Loading...
HomeMy WebLinkAboutPermit B93-0358 - SEARS - ENTRANCE CANOPYi ' s l 6' i 39,0261 R‘Nd)eituale> Co. i315 -0-07256 Ci o Tukwi A (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 BUILDING PERMIT Permit No: B93 -0358 Type: B -BUILD Category: ACOM Address: 400 SOUTHCENTER MALL Location: WEST ENTRANCE Parcel #,: 537920 -0330 Zoning: Type Const: I F.R. Gas /Elec: Wetlands: Water: Contractor License TUKWILA No.: JRABBCC172JD TENANT SEARS ROEBUCK AND CO. Status: ISSUED Issued: 10 /29/1993 Expires: 04/27/1994 Type of Occupancy: STORE Slopes: N Sewer: TUKWILA OWNER SEARS ROEBUCK AND; CO; 3333 BEVERLYROAD, D824C -BLDG A2, HOFFMAN CONTACT THOMAS E. CHAPEL , ' 521 KIRKLAND WY, 1IRKLAND, ,,.WA 98033 CONTRACTOR J R ABBOTT CONSTRUCTION CO INC P.O;,,. =BO'X 84048,:,. SEATTLE; ,WA' 98124 Phone: 708 ESTATES, IL " Phone: 206 286 -6336 60179 827 -0629 Phone;:; 206 467 -8500 * * * ** *Ic c* **04W * *4';1.* 4'e* * * * * * * ** *)fc'A 114.“k * *•k' *** * *•;/(*kit * * * *>>k * * *'iM *** * * * * * * * * *k Permit Desc;ript i on : NEW ENTRANtE CANOPY Units: 00.1 ' :2' Front: Buildings•' 0014 Left. 0 0 Fire Pro't;action: SPRINKLERED 3 UBC Edition: 1991 Valuation: 150,000 :00 Total ..Perini t Fee: 1,348:43 * * * * * *A7c(k* ** * * ** ** fir *' *:* fit* *•k*4�c• *k***Akk*** ***k * *** k* *k * **kk'** *fir* *'**4,k;9** *k* SETBACKS';. Bark`: Right:: Permit Cerrter� ;Authors zed S i'gnature (51-q I hereby oertify' `that I have read and s exami ned this. permit and know the same to be ;true ;and correct. All provisions't.of law' and' ordinances; governing ar:h;i s fork will be complied ;With, ,whether`specified her,4ii or not. The grantingji,61 this ppr»iit does not 'presume`t.o give authority i;`o violate or cancel the .proviaor s of''ariy other state or;�,local laws regulating construction ors the p'r,formance °of, work. •, .,;,1 am author ize`d to" sign for and obtain this bui1lfO:n.g permit. Signature:_ Print Name: Date: 1 This permit shall become null and vo i "d " "'i`f 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 froni the last .inspection. CITY OF TUKWFJ.A Department of =unity Development — Permit Cent,. 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 (206) 431 -3670 PLAN CHECK NUMBER )5q0 -vim ilding Permit Application Tracking PROJECT NAME SITE ADDRESS ctiy Ob SUITE NO. INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that the status of the project may be ascertained at any time. ® Plan corrections shall be completed and approved prior to sending to the next department. • Any conditions or requirements for the permit shall be noted in the Sierra system or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ", date and initial. DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. DEPARTMENT; 'BUILDING -. initial review OATEN DATE' PPROVED< X FIRE Zo-93 PLANNING INI 1O (q- ?3 (ROUTED) CONSULTANT: EQUIR.EMEiNT �MMEN - Date Sent - q iQp( Date Approved - )0.-a-1-q5 ��—_! 1 . a gio4 L stO n j S - -e Cj4 O PUBLIC WORKS INIT: VC& ffrycLi INIT: FIRE PROTECTION: Sprinklers (_) Detectors ( N/A FIRE DEPT. LETTER DATED: 0/27.193 INSPECTOR: 57 7._ ZONING: REFERENCE FILE NOS.: BAR/LAND USE CONDITIONS? Yes MINIMUM SETBACKS: N- S- UTILITY PERMITS REQUIRED? (J Yes PUBLIC WORKS LETTER DATED: E- N 0 OTHER INIT: BUILDING - final review 10/2. INI TYPE OF CONSTRUCTION: I) FR CERT. OF OCCUPANCY? UBC EDITION (year): °Yes KNo 199 f O BUILDING OFFICIAL INIT: a75j9..> REVIEW COMPLETED AMOUNT OWING: ( �t C� `� s ``t _I,+C�4Q) CONTACTED l __ DATE NOTIFIED 10-- - — t BY: .........ais (init.) 2nd NOTIFICATION BY: (init.) 3RD NOTIFICATION BY: (init.) ovoerea CITY OF TUKWILA Department of Community Development - Building Division 6300 Southcenter BouIR yard, Tukwila WA 98188 (206) 431-3670 � ()DUO BUILDIk PERMIT APPLICATION PLAN CHECK NUMBER 693— DESCRIPTION BUILDING.PERMIT:FEE PLAN .CHECK FEE BUILDING SURCHARGE OTHER: TOTAL �Yiili�ir t DATE: SITE ADDRESS SUITE # 400 SOUTHCENTER MALL VALUE OF CONSTRUCTION - $ $150,000 PROJECT NAME/TENANT ASSESSOR ACCOUNT # 537920 -0330 ,. . , SEARS • - :: • •. TYPE OF 0 New Building U Addition LN Tenant Improvement (commercial) L) Demolition (building) WORK: 0 Rack Storage 0 Reroof 0 Remodel (residential) 0 Other DESCRIBE WORK TO BE DONE: NEW — 1,012.61— eA`�v' c_ ENTRANCE CANOPY . BUILDING USE (office, warehouse, etc.) RETAIL STORE NATURE OF BUSINESS: /;-+,___Cd_a__ WILL THERE BE A CHANGE IN USE? ® No 0 Yes If Yes, new building requirements may need to be met. Please explain: SQUARE FOOTAGE - Building: 172,574 Tenant p.ce• Area of Construction: sjt)0 WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? ® No 0 Yes IF YES, EXPLAIN: PROPERTY OWNER SEARS, ROEBUCK AND CO. PHONE ADDRESS 3333 BEVERLY ROAD- D824C- BLDG A2, HOFFMAN ESTATES, IL _jZIP 6017 CONTRACTOR Oft-- Jd c5 . R. ~1 .N ,tia ���T �-� 1 PHONE ADDRESS _ ZIP WA. ST. CONTRACTOR'S LICENSE # EXP. DATE ARCHITECT GREGORY & CHAPEL ARCHITECTS PS PHONE (206) 827 -0629 ZIP 98033 ADDRESS 521 KI RKLAND WAY, K RKLAND, WA HEREBY ;CERTIFY THAT I HAVE: BE TRUE:'ANDC.ORRECT AND;.I BUILDING OWNER SIGNAT OR AUTHORIZED AGENT • CONTACT PERSON READ AND;: EXAMINED THIS APPLICATION ::AND M AUTHORIZED TO'APPLY FOR THIS'PERMIT. .KN W .THE SAME :' 9/17/93 PRINT NAM ADDRESS EL THOMAS E. CHAPEL PHONE (206) 827 -0629 APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure to fill out the application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed information on application and plan submittal requirements. Application and plans must be complete in order to be accepted for plan review. VALUATION OF CONSTRUCTION Valuation for new construction and additions are calculated by the Department of Community Development prior to application submittal. Contact the Permit Coordinator at 431 -3670 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Building Division to comply with current fee schedules. BUILDING OWNER / AUTHORIZED AGENT If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. EXPIRATION OF PLAN REVIEW Applications for which no permit is issued within 180 days following the date of application shall expire by limitations. 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 304(d) of the Uniform Building Code (current edition). No application shall be extended more than once. If you have any questions about our process or plan submittal requirements, please contact the Department of Community Development Building Division at 431 -3670. DATE APPLICATION ACC T TuKWtLP SFP 17 \ pHr MtT carves DATE APPLICATION EXPIRES 3. 1-t-93 03116/01 SUECIVIITTAL CHECKLIST COMMERCIAL NEW COMMERCIAL BUILDINGS/ADDITIONS Oomplotod buIding pormit'opplioation (ono foeeaot)..structbro I..1AssosgOt'AcoounENurnbor....,,,.,,;.... Two sots (2) ot the following: rTspopifia00„..„ • .• •••• Structurill.C141culatiOn.6tarpRod. by a Washington State Iicensod SpilS-rOOort..staniaod,*:tr Washington State liconsed ongineer Enorgy calculations stampod by a Washington .,• . engineer or architect •• ••• • • . • • • • • • ••• • r • • • .• • • • • • .• • • • •••• ••••.• • • ; ■ • • • • ; „ • .„ ; ••• •••• ••••■ • ■• ;,••••••• ; .•:. • '.■ • • • • • • Working drawings, Stato liconsed archltect, which ino1.109; • Structural drawings • Elevations • Civil drawings • Landscape plan • • El Comploted utility permit application (ono for entire • Li submittal requiremorzts. 1 1 L. RACK STORAGE Complotod building permit appfication Account Numbor • .• Two (2) sets ot plans, which includo 1 Bulicting floor plan showing: • • .Exit doors :•.• •••••••• Tonant spaco Iloor plon showing rack storage layout, aisles and r• •. . . .. . NO'rE:.::/no/uda6fittifinsiots•:6f, i*.ici0.:(6.RiP1)1,::.:WCIth and and oxit ways on plan. Structural ongirioor(rack:Otorage EV...and 1 1 RESIDENTIAL — NEW SINGLE-FAmtv DVVELLINGSIADDITIONS . 411•■•••• ANTENNA/SATELLITE DISHES • • I I Completed building permit application I1 Ac3Oor Account Numbor incluOe: •-; • ... • . . ,• .„ loOatior.E..01•anannO/0.()11itO.‘:00) ...•:LID.,.110::00tonnats4t9114001qh,Eiod . ...... . JGomOlcited bullding pormit application (ono for each structure) • -0 Legal dosaription Assossor Account Number :77— Two sots (2) of working drawings, which include: • Site plan —b-- (On ptn, show closest iiydnint location .• • foiig(11 vi accoss.) • ••• .••••• ••••••:::•••••,'•:• . • . Structural Irarning plans . . .. :•.1 Washington State Enorgy Codo data t1i.i.':••1?0!"P!t'aPPi9! . •• .• • .„ . ....... . .............• . ... showing ••• utilities • NOTE: Buliding sitalPlgr.and utility site P all in Y. utility:pormit application and chocklist Additional topograph!cal and solls information may be roqulred if uniquo ; • • , • .:,. : , RESIDENTIAL REMODELS • . Completed building porn* apOlication.(One,for.each:'atrUpEuEe. : • • : • • : • • • • • •• • :•••••• • '• Assessor Account : • , , • • • • . . ••: •,• Two (2) sots of workiig • drawlngs, • ,.••■•••••••• • Foundation plan • Floor plan Structurat framing plans . .. . . and plans musi bu submitted, • . • . ; .. . . . •• . . . REROOFS I 1 c6fnoictoi:t. building pormit applicatlon Assassor Account Numbor ''''''''''''''''''''''''' ..• • .• tha: parm I • " ..". DEPARTMENT OF LABOR AND INDUSTRIES THIS CERTIFIES THAT THE PERSON NAMED HEREON IS REGISTERED AS PROVIDED BY LAW AS A ' ' REGISTRATION NUMBER '•• . EXPIRATION BATE • CC0 '?• ;: >::Y' JRABBCCI.72JG. 0.4/01/94 EF'F4CTIVE`'OATE 04 /04/ 83 ABBOTT COHS1` CO iUUC P 'O, t3CX 84048 STATE OF WASHINGTON -,l k****** k**** k********* k.******* h* ************************ **k* **k k CITY OF TUKWILA, WA TRANSMIT ***********• k•* *** *k*****k*********h* *'* ** **** k** *** *:k*k** ** ***k.* TRANSMIT Number. '43001573.Amount: 815.00 10/29/9309:01 'Permit•.No: 85370358 Type: B -BUILD BUILDING PERMIT Parcel No. 537320 -0330 11/01/93. Site Address: 400 SO.UTHCEN7ER MALL Location: WEST ENTRANCE Payment Method: "CHIs'CK Notation: GREGORY ,& CHAPEL Ini•t: SLB * ** * * * * * * ** " * * * * * * * *" * * ** * * *, * ** * * * *• *, aka, *k * ** ** * * *11** * ** * *11* Account :Code 000/322.100• 000/386-.904 • •.'Desoniption BUIL -DINO - NONRES STATE BUILDING SURCHARGE Total (This. Payment) : Total Fees: Total All Payments: Balance: 1,348.43 1,348.43 .00 Paid 814.50 4.50 819.00 GENERA 814.50 GENERA 4.50 TOTAL 819.00 CHECK 819.00 CHANGE 0.00 5801A000 1450 ' , .,.~,"�,�~-..~,.~- - ,'`-T-.~74 .�' **+****w+*+**+****+*****+**+**+**+*k+*,;*+*k+af**************++++ CITY OF TU%N%LA WA ' , TRANSMIT *+*+*++***+***+***+++****+****+***++****+***++*+++***+**+*4***** TRANSMIT Number: 93001331 A moun t : 529.43 09/17/7RAM54 Perinit No 893~0358 Type: B—BUILD BUILDING PER� Parcel Na : 537920,-0330 '-' Site Address: '400 SOUTHCENTER MALL Location: WEST ENTRANCE Payment Method: CHECK Notation: GREGORY & CHAPEL Init: DLM *********+******a**w*****a***+**************+*+*********+a****** Account Code Description ~ Paid O08/345W3O PLAN CHECK ~ NONRE� 529.43 Total (This Payment): aymwn : 529.43 Total Fees: Total All Payments: Balance: 1,348.43 529.43 819.00 GENERA 529.43 TOTAL 529.43 CHECK 529.43 CHANCE 0^00 4530000 14:49 kh *k *k* *k * * * ** * * ** *irk * *•k * *k * *k * *kh* * * * *k kk * * * * **k * *k * * **4 Ah * *. CITY OF TUKWIL.A, .WA h***• k* k * ** * * * * * * **k*** * * ****** ** A* **k *kkkk•kkk*kA* * * ** ** ***** *kit TRANSMIT Number: ;94000118. ;Amount: 169.20 01/3i./94 09:29 Permit. No: 893.0358 Types 0•-13UILD BUILDING i'E'b ./94 Parcel `No:. 537.920 -0330 Site :Address: 400 :.00UTHCENTER :MALL Locations WEST ENTRANCE Paymen t; Method : .CHECK Notation: J. R.ABBOT'f Xnit.:..SLO **.*******•**• k* 4. * *A* * * * **. *fi. **A*r. *, * * * * * ** k * * # * ** * ** * *. * *** * * * **: *k * ** Account 'Code Deaoription TRANSMI:I• GENERA 169.20 TOTAL 169.20 CHECK( 169.20 CHANGE 0.00 8632A000 16:11 paid. 000/345.830 PLAN CHECK - :NOMRE8 169.20 Total (This Payment): 169.20 Total Fees: Total All Payments: Het ance: 1,517,63. 1,517..63 ,00 ..Jet -R12-\1161Qr 01.60 l6 ` Plan _ .k. c.'c _Pa_OL c.L3 -Pm oury ._.. n o w w . d . _ : _ _ _ _ :__.;.. _ _ ..µ 1: q _ ,o.... CITY OF TUKWILA Address: 400 SOUTHCENTER MALL . Permit No: B93 -0358 Tenant: SEARS ROEBUCK AND CO. Status: ISSUED Type: B -BUILD Applied: 09/17/1993 Parcel #: 537920 -0330 Issued: 10/29/1993 *•k* *fir k**•**** ********* * *** **k ****** ****k*k** fc* k**** **•k **k*•k*•kk•kk*******k•k-k** Permit Conditions: 1. No changes will be made :5;to.;. the -. p;, Jan s:l :;un``less_:;,approved by the Architect and the 34,011a- Building Division 2. Electrical permir sihall be ob,tainedthrough th e Washington State Division:;`;O.f Labor, arnd'� Industries and/all e`le ctr..ical work will bey :rins'pected by, 'that °agency:,,(2487.6630) 3. All permit s ,inspectl'on_recordsrf and a pprdve`drplans shall be `A maintaine.davail,ab',eat thecj,ob site' prior 65,-the any construction ,..rThese`" documents are to be, ma i'n,tai ned'' avai labyl,,e unti1 f ihWinspect:ioh 'approval is °granted. 4. When sp,eecia1 inspection i�s;relquired either the owner, archi.tect ,or. engineer notify , the Tukwila Bui lding': Divis•1i n of,'appointment�of the••,,inspection agencies':,pri,or `'to the ;f ~i.rst- bu`ll d,ing inspection:(- Copies of all special ins;ei'nn ot reports shall -be submitted to the Building Divi,srion''AnPa :timely `niar>ner '; Reports rsha°l =l.,contain address, pro :J"rect name, fpermit•, number 'and .type of! inspection being performed. 5. The,t: }'sipe`cia=( inspector sha'll:`submit a f.inal:..Signed report' steiftng ,whe'ther the wor.,k•f` equlring special ,i'nspection• was, - to ;,th *e best„ of, the inspe'ct`or s k'noW1edge, in conformance with app loo ed plans and sp'ec'ificationS arid ':, ?,the•r'appl icable `work mansl ),p y,pr7;ovisions of the UBC. 6. A sta;t�em`ent rom the roofing contr actor- ,.ver.ifying fire a'Y retar,daptprc�lass of roof (wi l l be requ:i"redf prior •;to final inspect;ion;,, 'Roof`.i,ng for entrance'canopy; sh`a�1,1.'tprovide`a minima `'Glass "B" roofing class.p'er `UBC Table `32 -A. p t\a!'y• p P . ,p fireproofing .a q r y 7. All s a 1`ied sj re u�i .ed'�1 °b, �e UBC Standar+ No. 43- 8';4 shal l {,be. special inspected. Fire ;,proof'.ing shal;,, be provide*to 'Obtain the'.f ire rating stated on th:e;appr,oved plans. Ths,pecifted spray ap plied- -ftreproofingishall;.,,be applied in a`c'cordance with the ICBO Evaluation Service; Inc. Evaluation RepoNo. 1244. Ssee. copy attached to,ojappr•oved s plans. Special'''`. ctor's f n°alvrepar;t shall acknowledge that the fireproofs l "g:material' was installed'iri,accordance with the approved p i ans °.:and: condi_t,lonso;f a i uat i on report. 8. All construction to be done'='in.'oq:nformanfce "with approved plans and requirements of the Uniform Building Code (1991 Edition) as amended by the Washington State Building Code, Uniform Mechanical Code (1991 Edition), and Washington State Energy Code (199.1 Second. Edition). 9. Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be con- strued to be a permit for., or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. No permit presuming to give authority orr violate or cancel the provisions of this code shall be valid. City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Fire Department Review Control #B93 -0358 (512) Re: Sears - 400 Southcenter Mall Dear Sir: John W. Rants, Mayor September 22, 1993 The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Exit doors shall swing in the direction of exit travel when serving any hazardous area or when serving an occupant load of 50 or more. (UBC 3304(b)) 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 12.106(c)) 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. Exit hardware and marking shall meet the requirements of the. Uniform Fire. Code. (UFC 12.106- 12.111) Exits shall be illuminated any time the building is occupied with light having an intensity of not less than 1 foot candle at floor level. Fixtures required for exit illumination shall be supplied from separate sources of power for Group 1, Divisions 1.1 and 1.2 occupancies and for all other occupancies where the exiting system serves an occupant load of 100 or more. (UBC 3313 (a)(b)) City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 2 John W. Rants, Mayor When exit signs are required by The Building Code (see U.B.C. section 3314(A)), additional approved low level exit signs which are internally or externally illuminted, or self - luminous, shall be provided in all interior exit corridors serving guest rooms of hotels in Group R, Division 1 occupancies. The bottom of the sign shall not be less than 6 inches or more than 8 inches above the floor level. For exit doors, the sign shall be on the door or adjacent to the door with the closest edge of the sign within 4 inches of the door frame. (UFC 12.111(e)) Exits serving more than 50 occupants shall be provided with illuminated exit signs. (UFC 12.111(d), UBC 3314(c)) The power supply for the exit pathway illumination shall normally be provided by the premise's wiring system. In the event of its failure, illumination shall be automatically provided from an emergency system. Emergency system shall be supplied from storage batteries or an on -site generator set and the system shall be installed in accordance,with the requirements of the Electrical Code. (UBC 3313(b)) 2. Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under overhangs greater than four feet wide. (NFPA 13 -4- 4.1.3.2.1) Extend sprinkler protection to include entrance. All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or i cuoyriiZv -u Ly Tilts CiLy of Tukwila, prior Lo submittal COT Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 3 O John W. Rants, Mayor to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1646) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1646) 3. Required fire resistive construction, including occupancy separations, area separation walls, exterior walls due to location on property, fire resistive requirements based on type of construction, draft stop partitions and roof coverings shall be maintained as specified in the Building Code and Fire Code and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 10.601) 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, '�,f 5I7, • The Tukwila F fl a Prevention Bureau • cc: T.F.D. file ncd t City of Tukwila Fire Department Project Name Address John W. Rants, Mayor TUKWILA FIRE DEPARTMENT .Send FINAL APPROVAL FORM Thomas P. Keefe, Fire Chief Permit No. 12)9 3 Retain current inspection schedule _ Needs shift inspection )( Approved without correction notice Suite # Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: ;i Halon: /t Monitor: Pre-Fire: Permits: Authorized Signature FINALAPP.FRM Date T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 Phone: (206) 575•4404 . Fax (206) 5754439 OTT R ENA E OTTO OS U & ASSO� AT S, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 ' 31 March 1994 City of Tukwila Building Division 6200 Southcenter Blvd. Tukwila, Washington 98188 Project: Sears 41139 400 Southcenter Mall PERMIT NUMBERS: (B9303 9303587 Ladies /Gentlemen:" 010 V1SUAL EXAMINA APR 1994 'U n L OPMF:ni7 We herewith certify that we have completed the following types of inspection and testing on this project. To the best of our knowledge, all work inspected . is according to approved plans and specifications and /or Engineer's revisions thereof. 1. Soils - visual only 2. Reinforcing steel (including epoxied dowels) 3. Reinforced concrete 4. Reinforced masonry - periodic' 5. Epoxied anchors 6. Structural steel including welds and high strength bolts 7. Steel decking 8. Expansion bolts 9. Fireproofing boards installation Copies of all reports have been submitted to your office or are enclosed. Very truly yours, OTTO ROSENAU &ASSOCIATES, INC. Otto M. Rosenau OR /jp Enclosure cc: Sears J.R. Abbott INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Project:) Po K(QQ kt G J e n„. Type of Inspect itt SPYtk ( P.-t, .I f -2. Ali) Date Called: , g , q -17.rn nstruct , , 2W A; y4 Pit l S C.' I.:,9 "ant,.: Requester: /1/7(44, Phone No d / _ (Jt;6 0 kApproved per applicable codes. ❑ Corrections required prior to approval. e.4-1r,1/9y ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at, 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. Receipt No.: We: el yr, INSPECTION RECORD C.. Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 el , (MA Plitfirt.Ov,t2._ ' Type ot woollen: Ac A4(efl c iii -r '' qe4 A" rf) e50 (AIt\ e_e,44r- kintiPal _ e CaNed• . 3 — cl — q *&rInstructions: Date Wanted: (7 ..... /2 ,, / 1.n..2).m. Requester: a 4, ,P zilp—nloa Approved per applicable codes. COWENTS: 0 Corrections required prior to approval. Dale: O $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. IRoo* No,: DATE i&s• CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 RECEIVED CITY OF TUKWILA JAN 3 1993 PERMIT CENTER RIEVIIS O SUBMITTAL - * PROJECT NAME S e/ta S .7 e' `t T74 C/ rat- /24:7,1/ ADDRESS C%O 5014 121 CL --ter ' 4t c- CONTACT PERSON V o/1 Ad 4-z y PHONE y‘ 7.19,(c0 cD ARCHITECT OR ENGINEER / O(r.-/-1 PLAN CHECK/PERMIT NUMBER 69. J o ~ S TYPE OF REVISION: ��C,">ri ;S✓ONS #2� e P/247-/-//rti6 70' 4-z ''/ /2 c 7 0>t, 5.-refref 0,-- /6 4iee: vi St 4- 5 /, /r'U' Q.(/z 4 y . 86- 604/P SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: "Fai3 Mar 02, 1994 City of Tukwila John W. Rants, Mayor Department of Community Development Rick Beeler, Dimctor THOMAS E CHAPEL 521 KIRKLAND WY KIRKLAND, WA 98033 RE: SEARS ROEBUCK AND CO. Dear Permit Holder: Our records indicate that on Apr 27, 1994 one hundred and eighty days will have passed with no inspections having been called for under Tukwila Building Permit Number B93 -0358. Unless you call for an inspection; or obtain a written extension from the Tukwila Building Official prior to that date, your above referenced permit will become null and void on Apr 27, 1994. If your project has been completed please call for final. If you are actively working on it please notify our office. If you have any questions or need further information to obtain an extension on your permit please call the Tukwila Building Divison at 431 -3670. Sincerely, /644A 77r)-a-eil-C-e#C' Denise Millard Permit Coordinator Department of Community Development 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670. Fax (206) 313665 R O B E R T FOSSATTI A S S O C I A T E S CONSULTING ENGINEERS January 25, 1994 A PROFESSIONAL 1000 NORTON (BUILDING 110 SOUP( I IIOTEL STREET SERVICES 001 SECOND AVENUE SUITE 202C CORPORATION SEATTLE, WASIIINGTON 00104 HONOLULU, HAWAII 001114 TELEPHONE: (200) 021.1003 TELEPHONE: (808) 533.0000 EAX:(200)021 -0740 FAX:10081545.2200 City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 RECEIVED CITY OF TUKWILA JAN 2 6 1994 PERMIT CENTER Attention: Mr. Duane Griffin Reference: 93- T- 12 /RFA# 93102 -08 (Sears Canopy) Dear Mr. Griffin: We have received additional information for the revision to the proposed project and have reviewed it for compliance with the structural portions of the 1991 Edition of the Uniform Building Code. We have no additional comments. 593 035% Enclosed':are the previously approved drawings and calculations, the revised drawings, and revised calculations. Very truly yours, ROBERT FOSSATTI ASSOCIATES, INC., P.S. Cr stal Kolke CLK:R3 cc: Gregory & Chapel Architects 521 Kirkland Way Kirkland, WA 98033 R O B E R T F.OSSATTI A S S O C I A T E S CONSULTING ENGINEERS A PROFFSSIONAI, 1000 NORTON BUILDING SERVICES 801 SECOND AVENUE CORPORATION SEATTLE, WASIIINGTON 08104 TELEPIIONE: (200) 021-1803 FAX: (200) 021 -074(1 January 17, 1994 City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Attention: Mr. Duane Griffin 110 SOITPII HOTEL STREET SUITE 2020 IIONOLULU, HAWAII 96813 TELEPIIONE: (000) 533.0099 FAX: (808) 545-2200 RECEIVED JAN 1 9 1994 DEVIVIIVIUTY LOPMENT' Reference: 93- T- 12 /RFA# 93102 -08 (Sears Canopy) 8C1'5.0'3c�J—g Dear Mr. Griffin: We have received additional information for the revision to the proposed project and have reviewed it for compliance with the structural portions of the 1991 Edition of the Uniform Building Code. Our comments follow: Call for all necessary special inspections on the drawings as required per Section 306(a). All items, must be listed on the drawings. 2. The Structural Notes call out information on masonry. Remove these notes from the drawings. Please have the applicant respond to the above comments in itemized letter form and resubmit two copies of revised drawings and one copy of revised calculations, as required. Very truly yours, ROBERT FOSSATTI ASSOCIATES, INC., P.S. i'W1-11"/ //4/1 Cry tal Kolke CLK:R2 cc: Gregory & Chapel Architects 521 Kirkland Way Kirkland, WA 98033 R O B E R T FOSSATI A S S O C I A T E S CONSULTING ENGINEERS A I'ROFEISSIONAI, 10(x) NORTON BUILDING SERVICES 801 SECOND AVENUE CORPORATION SEAMY., VVASIIING ON 08104 'IEI,FFIIONE: (200) 021 -1803 FAX: (200) 021 -0740 January 7, 1994 City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 110 SOU TI IIOTKI, STREET SUITE: 202C HONOLULU, IIAVVAII 013814 TEIEPHONE: (808) 533-6699 FAX: (808) 545 -2200 Attention: Mr. Duane Griffin Reference: 93- T- 12 /RFA# 93102 -08 (Sears Canopy) 695--03 Dear Mr. Griffin: We have received a revision to the proposed project and have reviewed it for compliance with the structural portions of the 1991 Edition of the Uniform Building Code. Our comments follow: 1. The revised architectural drawings need to be submitted for this review. 2. A soils report must be submitted to verify the use of an assumed soil bearing pressure of 6000 psf. 3. Call for all necessary special inspections on the drawings as required per Section 306(a). 4. The Structural Notes call out information on masonry. It does not appear that structural masonry is being used on this project; please clarify. Please have the applicant respond to the above comments in itemized letter form and resubmit two copies of revised drawings and one copy of revised calculations, as required. Very truly yours, ROBERT FOSSATTI ASSOCIATES, INC., P.S. Cry al Kolke CLK:R1 cc: Gregory & Chapel Architects 521 Kirkland Way Kirkland, WA 98033 RECEIVED JAN 1 0 1994 COMMUNITY DEVELOPMENT City of Tukwila John W Rants, Mayor Department of Community Development Rick Beeler, Director January 5, 1994. Robert Fossatti Associates Consulting Engineers 1000 Norton Building 801 Second Avenue Seattle, WA 98104 Regarding: 93 -T -12 Revisions: Sears Canopy (B93- 0358). Please do structural review per U.B.C., 1991 Edition. Sincerely, Shellie L. Bates Permit. Technician 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 313670 • Fax (206) 431 -3665 Calla JR ABBOTT CONSTRUCTION CO., INC. 3512 AIRPORT WAY SO., SEATTLE, WA 98134 P.O. BOX 84048, SEATTLE, WA 98124 (206) 467 -8500 TO: ATTN: SIGNED C.C. TRANSMITTAL RECEIVED CITY OF TUKWILA JAN 3 1993 PERMIT p TER JOB NO. JOB NAME W.C.L. JRABBCC 172 JD IF ENCLOSURES ARE NOT AS NOTED, KINDLY NOTIFY US AT ONCE. 12' °' 13 • 933P- C 7-'' FOR APPROVAL n FOR YOUR USE Li APPROVED AS SUBMITTED APPROVED AS NOTED fl NOT APPROVED ❑ REVISE AND RESUBMIT ❑ FOR REVIEW AND COMMENT n OTHER REMARKS -� ❑ ENCLOSED FOR YOUR SIGNATURE ARE 3 COPIES OF SUB- CONTRACT. PLEASE SIGN AND RETURN ALL 3 COPIES WITHIN ONE WEEK OF RECEIPT. ONE FULLY EXECUTED COPY WILL BE FORWARDED FOR YOUR FILES. ❑ CERTIFICATE OF INSURANCE MUST BE SUB- MITTED TO OUR OFFICE PRIOR TO WORK COMMENCEMENT. ❑ FOR BIDS DUE x�G! /? CA ".1 , re" /067 l .rG C_O/✓.5 %`Z9 77L / ' L 41i 7 v717 Q/ 4 %vG `I/ Vs 71" $'/wer- la-194-1q, er/vcc epwe /see?, RECEIVER 4 NO, 33306 ?err/ DATE NUMBER OF COPIES SUBMITTAL NUMBER DESCRIPTION ( p r. 'O/7/ ` �7 ?' d N v v /(. /, /V 12.4,-. C Gr / /.or , / �_ �/ {Y / � :• _};`Y • °.1 % if, 6-- •'s c./ /V6 / '1/6 5 r. ' rr. 1 i';1: f:ee�:, i'� FOR APPROVAL n FOR YOUR USE Li APPROVED AS SUBMITTED APPROVED AS NOTED fl NOT APPROVED ❑ REVISE AND RESUBMIT ❑ FOR REVIEW AND COMMENT n OTHER REMARKS -� ❑ ENCLOSED FOR YOUR SIGNATURE ARE 3 COPIES OF SUB- CONTRACT. PLEASE SIGN AND RETURN ALL 3 COPIES WITHIN ONE WEEK OF RECEIPT. ONE FULLY EXECUTED COPY WILL BE FORWARDED FOR YOUR FILES. ❑ CERTIFICATE OF INSURANCE MUST BE SUB- MITTED TO OUR OFFICE PRIOR TO WORK COMMENCEMENT. ❑ FOR BIDS DUE x�G! /? CA ".1 , re" /067 l .rG C_O/✓.5 %`Z9 77L / ' L 41i 7 v717 Q/ 4 %vG `I/ Vs 71" $'/wer- la-194-1q, er/vcc epwe /see?, RECEIVER 4 NO, 33306 ?err/ FROM GREGORY &CHAPEL ARCH r• ALIGN TYPE DIRECTLY ON THIS LINE TO t• 12.21.1993 0 1 s T 1 2 9 a GREGORY & CHAPEL . ARCHITECTS • PS " 621 WWY KIRKLAND, WASHINGTON NOM (206) 827-0629 (206) 622.3316 40% Pro-Gamine Coda III 10% POI/ .Ciln m q Galion' P. 1 �'. fI00X1IH1r.� as' k .tran14aCI00I Gafh(lpr Mil MWrr1. ?,I1 .‘"/Ti. Fe, (cLu "Ten, 3 •uuacT attitee,4 e 4:Zeos44 -fike- 5*-d 40eve ecruN. ... f.77.2:-.!..11401Atries..t.64{--mAyir or C P. c! 06) EX' J6 eic 2E puipyr- topf Aft-erI. Mlous--pdq -pp or aoa 7' 110. - Ea kfeiw 0.40..71-6‘40e. ..7. -+o c '. tub. pet.vgp ae .._ave.... -..? a .o 4/4---710 `s" VECN V •- S°a' NO RPLY NECESSARY ±!A' ** *END * ** F T CI O TUKWILA JAN 3 1993 PERMIT CENTER R 0 B E R T FOSSATTI A S S O C I A T E S CONSULTING ENGINEERS October. 27, 1993: A PROFESSIONAL, 1000 NORTON BUILDING 116 SOLl7I 110TEL STREET SERVICES 801 SECOND AVENUE SUITE 202C CORPORATION SEATTLE, WASHINGTON 06101. HONOLULU, HAWAII 96813 TELEPHONE: (206) 021 -1803 TELEPHONE: (8001533 -6699 FAX: (206) 021.0740 FAX: (800154•x2200 City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 RECEIVED CITY OF TUKWILA OCT 2 7 1993 PERMIT CENTER Attention: Duane Griffin Reference: . 93- T- 12 /RFA #93102-08 (Sears Canopy) $ o .c( Dear Mr. Griffin: We have received information on the proposed project and have reviewed it for compliance with 'the structural portions of the 1991 Edition of the Uniform Building Code. We have no additional comments. Enclosed are the drawings and calculations for your use. Very truly yours, ROBERT FOSSATTI ASSOCIATES, INC., P.S. GG Crystal Kolke CK /jw:3 Enclosure cc: Gregory & Chapel Architects 521 Kirkland. Way Kirkland, WA 98033 R O B E R T FOSSATTI A S S O C I A T E S CONSULTING ENGINEERS October 21, 1993 A PROFESSIONAL 1000 NORTON BUILDING 116 SOUTII IIOTEI, STREET SERVICES 601 SECOND AVENUE SUITE 202C CORPORATION SEATTLE, 5VAS1IINGTON 06101 HONOLULU, I IAWA 1 06613 TELEPHONE: (206) 621.1603 TELEPHONE: (606) 533.6600 FAX: (206) 621.0740 FAX: (808) 543.2200 City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Attention: Duane Griffin Reference: 93- T- 12 /RFA x/93102 -08 (Sears Canopy) 0613--Cat.5.011t Dear Mr. Griffin: We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1991 Edition of the Uniform Building Code. Our comments follow: 1. The submittal package we received does not include Sheet S1. The concrete and reinforcing steel notes must be provided on Sheet S3. The photocopy of the General Notes submitted with the calculations does not specify the minimum number of sacks of concrete for footings and foundation walls. Also, provide specifications for grout and show wind speed and exposure on the drawings. Please have the applicant respond to the above comments in itemized letter form and resubmit two copies of revised drawings and one copy of revised calculations, as required. Very truly yours, ROBERT FOSSATTI ASSOCIATES, INC., P.S. Cry tal Kolke CK /jw:2 cc: Gregory & Chapel Architects 521 Kirkland Way Kirkland, WA 98033 RECE VED OCT 2 21993 DEVELOPMENT R 0 13 E R T A S S O C I A T E S CONSCUI'I \fl 1•;NIINF;6RS October 8, 1993 :1 PROIISSION:11. SERVICES CORPORATION City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 10(X) NORTON BUILDING 8111 SECOND AVENUE SE:11ITl 1 ;, WASHINGTON 981(1) TELEI'IIONE: (21)6) 621.1803 FAX; (200) 621.9710 Attention: Duane Griffin Reference: 93- T- 11 /RFA #93102 -08 (Sears Canopy) Dear Mr. Griffin: 116 SOUTH HOTEL STREET SUITE 202C 1IONOLCI,1',11:111':UI 1)6013 TELEPI IONE: (808) 533-6099 I'.1 \: 180815 (5.2200 We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1991 Edition of the Uniform Building Code. Our comments follow: 1. Provide complete information on concrete in the structural notes; include compressive strength, mix design, etc. Also, provide yield strength, etc. for reinforcing steel. 2. Provide calculations which evaluate uplift effects on the canopy structure. Please have the applicant respond to the above comments in itemized letter form and resubmit two copies of revised drawings and one copy of revised calculations, as required. Very truly yours, ROBERT FOSSATTI ASSOCIATES, INC., P.S. Crys al Kolke CK /jw:1 cc: Gregory & Chapel Architects 521 Kirkland Way Kirkland, WA 98033 RECE VE:7:D OCT 1 21993 C0.,ttv+t) I Y DEL:LOPMENT John W. Rants, Mayor Department of Community Development Rick Beeler, Director September 20, 1993 Robert Fossatti Associates Consulting Engineers 1000 •Norton Building 801 Second Avenue Seattle, WA 98104 Regarding: 93-T-12: Sears Canopy (B93-0358) Please do structural review per U.B.C., 1991 Edition. Sincerely Shellie L. Bates Permit Technician 6300 Southcenter Boulevard, Suite #100. Tukwila, Washington 98188. (206) 431-3670 i Fax-(206) 431-3665 September 17, 1993 City of Tukwila Department of Community Development Building Division 6300 Southcenter Boulevard Tukwila, WA 98188 Re; Sears - Tukwila ( Southcenter Mall) Remodeling Permit Submittal for West Entrance Canopy 4t MATTHEW J. GREGOIN, NA, CCs•PRESIDENT THOMAS E CHAPEL, AA • VICE PRESIDENT HGREGORY & CHAPEL ARCHITECTS • PS Enclosed you will find the following for application for Building Permit: 1 completed Building Permit Application 2 Complete Sets of Permit Drawings 1 copy of Structural Calculations 1 check for Plan Review Fees. Slnc Th ' mas E. Ch Vice Preside Encls, cc: Gaylon Goodwin - Sears, Tukwila Ramon Perez - Sears, Hoffman Estates, IL RECEIVED CITY OF TUKWIIA SEP 1 7 1993 PERMIT CENTER 521 IORIQAND WAY KIRIQAND WASHINGTON 98033 (206) 827.0629 41 e4 McLaren • Peterson • Associates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (2061622 -4580 / Fax (206) 622 -0422 RECEIVED CITY OF TUKWILA SEP 1 7 1993 PERMIT CENTER STRUCTURAL CALCULATIONS (SEARS -°TUKWILA ) McLaren • Peterson Jsociates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206)622.4580/ Fax (206) 622-0422 _ to kci ID = + I4 1745 CeT...._ ._�•_�xQx� .._._l� ' E RECEIVED CITY OF TUKWILA SEP 7199'3 PERMIT CENTER ��- Ufa)-- •'�+ -- - -.. o .R -161A 1 ; r i i : I i i l i { T r s , pESCR I PT I OIL .::•METAL 0I SST SPAN LENGTH~ CENTER SPAN LEFT CANTILEVER FRIGHT CANTILEVER -=.5 ft = 8 ft = 0 ft --->> All distances refer UNIFORM CENTER: #1 = 0.025 4;1f #2 = 0 k l f #4 = 0 kill CANT.: LEFT RIGHT #1 = 0.025 0 #2 = 0 0 #.7 = 0 0 #4 = 0 c:) #1 = 0„321k X = . #2 = (:) : k: X = #3 _ (:) : I•r, X = • #4 = 0 k X - # 5 = c:) k X = #6 = 0 E:: X #7 = 0 k X = AFFLIED to GENERAL DATA FIXITY CODE 1= F'in /F'in, ^_• =Fi;c /Fire, 4= Pin /Fi)c, 5 =F:i;c /Free I: INERTIA = 14.035 i.n•`'•u E: ELASTIC MODULUS =290::0000 psi LOADS left support, use '- for left cantilever 1 << _ =Fi , /F'in #1 = #2 = #3 = #4 = #5 = #6 = #7 = id LEFT 0 c:) 0 0 TRAF'EZO I DAL @ RIGHT X -LEFT 0.086 0 0 k l f k 1 f k l f k: l f 0 E :1 f k1 f ( -.) U.