONCRETE GNC-I CONCRETE CNC-I CONCRETE CNC-I - F301 A 3° 7° X STEEL H.M. H5-4 X INSULATED F5O2 DOMESTIC WATER ROOM CONCRETE 5-I - CONCRETE GNC-1 CONCRETE: GNC-1 CONCRETE GNC-I CONCRETE CNC -! CONCRETE GNC -I - F302 A 3° 7° X STEEL H.M. H5-1 X F3O3 CORRIDOR CONCRETE 5-I - CONCRETE CWG-I CONCRETE GNC-I CONG1<ETE CNG CONCRETE C,NC, CONCRETE GNC-I - F303 A 3° 7° X STEEL H.M. HS-I X F4O1 A S. 7 X STEEL STEEL NS -7 X INSULATED DOOR TYPES LOUVER TYPES LOUVER -- SCHEDULE S INTERIOR FINISH LEGEND' VW 10 Vy N0. 1 ROUGH SIZE FINISH REMARKS T 1 t , , , • -, . , g z t g E . g Wi hP, q W 4P 41 hr ( in g 1 d ; 1 M W 1 4W 1 1 1 r 0 0 "1 °P. 41 8 ° q' —° ,Q0 — M, 0. 0— M Q.1-0 M 00,0 e e e e e e e I ; 1 N0: MATERIAL: F?NISg, WALL OEILIA if fi R. HGINI o NG-I CONCRETE SILOAXANIE WATER REPELLANT FLOORING: •E 4 ¢ RO. t HICIIM HEIGHT o rc a o LOI MECHANICAL 8'-8' 9' -2 PRE - FINISHED 511 2306 GRANBERRf 906 SEE MECHANICAL PLANS FOR ADDITIONAL Ihr-ORMATTON CONCRETE HEAVY -DU, LOW SHEEN CONCRETE SEAL. - N s98..,0321 ECEIVED CITY R OF 7UKN'iLA NIn,,2P. ,9 PERMIT CENTER 0.470 71 RICHARD 0. FAEIHEIT STATE Of WASHINGTON LO2 ARCHITECTURAL 4'-6" 6'-6 PRE - FINISHED SW 2503 OUTDOORS % 7 — C.) ® 6 ® ® L03 ARCHITECTURAL 1 G-2 I /8" PRE- FINISHED SW 2383 OUTDOORS X LO4 MECHANICAL 8'-2 ° IO-0 0-0 ` PRE - FINISHED 5112306 GRAN5BRRY BOG SEE MECHANICAL PLANS FOR ADDITIONAL INFORMATION fi R.O. fi . DOOR/ HARDWARE NOTES I. ALL DOOR HARDWARE TO MEET WAG 51 -20 REQUIREMENTS FOR OPENING FORCE. LEVER HANDLES ARE REQUIRED. 2. PROVIDE 1/4" MAXIMUM CLEARANCE SETYEEN DOOR AND FLOOR FINISH MATERIAL AT INTERIOR SURFACES. 3. FINISHES FOR ALL INTERIOR DOOR HARDWARE SHALL BE U 1532 ((26). FINISHES FOR ALL EXTERIOR DOOR HARDWARE SHALL BE U532D (630). 4. MORTISE LOGKSET/LATCHSET HARDWARE SHALL BE USED ON ALL ENTRANCE/EXIT DOORS AND ALL DOORS SUBJECT TO HEAVY TRAFFIC N USE. LATGHSET HARDWARE MAY BE USED ON INTERIOR DOORS IN NON- TRAFFlG AREAS ONLY. FINISH NOTES ( TN ) VERIFY ALL MATERIALS AND COLORS 80TH ON SITE AND WITH TENANT PRIOR TO ORDERING OF MATERIALS. PRINT DATE: PLOT DATE: 05/27/99 0915 W g 3 cZe SHEET A9.0 DOOR SCHEDULE FINISH SCHEDULE NO. TYPE SIZE CLASS CONS. HDWE SET RATING REMARKS NO. ROOM FLOOR BASE N. WALL E. WALL S. WALL W. WALL CEILING HEIGHT r/EMARKS HlaIM 1H913H YI.)IH1 19/WW HG METAL 21000 21fOH L' /I TJnoi -i nJ.nNIW O Z I uaL -NON FIOI B 8° 7 X STEEL H.M. F5-5 X FIO1 TRANSFORMER ROOM CONCRETE 5-I - CONCRETE CNC-1 CONCRETE CNC-I CONCRETE GNC-I CONCRETE CNC-I CONCRETE CNC-I - 902 A 3° l° X STEEL H.M. H 5-6 X ACOUSTICAL - MIN. Sit RATING OF 42 F1O2 6E4IERATOR ROOM CONCRETE S-I - CONCRETE GNC-I CONCRETE CNC-I CONCRETE CNG-I CONCRETE CNG-1 CONCRETE GNC-I 03 A 3° 1_ X 5t =. H.M. -mi =• °,- - L. JEA -- MIN.45TGRATIN6,OF� ....... _ _ 14201 CORRIDOR CONCRETE 5-I - CONCRETE CNC-I CONCRETE CNC-I CONCRETE GNC -I GONGRETE GNG-I CONCRETE CNC -I - F201 B 6° 1° X STEEL H.M. H5-8 X INSULATED F'j2O2 F2O4 