+ f k l f #8 = 0 •0 CONCENTRATED #1 - #2 = #= = #4 = - -- SUMMARY O f t -k @ O ; f t - k @ O ft -k: @ O ft -k @ _ . v 0 0 0 0 0 c:) X -BIGHT T ft ft. ft 0 •ft_ O ft O ft O ft -8 ft # 8 = O f't 9 = c :) ft 10 0 f t ' 11 O :ft 12 O :ft 13 O f't 14 MOMENTS Or c:) f,t ft ft fL- c:) o c:) c:) c:) 0 k: k: k: X= X = X - X = X = • X = O ft O ft O ft O ft O ft O f t O ft #5 #6 #7 #8 O f t - k O f t - k 6 ft-k O f t - k 0: ft 0 ft 0 • f t O ft . MOMENTS MAX. Span Moment @ Location MIN. Span Moment ..r. @ Location = 2.9510 15.309 -3.76 0 f t -1.: ft • ft -k ft ID Left Support = -3.36 f t -k @ Right Support. = O f t - k MAXIMUM DEFLECTIONS (Pos. Center Span, @ X = 13.545 Left Cant., )_ X = -8 Right Cant.; )tl X = 0 SHEARS Left Support Right Support REACTIONS, Support Right Support MAXIMUM MOMENT = Up) ft --> ft --> ft -7-. Deflection Deflection Deflection Moment Shear QUERY VALUES (f t-k) (k) ca CENTER SPAN X = 0 ft .....-3.36 0.68070 ID LEFT CANT. X = 0 ft (:) 0 ca RIGHT CANT. X = 0 ft 0 c:) 0.680700 k = 0.766799 I.:: 1.200700 k 0.766799 E:: 7.36 ft-k1 -0.551 in • -0.125 in 0.000 in Deflection. (in) 0.000 0,C0[) 0.000 McLaren • Peterson 47 :sociates, Inc. • Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206) 622 -4580/ Fax (206) 622.0422 111i A1/4. 4,4 - . ,_flu JOS; •'j°ri_ DATE: 9 suoJECT: .pkt ILA aY 4 !! (coo .Eal ._ 41-Ia"oG ,I.dDD_Ea1' I� f .&'try "ac - u. .J ac`�- -t; • t ' ' t t , • { 1 T T I t , { • • • • 1 ! I f ! 1 1 • • • f SEP -13 -1993 10:30 FROM DEVCO INC. Design Based INPUT PROPERTIES TO 12066220422 DEVCO ENGINEERING, INC. SECTION DESIGNATION: 1000 EJ 14 Ga. KNORR STEEL FRAMING on 1986 AISI Specification With 1989 Amendments P.02 DATE = 09 -13 -1993 The Web Height = 10.0000 in. The Top Flange Width = 2.0000 in. The Bottom Flange Width= 2.0000 in. The Stiffener Height 0.6250 in. The Steel Thickness The Inside Corner Radius The Steel Yield Stress Fy With Cold Work, Fya 0.0713 in. = 0.0938 in. = 50 ksi = 55.33 ksi THE LOAD APPLIED - 20.0 psf THE SPECIFIED DEFLECTION LIMIT = L/ 240 LOADS HAVE BEEN MULTIPLIED BY 0.75 FOR STRENGTH DETERMINATION OUTPUT PROPERTIES - BRACING OF COMPRESSION FLANGE SINGLE SPAN CONDITION Lateral Support at 96'in. Lateral Support @ Mid -Span Lateral Support @ Third Points FRAMING ALLOWABLE END (in O.C.) SPAN. 12 35 ft. 9 in.* 16 : 32 ft, 6 in.* 24 28 ft. 5 in.* 12 16 24 26 24 22 ft. 4 ft. 6 ft. 0 in. in.' in. 12 32 ft. 1 in. 16 29 ft. 9 in. 24 26 ft. 10 in. TWO EQUAL SPAN CONDITION Lateral Support at 96 in. Lateral Support @ Mid -Span Lateral Support @ Third Points SPAN BASED FRAMING (in O.C.) 12 16 24 12 16 24 12 16 24 ALLOWABLE SPAN 48 ft. 0 43 ft. 7 38 ft. 1 35 32 29 43 39 35 ft. ft. ft. ft. ft. ft. 7 11 7 1 11 11 ON FLEXURAL CAPACITY - ONE OR in.* in.* in.* in. in. in. in, in. in. REACTION (lbs) 358.3 434.1 568.8 264.0 326.7 441.4 321.1 397.7 537.9 REACTIONS END (lb) INT.(1b) 360.2 1200.8 436.4 1454.7 571.8 1906.2 267.0 329.8 444.5 323.3 399.8 539.8 TWO SPANS Full Lateral Support 12 60 ft. 6 in. 16 52 ft. 5 in. 24 42 ft. 9 in. * SPAN LENGTH CONTROLLED BY L/ 240 DEFLECTION LIMIT 890.0 1099.3 1481.7 1077.5 1332.7 1799.4 •-. SEP -13 -1993 10:30 FROM DEVCO INC. TO 12066220422 EVCO ENGINEERING, INC. SECTION DESIGNATION: 800 EJ 14 Ga. KNORR STEEL FRAMING Design Based an 1986 AISI Specification With 1989 Amendments INPUT PROPERTIES P,03 la% DATE = 09- 13-1993 The Web Height The Top Flange Width = The Bottom Flange Width= The Stiffener Height 8.0000 in. The Steel Thickness 2.0000 in. The Inside Corner Radius 2.0000 in. The Steel Yield Stress 0.6250 in. Fy With Cold Work, Fya THE LOAD APPLIED = 20.0 psf THE SPECIFIED DEFLECTION LIMIT = L/ 240 = 0.0713 in. = 0.0938 in. = 50 ksi = 55.33 ksi LOADS RAVE BEEN MULTIPLIED BY 0.75 FOR STRENGTH DETERMINATION OUTPUT PROPERTIES - BRACING OF COMPRESSION FLANGE SINGLE SPAN CONDITION Lateral:Support at 96 in.. Lateral Support @ Mid -Span Lateral Support @ Third Points FRAMING .ALLOWABLE END REACTION (in 0.C.) SPAN (lbs) 8 34 i t. 2 in.* 228.3 16 27: ft. 2 in.* 362.4 24 23 ft. 8 in.* 474.9 8 27 ft. 6 in. 16 22 ft. 11 in. 24 20' ft. '7 in. 8 33 ft. .4 in. 16 27 ft. 2 in.* 24 23 ft. 8 in.* TWO :EQUAL SPAN CONDITION Lateral Support at. 96 in. Lateral Support @ Mid -Span Lateral Support @ Third Points FRAMING (in O.C..) 8 16 24 ALLOWABLE SPAN 45 ft. 10 i 36 ft. 5 i 31 ft. 9 i 183.6 306.0 413.1 222.6 362.4 474.9 REACTIONS END (lb) :INT.(lb) n:* 229.5 765.0 n.* 364.3 1214.4 n.* 477.4 1591.4 8 37 ft. 4 in. 16 30 ft. 11 in. 24 27 ft. 9 in. 186.9 309.8 417.1 622.9 1032.6 1390.3 8 45 ft. 0 in. 225.1 750.5 16 36 ft. 5 in.* 364.3 1214.4 24 31 ft. 9 in.* 477.4 ' 1591.4 SPAN BASED ON FLEXURAL CAPACITY - ONE OR TWO SPANS Full Lateral Support 8 65 ft. 11 in. 16 46 ft. 7 in. 24 38 ft. 1 in. * SPAN LENGTH CONTROLLED BY L/ 240 DEFLECTION LIMIT TOTAL. P.03 (1 *V,6*1 * * *:K***** STEEL SEARS TUKW I LA LOADS: P= 1.7 KIPS Mx= 400 in -kips My= 242.4 in -kips CALCULATED VALUE: Fa= 6. C7 Ksi fa= 0. 12 Ksi Cc= 126.1 BEAM- COLUMN DESIGN *** :K:K :k:K :K:k* *** * * ** ** :K:K** SECT, F'ROF'.: Area= 14.1 in.._ Sx= 70._ Sy= :12.8 in.3 Cmx= 1 Fbx = 27.76 Ksi fbx 5.69 KSj W14X48 Fy- 36 K:SI rx 5.85 ry= :1.91 Cmv= 1 ,/ Rr/c, UNBRACED LENGTHS: IL;;- 24 feet kLy= 24 feet F b y = 27.00 Ksi fby= 18.94 Ksi STRESS INCREASE FOR WIND OR SEISMIC LOADS A I SC 1.6--2- 0.959 fc IN EFFECT. E'ilD% 4.4.:24) s% yol2 + eflst xszT-7143 51.5.7044- My :Las x d4 2 A b2 12 P • 1.7e- (2:ScAtiefe) ** *:K:K>K:K`K„c ***:K*1 STEEL BEAM- COLUMN DESIGN' :K:K:K*:K*;i** * * *. *** ** *** ** SEARS TUKWILA LOADS: F'= 1 FIRS Mx= 420 in -kips My= 250 in -kips CALCULATED VALUES: Fa= 6.57 Ksi.. +a= 0.07 Ksi Cc= 126.1 SECT. PROF'.: Area= 14.1 in.2 S = 70.3 in.3 ^ay= 12.8 in.3 Cmx= 1 W14X48 Fy= 36 K I r:c= 5.85 ry 1.91 Cmy= 1 UNBRACED LENGTHS: k: L;; = 24 feet k:Ly= 24 feet FbX. = 23.76 Ksi Fay = Ksi fbx= 5.97 Ksi fby= 19.53 Ksi: STRESS INCREASE FOR WIND A I SC 1.6-2= c :0.986 OR SEISMIC LOADS IS IN EFFECT. Cam% (' ; +54 {' 48 ())L 4 a x l gt a0 rfoe.s% KFai-.2/6] )02_ P = 23,1g 850* McLaren • Peterson •• ,sociates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206) 622 -45801 Fax (206) 622 -0422 jOB: T t - 4601 LA GATE: ►— 9, BY r� SU nJ ECT. • lea -" I o 2 . - -��- g_°. _ 100X.!..91/(1.$14147- _46 _WO) ..(f&8 +It.T)tx 141- r=T �t' Dtt tar`1.• Tot C tsZ ;' I, { i 1 i(,• ! 1 i • . _ _. __%fix_..: I /.. ., . = _. _ . % J oCL _. _ ' 1 • catI b 30.5t x +�o) Bcik14 .-4,4 • _�_ -• - 8 E_. McLaren • Peterson •Cssociates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206) 622 -4580/ Fax (206) 622-0422 JOB, c-,c r 1I 'W( tiA DATE. 4 3 BY t7S SUBJECT. r = CIO +a3) /X1:4- . 6se,2 FOAL = 6882 C1G%74) -=._ 1133! � ... lb. - - :IQ u0! --.fit' kk.: -S-n,ro__ :._.._._.,....._. -. -___ L_. _L_.._ .4...__! . At b "..,Lc ._.....1‘0_.(707.0-.__ I -- b 1 i N I i , r • Moe • ' Y !'rA_. 5,61 Ams. - ._= ._._176 ,/.C- 6s ) Ut t 26as xz" M►tJ ?-T etrtA.x 2" t4N, • *EXPOSURE C EXTENSION,= TABLE 23 -H, WIND F'RESSUR 1991 UBC $ VELOCITY= 30 MFH (Os= 16.4 ) t I= 1 P =Ca ;; Cq g as 7, I PRIMARY FRAMES & SYS T EM2 4EIGHT ZONE (FT) 30 -4 40 -60 60 -30 80-100 Ca= ; 11,31 )( 1.43 )1 1.56 11 1.61 ) METHOD 1 (Normal Force) Windward Wail (in) Cc= .3 17.2 18.8 20.5 21.1 Leeward Wall (out) Cq= .5 10.7 11.7 12,8 13.2 Lee Roof/ Fiat Roof (out) Cc= .7 15 16.4 17.9 18.5 Winded Roof < 2/12 (out) Ca= .7 15 16.4 17.9 18.5 2/12 TO 9/12 (cut) Co= .9 19.3 21.1 2C 22.6 2/12 TO 9/12 (in) Cc= .3 6.4 7 7.7 7.9 9/12 to 12/12 (in) C4= .4 3.6 9.4 10.: 10.6 >12/12 (in) Cc= .7 15 16.4 17.9 18.5 Frll to Ridge &flat (Out) Cq= .7 15 16.4 17.3 18.5 ME "HOD 2, (Projected Area) Over 40 Ft, Cq= 1.4 30.1 32.3 35.8 37 Hcr.Proj.Encl.3tr(UP) Ca= .7 f: 15 16.4 17.9 18.5 Open struct,Rooi /Tap(up) Ca= 1.2 I 25.3 29.1 30.7 31.7 WALL ELEMENTS & COMPONENTS All Structures, (inward) Cq= 1.2 25.3 28.1 30.7 31.7 Encl & UnEncl,(autward) Cq= 1,2 25.3 28.1 30,7 31.7 Open Structures,(outward) Cq= 1.6 . 34.4 37.5 40.9 42.2 Parapets,(any direction) Cq= 1.3 1 27.9 30.5 33,3 34.3 ROOF ELEMENTS, ALL STRUCTURES Slope (7/12, (outward) Cq= 1.3 27.9 30.5 33.3 34.3 Slope 7 /12- 12 /12,(out /in) Cq= 1.3 27.9 30.5 33.3 34.3 ROOF ELEMENTS, OPEN STRUCTURES Slope (2/12, (outward) Cq= 1.7 36.5 39.9 43.5 44.9 Slope 2 /12- 7 /12,(outward) Cq= 1.6 34.4 37.5 40.9 42.2 Slope 2 /12- 7 /12,(inward) Ca= .8 ' 17.2 18.8 20.5 21.1 Slope >7 /t2- 12 /12,(out /in) Cq= 1,7 , 36,5 '39.9 43,5 44.9 ELEMENTS & COMPONENTS IN AREAS OF DISCONTINUITIES Wall Corners, (outward) Cq= 1.5 32.2 35.2 38.4 39.6 Wall Corners, (inward) Cq= 1.2 25.8 28.1 30.7 31.7 ROOF EAVES, RAKE OR RIDGE WITHOUT OVER ANSS Slope (2/12, (UF) Cc= 2.3 49.4 53.9 58.8 60.7 Slope >2/12- 7 /12,(GUT) Cc= 2.6 55,9 61 . 66.5 68.7 Slope 7/12- 12 /12,(OUT) Ca= 1,6 34,4 37,5 40.? 42.2 FOR SLOPES ( 2/12 Overnangs and canopies Cq= 2.3 1 60.2 65.7 71:6 73.9 Notes: For elements and components Cq values are for 10 soft. area. For 100 sq.ft., subtract 0,3 from Cq, except slope (7/12 subtract 0,3 Interpolate between 10 and 100 sq.ft. At roof elements, slopes over 12/12, use wall values. At corners, ridges, etc. apply load either side, not both LT /3 { • McLaren • Peterson •`associates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206) 622.4580/ Fax (206) 622.0422 Joe: V1=+ ':_ . l u L61LA DATE. CT-1,; -Q BY SUBJECT: C� C11 i (AlJb = i .7161 16 4- ...ti,7_x. IIta =__.°1,1-( I t14zz--. . /(c0,8)...7-:.. < . , a) ©" _.__... _:. _ _ . _ . ►... 5 .. 12 uoC ... L �t Ulkb . 45•6Ly1i2 (co/ tl IYX ) —• �7 f I E -r- q bc___&(.,: , ' A.g.= . s•_6/ C ,o7x4LS).= ' ir _D".__ <. _ .G ...— C.._- �.t,4. )_: i i I t i �__i„lr._ , • fraT , • •• McLaren • Peterson •cssociates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206) 622-4580/ Fax (206) 622-0422 JOB: DATE: Ct* BY SUBJECT: ■••■••■•■••■•••• • IDL [a(54-ig x K%'] 04 = a6404"" a54,g x 2400* H040 F-7_ C. ).±.: 10%243 )1•01.- . .M It4b....= 4x44'4- - 3=4 Il_thl?) 4301---p : • : , ;iIiIIIII!.1 I:;!,'!i!i••;.; , , • • , • • : e . , , • . . . • • ; ' ' 1.15---4-:,---WO—LAL-„ ta, C;T r 1 • ; i : • : 1 • I I • Gt' 1 EttljaGt)taLtilML.L. 1 ; • • • , 1 I : 1 1 : • • , I 1 i • • • i, 'r• , • ! : .■. .L....i.■..... .,.. )11&.....140■411; I • i 1 1 , . E i : • , i 1 • i I ■ i 1 , I 1 PE,,b7;7-14.1y4t -7-4 . 41,,e- --e, )(igl‘.toz.a..4t_ :_,L4..._...__. . , p bet/f,—; 79-44,04 =- .7a ._.:-7_,Vc,_ . . , . , 1 I • , , , -7- ,1114.- = ---. — ; 1 , • , . • , : ,, , , . T 11,1x2 • lYteir • • 4-..-BusQy ta" 0/4.1k4 -, RE. I mukdmset /Red Head Epcon System D) Hollow Wall, Brick and Rehab Installation EPCON System anchors installed in hollow block and brick walls require the use of an EPCON System Screen tube. The table below lists the recommended hole sizes and screen lengths for hollow wall applications. TABLE VIII - Installation Guidelines for Hollow Substrate ' Threaded Rod p1.1. (in Anchor screen Se Screen Lengths Available 'n Hole Dia. Ii .1 Hollow Hlock Ult. Tension (lbs.) Ult. Shear (lbs.) 1/4 HB14 2 3/8 - - 3/8' HB38 3 -1/2 1/2 1661, 3340' 3/8 6 1/2 .1333* 2630* .3/8 8 & 10 1/2 280 }'' 2953'' 1/2 HB12 3 -1/2 , 5/8 1873' 2242* 1/2 6 5/8 2213* 3300• 1/2 8 & 10 5/8 3487'* 2668'' 5/8. 1858 4 -1/2 3/4• 1970' 3554' 5/8 6 3/4 2213' 2367* 5/8 8 & 10 3/4 4217•' 3578'' 1/4 HB34 10 & 13 7/8 3410 AA 4573'' Tested in single wall of hollow block. •• Tented in double wall of hollow block(longest screen). Installation Procedure SINGL8 WALL TIM DO1JBL8 TALL TIM' 1. Drill hole using depth gauge on drill to ensure proper depth (figure 18). 2. Use nylon brush in conjunction with a vacuum hose, blow -out bulb, or compressed air nozzle. Note: Proper hole cleaning is necessary for positive anchoring (figures 19 & 20). Fig. 18 Drill hole to proper depth. O ITW Ramsct/Red head. 1990 Not to be reproduced without written permission. V;.0.! Fig. 19 Clean out hole with blow- out bulb, vacuum nozzle, or com- pressed air hose, in conjunction... EPCON SYSTEM -E27- i�'l.;l•�' `,� 0000/00000 SA oittO .i• of � � ..• Fig. 20 .. with a nylon brush. Note proper hole cleaning is necessary for positive anchoring. irmyRamset /Red Head Epcon System 3. Insert EPCON System nozzle to bottom of approximately sized EPCON System screen tube. Use an EPCON System extension tube when using screens for 3/8" diameter threaded anchors. Fill the screen while slowly withdrawing the nozzle. The screen tube must be completely filled with the Ceramic 6 adhesive (figure 21). 4. Insert the filled screen completely into the cleaned hole (figure 22). 5. While holding the tab of the screen tube against the face of the masonry, hand - insert the selected rod slowly into the screen tube with a simultaneous twisting motion (figure 23). 6. After the recommended cure time, attach the fixture to be anchored and fasten securely in place. Fig.21 Insert Epcon System nozzle to bottom of iaeen and fill ; it slowly while withdrawing the nozzle. © rrW Ramaet/Red Head, 1990 Not to be reprodeeed witbost written perralulos. Fig. 22 Insert the filled screen completely into the leaned hole. EPCON' SYSTEM -E28- Fig. 23 Whileholding the tab of the screen against face of wall, . hand -insert the stud slowly into the screen tube with a simultaneous twisting motion. 2. ENGINEERS- NORTHWEST INC. P. S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 FAX # (206) 522 -6698 Joe No. JOB NAME SUBJECT DATE 17.- g SHEET 6V F BY 7 ►P- 5UCiURA-L CALC,ULA i I O J ro>Z, 0 6ci r(L.S Eiv\0 b EL .sov II't C, i c (L onlYuL- fOlGt&JILA RpQFRT 61994 osSATTI ASSOC. RECEIVED CRY OF TUKWILA JAN 3 1993 PERMIT CENTER ENG INEERS— NORTHWEST INC. P. S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560. FAX # (206) 522 -6698 Joe No. JOB NAME SUBJECT DATE I ? {.., " ! • _SHEET �Ja�QF BY ��� `J 12VL I U12�i"L. Cpl-LC,UL6 i I D I S JcPr2,S ZEPA0 bE Q.. N JZ crJ d `i ».n «r••. 1 .. , �ti• , «.....'"• 1 . •% «'' . 6 arse. • .....» »..... «•.••ww �-•_ .ww« .ww•w »•, w.'• w r� ,. PROGRAM : General Frame Analysis v1,.60 PAGE NO. 1. ENGINEERS NORTHWEST, INC. TIME : Tue Nov 23 17 :02:36 1993 308 ; SEARS REMODEL JOB NO. : 37 RUN » 2 NODAL • ' I N F O R M A T I O N ' NODE NODAL COORDINATES SUPPORT CONDITIONS NO .X Y CODE PX STIFF • PY STIFF M STIFF . Units : Ft Ft 1. 0.000 0.000 H 2 72.000 0.000 XR 3 6.000 0.000 4 12.000 0.000 5 18..000 0.000 6 24.000 0.000 7 30.000 0.000 8 36.000 0.000 9 42.000 0.000 10 48..000 0.000 11 54.000 0,.000 12 60.000 0.000 13 66.000 0.000 14 6.000 5.580 15 12.000 8.550 16 18.000 10.800 17 24.000 12.320 18 30,.000 13.200 19 36.000 . 13.500 20 42.000 13.200 21 48.000 12.320 22 54.000 10.800 23 60.000 8.550 24 66.000 5.580 25 - -2.170 0.000 26 . 0.000 1.680 27 72.000 1.680 28 74.1.70 0.000 K /In K /In K -In /Deg E L E M E N T I N F O..R M A T. I O N ELEM NE PE ELEM BETA PROP ELEM NE PE NO NODE NODE LENGTH ANGLE TYPE TYPE HINGE HINGE Units : Ft Deg 1. 1 3 6.000 0..00 1. BEAM 2 3 4 6.000 0:00 1 BEAM 3 4 5 6.000 0.00 1 BEAM 4 5 6 6.000 0.00 .1 BEAM 5 6 7 6.000 0,.00 1 BEAM 6 7 8 6,.000 - 0.00 1 BEAM 7 8 9 6.000 0 »00 .1 BEAM 8 9 10 . 6.000 0.00 1 BEAM 9 . 10 11 ' 6.000 0 » 00 1 E3EAM 10 ' 11 12 . 6.000 0.00 ' . .1 BEAM PROGRAM » General Frame Analysis v1.60 ENGINEERS NORTHWEST , INC. JOB : SEARS REMODEL RUN : 2 PAGE NO. TIME : Tue Nov 23 17:02:42 199: JOB NO. : 3; E L E M E N T. I N F O R M A T I O N ELEM NE PE ELEM BETA PROP •ELEM NE PE NO NODE NODE LENGTH ANGLE TYPE TYPE HINGE HINGE 11 12 13 6:000 0.00 1 BEAM 12 13 2 6.000 0.00 1 BEAM 1.3 26 14 7.156 33 » 02 2 BEAM 14 14 15 6.695 26 » 34 2 BEAM 15 15 16 6.408 20 » 56 2 BEAM 1.6 16 17 6.190 14.22 2 BEAM 17 17 18 6.064 8 » 34 2 BEAM 1.8 18 19 6 »007 2.86 2 BEAM 19 19 20 6.007 -2.86 2 BEAM. 20 20 21 6.064 -8.34 2 BEAM 21 21 22 6.190 -14.22 2 BEAM 22 22 23 6.408 -20.56 2 BEAM 23 23 24 6.695 -26.34 2 BEAM 24 24 27 • 7.156 --33 .. 02 2 BEAM 25 3 14 5.580 90.00 3 BEAM 26 4 15 8.550 90.00 3 BEAM 27 5 .16 10.800 90.00 3 BEAM 28 6 17 12.320 90.00 3 BEAM 29 7 18 1.3.200 90.00 3 BEAM 30 8 19 13.500 90.00 3 E3EAM 31 9 20 13.200 90.00 3 BEAM 32 10 21 12 320 90 »44 3 BEAM 33 11 22 10 »800 90.00 3 BEAM 34 12 23 8.550 90 » 0U 3 BEAM 35 13 24 5.580 90.00 3 BEAM 36 4 14 8.194 137 »08 3 .BEAM 37 5 15 10.445 125.06 3 BEAM 38 6 16 12.355 119.05 3 BEAM 39 . 7 17 13 »703 115 »97 3 BEAM 40 8 18 14.500 114.44 3 BEAM 41 8 20 14.500 65.56 3 BEAM 42 9 21 13 »703 64 »03. 3 BEAM 43 10 22. 12.355 60.95 3 BEAM 44 11 23 10 »445 54.94 3 BEAM 45 12 24 8.194 42.92 3 BEAM 46 1 14 8.194 42 »92 4 BEAM 47 1 26 1.680 90.00 4 BEAM 48 25 1 2.170 0.00 4 BEAM 49 25 26 2.744 37 »75 4 BEAM 50 2 27 1. »680 90.00 4 BEAM 51. 24 2 8.194 -42 » 92 4 BEAM 52 2 28 2 »170 0.00 4 BEAM 53 27 28 . 2.744 -37 ., 75 4 BEAM PROGRAM : General Frame Analysis v1 »60 ENGINEERS NORTHWEST', INC. J0E3 : SEARS REMODEL RUN : 2 PAGE NO. W TIME : Tue Nov 23 17:02:44 199; 30E3 NO. 37 P R O P E R T Y I N F O R M A T I O N PROP SECTION NO NAME MODULUS AREA I D I ST Units : K /In 2 In2 In4 Ft 1 L3x3x» 25 29000 1.44 1 » 24 2 L5x3X » 25 29000 1.94 5:.11 3 L4x4x »25 29000. 1 »94 3 »04 4 L 4x4x »25 29000 1 »94 3 »04 N O D A L L O A D I N F O R M A T I O N NEC LOAD LOAC) PX PY M NO CASE: • TYPE DX DY BETA Description DEAD LOAD Node List : 14-24 1. 1 FORCE .Description.: LIVE LOAD Node List • : 14 -24 2. 2 •FORCE Units : K 0 »00 0 »00 K Ft-K Ft • Deg -0.54 0.00 -0 »90 0 »00 • PROGRAM ; General Frame Analysis. v1.60 ENGINEERS NORTHWEST, INC. 308 « SEARS REMODEL RUN : 2 NODE LOAD NO COMES PAGE NO. 4 TIME : Tue Nov 23 17:02:53 1993 308 NO. : 37 N O Q A L D.I S P L A C E M E N T S DX DV ROTAT.ION Units : In In LOAD COMBINATIONS: COMB 1 : 1.00 X CASE 1 COMES 2 : 1.00 X CASE 2 COMB 3 : 1.00 X CASE 1 1 • 1.00 X CASE 2 1 2 3 5 6. Deg 1 0.0000 0.0000 - 0.0188 2 0.0000 0.0000 -0.0314 3 0.0000 0.0000 -- 0:0502 1 0..0781 0.0000 2 0,1302 0.0000 3 0.2083 0,.0000 0.0188 0.0314 0.0502 1 0.0054 -0.0516 - 0.0312 2 0.0090 - 0.0859 - 0.0520 3 0.0145 - 0.1375 -0.0833 1 2 3 0.0109 0.0181 0.0290 -0.0834 -0.1390 - 0.2224 -0.0207 -0..0345 M0 „0553 1. 0.0174 - 0:1071 - 0.0160 2 0,.0290 • - 0.1786 - 0.0266 3 0.0464 - 0.2857 - 0.0426 1 2 0.0244 0 »0407 0,.0650 -0.1235 -0.2058 - 0.3293 - 0.0101 - 0.0169 -0.0270 1 0,.0316 -0.1332 --0.0051 2 0.0527 -0 „2220 - 0.0086. 0,.0844 - 0.3552 - 0.0137 0.0390 0.0651 0.1041 PROGRAM : General Frame Analysis vl.60 PAGE NO. .5 ENGINEERS NORTHWEST, INC. TIME : Tue Nov 23 17 :02 :54 1993 JOB : SEARS REMODEL . , JOB NO. : 37 RUN : 2 NODE LOAD NO COMB N 0 L A L D I S P L A C E M E N T S DX DY ROTATION 9 1 0.0465 0.1332 0.0051 2 0..0774 - 0.2220 0.0086 3 0.1239 - 0.3552 0.0137 10 11 1 0.0537 - 0..1.235 0.0101 2 0..0895 -0.2058 0.0169 3 0.1432 -0.3293 0.0270 1 0.0607 - 0.1071 0.0160 2 0..1.011 - 0.1786 0.0266 3 0.1618 -0.2857 0.0426 12 1 0.0672 •- 0.0834 0.0207 2 0.1120 -0.1390 0.0345 3 0.1792 -0.2224 0.0553 13 1.4 1 0.0727 -0.0,516 .0.031.2 2 0.1211 -0.0859 0.0520 3 0.1938 - 0.1375 0.0833 1 0.0385 - 0.0516 -0.0355 2 0.0641 - 0..0860 --0.0592 3 0.1026 -- 0.,1375 -0.0948 15 1 0.0480 -0.0844 -0.0187 2 . 0.0800 -0.1407 - 0.0312 3 0.1280 - 0.2252 -0.0499 16 1 0.0505 -0.1080 - 0.0143 2 0.0842 -0.1800 -0.0239 3 0.1347 . -0.2880 -0.0383 1.7 1 0.0487 - 0.1242, - 0.0091 2 0,.0812 - 0..2071 -0.0152 3 0 .1299 -0.3313 •- 0.0243 18 . 1. 0.0444 - 0.1337 - 0.0043 2 0.0741 - 0.2229 - 0.0072 3 . 0.1185 - 0.3566 . . -0.0115 PROGRAM : General Frame Analyels v1.60 PAGE NO, 6 ENGINEERS NORTHWEST, INC. TIME : Tue Nov 23 17:02:55 1993 jOB : SEARS REMODEL 308 NO. : 37 RUN : 2 N O D A L DISPLACEMENTS NODE LOAD NO COMB , DX DV ROTATION .... 19 1 0.0390 -0.1367 -0.0000 2 0.0651. -0.2278 -0.0000 3 0.1041 -0.3645 -0.0000 20 1 0.0336 -0.1337 0.0043 2 0.0561 -0.2229 0.0072 3 0.0897 -0.3566 0.0115 21. 1. 0.0294 -0.1242 0.0091 2 0.0489 -0.2071 0.0152 3 0.0783 -0.3313 0.0243 22 1 0.0276 -0.1080 0.0146 2 0.0460 -0.1800 0.0239 3 0.0735 -0,2880 0.0383 23 1 0.0301 -0.0844 0.0187 2 0.0501 -0.1407 0.0312 3 0.0802 -0.2252 0.0499 24 1 0.0396 -0.0516 0.0355 2 0.0661 -0.0860 0.0592 3 0.1057 -0.1375 0.0948 25 1 -0.0000 0.0072 -0.0140 2 -0.0000 0.0120 -0.0234 3 -0.0001 0.0192 -0.0374 26 1 0.0056 -0.0001 -0.0209 2 0.0093 -0.0001 -0.0348 3 0.0149 ' -0.0002 -0.0556 . , .. 27 1 0.0725 -0.0001 0.0209 2 0.1209 -0.0001 0.0348 3 0.1934 -0.0002 0.0556 28 1 0.0781 0.0072 0.0140 2 0.1302 0.0120 0.0234 3 0.2083 0.0192 0.0374 PROGRAM : General Frame Analysis v1.60 PAGE NO. 7 t:NGINEERS NORTHWEST, INC. TIME : Tue Nov 23 17:02 :56 1993 JOB : SEARS REMODEL JOB NO. : 37 RUN : 2 NODE LOAD NO COMB N O D A L ( * D I S P L A C E M E N T S DX DY ROTATION C L E M E. N T REPORTS ELEM LOAD NODE SIGN .CONVENTION : BEAM DESIGNERS. NO COMES NO AXIAL SHEAR MOMENT MAX MOM /DEFL DIST Units : K LOAD COMBINATIONS: COMB 1 . 1.00 X CASE 1. COMES 2 : 1.00 X CASE 2 COMB 3 : 1.00 X CASE 1 1 ' 1.00 X CASE 2 1. 2 3 K K -Ft K -Ft /In Ft 1 3.1451 0.0233 -0.0788 3 3.1451 0.0233 0..0608 0 ,. 0034 1.61. 2 1 5.2418 0.0388 -- 0.1313 3 5.2418 0.0388 0,.1013 0.0056 1.61 3 1 8.3869 0.0620 - 0.2101 3 8.3869 0.0620 0,.1620 0:0090 1,61: 1 3 3..1661 - 0.0009 0.0103 4 3.1661 -0.0009 0.0049 --0.0017 2.82 2 3 5.2769 -0.0015 0 0172 4 5.2769 - 0.0015 0.0082 -0.0028 2 » 82 3 3 8.4430 - 0.0024 0.0275 4 8.4430 -- 0.0024 0.0131 - 0..0044 2..82 4 3.7887 . 0.0008 0.0011 5 3.7887 0.0008 0.0058 - 0.0008 3.33 - 0.0013 2 4 6.5145 0.0013 0.0018 5 6.3145 0..0013 0.0097 3 4 10.1033 0.0021 0.0029 6 10.1033 0.0021 0.0155 4..0477 - 0.000.:1, . 0..0044 41-0477 ...0.0001 0.0041 --0.0009 1..98 3,33• - 0.0020 3`.33 PROGRAM : General Frame Analysis v1.60 ENGINEERS NORTHWEST, INC.. JOB : SEARS REMODEL RUN » 2 PAGE NO. 8 TIME : Tue Nov 23 17 :02 :58 1993 JOB NO. : 37 ' E L E M E N T R E P O R T S ELEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM /DEFL DIST 5 6.7462 - 0.0001 0.0073 6 6..7462 - 0.0001. 0.0068 - 0.0015 2.98 5 10.7939 -0.0001 0.0117 6 10.7939 - 0.0001 0.0109 - 0..0024 2.98 5 1 6 4.2062 0.0001 0.0032 7 4.2062 0.0001 0.0040 - 0.0008 3.05 2 6 7,.0103 0.0002 0.0054 7 7.0103 0.0002 0.0067 -0.0013 3.05 6 3 6 11..2166 0..0004 0.0086 7 11.2166 0.0004 0.0107 - 0.0021 3.05 7 4..2938 - -0.0001 0.0040 8 4..2938 - 0.0001 0.0035 -- 0.0008 2.97 2 7 7.1564 - 0.0001 0.0067 8 7.1564 - -0.0001 0.0058. -- 0.0013 2..97 3 7 11.4502 - 0.0002 0.0106 8 11.4502 -0.0002 0.0093 - 0.0022 2.97 1 8 9 8 9 4.2938 4.2938 7.1564 7.1.564 0.0001 0.0001 0.0001 0.0001 0,0035 0.0040 0.0058 0.0067 3 8 11.4502 0.0002 0 ..0093 9 11.4502 0.0002 0.0106 8 1. 9 2 3 9 10 9 10 9 1.0 10 •1.1. • 4.2062 4.2062 7.0103 7 ..0103 11-2166 2166 11.2166 4.0477. 4.0477 - 0.0001 -0.0001 -0.0002 -0 ..0002 - 0.0004 -- 0.0001 0.0001. 0.0001 - 0.0008 - 0.0013 - 0.0022 3.03 3.03 3.03 0.0040 0.0032 - 0.0008 2.95 0.0067 0.0054 -0.0013 2.95 0.0107 0.0086 - 0.0021 2.95 0.0041 0.0044 - 0.0009 3.02 �.v PROGRAM Gerier•al. Frame Analysis v1..60 PAGE NO. 9 ENGINEERS NORTHWES`(' , 1 NC . TIME : rue Nov 23 17:03:00 1993 JOB : SEARS REMODEL. JOB NO. : 37 RUN : 2 • H 1_ E _ M E•. N T R E P O R T S ELEM LOAD NODE SIGN CONVENTION : BEAM DESEGNERS NO COME NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST 6.7462 6.7462 1,0.7939 10.7939 0.0001 0.0001 0.0001 0.0001 0.0068 0,0073 0.0109 0.0117 10 1 11 3.7887 - 0.0008 0.0058 1.2 3.7887 -0.0008 0.0011 2 1.1 6.3145 -0.001.3 1,2 6.3145 - 0..001.3 3 11 10.1033 -0.0021 12 10.1033 -0.0021 0.0097 0.0018 0.0155 0.0029 11 1 12 3.1661 0.0009 0.0049 13 3.1661 0.0009 0.0103 2 12 5.2769 0 »0015 0.0082 13 5.2769 0.0015 0.0172 J 12 1.3 8.4430 8.4430 0.0024 0.0024 0.0131 0.0275 -0.0015 -0.0024 -0.0008 -0 ..0013 -0.0020 -0.0017 -0 ,.0028 - 0.0044 3 »02 3.02 2.67 2.67 2..67 3.18 3.18 3.18 • 12 1 13 3.1451 -0.0233 0.0608 2 3.1451 - 0.0233 - 0.0788 0.0034 4..39. 2 13 5.2418 -0.0388 0.1013 2 5.2418 -0.0388 - 0.1313 0.0056 4,39 3 13 8.3869 - 0.0620 0.1620 2 8.3869 -0.0620 -0.2101 0.0090 4.39 13 1. 26 - 0,.3225 0.0529 •0.2262 14 --0,3225 0.0529 0.1525 0.0039 .1,4 2 26 14 - 0.5475 --0 «5375 0.0882 0.0882 --0.3770. 0.2541 2.09 0.0065 2..09 0.0104 2.09 -0.0030 2.78 PROGRAM : General Frame Analysis v1.60 ENGINEERS NORTHWEST, INC. 308 : SEARS REMODEL RUN : 2 PAGE: NO. 10 TIME : Tue Nov 23 17 :03 :01 1993 JOE3 NO.. : 37 . E L E M E N T R E P O R T S ELEM LOAD NODE SIGN CONVENTION : E3EAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM /DEFL DIST 2 14 -7.0368 -0.0249 0.1585 15 -7 ..0368 - 0.0249. ,-0.0080 -0.0051 2.78 3 14 - 11.2589 •-0..0398 0.2536 1.5 - 11.2589 - 0.0398 - 0.0128 -0 ..0081 2,.78 15 1 15 - 4.3235 0.0029 0.0029 16 -4.3235 0.0029 0.0216 -0.0007 3..59 2 15 -7 »2058 0.0049 0.0049 16 -7.2058 0.0049 0.0360 -0..0012 3..59 3 15 - 11.5292 0.0078 0.0078 16 - 1.1..5292 0.0078 0.0575 - 0,.0020 3.59 16 1 16 -4 »3390 .1.7 -4.3390 0.0004 0,.0004. 0.0139 0.0164 2 16 -7.2317 0.0007 0.0231 17 - 7.2317 0..0007 0.0274 3 16 11.5707 0 ..0011 0.0370 17 - 11.5707 0.0011 0.0438 17 1 17. 1.8 2 17 18 - 4.3398 -4.3398 -7.2331 -7.2331 0.0010 0 ..0010 070016 0 »0016 0..0113 0..0172 0.0188 0 ..0216 3 17 -11.5729 0.0026 0.0300 18 - 11.5729 0.0026 0.0458 -0.0008 3.14 -0.0014 3.14 --0..0023 .3.14 --0..0008 3.14 -0.0013 3.14 - 0.0020 3.14 18 1 18 - 4..3240. - 0.0001 0,0133 1.9 - 4.3240 -0.0001 0.0126 -0.0007 2.99 2 18 -7.2067 -0 „0002. 0.0222 1.9 - 7.2067 -0 »0002 0.0209 -- 0,0011 2,99 3 18 - 11.5307 -0.0003 0.0355 19 - 11..5307 -0.0003 0.0335 - 0.0018 2.99 19 1 19 - 4.3240. 0:0001 0.0126 20 - 4.3240 0.0001 0.0133 ,' - 0.0007 3..02 PROGRAM : General Frame AnaLysis v1.60 ENGINEERS NORTHWEST, INC. JOB : SEARS REMODEL RUN : 2 -------- PAGE NO. 11 TIME : Tue Nov 23 17:03:03 1993 JOB NO. : 37 •ELEMENT REPORTS ELEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST 2 19 -7.2067 0.0002 0.0209 20 -7.2067 0.0002 0.0222 -0.0011 3.02 3 19 -11.5307 0.0003 0.0335 20 -11.5307 0.0003 0.0355 -0.0018 3.02 20 1 20 -4.3398 -0.0010 0.0172 21 -4.3398 -0.0010 0..0113 -0.0008 2.93 2 20 -7.2331 -0.0016 0.0206 21 -7.2331 -0.001.6 0.0188 -0.0013 2.93 3 20 -11.5729 -0..0026 0.0458 21 -11.5729 -0.0026 0.0300 -0.0020 2.93 21 1 21 -4..3390 -0.0004 0.0164 22 -4.3390 -0.0004 0.0139 -0.0008 3.05 2 21 -7.2317 -0.0007 ' 0.0274 22 -7.2317 -•-0.0007 0.0231 -0.0014 3.05 3 21 -11.5707 -0.0011 0.0438 22 -11.5707 -0.0011 0.0370 -0.0023 3.05 22 1 22 -4.3235 -0.0029 0.0216 23 -4.3235 -0.0029 0.0029 -0.0007 2.82 2 22 -7.2058 -0.0049 0.0360 23 -7.2050 -0.0049 0.0049 -0.0012 2.82 3 22 -11.5292 -0.0078 0.0575 23 -11.5292 -0.0078 0.0078 -0.0020 2.82 23 1 23 -4.2221 0.0149 -0.0048 24 -4.2221 0.0149 0.0951 -0.0030 3.91 2 23 -7.0368 0.0249 -0.0080 24 -7.0368 0.0249 0.1585 -0.0051 3.91 3 23 -11.2589 0.0398 -0.0128 24 -11.2589 0.0398 0.2536 -0.0081 3.91 24 -1 24, -0.3223 -0.30529 , 0:1525 27. -0.3225 -0.0529 -0.2262. 0.0039 5.06 PROGRAM : General Frame Analysis v1.60 ENGINEERS NORTHWEST, INC. jOB : SEARS REMODEL RUN : 2 13 PAGE NO. 12 TIME : Tue Nov 23 1703:01 .1993 dOB NO. : 37 REPORTS ELEM LOAD NODE SIGN CONVENTION BEAM DESIGNERS NO COMB NO AXIAL SHEAR .NOMENT MAX MOM/DEFL DIST --------------- 2 24 -0.5375 -0.0882 0.2541 27 -0.5375 -0.0882 -0.3770 0.0065 5.06 3 24 -0.8600 -0.1411 0.4066 27 -0.8600 -0.1411 -0.6033 0.0104 25 1 3. -0.0242 -0.0210 0.0504 14 -0.0242 -0.0210 -0.0670 2 3 -0.0403 -0.0351 0.0840 14 -0.0403 -0.0351 -0.1117 3 3 -0.0644 -0.0561 0.1345 14 -0.0644 -0.0561 -0.1787 26 1. 4 -0.5696 0.0018. -0.0051 .15 -0.5696 0.0018 0.0101 2 4 -0.9493 0.0030 -0.0085 15 -0.9493 0.0030 0.0168 0.0010 0.0017 0.0028 5.06 4.05 4.05 4.05 -0.0005 5.70 -0.0009 5.70 3 4 -1.5188 0.0047 -0.0135 15 -1.5188 0.0047 0.0269 -0.0014 5.70 27 1 5 -0.3693 -0.0006 0.0047 .16 -0.3693 -0.0006 -0.0015 -0.0005 4.02 2 5 -0.6154 -0.0009 0.0078 16 -0.6154 -0.0009 -0.0024 -0.0008 4.02 3 5 -0.9847 -0.0015 0.0124 16 -0.9847 -0.0015 -0.0039 -0.0013 4.02 28 1 6 -0.2839 -0.0002 0.0019 17 -0.2839 " -0.0002 -0.0001 -0.0003 5.08 2 6 -0.4732 -0.0003 0.0032 17 -0.4732 -0.0003 -0.0002 -0.0006 5.08 3 6 -0.7571 -0.0004 0.0050 17 -0.7571 -0.0004 -0.0004 -0.0009 5.08 29 1 7 -0.1793 -0.0001 0.0012 18 -0.1793 -0.0001. 0.0001 -0.0003 5.78 --- • PROGRAM : General Frame Analysis. v1.60 ENGINEERS NORTHWEST, INC. 30E3 : SEARS REMODEL RUN : 2 li PAGE NO, 13 TIME : Tue Nov 23 17:03:06 1993 JOB NO. : 37 'ELEMENT REPORTS ELEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST .•::::._ . ....._ 2 7 -0.2989 -0.0001 0.0020 18 -0.2989 -0.0001. 0.0002 -0.0005 5.78 3 7 -0.4783 -0.0002 0.0032 18 -0.4783 -0.0002 0.0004 -0.0008 5.78 3C) 1 8 -0.1084 -0.0000 -0.0000 1.9 -0.1084 -0.0000 -0.0000 2 8 -0.1806 -0.0000 0.0000 19 -0.1806 -0.0000 -0.0000 -0.2890 -0.0000 0.0000 19 -0.2890 -0.0000 -0.0000 31 1 9 -0.1793 0.0001 -0.0012 20 -0.1793 0,0001 -0.0001 0.0003 5.78 2 9 -0.2989 0.0001 -0.0020 20 -0.2989 0.0001 -0.0002 0.0005 5.78 3 9 -0.4783 0.0002 -0.0032 20 -0.4783 0.0002 -0.0004 0.0008 5,78 32 1 10 -0.2839 0.0002 -0.0019 21 -0.2839 0.0002 0.0001 0.0003 5.08 2 10 -0.4732 0.0003 -0.0032 21 -0.4732 0.0003 0.0002 0.0006 5.08 3 x 10 -0.7571 0.0004 -0.0050 21 -0.7571 0.0004 0.0004 0.0009 5.08 33 1 11 -0.3693 ' 0.6006 -0.0047 22 -0.3693 0.0006 0.0015 0.0005 4.02 2 11 -0.6154 0.0009 -0.0078 22 -0..6154 0.0009 0.0024 0.0008 4.02 3 11 -0.9847 0.0015 -0.0124 22 -0.9847 0.0015 0.0039 0.0013 4.02 34 1 12 -0.5696 -0.0018 0.0051 23 -0.5696 -0.0018 -0.0101 0.0005 5.70 GROGRAM . General Frame Analysis v1»60 PAGE NO. 14 ENGINEERS NORTHWEST, INC. '(TME : Tue Nov 23 17:03:08 1993 308 : SEARS REMODEL 308 NO.. : 37 RUN : 2 . E L E M E N T R E P O R T S ELF_M LOAD NODE SIGN CONVENTION : E3EAM DESIGNERS NO COMES NO AXIAL SHEAR MOMENT MAX MOM /DEFL DIST 2 .1.2 --0.9493 - 0,.0030 0.0085 23 - 0.9493 -0.0030 - 0.0168 0.0009 5.70 3 12 -1.5188 --0.0047 0.0135 23 -1.5188 -0.0047 - 0.0269 0.0014 5.70' 35 1 13 -0.0242 0 ..0210 - 0.0504 24 - 0.0242 0.0210 0.0670 -0.0010 4.05 2 13 -0.0403 0.0351 --0.0840 24 -0.0403 0.0351 0..1.117 - 0.0017 4.05 6 13 - 0.0644 0.0561. - 0.1345 24 - 0..0644 0.0561 0.1787 -0.0028 4.05 36 1 4 0.8462 --0 ..0069 0.0089 14 0.8162 --0.0069 -0.0476 0.0033 4,.96 2 4 1.4104 -0.0115 0.0148 14 1.41.04 --0..0115 -0.0793 0.0056 4,.96 3 . 4 2.2566 -0.0184 0.0237 1.4 2.2566 ' -0.0184 - 0,.1268 0,.0089 4.96 37 1 5 0.4.500 0.0001 -0.0032 15 0.4500 .0.0001 - 0.0024 2 5 ' 0.7500 0 ., 000:1. -0.0054 1.5 0.7500 0..0001 -0.0040 3 5 1..2001 0.0002 - 0.0086 15 1.2001 0.0002 -0.0064 38 1 6 0..3252 -0.0004 -0.0010 16 0.3252 - 0.0004 -0.0062 6 1.6 0.5420 0 .5420 -0.0007 -0.0007 -0.0017 -0.0104 3 6 0.8673 -0.0011 -0.0028 16 0.8673 - 0.0011. - 0.0167 39 1 7 0.199.4 -0.0003 - 0..0012 17 0.1974 -0.0003 - 0.0050 0.0008 0,0013 0,.0020 0.0014 0.0023 0.0037 5.09 5..09. 5.09 6.88 6.88 6.88 0,.0014 7.54 PROGRAM : General Frame Analysis v1.60 ENGINEERS ,NORTHWEST, INC. .308 : SEARS REMODEL RUN : 2 PAGE NO. 15 TIME : 'rue Nov 23 17:03:09 1993 JOB NO. : 37 .ELEMENT REPORTS ELEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST 2 7 0.3323 -0.0005 -0.0019 17 0.3323 -0.0005 -0.0084 3 7 0.5317 -0.0008 -0.0031 17 0.5317 -0.0008 -0.0134 0.0024 0.0038 7.54 7.54 40 1 ' 8 0.0597 -0.0001 -0.0024 18 0.0597 -0.0001 -0.0040 0.0016 7.55 2 8 0.0995 -0.0002 -0.0010 18 0.0995 -0.0002 -0.0067 0.0027 7.55 3 8 0.1591 -0.0003 -0.0063 18 0.1591 -0..0003 -0.0107 0.0044 7.55 41 1 8 0.0597 0.0001 0.0024 20 0.0597 0.0001 0.0040 -0.0016 7.55 2 8 0.0995 0.0002 0.0040 20 0.0995 0.0002 0.0067 -0.0027 7.55 3 8 0.1591 0.0003 0.0063 20 0.1591 0.0003 0.0107 -0.0044 7.55 42 1 9 0.1994 0,0003 0.0012 21. 0.1994 0.0003 0.0050 -0.0014 7.54 2 9 0.3323 0.0005 0.0019 21 0.3323 0.0005 0.0084 -0.0024 7.54 . 3 9 0.5317 0.0008 0.0031 21 0.5317 0.0008 0.0134 -0.0038 7.54 43 1 10 0.3252 0.0004 0.0010 22 0.3252 0.0004 0.0062 -0.0014 6.88 2 10 0.5420 0.0007 0.0017 22 0.5420 0.0007 . - 0.0104 -0.0023 6.88 3 10 0.8673 0.0011 0.0028 22 0.8673 0.0011 0.0167 -0.0037 6.88 44 1 11 0.4500 -0.0001 0.0032 23 0.4500 -0.0001 0.0024 r-0.0008 5.09 PROGRAM , General Frame Analysis v.1..60 PAGE NO. 16 ENGINEERS NORTHWEST, INC. TIME : Tue Nov 23 17:03:11 1.993 JOB : SEARS REMODEL JOE3 NO. : 37 RUN : 2 . E L E M E N T R E P O R T S ELEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST 2 .1.1 0.7500 -0.0001 0.0054 23 0.7500 - 0..0001 0.0040 -0.0013 •5.09 3 11 1.20C)1 -0.0002' 0..0086 23 1..2001 -0.0002 0.0064 -0.0020 5..09 45 1 12 0.8462 0.0069 -0.0089 24 0.8462 0.0069 0.0476 - 0.0033 4 »96 2 • 12. . 1.4104 0.O115 --0..0148 24 1.41.04 0.011.5 0.0793 -0.0056 4.96 3 12 2.2566 0.0184 -0.0237 24 2.2566 0.0184 0.1268 -0.0089 4.96 46 1 1 - 3.9830 0.0193 - 0.1008 14 -3.9830 0.0193 0 »0572 2 1 --6.6384 0.0321 - 0.1680 1.4 - 6..6384 0.0321 0.0953 3 1 - 10.6215 0.0514 -0.2688 14 -- 10..6215 0..0514 0.1524 0.0045 0„0075 0.0119 2.61 2.61 2.61 47 1 1 -0.2051 - 0.1818 0.1397 26 -0.2051 -0.1818 -0.1657 0.0002 1..26 2 1 -0.3419 -0.3030 0.2329 26 -0.3419 - 0.3030 -0.2761 0.0003 1.26 3 1 -0.5471 - 0.4848 0.3726 26 -0.5471 - 0.4848 -0.4418 0.0005 1.26 48 1 25 0,.0598 -0.0150 -0.0073 1. 