ELEC. EQUIP. ROOM BLDG. POWER ROOM CORRIDOR ROOM CONCRETE 5-I CONCRETE S-I CONCRETE 5-I S-I - - - CONCRETE CNC-I CONCRETE CNC-I CONCRETE 074c,-1 CONCRETE CNC-I CONCRETE GNC-I CONCRETE CNC-! CONCRETE CNC-I CONCRETE CNC-I CONCRETE GNC-I CONCRETE CNC-I CONCRETE CNC-I CONCRETE GNC-I CONCRETE CNC-I CONCRETE CNC-I CONCRETE GNC 1 CONCRETE CNC-I GONGRETE GNC 1 CONCRETE CNC-I CONCRETE CNC-I CONCRETE GNG-I - - - - F2O2 B 6° 1° X STEEL HM. r H5-2 �. �� X X —"- ,INSULATED ___, II LA`TEO ' -- '---- - .y~ 'P203 - --- A' "3 - I° � "--'-' " "'X" `STEEL'' HM , H5-6 �� F204 F205 A 3° B 6° l° 1° X X STEEL STEEL HM. H.M. H5-6 HS-2 X X INSULATED INSULATED F2O5 F2O6 SPRINKLER/RISER RADIATOR ROOM/ROOF CONCRETE CONCRETE 5-I - - CONCRETE GN -I CONCRETE CNC-I CONCRETE GNG-1 CONCRETE GNC -I CONCRETE CNC-I - F206 B 6° 1 X STEEL HM. H5-3 X INSULATED F3O1 PHONE ROOM CONCRETE S-I - CONCRETE CNC-I CONCRETE CNC-I CONCRETE CNC-I CONCRETE GNC -I CONCRETE GNC-I - F301 A 3° 1° X STEEL HM. H5-4 X INSULATED F3O2 DOMESTIC WATER ROOM CONCRETE 5-I - CONCRETE CNC-I CONCRETE ONG-I GNG -I - F3O2 A 3° 1° X STEEL HM. H5-I X F3O3 CORRIDOR CONCRETE S-I - CONCRETE GNC-I CONCRETE CN - GNC-I - F303 A 3° l° X STEEL MM. H5-I X P4O1 A 3° 1 X STEEL STEEL HS-1 X INSULATED TYPES DOOR LOUVER TYPES LOUVER SCHEDULE 00 7 // w (n t 8 N A o 1 1 g o t 8 E lb 40 WAD U � � z v I uu hd 7qmq '2M- Yohl; .2 -Dlwi - a ® ', N N Q NN N Q Q N N Q g CC et INTERIOR FINISH LEGEND NO. MATERIAL: FINISH: Nyeo .• NO. TYPE ROUGH opEHp1G FINISH REMARKS I WALL & CEILING:: CNC -I CONCRETE SILOAXANE WATER REFELLANT FLOORING: RQ. >C R.O. t SIZE O O rz < \ 4'-* RO. l e - F 't _ N rc o r ° rc -- - -- - -- * LOI MECHANICAL 8 -8' 4' -2' PRE - FINISHED SW 2306 GRAMMY 506 SEE MECHANICAL PLANS FOR ADDITIONAL INFORMATION 5-I CONCRETE HEAVY-DUTY, LOW SHEEN CONCRETE SEALER. D98.0321 RECEIVED CITY OF 7UKV11LA MY 2 8 1999 PERMIT CENTER 4470 111179 RICNaRO 0. FREIHEIT STATE OF WASIIINGTON LO2 ARCHITECTURAL 4'-6' 6'-6" PRE - FINISHED SW 2383 OUTDOORS X LO3 ARCHITECTURAL 10'-0 I/8" , 1 5 -0 . PRE - FINISHED SW 2383 OUTDOORS X ® ® O LO4 MECHANICAL 8' -2' 10' -0' PRE - FINISHED 5W 2306 CRANBERRY 13O6 SEE MECHANICAL PLANS FOR ADDITIONAL INFORMATION s° DOOR/ HARDWARE NOTES I. ALL DOOR HARDWARE TO MEET WAG 51 -20 REQUIREMENTS FOR OPENING FORCE. LEVER HANDLES ARE REQUIRED. 2. PROVIDE I/4° MAXIMUM CLEARANCE EMMEN DOOR AND FLOOR FINISH MATERIAL AT INTERIOR SURFACES. 3. FINISHES FOR ALL INTERIOR DOOR HARDWARE SHALL BE U526D ( FINISHES FOR ALL EXTERIOR DOOR HARDWARE SHALL BE US32D (630). 4. MORTISE LOGKSET/LATGHSET HARDWARE SHALL BE USED ON ALL ENTRANCE/EXIT DOORS AND ALL DOORS SUBJECT TO HEAVY TRAFFIC 4 USE LATGHSET HARDWARE MAY BE USED ON INTERIOR DOORS IN NON - TRAFFIC AREAS ONLY. FINISH NOTES ( FN -i ) VERIFY ALL MATERIALS AND COLORS BOTH ON 51TE AND WITH TENANT PRIOR TO ORDERING OF MATERIALS. • PRINT DATE: PLOT DATE: 05/27/99 0915 N d m w �v d 2 ow F s as U � N SHEET A9.0