0.0598 -0.0150 -0 ..0398 2 25 0.0996 -0.0250 -- 0..0122 1. 0.0996 -0.0250 - 0,.0664 3 25 0.1593 - 0.0399 -0.0196 1 0.1593 -0.0399 -0.1062 49 1 2.5 -0.0564 -0.0247 0.0073 26 - 0.0564 -0.0247 -0.0605 0.0003 ' 1;.20 ' 0.0005 1 »20 0.0007 1.20 0.0005 ' 1.63 PROGRAM : General Frame Analysis v1.60 ENGINEERS NORTHWEST, INC. 40E3 : SEARS REMODEL RUN : 2 PAGE NO. 17 TIME : Tue Nov 23 17:03:13 1.993 JOB NO. : 37 X L E M E N I R E P O R T S ELEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMES NO AXIAL SHEAR MOMENT MAX MOM /DEFL DIST 2 25 26 3 25 26 - 0.0940 - 0.0940 -- 0.1504 - 0.1504 --0.0412. -0 »0412 - 0..0660 -0.0660 0.0122 0.1.009 0.0009 1 ..63 0.01.96 --0.1615 0.0014 1..63. 50 1 2 - 0 ..205.L 0.1818 '-0.1397 27 - 0.2051 0.1.818 0.1657 2 2 -°0.3419 0.3030 - 0.2329 27 0,.3419 0.3030 0.2761 3 2 - 0.5471 0.4848 --0.3726 27 -0.5471 0.4848 0..4418 - 0,0002 - 0.0003 -0.0005 1..26 1.26 1,.26 51 1 24 --3.9830 -0.0193 0.0572 2 -3.9830 - 0..01.93 -0.1008 0.0045 5.59 2 24 - 6.6384 --0..0321 0.0953 2 -6.6384 °•0..0321 - 0.1680 0.0075 5.59 3 24 -10.6215 - 0,.0514 0.1524 2 - 10.6215 -0.0514 - 0.2688 0,0119 5.59 52 1 2 28 2 28 .3 2 28 1 2 3 0.0598 0.0598 0.0996 0„0996 0.1593 0.1593 0.0150 - 0,.0398 0.0150 -0.0073 0.0003 0,.97 0.0250 - -0.0664 0.0250 - 0.0122 0.0005 0..97 0,0399 -0.1062 0.0399 - 0,.0196 0.0007 0..97 27 - 0.0564 0.0247 -0.0605 28 - 0„0564 0 »0247 0.0073 27 28 27 28 -- 0..0940 - 0.0940 -0.1504 --0.1504 0.0412 0 ..0412 0.0660 0.0660 0.1009 0.0122 -- 0.1615 0.0196 0.0005 1.11 0.0009 1.11 0.0014 1..11 PROGRAM : General F =rame Analysis v1_60 ENGINEERS NORTHWEST, INC. ..IOB : SEARS REMODEL RUN : 2 NODE LOAD NO COMB PAGE NO. IS TIME : Tue Nov 23 17:03:14 199.5 JOB NO. : 37 R E A C T I O N S PX Units .: K I..OAD COMBINATIONS: COMB 1 : 1.00 X CASE 1 COMB 2 : 1.00 X CASE 2 COMB 3 : 1.00 X CASE 1. 2 1 1 1.00 X CASE 2 PY MOMENT K K -Ft 1 0.0000 2..9700 2 0.0000 4.9500 3 0..0000 7.920() 1 0,0000 2 ..9700 2 0.0000 4.9500 3 0..0000 7 ..9200 0.0000 0.0000 0.000() -0.0000 - 0..0000 - 0..0000 LO 60 • .'• • 1 . ......• C.44 . ', •••, .9- •.43-• ••s..••• • ••••• ; ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522-6698 JOB No. JOB NAME 1-t 'IV�O UCZ SUBJECT DATE SHEET 22' OF BY aI eM, o1 te4 girl pia R LE * QvSet- LaJcA i ti Po fu- . c 1 2 3 `f 6 l',39 $.9Y in' I Io.8 z t Zq 30 31 12.3 13.2 13S 13.2. .76 .`18 •29 •y$ 11.21- 3L 12' ..rib G 11.`K . 33 la .8 ,913 1 to 11••LS 1622. 31, 3S .S•(6, J -6 1•S1 -Cl % R 1011C1 3c 8.2. Z.2.4, 10 ' � I6 � 1 31 Io•9 1 - - 1' r gi.yy 3Y 12•V ,g'1 I2 6 ',8.9. 31 13.1 .5'.. I -7-2 x".66 Yu 1k1•S . (6, 1'I 4.-1 .'• 11.2.1 1/4.11 1 `1.5 . 11/ 1s 4,9 11.53 12 13.1 ; j3 14 4.Z . //..S1 't 12.36 .81 11. 6.1 II.. `f`( Io.DIY 1.2- 18 ,6.d 11•C2' tIS 1S•Z 2.2(0 Iq 6.0 II•3-2 i& 8'•2 (0,6 20 6.1 11.j1 ((1 1.1 •S� ZI (a' 2 11•i '1 y8 Z'2 .16 2.2 4.y II•C3 '(c .2.1 its' 2.2 6.1 11.21 ,cb . 1.1 2`1 "1•Z ,06 51 81.2 to. (0 Zc &' • (a . ae S'/. 2.2 .R0 2[, 8', Id 1.SL 5.3 li , vs 2:1 I oii5 .`I8 ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N,E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 •i Joe No. SUBJECT SHEET 2.3 OF BY AS. JOB NAME . /� �-� 1c.�L�� t tz L DATE 1S x 3 x 1/0. tn.] t jL' i MN 6 t..1 t� s, 1I i 6.� T:-11. 116' Q . E.Z r Ia. K. r 3 2,2ca� -. �.2 Q ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206) 525 -7560 - FAX # (206) 522 -6698 6evr ,� r` eN\ r0()a. DATE °Joe Na. Joe NAME r� SUBJECT SHEET (i r OF BY D) iu 117t IV\ GHQ f U (. ;ZtJ 1.0,1s% 0 13)3x1 »4 ( .kc1.4y). ICS v 1.441. (21- (,) r 311L ) r4. - 11.1 S CJ 7b? (f1n �• Cc.o0:?) • II`I . < c` 0, cL, '14 "(SGT 11 IC c.) , J 00) LK, /PI c • `I 2 � �I,�3C1,k1k1) 0.6 Otc. 1)t`1c e�$ tt 9� ENGINEERS- - NORTHWEST INC. P.S. 6869 W000LAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)526.7560 - FAX # (206) 522 -6698 Joe No JOB NAME I3C�ri- �V��L� DATE SUBJECT SHEET 2� OF BY rke _D_&b.11,1 G- tr,1 �iQ&' i0r l A)S�IJ1M1 L . 200/r o(, - 1,01C)(31)( 76.30 F IZ�2,k. ■tcti - (*O ) 2.16) (2X31� r 13.3"/L. o mL i' • 1 t�� ,22. (2c1) wro0. MT CX' (1.43)(1.4)(1 •‘0(I) 32.b t%w = 6 624) (13•5+21), L 1) 1 .t IC z 1"-z ZI.G(W2) �Y2� ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 FAX # (206) 522 -6698 Joe No. JOB NAME SEP Y1is 0 n L; DATE SUBJECT SHEET 7,6 OF BY 412, Igo ;$1 11- ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX# (206) 522 -6698 JOB No. JOB NAME Se , k, • 26AmcL• �- DATE SUBJECT SHEET 2"I OF BY C(":) /`ix‘l `(Z. al oNAt gll 6 iPu!Li►►J( sfibiE RYI.». j (I'i (.3 k`I)C21n00)(Y0) ‘.;01 /6, -II. ?� Cr1 r `y4 (27.(A) 14 -tioN rt.., if> (4 x1/4 , Y f(©(Zi oow: ?ILnb.E 't, 8 X x 1/4-• ue3 12 i1h1 Mhs-- ` to K-1 pa 12 6C.012 ,) ='Z .. z Ogle, 17 3- G/L- 1 0 C7 . 21-r -L 11 41,1 flies �`j ?C`L QI∎i 51- Ate e 4 -3 .71, � *A$ c13•�Z +I�•St) L r �'3 =(rj(o It: r.. •) . r I. it r# y.ig 1 w >*) ettsYlt c%1..0 'I1BXt1XI /q. (414.2.114w. :!4 4 .l. 2 ? IL .I etk- ENGINEERS° NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 (T G,_ �� JOB No. JOB NAME ✓� c € r MQ 6 CL DATE SUBJECT SHEET Zg OF BY '�) / r-7 . a, ?-00C t,)M J 24= I.< (3O /2' L3K. 1 ,. IL 6x$rI'4. (A 'e 71S1 r4t.I; (/t 1" J('LJtv�,1Q'�) 1IZ-• )'(-L'II.11. 3'i5" Y. cII,� Low LOLvµ IJ • I g' . 21. I 5 0 xg k1 /4 L( xkl 14 C(1�42h�C1. ENGINEERS-NORTHWEST INC. P.S. 6869 W00DLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 • (206)525 -7560 - FAX # (206) 522 -6698 JOB No JOB NAME ' DATE SUBJECT SHEET 2'61 OF to XIO xS /I!, 11.9 = (I J1.tJcl_.• 131 > Cc. (1 1 c, �.= ti(10) =101` ekgk' /q. (1-i1, S (6 BY ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 JOB No. SUBJECT JOB NAME �Ji2�O�c1.; DATE SHEET J OF •€P331GSF vu C. x 3„ SvDS cr Lo Nib = t a 0 �- 33 4 /3c• r. = (, o (21 h2) = Q) L C -Z; -- _ nn II 'V I 7: 'yt(C�� I�i�IL „ . • BY 60 10_ 061, 2,rn) ktt > t" 3fsZ C oc'i1P►;L e •qq• (IZ)C4.g%) ,��� v■t_ o IAt, • I • � / rr ._. .-- ki0 rat O' CAA 0. G � � tit �. ^ kSn au (i1-. 1210 1 , C =3Loodn (•(4) (.t) (t4)` 11 ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206) 525 -7560 - FAX # (206) 522 -6698 JOB No JOB NAME 6f'+11t -C ntcu DATE SUBJECT SHEET OF 1c... r -Z (win' • 11 , : L= M = I0.6 _ 3.31L' .- 3L 3.3 = d�� ICC t� 4 .093 _ ,0 " 1/Z X <4C 1, BY etc 6x6 -3z�_ fez 36 -71( 4. ?1 %.1 ril ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 JOB No. JOB NAME "��/riYL�1MO C�' DATE SUBJECT SHEET 2-- OF BY ()KID ACSou.inrc, t ? ?Or2C at. 6.11•401..v .i • � J r .60z) (zl) ,6'l <)t 1 / ,-114-1/ u4L _ (- 0330 (2 -1i2 _ Alt"'Clei• 714 tiV1 1) Vk I . yy 12.4)/A = v....1 r-b M1 tf'• IA nil) SSy (11Odm (321 QIC 61.2, C 3;18 ! "fr • 131Sta.y) /c.,Y,2. a q�yZkSn 12(31.1) %tm- °I .42 -f•j 11L .j1 .( 3. ak 2-1 .)o k14 X a /g. cc 3OVd NP•rfMYN4i 888882222 NPrrfYYN' 888880881i NPrrfYrNm 88888222 NPf.rfYYN41 888882221 NPrr tYYNF1 8888822211 T V µ t Np Z N y Y Y ii ' -R L2 9i2 NA 89 221 196 131 92 47 50 31 31 24 20 16 2112 196 145 109 64 66 53 43 35 29 25 21 16 16 _ 215 157 116 11 71 37 41 39 32 27 23 20 17 219 196 147 113 49 71 56 41 40 34 29 24 21 18 16 290 226 111 147 121 101 19 72 62 54 47 41 36 32 26 25 23 20 19 262 230 197 166 141 121 104 91 79 70 62 53 49 44 ;40_21_ u wy� M yy� V N �e • y ti tt N = S - 9 a po a au 6 E♦ a a u gist a u Visa 4 4E5-=ua 255.t me 1255 a N. a; m X g2 t O O N N N 92 Y oiak •yy g I I 2 aAta 57L13 isua eta; 22:1; 412 MAU gyp! Y tp O O Y �{.� yO� .1 V{{:w1 F ii A N Y i so pp�i �i o Y O• e 2t ant V y � a t# 5 9 -itsaz ggeES#i g W #° #2t: E Y Y s a U M M t Y a S • # N 2 y a;2938 Erma 8 : t ii ° -&aw 9 9Ya atm; 2a4 Os IN. 192 t82 „a a O IpJ wI yE O n E # 9 Y r ii bii V g 4 X Bat, yy 255 os y9�� X iNi VV ♦ V � 5 y a N t a Yp 1 51 # O O S N � O $t L:at:e ! = #:S =2ta 6w21U212 R a m a m 222= X N V Y 22213 :maw O A V ; tam; :G'4 ma: t>ru 222 S24 4212 y N p� O V y5. i ii e t V 1�.yJ V 4 i p a l aw y n N �G g i V a m m a i 5E yv at uu pX 6 p V Ny N a N♦ O 4 p w QVV a � NJ N a q 08V curia 5aat2aa XBrna M S 2 m 2 O 83 :AU; 292; 6 22 A V U t"N, U2te mar. 21 813 82 U; O V . o r. N a r. N 6 n O 2 »» a 2 x 2 2 2 it N Alr r t M N 888880 ;1�, ��_ r N r *'4 f Y N 288880 ;iyNS� (� IpJ 4 a a O X 55.52 Ny it ii S 8 2 1 8# Qg5paas: NNA •y V024223 N g g+ V 2 M m5oXV isBa acaatt StA2 saga 2024 2621 92221 0 1 8 6 =a _ 224 O_- fi m N P r r f r YN 88888;;;$18888801 5 N O .422 5w81S i�= ==NiNw V 0 7 t X• 2i BEEz am +�O tit21 Viiraa; ♦ {: N• N V gufi=- mYe.24 Y.N ♦M %tt;a Ricca a 412 9221 882 2V21 A a r V2 Ya 2.50 94 59 40 26 20 15 3.50 179 124 63 51 43 32 21 19 16 3.10 197 134 10 63 46 35 27 21 IT 4.00 212 156 112 79 57 43 33 26 21 17 6.00 . 263 202 159 129 107 13 65 32 42 3S 29 24 21 11 15 6.00 297 234 190 157 132 112 97 32 66 56 47 40 3S 30 26 23 20 11 16 10.00 259 214 160 153 132 7*5 101 90 10 91 56 50 44 36 34 30 27 24 21 19 17 12.00 277 233 199 171 149 131 111 104. 93 64 76 69 59 52 46 41 37 33 30 27 O N P r P t Y Y N 8888801; A+ i z 0 E Y 3+ Y A ggEar92t Vgi( V sAA is is .0 0' V 9 2 O 5Q: ayy W tt as 005&1; Eats ;east, e4Cr ;5.i' m2t2t 9A2t matt 5.a; AV; 8V #t Ya v.v. 2 2 it O O V v 2 N 4 a a V l; mA1 2 a• a iR 2 � I 8 2 8 O EVia 55#ppe b P a ys�ai au • icat i isea 8 N+ 9 V "mot O aS9a8Aiissa Iiasaa Ok8ta a:vsc Qa82 Ea ma d21: ii29t 224; 4 2 21 a ;ta2t OS,: 0 Cn ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No JOB NAME -X /it > ?-64A 0 tG L . DATE SUBJECT SHEET 'Os OF BY A117 (i) 1(IWI( 206., 'Pim I,I r , .j - 1 (It.L I aNig, ( MIL = aid I -- :L.0..a16_1(117.1). c. ,6" 1/14( bt.t, • '1 1•1% r 'Ye)" )trIC 1' b' Low r �"1 i, • jI bt u. i 0144 to L (Ow SiR Nf -- O t-4 (.J' (06 Ir_. -I 3V((2e1c6)(S10') JJC k) %(J \N Ip) )1' 2,s' .II ( �Ir7 ,p,E RAJ 12.) xis. McLaren • Peterson • Associates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206) 622 -4580/ Fax (206) 622-0422 CORRECTIONS ( SEARS — TUKWILA ) RECEIVED CITY OF TUKWILA OCT 2 0 1993 • PERMIT CENTER JAN 0.6 1994 ROBERT FOSSATj1 ASSOC. RECEIVED OCT 211993 R O B E R tfTSSAI. IT ( )[ :1 ti •; 11 C. 1 .1 '1' Iti s l )'' 11,1'I11; F:\11'.1 Kk' October 8, 1993 11'111)Fka.11l\ 11. own11;1m1■ City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 111)41 \liKIIi. 111 .r Illy, 14)) SI;le)%H tI ,11' S1 1rn.1:.111sUI',l.Tm 11) )) Ir:Ll:t'I\I; rTNU =sl•.1acr v o, ;.! 1I11 N;1.T ,U Attention; Duane Griffin Reference: 93- T- 11 /RFA /!93102 -08 (Sears Canopy) Dear Mr. Griffin: 1 111 5111 111 111)111... x F l'r 11 1TP _(44i Iunur.l 1I 1111) u; 11441 l 'rELLt'1PAK .INNU 1 14 iW•n, 4. ". 94111111.”.1:111) OCT ' . 2 1993 We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1991 Edition of the Uniform Building,Code. Our comments follow: 1. Provide complete information on concrete in the structural notes; include compressive strength, mix design, etc. Also, provide yield strength, etc. for reinforcing steal. 2. Provide calculations which evaluate uplift effects on the canopy structure. Please have the applicant respond to the above comments in itemized letter form and resubmit two copies of revised drawings and one copy. of revised calculations, as required. Very truly yours, ROBERT FOSSATTI ASSOCIATES, INC,, P.S. 4Crys al Kolke CK /jw :1 cc: Gregory & Chapel Architects 521 Kirkland Way Kirkland, WA 98033 McLaren • Peterson • ( sociates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206) 622.4580/ Fax (206) 622-0422 Es. L. 1 5 DATE: (n —ts " "fv, SUBJECT' eY R� coi2c -{t o►A I i v C 0' 0 X 'p (/) 0 E • ° a: 1 c°� O c-.1 �G- W Z c .+� Q m y. c E . _\ NN• O Q= O L fn �� • .-+ CU • p o .. 0 a) `= a •.0 ' V Q , C (n rc/) 01 'p N o N•a) E CL. A ,•C 0 t=• O O 0 rt. m C C O Ll Q Q O • • 3 W1 � c ww o . O '! o 1— L I1 .� fi.. g �� CO OD. to ° . i- Q CO Lr) LC) co c .T N �. ►O- >e. i 0 0 0 O LA.) („) Z ti C o ...'":1 re-) N ot."'+ .0 y • W .. ° E • E N i'7 r� N o C .. ,., S'"•‹) E c) O ca p cU p rn •- • ` v) 00 N') 0 c �6' . i- • E .`r rn C N y .2 C> as J 01'N ,- u .,. TJ -Q Q.: O J t) p c (SL .a ,f, .C) KC a) v .d w c a) V 41 z c c 4, ° rn w O •5 9 CD 0 •c N Q d •0 p ` rn . • 0 C 7 p. • v � CD 1:0c i �•°o o c z''n A CD p w a, ` a j� Q v co CD ' C.) LL V) Q r= tr..: < EL • • .0 McLaren • Peterson •I, .sociates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206) 622-4580/ Fax (206) 622-0422 WIKIn 1:44-D JOB: DATE! I LP-• SUBJECTI BY Cia C3 6s T- =* 1,4e4e sTs psD . ce.i,gs = 1,4-eat 164 )<1.0 L. co _ 671 amarammormocalicalwawmrd. I NF UT# sfrtticr, Dr-.4:4111.)(111-1 tMCCATIM‘n E.• , , ! , I S'------A----- , NA- . .2,,5 : gi,aatt. " 4=9_6ec 4_ it ..4 BS SZ, =I IM W I .D77 1 .-, '-',.. .....? . -:-.-... •-• . C.)77:. 1 £F ;N# LENGTH 1 7 = SIR 4N NO . 1 LE:7 mnM -1.21 L R I r c. Gto,)eciTo0 .Fst/c, _ TYPE LCAD ZIST FULL. UNIF.LCAD 1 FULL UNIF.LCAD 1 Mir/SPAN MOM RIGHT MCM -.81 31 MAX PI:N :ION . 0 1. 1.43 A, 0 . 71 AT 9.:(5 CF9ttkiltst) .1.41-"( 0 5C1Zet.0 Ar (N126- 7:47 "IkAck- 006( c?.1414) ..--J66K 4P1ST../4.10 • • (70-44: —34) Atz:18!):= -6B4. LLS, 1/141a=14) ULD00. • - 31.) /60,8 - .03" )(6 cokti LcI Co. Pt■ 0 scPst.o ac)1 < #(c) McLaren • Peterson • ( iodates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206) 622.4580/ Fax (206) 822 -0422 JOBt• DATE. I O' (� -Q") BY �7 SUBJECT. COOK t-fro0 fl *s s. 1374 Top TFwci. ei-11) Stub a 9► d�5 , ct8 t . � D 6 + (44-D 1" / ccia c,)tc) .. _CO )4 ( 7.4-2 b L: (t ... S`fC1D_0.Aut_ ,._l_Lis t i ._.1 4 0Q. L i 1401.1Err- -cciAi to : jj i ' . 4. _ W X01-; 1) f ?0P ----. P T. -.-_ ._ -_ - -_ .si.. — .. tc7CS_- , • See Note 1, Below For Yield Strengths NOTES: 1. Effective properties based on Fy =50ksi for 12, 14 and 16 gauge sections, Fy =33ksi for 18 gouge sections, 14 and 16 gouge sections may be produced with F = 33ksi. For 33ksi 14 and 16 gauge sections, multiply allowable moment by 0.66. (Contact manufacturer for availability) 2. Eftective properties and allowable Moment incorporate the strength increase from cold -work of forming where applicable. (AISI A5.2.2) 3. For deflection calculations, use the effective moment of inertia. 4. • Web height to thickness exceeds 200. Web stiffener required at support points. (AISI 81.2) 5. Tabulated areas are based on the full un- reduced cross section of the joist member. 6. For weak -axis orientations, technical assistance is req'd. Contact the manufacturer for this assistance. -14- CROSS PROPERTIES EFFECTIVE PROPERTIES TORSIONAL. PROPERTIES SECTION Area (in 2) Weight • Ix, (lb/ft) , (in 4) Rx 1 Iyy (in) , (in 4) Ry S„ (in) (in 3) 1,Y (in 4) Ye; ' Ma J (in) i (ft-lb) (10 -3 r4) C. X0 (hi) Ro (in) (3 400EJ18 400EJ16 400EJ14 400EJ12 j 0.389 0.499 0.623 0.858 1.32 1.017 1.70 ' 1.289 2.12: 1.596 2.92 r 2.130 1.617: 0.214 1.607 0.286 1.6001 0.351 1.5761 0.455 0.742.0.450 0.757 ; 0.581 0.750 : 0.769 0.728 ; 1.065 1,017 1.289 1.596 2.130 2.101 ( 741 ; 0.254 2.088 1448 0.533 2.034 ' 2123 ' 1.055 2,000 j 3071 i 2.957 0.735 1.067 1.297 1.696 -1,617 -1.697 -1.683 -1.677 2.405 2.457 2.440 2.414 0.548 0.523 0.525 0.517 600EJ18 j 0.479 600EJ16 i 0.612 500EJ14 0.766 500EJ12 j 1.061 1.63 ; 2.600 2.08 3.312 2.61 1 4.115 3.61 5.556 2.3301 0.243 2.3261 0.327 2.3181 0.402 2.288 i 0.522 0.713 ; 0.777 0,731 1 1.003 0.724 1.322 0.701 '; 1.852 2.600 3.312 4.115 5.556 3.127 J 1279 ' 0.325 3.113 ; 2503: 0,654 3.047 3649 • 1.293 3.000 ; 5342 ; 3.658 1.754 2.458 3.001 3.962 -1.390 -1.460 -1.446 -1.433 2.805 2.842 2.826 2,790 0.755 0.736 0.738 0.736 800EJ18 0.569 800EJ16 0.725 800EJ14 0.909 800EJ12 1.265 1.94 5.140 2,47 . 6.559 3,09 ' 8.166 4.30 11.104 3.005; 0.264 3.007 ; 0.356 2.998 i 0.437 2.9631 0.568 0.681 0.700 0.693 0.67012.776 1.128 1.481 1.971 5.140 6.559 8.166 11.104 4.205 1857 : 0.385 4.158 i 3695 0.774 4.055 5441 i 1.540 4.000. 8007 4.360 3.336 4.607 5.639 7.494 -1.224 -1.287 -1.274 -1.258 3.315 3.345 3.330 3.288 0.864 0.852 0.854 0.854 1000EJ16 1000EJ14 1000EJ 12 0.838 1.051 1.468 2.85 111.256 3.58 :14.035 5.00 1 19.182 3.664 3.654 3.615 0.376 0.462 0.601 0.670 0.663 0.640 1.812 2.753 3.836 11.256 14.035 19.182 5.466 5.036 5,000 4522 ; 0.895 6869 1 1.781 11065 ( 5.061 7.589 9.301 12.419 -1,154 -1.141 -1.124 3.899 3,885 3.839 0.912 0.914 0.914 1200EJ16' 1200EJ14 1200EJ12 0.952 1.194 1.671 3.24 117.631 4,06 122,006 5.69 130,195 4.304 4.293 4.250 0.392 0.481 0.626 0,642 0,635 0.612 2.152 3.268 5.033 17,631 22.006 30.195 6.822 6.305 6.000 5369 11.016 B155 2.023 14515 5.762 11.455 14,051 18.824 -1.047 -1.035 -1,017 4.476 4.462 4.413 0.945 0.946 0.947 400MJ18 400MJ16 400MJ14 400MJ12 0.434 0.555 0.695 0.959 1,48 1.89 2.36 3.26 1.193 1.509 1.871 2.516 1.659 1.648 1.641 1.619 0.367 0.488 0.601 0.790 0.920 0.937 0.930 0.908 0.487 0.621 0.782 1.203 1.159 1.492 1.871 2.516 2.169 2.163 2.152 2.042 801 1550 1950 3381 0.294 0.593 1.177 3.308 1.250 1.799 2.196 2.904 -2.075 -2.163 -2.147 -2.144 2.811 2.876 2.858 2.836 0.455 0,435 0.436 0.429 600MJ18 600MJ16 600MJ14 600MJ12 0.524 0.669 0,837 1.163 1.78 2.28 2.85 3.96 3.000 3.811 4.742 6.440 2.392 2.387 2.380 2.353 0.421 0.561 0.691 0,911 0.896 0.916 0.909 0.885 0.834 1.067 1,343 2.052 2.893 3.758 4.742 6.440 3.212 3.207 3.194 3.057 1374 2662 3350 5770 0.355 0.714 1.419 4.009 2.977 4.142 5.078 6.771 -1.812 -1.891 -1,876 -1.864 3.132 3.180 3.163 3.130 0.665 0.647 0.648 0.645 800MJ18 800MJ16 800MJ14 800MJ12 0.614 0.782 0.980 1,366 2.09 2.66 3.33 4.65 5.854 7.452 9.287 12,690 3.087 3.087 3.079 3.048 0.458 0.613 0.755 0.996 0,864 0.885 0.878 0.854 1,177 1.525 2.003 3.040 5,728 7.363 9.287 12.690 4.349 4.319 4.223 4.068 1938 3805 4997 8547 0.416 0.835 1.660 4.710 5.661 7.763 9.538 12.791 -1.615 -1.687 -1.672 -1.657 3.590 3.628 3.612 3.573 0.797 0.784 0.786 0.785 1000MJ16 1000MJ14 1000MJ12 0.895 1.122 1,570 3.05 3.82 5.34 12.655 15.792 21.673 3.760 3.751 3.716 0.651 0,802 1.059 0.853 0.846 0.822 1.860 2.661 4.165 12.634 15.792 21.673 5.631 5.329 5.076 4689 6640 1170B 0.956 1,902 5.412 12.796 15.744 21,201 -1.527 -1.513 -1.496 4.147 4.132 4.089 0.864 0.866 0.866 1200MJ16• 1200MJ14 1200MJ12 1.008 1.265 1.773 3.43 19.650 4.30 24.542 6.03 33.795 4,415 4.405 4.366 0.681 0.839 1 .108 0.822 2.239 0.815 3.137 0.791 5.426 19.650 24.542 33.795 6.990 6.657 6.082 5585 1 1.077 7826 2.144 15254 6.113 19.342 23.819 32.173 -1.396 -1.383 - 1.365 4.702 4.688 4.642 0.912 0.913 0.914 NOTES: 1. Effective properties based on Fy =50ksi for 12, 14 and 16 gauge sections, Fy =33ksi for 18 gouge sections, 14 and 16 gouge sections may be produced with F = 33ksi. For 33ksi 14 and 16 gauge sections, multiply allowable moment by 0.66. (Contact manufacturer for availability) 2. Eftective properties and allowable Moment incorporate the strength increase from cold -work of forming where applicable. (AISI A5.2.2) 3. For deflection calculations, use the effective moment of inertia. 4. • Web height to thickness exceeds 200. Web stiffener required at support points. (AISI 81.2) 5. Tabulated areas are based on the full un- reduced cross section of the joist member. 6. For weak -axis orientations, technical assistance is req'd. Contact the manufacturer for this assistance. -14- �hl�ttl,l; d�llllldll,`. 11011!d u---. BUGLE HEAD - SELF DRILLING For drywall attachment to metal studs and joists. Also used for cttcching cabinets througn gypsum board and insulation board. Metal thickness — 20, 18 16 and 14 gauge. BUGLE HEAD For drywall attacnment to meta studs and joists. Also usec for attaching cabinets througn gypsum mare and insulation bocrd. Metal thickness — 25 ono 20 gouge. WAFER HEAD - SELF DRILLING For metal to metal framing connections when drywall, plywood and other similar wall materials are used on metal studs and joists. Metal thickness — 20, 18, 16 and 14 gauge. WAFER HEAD For metal to metal framing connections when drywall, plywood and other similar wall materials are used on metal stuas and joists. Metal thickness — 25 and 20 gauge. HEX HEAD - SELF DRILLING For attaching steel deck, backup plates, door frames, lathers channel to metal framing and structural connections. Metal thickness — 20, 18. 16 and 14 gauge. PAN HEAD - SELF DRLLWG For attaching steel deck, backup plates, door frames, lathers channel to metal framing and structural connections. Metal thickness — 18, 16 and 14 gauge. Screw Size Section No. 12 (d= 0.209") No. 10 (d =0.183') . No. 8 (d =0.161 ") No. 6 (d =0.135") Gauge Shear Pullout Shear Pullout Shear Pullout Shear Pullout 25 74 50 69 44 65 39 60 32 20 185 92 173 81 163 71 .149 60 18 276 120 258 105 242 93 222 78 16 387 151 363 132 341 116 N/A N/A 14 548 190 513 166 N/A N/A N/A N/A Min. Edge • Dist. And 11/16" 9/16" 1/2" 1/2" 0.C. Spacing Notes: 1. Al values based on connected parts having a minimum yield stress. Fy =33 ksi and o minimum ultimate stress, Fu =45 ksi. 2. When connecting materials of different gouge thickness, use loads shown for the lighter gouge. 3, Applied shear loads may be multiplied by 0.75 for wind or earthquake loads per AISI A4.4. 4. For screws in tension, the head of the screw, or washer if provided, shall hove a minimum diameter of 5/16 inch. c SEP 1,6 1.94 McLaren • Peterson • Associates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (2061622 -4580/ Fax (206) 622 -0422 RECEITVED CITY OP UKWILA SEP 1 7 1993 PERMIT CENTER STRUCTURAL CALCULATIONS • (SEARS - TUKWILA ) P E. C �.; ,e r... SEP 21.1993 • R(U3ER1 crt ^Corr) sS OC. RECEIVED JAN 061994r ROBERT FOSSATfI ASSOC, McLaren • Peterson • {. ciates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206) 622-4580/ Fax (206) 622.0422 COiL = . % JOB: DATE. ' - c BY SUBJECT:. .)P8+, b = -1Bit +14 . = I T,m5 :_. __... _._ ._...._... mod:-- _ _ .� :. 1 1 1 r I i I i "� • FIECEIVED CITY OF TUKWItA SEP 1 7 19'3 PERMIT CENTER ' rn Wb� • i ( w ! i ...„t.... J i " 1 • . 4+1* 'DESCRIPTION >>MET�L '`[l >> ~ SPAN LENGTHS CENTER SPAN = LEFT CANTILEVER RIGHT CANTILEVER = = 2-.5 ft 8 ft 0 ft --->> All'didtances refer UNIFORM CENTER: #1 = #2 = #3 =' #4 = CANT.: LEFT RIGHT #1 = 0.025 0 #2 = 0 0 #3 = 0 10 #4 = 0 0 #1 � ��.32'k X -' | = ' #2 = 0.k X = # � / 0�k X = ' ' • # = 0k X = . #5= 0'k X= #6= 0k X=- #7= 0k X = 0.025 0 0.025 0 0 0 klf k1f klf klf APPLIED GENERAL DATA FIXITY CODE >>> 1 << 1=Pin/Pin, 2=Fix/Fix, 7=Fix/Pin 4=Pin/Fi:, 5=Fix/Free I: INERTIA = 14.035 in^4 E: ELASTIC MODULUS =29000000 psi LOADS to left support, use '-' for left cantilever • @ LEFT #1 = 0 #2 = 0 #3 = 0 #4 = 0 #5 = 0 #6 = 0 #7 = 0 #8 = 0 CONCENTRATED TRAPEZOIDAL' @ RIGHT ,X-LEFT 0,086-klf O klf O klf ✓ klf '0 klf O klf �0 klf. '0 klf #1 = #2 = #3 = #4 = |--- SUMMARY O :ft-k O ft~k O ft-k ft-k @ -8 ft 0.-Ft� O ft O ft 0:f± 0��ft O f't MOMENTS 0- / O ft O ft O ft #8 = 9 = 10 = 11 = 12 13 = 14 = #5 #6 #7 #8 0k O k 0k 0k 0 k 0k O k 3.5 0 0 0 0 0 0 0 'X = X= % = X ,= X= X =' X= X-RIGHT 23.5 0 0 0 0' 0 0 0 Tt ft ft ft ft ft ft ' ft O f�. O ft O it '0f O ft O ft O ft-k • ft-k 0 ft-k O ft-k, O ft 4 ft O ft O ft | MOMENTS | MAX. Span Moment \ .�... @ Location | , MIN. Span Moment | ..�. @ Location = 2.9510 = 15.309 = -3.36 = ' 0 @ Left Support = @ Right Support = ft-k ft ft-k ft -3.36 ft-k O ft-k MAXIMUM DEFLECTIONS (Pos. Center Span, @ X = 13,545 Left Cant., @ X = ` -8 Right Cant.' @ X = • 0 | QUERY VALUES | @ CENTER SPAN X = @ LEFT CANT. X = @ RIGHT CANT. X =: . SHEARS | Left Support = 0.680700 k 'R'ghtSupport = 0.766799 k .REACTIONS -Left ' uppo. t r Right Support ' | | = 1.200700 � .L = 0.766799 k | MAXIMUM MOMENT . = 3.36 ft-k1 = Up) ft --> Deflection ft --> Deflection ft --> Deflection Moment Shear '(ft-k) (k) O ft 73.36 0.68070 O f 0 0 0.t 0 0 ▪ -0.551 in = -0.125 in = 0.000 in Deflection, (in) V.000 0.000 0.000 | | • McLaren • Peterson • (..slates, Inc. Consulting Engineers. 820 John Street, Seattle, Washington 98109 Office (208) 622.4580/ Fax (206) 622.0422 Joe: •:1 0/ 11.,6+ DATE. 9 - - a t BY (?� SUBJECT: • 'o15.1- CEsi _... 14t w,c . -- .. X51 _..... _ ...._� = _.9 -451 v.1.—.. r x -- _. (,l q =..C: 5- 36.1; - oxs) x ��'�..... - . I! loon . EJ. l4-... AT If-2o c. • • i i 1 rl t • V3:(1...i..-4111.1.4.—. T6-te-I,EL,S14E41.7r 4-rctei*:,) . 1 , • r etPD i i , • I 1 • i S t i ! 1 1 i_ II t . ^ �. . _ .;_.. _...._ __ ....I.....�._.� • •... i._......>_.... i I ._......._....... _ --......--;.• ..._ i • i SEf-' -13 -19 ! i 10: `;U F U1 DO 74710 [INU:. DEVCO ENGINEERING, INC. SECTION DESIGNATION: 1000 EJ 14 Ga. KNORR STEEL FRAMING on 1986 AISI Specification With 1989 Amendments Design Based INPUT PROPERTIES The The The The 1PtI/e4e. DATE = 09 -13 -1993 Web Height = 10.0000 in. Top Flange Width = 2.0000 in. Bottom Flange Width= 2.0000 in. Stiffener Height = 0.6250 in. The Steel Thickness The Inside Corner Radius The Steel Yield Stress Fy.With Cold Work, Fya = 0.0713 in. = 0.0938 in. 50 ksi = 55.33 ksi THE LOAD APPLIED = 20.0 psf THE SPECIFIED DEFLECTION LIMIT = L/ 240 LOADS HAVE BEEN MULTIPLIED BY 0.75 FOR STRENGTH DETERMINATION OUTPUT PROPERTIES - BRACING OF COMPRESSION FLANGE SINGLE SPAN CONDITION • Lateral Support at 96'in. Lateral Support @ Mid -Span Lateral Support @ Third Points TWO EQUAL FRAMING ALLOWABLE END REACTION (in O.C.) SPAN. (lbs) 12 • . 35 ft. 9 in.* 358.3 ,16 : 32 It. 6 in.* 434.1 24 28 ft. 5 in.* 568.8 12 16 24 12 16 24 26 24 22 32 29 26 ft. 4 ft. 6 ft. 0 ft. 1 ft. 9 ft. 10 SPAN CONDITION • Lateral Support at 96 in. Lateral Support @ Mid -Span Lateral Support @ Third Points SPAN BASED in. in.. in. in. in. in. FRAMING ALLOWABLE , (in O.C.) SPAN. 12 48 ft. 0 in.* 16 43 ft. 7 in.* 24 38 ft. 1 in.* 12 16 24 12 16 24 35 ft. 32 ft. 29 ft. 43 ft. 39 ft. 35 ft. ON FLEXURAL CAPACITY - ONE 7 11 7 11 11 in. in. in. in, in.. in. 264.0 326.7 441.4 321.1 397.7 537.9 REACTIONS END (lb) INT.(lb) 360.2 1200.8 436.4 1454.7 571.8 1906.2 267.0 329.8 444.5 323..3 399.8 539.8 OR TWO SPANS Full Lateral Support 12 16 24 60 ft. 52 ft. 42 ft. * SPAN LENGTH CONTROLLED BY L/ 240 DEFLECTION LIMIT 6 in. 5 in. 9 in. 890.0 1099.3 1481.7 1077.5 1332.7 1799.4 DEVCO ENGINEERING, INC. DATE = 09 -13 -1993 SECTION DESIGNATION: 800 EJ 14 Ga. KNORR STEEL FRAMING Design Based on 1986 AISI Specification With 1989 Amendments INPUT PROPERTIES The Web Height The Top Flange Width The Bottom Flange Width= The Stiffener Height = 8.0000 in. The Steel Thickness 2.0000 in. The Inside Corner Radius 2.0000 in. The Steel Yield Stress 0.6250 in. Fy With Cold Work, Fya THE LOAD APPLIED = 20.0 psf THE SPECIFIED DEFLECTION LIMIT = L/ 240 = 0.0713 in. = 0.0938 in. 50 ksi = 55.33 ksi LOADS HAVE BEEN MULTIPLIED BY 0.75 FOR STRENGTH DETERMINATION OUTPUT PROPERTIES - BRACING OF COMPRESSION FLANGE SpiGLE SPAN CONDITION Lateral:Support at 96 in.. Lateral Support @ Mid -Span Lateral Support @ Third Points FRAMING (in O.C.) 16 24 16 24 ALLOWABLE END REACTION SPAN . (lbs) 34 ft. 2' in. * 228.3 27: ft. 2 in. * . 362.4 23 ft. 8 in.* 474.9 27 ft. 6 in. 183.6 22 ft. 11 in. 306.0 2a ft. '7 in 413.1 8 33. ft. .4 in. 222.6 16 27 ft. '2 in.* 362.4 24 23. ft. 8 in.* 474.9 TWO EQUAL SPAN CONDITION Lateral Support at. 96 in. Lateral Support @ Mid -Span Lateral Support @ Third Points • FRAMING ALLOWABLE (in O.C..) SPAN 8 45 ft. 10 in 16 36 ft. 5 in. 24 31 ft. 9 in. REACTIONS * END lb) ''INT.( * 364.3 1214 * 477.4 1591 lb) .0 .4 .4 8 37 ft. 4 in. 186.9 622.9 16 30 ft. 11 in. 309.8 1032.6 24 27 ft. 9 in. 417.1 1390.3 8 45 ft. 0 in. 225.1 750.5 16 36 ft. 5 in.* 364.3 1214.4 24 31 ft. 9 in.* 477.4 { 1591.4 SPAN BASED ON FLEXURAL CAPACITY - ONE OR TWO SPANS Full Lateral Support 8 65 ft. 11 in. 16 46 ft. 7 in. 24 38 ft. 1 in. * SPAN LENGTH CONTROLLED BY L/ 240 DEFLECTION LIMIT **********4.4 ,4:** SEARS TUk ::W I LA LOADS: P= 1.7 KIPS Mx= 40x) in- kips My= 242.4 in-kips STEEL BEAM- COLUMN CALCULATED VALUES: Fa= 6.5'7 Ksi fa= 0.12 Ksi Cc= 126.1 r DESIGN *:k:;M,.. *;k* * SECT., F'ROF'.: Area= 14.1 in.2 Sx= 70.7 1il. Sy= 12.8 in._ Cm:;- 1 Fb)c = 2=.76 Ksi fbx= 5.69 Ksi W14X48 Fy= 36 KSI r 5.85 ry= 1.91 Cmy= 1 UN)RACED LENGTHS: F: L x =2_ 4 feet kLy= 24 feet Fbv - 27.00 Ksi fby= 16.94 Ksi STRESS INCREASE FOR WIND OR SEISMIC LOADS is IN EFFECT. A I SC 1.6-2= 0.959 13 tx! (14. ) + BO rc{ -� + 4$ i X54-243 !%f ,P I Oc-114.) *:K:K)K;K:K,K *;ic ***** SEARS TUKW I LA• LOADS: F'= 1 KIPS Mx=, 40 in -kips My= 250 in-kips STEEL BEAN-COLUMN SECT. PROP.: Area= 14.1 in.2 Sx= 70.3 in. Sy= 12.8 in._ Crnx= 1. CALCULATED VALUES: Fa 6.57 Ksi.. • fa= 0.07 Ksi Cc= 126.1 DESIGN':i 44**"6' ;K * * * * *, * * * ** **:K:K *** Fb 2� = .:....76 Ksi fbx= .5.97 Ksi W14X48 Fy= ' 36 KSI r)c =, 5.85 ry= 1.91 Cmy= 1 UNE1RACED LENGTHS: kLx= 24 feet kLy= 24 feet Fby = 27..01 :) Ksi fby= 19.5' Ksi: STRESS INCREASE FOR WIND OR SEISMIC LOADS IS IN EFFECT. A I SC 1.6-2= 0.986 • =[(% � !4- + z5,4x 4 /) Y-3412/0 x i sa a0 tsix .46 E a% x x /6 $j 2 p = (1) gsa* McLaren • Peterson • ,. „fates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206) 622 -4580/ Fax (206) 622 -0422 .JOB, -}. DAM `� q rukw�tl� BY N_e i�{c-r'- x.132 (2'x4...6 � L l�ll�h (16.8- f-1u.T)tx Ir 1 1 I 1 I i i ,• t I , 1 . i _i___, ' )47.-_.0_c.ig(9.)11_[;.ip:.-._7, i • • • i • 1 1 • w /... :�...! -jr_ McLaren • Peterson • ,-, .ciates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206) 622 -4580/ Fax (206) 622 -0422 DATE: i•-1"1-Q3 BY tic, SUBJECT: .:6.8432-0* j ' - ___,__ % t? ! ; : i tt-4A_L( :e6.7-(2.1:2..<.:5.5Q...:-...=:-.7. .aX'. __ ... , i + 6-A . -__ o ). - ' 6,69 . - -..a.%¢ __... 16 C )... 447i _..._._. : -._ __...... 1.8._EL 1_d 3.5" - - -- -• -- — .— ' .._;.._______ ,I- .A.,... _.. 5,614. 3 , i i ± ! ii2 . _. . ...1F- ?44.7i.;e:-.T.;41? .._. — 17.,09-• ' ' : : c.6X ) ...off • ..4- -.:P%2.cam:).. x I Nt►q. 16 *A. x 2" MtIK, *EXPOSURE C EXTENSION (ABLE 23 -H, WIND F'RESSURLo, 1991 UBC i VELOCITY= a0 MFH (Os= 16.4 I 4 I= 1 P= C a; t Cq g g s A I PRIMARY FRAMES a SYS T EME 4EIGHT ZONE (FT) 30 -40 40 -60 60-30 S0-100 Ca= ( 1.31 )( 1,43 1( 1.56 )( 1.61 ) METHOD 1 (Noroal Force) WindwarJ Wall (ia) C,: .3 17.2 18.a 20.5 21.1 Leeward Wall (out) Cq= .5 10.7 ii.7 12.8 13.2: Lee Roof/ Fiat Roof (out) Ca= .7 15 16.4 I7.? 18.5 Winded Roof < 2/12 (out) Co= .7 15 16.4 17.9 12.5 2/12 TO 9/12 (out) C„= .9 19.3 21.1 23 233.6 2/12 TO 9/12 (in) Co= .3 6.4 7 7.7 7.9 9/12 to 12/12 (in) Cq= .4 S.6 9.4 10.2 10.6 )12/12 (in) Co= ,7 .5 16.4 17.9 18.5 Prll to Ridge ': flat (out) Co= .7 15 16.4 17.3 18.5 ME7HOD 2, (Frojec:ed Area) Over 40 Ft. Co= 1.4 30.: 32.3 35.9 37 Hcr. ?rcj,Encl.6tr(UP) Cq= .7 1: 15 16.4 17.9 18.5 Open 'struct,Roof /Too(up) Ca= 1,2 25.3 29,1 30.7 31.7 WALL ELEMENTS & COMPONENTS All Structures, (inward) Ca= 1.2 25,3 28.1 30.7 31.7 Encl & UnEncl,(outward) Cq= 1.2 { 25.3 28.1 30.7 31.7 Open Structures,(outward) Cq= 1.6 1 34,4 37,5 40,9 42.2 Parapets,(any direction) Cq= 1.3 )! 27.9 30.5 33.3 34.3 ROOF:ELEMENTS, ALL STRUCTURES Slope (7/12, (outward) Cq= 1.3 27.9 30.5 33.3 34.3 Slope 7 /12- 12 /12,(out /in) Cq= 1,3 27.9 30.5 33.3 34.3 ROOF ELEMENTS, OPEN STRUCTURES Slope <2/12, (outward) Cq= 1.7 36.5 39,9 43.5 44.9 Slope 2/12-7/121(outward) Cq= 1.6 1 34,4 37.5 40.9 42.2 Slope 2 /12- 7 /12,(inward) Co= .8 )• 17.2 19.8 20.5 21.1 Slope >7 /12- 12 /12,(out /in) Cq= 1.7 1 36.5 39.9 43,5 44.9 ELEMENTS & COMPONENTS IN AREAS OF DISCONTINUITIES Wall Corners, (outward) Cq= 1.5 1 32.2 35,2 38,4 39.6 Wall Corners, (inward) Cq= 1.2 1 25,8 28,1 30.7 31.7 ROOF EAVES, RAKE OR RIDGE WITHOUT OVERHANGS Slope (2/12, (UF) Co= 2.3 19.4 53.9 58.8 60.7 Slope )2 /12- 7 /12,(OUT) Cq= 2.6 55;9 61 66.5 68.7 Slope 7 /12-12 /121(OUT) Cq= 1.6 34,4 37.5 40.9 42.2. FOR SLOPES < 2/12 Overhangs and canopies Cq= 2,a 1 60,2 65.7 71.`6 73.9 Notes: For elements and components Cq values are for 10.so.ft, area. For 100 sq.ft., subtract 0.3 from Cq, except slope <7/12 subtract 0.8 Interpolate between 10 and'100 sq.ft, At roof elements; slopes over 12/12, use wall values. At corners, ridges, etc. apply load either side, not both LT /3 McLaren • Peterson • „ssociates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206) 622 -4580/ Fax (206) 622.0422 JOB: GATE. cT.'..I3 _�± BY b� SUBJECT. _l 5� Tuktol■ PAV ku= 3,kGx1. /C1 a1j_.1.oO .. Oo .4- =o = Ki/( ) (4.0.x) = . u O.o /( < A91 614 __... _ _..... - - ........ ..... -1 . 5 : 121100 .. ( 6 ; 4 1 41 i._u_Z.%.x tC,4 12Z-9.,.. { ; ! i I I ; .. .. .. 1...6 `.'. .... ci ._ _ tap ^ 3,,x cM. 4 5' 2 4L 37`x_ -� = 4 c? 1 • I 1 . ��. CAD I l McLaren • Peterson • hssociates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206)622.4580/ Fax (206)622 -0422 JOB% --ZrICLS1 CtLk 1�1 t-'6' DATES 1 - 13 -9 3 BY SUBJECT: I \ i .1a1. .• [qb x(? )-- 0 %'4.] xQ _ ' I- -1..._ . __ .4/j I.I o4O.. io l �.._ .. x..'t-......_ .. ... .. Ala . . I a 4 o 4fr • i i • - • ; ( ft - 4t.:74 41_ I Ts..�4�cx4.:._ _. ,L�� = �i�,Cfl *:r .1a r- • r �3.5� -•.12� _ 11' I 2 f-40 s: -_. f_.. .1 7c0 -,x4 3. • ? j • • l nwhdmset /Red Head Epson System D) Hollow Wall, Brick and Rehab Installation EPCON System anchors installed in hollow block and brick walls require the use of an EPCON System Screen tube. The table below lists the recommended hole sizes and screen lengths for hollow wall applications. TABLE VIII - Installation Guidelines for Hollow Substrate ■ Thre.tcIN'I Rod Il1.1. (in .1 Anchor Screen Ssrten Screen Lengths Available (in.J Hole Dia. (in.1 Hnilow nlock Ult. Tension Ilbs.1 Ult. Shear Ilbs.1 1/4 H014 2 3/8 - - 3 /p• H038 3 -1/2 1/2 '1661, 33.40* 3/8 6 1/2 .1333* 2630• .3/8 8 & 10 1/2 2803•'* ' 2953x* I/n H012 3 -1/2 • 5/8 1873* 2242* 1/2 6 5/8 2213' 3300* 1/2 8 & 10 5/8 3487** 2668 ** 5/8. 11058 4 -1/2 3/4. 1970* 3554* 5/8 6 3/4 2213* 23671 5/11 8 & 10 3/4 4217 ** 3578** 3/4 H834 10 & 13 7/8 3410** 4573** Tested in single wall of hollow block. Tested in double wall of hollow block(longest screen). Installation Procedure SINGLE TALL TESTS DOUBLE TaL4 TESTS; 1. Drill hole using depth gauge on drill to ensure proper depth (figure 18). 2. Use nylon brush in conjunction with a vacuum hose, blow -out bulb, or compressed air nozzle. Note: Proper hole cleaning is necessary for positive anchoring (figures 19 & 20). i$; duo i ✓:Yil %Hoof 'a ,a i0 ,O Fig. 18 Drill hole to proper depth. O rrw Ramsct/Red !lead, 1990 Not to be reproduced without written permission, '�. '.too'L °.tea:• °�.'tf�o•.ti�4..L•n? _ Fig. 19 Clean out hole with blow- out bulb, vacuum nozzle, or cam - pressed air hone, in conjunction... EPCON SYSTEM -E27- Fig. 20 .. with a nylon brush. Note: proper hole cleaning is necessary for positive anchoring. infRamset /Red Head Epcon System 3. Insert EPCON System nozzle to bottom of approximately sized EPCON System screen tube. Use an EPCON System extension tube when using screens for 3/8" diameter threaded anchors. Fill the screen while slowly withdrawing the nozzle. The screen tube must be completely filled with the Ceramic 6 adhesive (figure 21). 4. Insert the filled screen completely into the cleaned hole (figure 22). 5. While holding the tab of the screen tube against the face of the masonry, hand -insert the selected rod slowly into the screen tube with a simultaneous twisting motion (figure 23). 6. After the recommended cure time, attach the fixture to be anchored and fasten securely in place. Fig.21 Insert Epcon System nozzle to bottom of'screen grad fill it slowly while withdrawing the nozzle. Fig. 22 Insert the filled screen completely into the cleaned hole. Fig. 23 While'holding the tab of the screen against face of wall, . hand - insert the stud slowly into the saven tube with a simultaneous twisting motion. 2 EPCON` SYSTEM( O ITW Raaset/Red.Hesd, 1990 Not to be reproduced without written permission. ICBO Evaluation Service, Inc. A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT Copyright© 1992 IC130 Evaluation Service, Inc. Report No. 1244 September, 1992 Filing Category: FIRE - RESISTIVE CONSTRUCTION —Other Fire - resistive Construction (080) CAFCO® BLAZE - SHIELD® TYPE DC /F AND BLAZE- SHIELD TYPE II, CAFCO DECK - SHIELD® TYPE C/F AND DECK- SHIELD TYPE 460, AND CAFCO FIBER -PATCH TYPE P FIRE - PROTECTION MATERIALS, CAFCO BOND -SEAL TYPE E.B.S. AND BOND -SEAL TYPE X ADHESIVE AND SEALER MATERIALS ISOLATEK INTERNATIONAL 41 FURNACE STREET STANHOPE, NEW JERSEY 07874 1. Subject: CAFCO® BLAZE - SHIELD@ Type DC /F and BLAZE- SHIELD Type II, CAFCO DECK - SHIELD@ Type Q/F and DECK - SHIELD Type 460, and CAFCO FIBER -PATCH Type P Fire- protection Materials, CAFCO BOND -SEAL Type E.B.S. and BOND -SEAL Type X Adhesive and Sealer Materials. R. Description: A. General: 1. CAFCO BLAZE - SHIELD and DECK - SHIELD: CAFCO BLAZE- SHIELD Type DC /F and BLAZE- SHIELD Type II, and DECK- SHIELD Type C/F and Type 460 are noncombustible materials that provide fire protection for structural steel members, concrete pan joists, steel roof and floor sections, and walls and partitions. These materi- als have a Class I flame - spread rating. CAFCO BLAZE - SHIELD Type DC /F and BLAZE - SHIELD Type 11 may be applied to structural steel as well as fluted and cellular steel deck surfaces coated with CAFCO BOND -SEAL Type E.B.S. or Type X materials. 2. CAFCD FiBER- PATCH: CAFCO FIBER -PATCH Type P is a noncom- bustible patching material for BLAZE- SHIELD Type DC /F, BLAZE- SHIELD Type 11, DECK - SHIELD Type C /F, and Type 460 materials. 3. CAFCO BOND -SEAL: CAFCO BOND -SEAL Type E.B.S. is a water - based adhesive used with CAFCO fire - protection materials where required in this report. BOND -SEAL Type E.B.S. and Type X may be used at lower concentrations for special applications required by the manufacturer. 4. Density: BLAZE - SHIELD materials have minimum average and indi- vidual dry -in -place densities of 13 and 11 pcf, respectively. DECK - SHIELD materials have minimum average and individual dry in -place densities of 15 and 12 pcf, respectively. FIBER -PATCH materials have minimum aver- age and individual dry in -place densities 0118 and 17 pcf, respectively. Densities are verified by the method prescribed in U.B.C. Standard No. 43 -8. Where it is determined that the in -place density of the Type DC /F fire - protection material is less than 11 pounds per cubic foot, but more than 8 pounds per cubic foot, the final thickness is determined in accor- dance with the following formula: Final thickness (inches) _ (11 pcf) (Required thickness, inches) (Actual in -place density, pci) 5. Thickness: Minimum average thickness of fire- protection materials applied to structural steel members, concrete pan joists, steel roof and floor sections, and walls and partitions is listed in Tables Nos. I to VIII. Thickness is verified by the method prescribed in U.B.C. Standard No. 43 -8. Minus and positive thickness tolerance limits are as follows: a. Minus Tolerance: The thickness of spray- applied lire- protection ma- terial must be corrected by applying additional material at any location where the calculated average thickness of the material is less tliln that listed in this report, or where an individual measured thickness reading has a minus tolerance greater than 1/8 inch. b. Positive Tolerance: An individual measured thickness, exceeding the thickness specified in this report by 1/8 inch or more, is recorded as the thickness specified in the table plus 1/8 inch. B. Installation: 1. Surface Conditions: Surfaces that receive fire -pro- tection material are free of oil, grease, dirt, loose mill scale or any other . condition that impairs adhesion. 2. Site Conditions: When outdoor temperature at the building is less than 40 °F, the substrate and ambient temperature must be maintained at 40 °F. or higher for 24 hours before and after application of sprayed fire - protection material. Enclosures with heat are used to maintain the re- quired temperature during this period. 3. Application: CAFCO BLAZE - SHIELD and DECK - SHIELD materials are pneumatically conveyed in a dry state through the application ma- chine, hose and nozzle. Water is added at the nozzle in accordance with the manufacturer's published instructions, and volume is adjusted to pro- vide for proper spray pattern. Continuous application builds the fire -pro- tection material to the required thickness in either single or multiple passes. The fire - protection material fills all cavities between the upper beam flange and steel floor or roof units. Fire - protection material rebound may he used for hand Tilling the cavities. 4. Patching: Patching is accomplished either by hand using CAFCO FIBER -PATCH or by machine application using the original material. CAFCO FIBER - PATCH material is mixed with water by hand or a paddle -type mixer. Patch areas are limited to 3 square feet. FIBER PATCH may be applied directly to beams, columns, or fluted steel decks with con- crete fill. Fluted steel decks without concrete fill and cellular decks require preparation with CAFCO BOND-SEAL Type E.B.S. adhesive before applica- tion of FIBER -PATCH material. 5. Primed or Painted Surfaces: CAFCO BLAZE- SHIELD and DECK - SHIELD are permitted to cover primed or painted wide flange shapes, sub- ject to the following requirements: a. Beam flange width is 12 inches, maximum. b. Column flange width is 16 inches, maximum. c. Beam or column web depth is 16 Inches, maximum. d. Bond tests of five specimens in accordance.with ASTM E 736 are used to verify the bond strength of the fire- protection material to a painted or primed steel beam or column at the jobsite. Condition of acceptance is that the average bond strength is either 20 times the weight of in -place fire- protection material but not less than 100 psf, or the minimum average Evaluation reports of ICI10 Evaluation Service, Inc., are issued solely to provide information to Class A members of ICIJO, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement orreconnnen- rlation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The IC110 Evaluation Service, Inc., technical staff has reviewed the test results an7lor other data, but does not possess test facilities to make an independent verification. There is no warranty by ICIJO Evaluation Service, Inc., express or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. Page 1 of 10 Page 2 of 10 Report No. 1244 bond strength Is 80 percent, with a minimum individual bond strength of 50 percent of the bond strength of fire- protection material applied to bare, clean' /8 -inch -thick steel plate, whichever is greater. Where bond - strength values are less than these minimums, CAFCO BOND -SEAL Type E.B.S. adhesive is applied to the primed or painted surfaces, and the bond- strength tests are repeated. When beam or column dimensions exceed the values in Items a, b or c, steel studs with discs described in Table No. II, or steel lath strips with a minimum 25 percent width of the oversize dimensions, but not less than 31/2 inches, are used to provide a mechanical bond for the fire- protection material. 6. Protective Covering: An approved covering protects the fire- protec- tion material on exposed beams and ceilings which are less than 8 feet above the floor. An acceptable covering consists of three parts aggregate sand to one part gypsum cement, or three parts aggregate sand to one part gypsum with 1 gallon of CAFCO BOND -SEAL, and is mixed in accordance with the manufacturer's instructions. The protection material covering is minimum 1/8 inch thick. An alternate surface covering may consist of a penetrating aqueous silicate sealer as supplied by the manufacturer and is applied at a rate of 100 square feet per gallon. C. Identification: Bags containing the fire- protection and patching ma- terials and palls containing the adhesive or sealer materials bear the com- pany name, product name, and Underwriters Laboratories Inc. classifica- tion marking. III. Evidence Submitted: Reports of tests in compliance with U.B.C. Standard No. 43 -1 and the ICBO Evaluation Service, Inc., Acceptance Cri- teria for Spray - applied Fireproofing Materials, dated January, 1990. Findings IV. Findings: That CAFCO 11 BLAZE- SHIELD® Type DC /F and BLAZE - SHIELD Type II, CAFCO DECK - SHIELD® Type C/F and DECK - SHIELD Type 460 and, CAFCO FIBER -PATCH Type P Fire - protection Materials, CAFCO BOND -SEAL Type E.S.S. and BOND -SEAL Type X Adhesive and Sealer Materials, comply with the 1991 Uniform Building Code, subject to the following conditions: 1. Material application complies with this report and the manufac- turer's instructions. 2. An approved material protects the fire- protection material on exposed beams or ceilings less than 8 feet above the floor. 3. Minimum fire - protection material and concrete thicknesses comply with this report. 4. Measuring methods in U.B.C. Standard No. 43 -8 are used to verity the thickness and density of the fire - protection materials. Thickness tolerances comply with this report. 5. Special inspection is required as set forth in Section 306 (a) of the code. This report is subject to re- examination in two years. TABLE NO.1- MINIMUM AVERAGE THICKNESS OF FIRE- PROTECTION MATERIALS APPLIED TO STEEL COLUMNS1 (Inches) A. Wide Flange Steel Columns: BLAZE - SHIELD Type DC /F or Type 11, or DECK - SHIELD Type C/F or Typo 460:2,3 COLUMN SIZE W/D RATIO RANGE . 4 -HOUR 3 -HOUR 2 -HOUR 1 -HOUR W14 x 730 6.68 (min) 5/8 3/8 3/8 3/8 W 14 x 233 2.52 - 6.67 • 13 /8 1 1/2 3/8 3/4 4x483 /Icj 0.28 -0.33 (11/2) (I I/8) (5 /x) 0/2) W12x 106 1.46 -2.51 2 I'/2 I 1/2 4 x 4 x 1/2 0.43 (min.) (21/4) (I5 /x) (I '41) ($ /x) W 10 x 49 0.83- 1.45 21/8 13/4 - 11/4 3/4 4 x 0.337 Extra Strong 0,31 - 0.56 (2'/2) (2) - (I' /2) r (7/8) W8 x 28 0.67 - 0.82 3 (31/2) 21/4 (25/x) 11/2 Ad, (13/4) 1.. •. , '( s, (x) 1 / W6x 16 0,57 -0.66. 31/4 21/2 15/8 3/4 6 x 0.280 Standard 0,27 - 0.30 (31/4) (23/4) (I3/4) (7/8) W8x 10 0.33 -0.56 NR4 NR 25/M 13/8 10 x 0.365 Standard 0.35 - 0.36 NR NR (3) (11/2) W8 x 28 (W /D = .67) with 5/8 inch- thick 'rypc X gypsum wallboard protections 27/8 2 11/4 NR B. Hollow- shaped Steel Columns: BLAZE - SHIELD Type DC /F or Type II, or DECK- SHIELD Type C/F or Type 460, Minimum Thickness6 STEEL COLUMN SIZE (IN.) • A/P RATIO RANGE 4 -HOUR 3 -HOUR 2 -HOUR 1-HOUR 4x4x3 /16 0,18 -0.22 NR NR 23/8 I 48481/4 0.23 -0.27 NR 31/8 2 3/4 4x483 /Icj 0.28 -0.33 NR 25/8 15/% 5/8 4 x 4 x 3/8 0,34 - 0.42 31/4 21 /8 11/4 5/8 4 x 4 x 1/2 0.43 (min.) 23/8 13/4 11/8 1/2 4 x 0.237 Standard . 0.22 -0.30 NR 33/8 21/4 7/8 4 x 0.337 Extra Strong 0,31 - 0.56 33/8 23/8 11/2 5/8 4 x 0.674 Double Extra Strong 0,56 (min.) 17/8 13/8 7/x 3/x 5 x 0.258 Standard 0.24 - 026 NR 3 17/8 14 6 x 0.280 Standard 0,27 - 0.30 NR 23/4 if 3/4 8 x 0.322 Standard 0,31 - 0.34 33/8 23/x 11/2 s/x 10 x 0.365 Standard 0.35 - 0.36 27/8 21/8 13/8 1/2 12 x 0.375 Standard 0.364 (min.) 27/8 2 11/4 1/2 Page 3 of 10 Report No.1244 'Fire- resistive protection is applied directly to the column contour or column boxed with metal lath. '-Thickness in parentheses is used when the required thickness of fire - protection material is reduced 50 percent on the flange tip edges. Thickness not in parentheses is used when the column flange tip edges are covered with fire- protection material at the thickness shown. ' As an alternate to thicknesses shown without parentheses in Table No. I -A (full protection at the column flange tip edges), thickness of fire- protection material is deter- mined using the following formula: R h = 0.95(W /D) +0.45 Limitations: This formula is applicable when the W/D ratio is minimum 0.32 and maximum 0.55. Minimum thickness is 3/8 inch. Formula does not apply when half thickness at flange tip is used. !i = 1.01(W ID) +0.66 • R Limitations: This formula is applicable when the W/D ratio is minimum 0.56 and maximum 7.0. Minimum thickness is 3/8 inch. Formula does not apply when half thickness at flange tip is used. Where: R = Fire resistance (hours) h = Thickness of fire - protection material ranging from 0.375 to 3.75 inches D = Heated perimeter of steel column (inches) W = Weight of steel column (pounds per lineal foot) 4NR = Not recognized. 5No. 24 gauge vertical corner channels and horizontal channels with 15 /8 -inch legs are installed minimum 21/8 inch from fire- proofing material. Gypsum wallboard is attached to corner channel legs with 1- inch -long, Type S bugleheud screws at 12 inches on center. Also, one screw secures the gypsum wallboard to each channel. r'As an tultemate to the thickness shown in Table No. 1 -13, lire- protection material thickness is determined using the following equations: R –0.38 T = 3.58(A /P) Where: R = Fire resistance (hours) ' A = Cross - sectional area of the pipe or tubular column (square inches) P = Heated perimeter of the pipe or tubular column (inches) T = Thickness of fire - protection material ranging from 0.35 to 3.50 inches. A/P equation for tube columns = t (A + B – 21)1 A +13 A/P equation for pipe columns = t (d – Where: t = Wall thickness of column (inches) A = Length of horizontal side (inches) /3 = Length of vertical side (inches) = Diameter of pipe (inches) Limitations: Minimum size is 4 by 4 by 3/14 -inch tube column or 4 by 0.237 -inch pipe column. Minimum fire - protection material thickness is 3/8 inch. TABLE NO. II— MINIMUM AVERAGE THICKNESS OF FIR a.^.; .10TECTION MATERIALS APPLIED TO PROTECTED FLOOR ASSEMBLIES (Inches) A. Assembly: Protected floor assembly with minimum 21/2 -inch concrete fill. 1. General Description: Steel beams or Joists support minlnium 1'/2- inch -deep steel decking with minimum 21/2 -inch concrete fill over the top of flutes: a. Metal deck thickness, minimum gauge: fluted 22 MSG, cellular 20/20 MSG. b. Normal - weight or lightweight concrete 1111.1 2. Metal Deck Protection: Fire- protection material thickness (inches): a. BLAZE- SHIELD Type DC /F and Type II: All decks. b. DECK - SHIELD Type C /F: Fluted decks only, c. DECK - SHIELD Type 460: Flu ed decks only. d. BOND -SEAL Type E.B.S.: Required on 20/20 MSG cellular and 22 MSG fluted steel decks that are 36 Inches wide or larger and on bottomless trench headers be ore application of fire - protection material. The adhesive is optional for heavier gauge units. DECK ELEMENT 4 -HOUR 3 -HOUR 2 -HOUR 1.HOUR Top of Flute NR 3/4 1/2 1/2 Bottom of Flute /Cellular NR 1/2 3/8 3/x 3. Unrestrained Floor Beams Supporting Normal - weight Concrete FIJI: Minimum tire- protection material thickness (inches) 2'3 4 BEAM SIZE . W/D RATIO RANGE 4•11OUR 3 -HOUR 2.HOUR 1.HOUR Min, W8 x 67 1.60 (Min.) 1 3/4 5/a 3/e (11/8) • (1/a) ($ /x) (3 /a) Min, W I O x 60 1.20– 1.59 1114 I 3/4 3/x (I' /N) (1) (3/4) (I/2) Mi11.W8x28 0.80 -1.19 1 /2 11/4 /x 1/2 (13/4) (13/e) (1) (5 /0 Min. W8 x 1(1 0.37 – 0.79 21/4 l/4 I' /4 3/4 ' (25/0 (t1 /x) (13/x) (7 /0 Page 4 of 10 Report No. 1244 11A. Unrestrained Floor Beams Supporting Lightweight Concrete Fill: Minimum BLAZE - SHIELD Type DC /F or Type 11 fire-protection material thickness (inches):1.2.3.5 BEAM SIZE W/O RATIO RANGE 4.HOUR 3.HOUR 2 -HOUR 1 -HOUR • Min. W8 x 67 1.60 (Min.) 11/2 1 5/8 3/8 Min. W I0 x 60 1.20 -1.59 13/4 11/4 7/8 1/2 'Min. W8 x 28 . 0.80- 1.19 21/4 3/8 1 1/2 Min. W8 x 10 0.37 -0.79 31/4 21/4 11/2 3/4 4B. Unrestrained Floor Beams Supporting Lightweight Concrete Fill: Minimum DECK SHIELD Type C/F or Typo 460 fire- protection material thickness (inches):1.2.3.5 BEAM SIZE W/D RATiO 4.HOUR 3 -HOUR 2 -HOUR 1.HOUR Min. W8 x 67 1.60 (Min.) I3/4 11/4 7/8 1/2 Min. WI0x60 1.20 -1.59 21/8 11/2 1 1/2 Min. W8 x 28 0.80- 1.19 23/4 I7 /s 11/4 3/8 Min. W8 k 10 0.37 -0.79 37/s 23/4 17/14 . I 5, Unrestrained Steel Joists: Minimum fire- protection material thickness (inches) :6 MATERIAL TYPE 4.HOUR 3•HOUR 2 -HOUR 1 -HOUR Normnl - weight Concrete BLAZE•SHIELDType DC/ForTypc 11 NR NR 11/2 I DECK - SHIELD Type C/F or Type 460 N1( NR NR 11/4 Lightweigl !Concrete BLAZE - SHIELD Type DC /F or Type It NR NR 2 11/4 DECK- SHIELD Type C/F or Type 460 NR NR NR 11/4 6. Trench Headers: Minimum fire - protection material thickness (Inches) :7.9.9 a, BLAZE - SHIELD Type DC /F or Type 11. b. BOND -SEAL Type E.B.S, adhesive is required on all bottomless trench headers prior to application of fire - protection material. 4 -HOUR 3 -HOUR I 2 -HOUR I 1.HOUR Standard Trench Header: Maximum Width - 36 Inches 'foil of Flute NR 1.1/8 13/8 11/8 Bottom or Flute /Cellular NR 11/8 11/8 7/8 Bottomless Trench Heade : Maximum 1Vidtl - 36 Inches Top of Flute . NR 21/4 13/4 11/4 Bottom of Flute /Cellular NR 21/8 13/8 I 7. Electric Inserts: BLAZE - SHIELD Type DC /F or Type U. Minimum fire - protection material thickness (inches): e • a. Concrete 1s not removed from deck valleys and insert is on top:11.12 CONCRETE TYPE 4 -HOUR. 3 -HOUR 2 -HOUR 1.HOUR Normal - weight Concrete NR 3/8 1/2 3/8 Lightweight Concrete NR 3/4 4/N b. Inserts penetrate sides of deck cells that have no concrete in valleys between cells under inserts :13 J CONCRETE TYPE 4 -HOUR 3•HOUR 2.HOUR 1.HOUR Normal- weight Concrete NR 11/4 7/8 3/s Lightweight Concrete NR 11/2 11/8 3/8 c. Inserts contain internal modification and penet ate sides of deck cells that have no concrete in valleys between cells under insert:13 CONCRETE TYPE 4 -HOUR 3 -HOUn 2.HOUR 1 -HOUR Normal- weight Concrete NR 3/4 1/2 3/8 Lightweight Concrete NR NR 3/4 1h B. Assembly: Protected floor assemblies with minimum 2 -Inch concrete f II: 1. General Description: Steel beams supporting minimum 2- inch -deep steel decking with minimum 2 -inch concrete fill over top of flutes. a. Metal deck thickness, minimum gauge: Fluted 22 MSG; Cellular 20/20 MSG. b. Normal - weight or lightweight concrete 11111 2. Metal Decking: Fire-protection material thickness (inches): a. BLAZE- SHIELD Type DC /F or Type 11, b. BOND -SEAL Type E.B.S.: Required on 20/20 MSG cellular and 22 MSG fluted steel decks that are 36 inches wide or larger, and on bottomless trench headers before application of fire - protection material. The adhesive is optional for heavier gauge units. DECK ELEMENT 4.HOUR 3 -HOUR 2.HOUR 1 -HOUR Top of Flute NR 11/4 3/4 3/8 Bottom of Flute /Cellular NR 11/8 3/4 3/8 Page 5 of 10 Report No. 1244 3. Unrestrained Floor Beams Supporting Normal - weight Concrete FilI: Minimum BLAZE- SHIELD Type DC /F or Type ti fire - protection material thickness (inches) 2'3 BEAM SIZE W/D RATIO RANGE 4.HOUR 3.HOUR 2 -HOUR 1.HOUR Min. WE x 67 1.60 (Min.) NR 7/8 5/8 3/8 Min. W I0 x 60 1.20-1.59 Nit 1 3/4 3/8 Min. W8 x 28 0.80- 1.19 NR 11/4 I I/2 Min. W8 x 10 0.37 -0.79 NR 17/8 11/2 3/4 4. Unrestrained Floor Beams Supporting Lightweight Concrete Fill: Minimum BLAZE•SHIELD'Type DC /F or Type II fire - protection material thickness (inches) 2'3 BEAM SIZE W/D RATIO RANGE 4-HOUR 3-HOUR 2•HOUR 1.HOUR Min. W8 x 67 1.60 (Min.) NR T/s 5/8 3/8 Min. W I0 x 60 1.20 - 1.59 NR 11/8 3/4 3/8 Min, WE 28 0.80- 1.19 NR 11/11 1 I/2 Min, W8 x 10 0.37 -0.79 NR 2 II /2 3/4 5. Trench Headers: Fire - protection material thickness (Inches):7,8.9 a. BLAZE- SHIELD Type DC /F or Type 11. b. BOND -SEAL Type E.B.S. adhesive is required on all bottomless trench headers prior to application of fireproofing. 4.HOUR 3 -HOUR 1 2-HOUR 1 -HOUR Standard Trench Header: (2 -Inch Flute) Maximum Width - 36 Incites Top of Flute Bottom of Flute/Cellular NR NR NR NR 11/8 7/8 /s 3/4 Standard Trench Header: (3 -1nch Flute) Maximum Width - 36 Inches Top of Flute Bottom of Flute /Cellular NR NR NR NR /8 3/4 s/8 5/8 Bottomless Trench Header: Maximum Width - 36 Inches Top of Flute Bottom of Flute /Cellular NR NR 21/2 23/8 13/4 I5 /8 11/4 I 6. Electrical Inserts: Minimum BLAZE- SHIELD Type DC /F or Type II fire - protection material thickness (Inches) :10 a. Inserts penetrate sides of deck cells that have no conc ete in valleys between cells under inserts.13 FILL MATERIAL 4-HOUR 3-HOUR 2-HOUR 1.HOUR Normal-weight Concrete NR NR 3/4 /8 b. Inserts contain internal modifications and penetrate side of deck cells with no concrete in valleys between cells under inserts.13 FILL MATERIAL 4 -HOUR 3 -HOUR 2 -HOUR 0/4['. 1.HOUR 3/e Normal- weight Concrete NR NR (Normal- weight concrete has minimum 3,000 psi compressive strength, minimum unit weight of 147 pcf, and either carbonate or siliceous aggregates. Lightweight con- crete has minimum 3,000 psi compressive strength and a minimum unit weight of 110 pcf. Concrete encapsulates 6 x 6 - W1.4 x W 1.4 welded -wire fabric. 2As an alternate to Table No. 11-A, Item No, 3 or 4, and Table No.11 -0, Item No. 3 or 4, thickness of fire- protection material for unrestrained beams may be determined by the following equation: -TI - [(W2 /D2) +0.6172 [(WI /DI) +0.61 Where: T = Thickness of fire- protection material (inches) W = Weight of steel beam (pounds per lineal foot) 0 = Heated peritneter of steel beam (inches) = Refers to desired beam size and material thickness 2 = Refers to given beam size and material thickness in the table Limitations: Minimum thickness of fire - protection material is not less than 3/g inch and W/D ratio is not less than 0.37. 3Firc- protection material is applied directly to either the beam contour or a beam boxed with expanded metal lath. 4The values in parentheses are the minimum thickness of fire- protection material for the floor beam where the material thickness on the lower flange tip is reduced by one -half, sThcckness of fire - protection materiel on the bottom flange tips may be reduced by one -half of those shown in the table. r"Top and bottom chords consist of two angles with u minimum total area of 1.26 and 1.07 square inches, respectively. Web members are round burs with,a minimum area of 0.31 square inches. 7Fire- protection material thickness under all trench headers is extended 4 inches beyond each side of the trench header. KMetal thickness for bottomless trench header (minimum): Fluted: 20 MSG Cellular: 20/18 MSG or 20/20 MSG "20/20 MSG cellular steel floor units may have bottomless trench headers, provided the cellular (flat portion) of the units under the trench header have welded steel studs with discs, The stud consists of No. 12 SWG.galvanized steel wire attached to 13 /16-inch- diameter No. 28 MSG galvanized steel disc, Studs are in rows parallel to the • Page '6 of 10 Report No 1244 trench. Number of studs average one stud per 236 square inch of cellular floor units beneath the trench, maximum 4 inches from edge of trench header with maximum 22 inches between rows and 24 inches between studs. Studs and discs are not required where 20/18 or heavier gauge steel is used. ' "Electrical Inserts: Fire- protection material thickness for all inserts is sprayed the entire width and length of cellular units between supports and extends beyond the edge of inserts for a horizontal width of 12 inches. • 'Electrical Inserts: Spacing of inserts is not less than 30 inches on center along cellular steel floor units and 18 inches in the transverse direction with not more than one insert for each 6 square feet of floor arca. Active inserts do not exceed more than one for each 12 square feet. ''-Electrical inserts: Unused electrical inserts are packed with it mineral wool block and covered with concrete or and cement grout. t3Electrical inserts: There is not more than one insert for each 71/2 square feet of floor, with not less than 25'/2 inches between inserts. NR = not rccognizcd. TABLE NO. III - MINIMUM AVERAGE THICKNESS OF FIRE- PROTECTION MATERIALS APPLIED TO BEAMS IN UNPROTECTED FLOOR'ASSEMBLIES 1. General Description: Steel beams or joists supporting a minimum 11/2- inch -deep fluted steel deck with no fire-protection materials applied to the deck soffit. Beam protection requires minimum 2'/2 inches of concrete over the top flute. Minimum concrete fill thickness for the floor assembly rating is a separate consideration.1 a.. Fluted metal deck thickness (minimum gauge): 22 MSG. b. Normal - weight or lightweight concrete fire-resistive concrete 1111.2 2A. Unrestrained Floor Beams: Minimum BLAZE- SHIELD Type DC /F or Type II fire - protection material thickness (inches) 3,4 BEAM SIZE W/0 RATIO RANGE 4.HOUR 3.HOUR 2.HOUR 1.HOUR Min. W8 x 67 1.60 (Min.) 11/2 1 3/8 3/8 Min. W10 x 60 1.20 - 1.59 I3/4 I1/4 7/8 '/2 Min. W8 x 28 0.80- 1.19 2'/4 I5 /8 I '/2 Min. W8 x 10 0.37 -0.79 3'/4 2'/4 1'12 3/4 Steel Joists With or Without Lath or Mesh NR NR 2'/8 1'/4 2B, Unrestrained Floor Beams: Minimum DECK - SHIELD Type C/F or Type 460 fire - protection material thickness (inches) :3.4 BEAM SIZE W/0 RATIO RANGE 4.HOUR 3.HOUR 2.HOUR 1.HOUR Min. W8 x 67 1,60 (Min.) 13/4 1'/4 7/8 '/2 Min. W IO x 60 1.20- 1.59 2'/8 11/2 I 1/2 Min. W8x28 0.80- 1.19 23/4 17/8 I' /4 3/e Min. W8 x 10 037 -0.79 37/x 23/4 17/8 I 'Minimum concrete slab or fill thickness is recognized under a current C130 ES evaluation report for the floor assembly and fire - resistive rating desired. =Normal - weight concrete has n minimum compressive strength of 3,000 psi, minimum unit weight of 148 pcf and has either carbonate or siliceous aggregates. Lightweight concrete has a minimum compressive strength of 3,000 psi and a minimum unit weight of 104 pcf. Concrete encapsulates 6 x 6 - W I.4 x W 1.4 welded -wire fabric. 3Flre- protection material is npplicd directly either to exposed benm contour or n beam boxed with metal Inth. 4Whcn lire - protection material is npplicd to wide - flange steel beams in Tables Nos. 11 -A and 11 -13, the required thickness of lire- protection material applied to the lower flange tip may be reduced one -hnlf of the listed value, 5Top chord consists of two tingles each measuring 11/2 by 0.156•inch thick. Web members consist of round burs with a minimum diameter of 0.774 square inch, The bottom chord consists of two round bars each with n minimum diameter of 0.675 inch. NR = Not recognized TABLE NO. IV- MINIMUM AVERAGE THICKNESS OF FIRE- PROTECTI ; J;( MATERIAL APPLIED TO CONCRETE FLOOR SYSTEMS t. General Description: Concrete floor systems are either poured -in -place continuous pan -joist construction or precast, prestressed, single- or double -stem pan -joist units. 2. Poured -In -place Unrestrained Concrete Pan -joist Construction: a. Normal- weight concrete with minimum 3,000 psi compressive strength and minimum 147 pcf unit weight. b. Minimum 21/2 -inch slab thickness with 6 x 6 - W2.9 x W2.9 welded -wire fabric. c. Maximum 30 -inch span between joists. d. Minimum 3/4 -Inch concrete cover for joist reinforcement. e. Minimum fire - protection material thickness (inches): ITEM 4 -HOUfl' 3•HOUR2 2•HOUR2 1 -HOUR2 Slab Soffit .1/8 3/8 5/8 7/x 13/4 •1'/4 1'/4 0 3. Precast, Prestressed Normal - weight or Lightweight Concrete Construction: a. Single or double -stem pan joist with minimum 4 foot and maximum 10 foot width, b. Minimum 11/2 -inch slab thickness. c. Minimum 1- inch -thick normal - weight or lightweight concrete topping.4 d. Minimum fire protection and slab thickness for normal- weight concrete pan joist construction (inches): 4.HOUR 3-HOUR 2.HOUR 1.HOUR Fire- protection Material Typc Type DC/F or Typc 11 Type DC/F or Type II Type CF or Type 460 NR Minimum SInb4 Thickness (in.) 45/x 31/2 2 NR Firc•protcction Material Thickness on Pun Soffit (in.) � '/x • 7/8 7/8 NR Fire- protection Material Thickness on Joist Stem (in.) 13/8 11/4 7/x NR Page 7of10 Report No.1244 e. Minimum flre•protection material and slab thickness for lightweight concrete pan -joist construction (inches): NR = Not recognized (Four- hour rating is valid for BLAZE - SHIELD Type DC/F and Type II materials applied to 3/5-inch diamond -mesh metal lath, mechanically fastened to the pan -joist con- struction. =Three- and two -hour ratings are valid for BLAZE - SHIELD Type DC/F and Type 11 materials applied directly to the contour of the pan -joist construction. 30nc -hour rating is valid for BLAZE - SHIELD Type DC/F and Type 11 and DECK - SHIELD Type C/F or Type 460 materials applied directly to the contour of the pan -joist construction, 4Concrete topping is optional. It may be used to increase the slab thickness to the required value indicated in Tables Nos. ll1•d and 111-e. When topping is used, a minimum I -inch topping thickness and 3,000 psi compressive strength is required. TABLE NO. V— MINIMUM AVERAGE THICKNESS OF FIRE - PROTECTION MATERIALS APPLIED TO STEEL TRUSSES (Inches)1' 2 The thickness of fire-protection materiels applied to structural steel trusses is determined in accordance with U.B.C. Standard No. 43 -9, Sec- tion 43.904 (b) as follows: 4•HOUR 3•HOUR 2•HOUR 1•HOUR Fire - protection Material Type TYPE DC/F OR TYPE II TYPE DC/F OR TYPE 11 TYPE CF OR TYPE 460 NR Minimum Slab4 Thickness (in.) 4 23/4 1112 NR Fire- protection Material Thickness on Pan Soffit (in.) 7/H 7/H 7/H NR Fire- protection Material.Thickness on Joist Stem (in.) 13 /8 I t/H 3/4 NR NR = Not recognized (Four- hour rating is valid for BLAZE - SHIELD Type DC/F and Type II materials applied to 3/5-inch diamond -mesh metal lath, mechanically fastened to the pan -joist con- struction. =Three- and two -hour ratings are valid for BLAZE - SHIELD Type DC/F and Type 11 materials applied directly to the contour of the pan -joist construction. 30nc -hour rating is valid for BLAZE - SHIELD Type DC/F and Type 11 and DECK - SHIELD Type C/F or Type 460 materials applied directly to the contour of the pan -joist construction, 4Concrete topping is optional. It may be used to increase the slab thickness to the required value indicated in Tables Nos. ll1•d and 111-e. When topping is used, a minimum I -inch topping thickness and 3,000 psi compressive strength is required. TABLE NO. V— MINIMUM AVERAGE THICKNESS OF FIRE - PROTECTION MATERIALS APPLIED TO STEEL TRUSSES (Inches)1' 2 The thickness of fire-protection materiels applied to structural steel trusses is determined in accordance with U.B.C. Standard No. 43 -9, Sec- tion 43.904 (b) as follows: Step I: Determine the weight -to- heated- perimeter ratio (WID) for each truss member. WID ratio is the weight per lineal foot (W) of the mem- ber in pounds divided by the heated perimeter (D) of the member (sides directly exposed to fire) in lineal inches. The W/D ratio of top chord members directly supporting floor or roof construction is shown in Figure No. 1 and in U.B.C. Standard No. 43 -9, Table No. 43.9 -S -1. The Ii4D ratio of the web members and bottom chord members that can be exposed to fire on all sides is determined on the same basis as columns, and is illustrated in Figure No. 2 below. Scc also U.B.C. Standard No. 43-9, Table No. 43.9 -S -A. The same general approach is used for different shapes not illustrated in Figure No. 1 or 2 below. Step 2: Substitute the WID ratio into the formula below to determine the required thickness of BLAZE - SHIELD Type DC/F or Type II or DECK- SHIELD Type C/F or 460 for each truss member: t = r /[63(W /D) + 421 Where: I = Thickness of fire - protection material (inches) r = Fire resistgnce (minutes) D = Heated perimeter of truss member (inches)3 W = Weight of steel, Ibs./lin, ft. Note: Where truss construction includes tube or pipe steel members, the thickness of protection for the tube or pipe is token from Table No. I of this report. d tw bf D = 3b 1+ 2d— 2tw ,r tw bf D. 4b1+ 2d– 2tw FIGURE NO. 1 FIGURE NO. 2 TOP CHORD* WEB AND BOTTOM CHORD 'Truss protection is limited to unrestrained conditions. 2As an alternate to the formula, thickness may be taken from Table No. 1 for columns using the appropriate W/D ratio. 3Minimum chord or web member size is W6 x 9 (W /D ratio = 0.33). Other steel shapes with W/D ratios greater than 0.33 may be used. 4Top flange of the top chord supports concrete slab. Page 8 of 10 Report No. 1244 TABLE NO. VI- MINIMUM AVERAGE THICKNESS OF FIRE - PROTECTION MATERIALS APPLIED TO PROTECTED ROOF ASSEMBLIES A. Roof Assembly with Mineral or Fiber Roof Insulation Boards or Polystyrene Foamed Plastic Roof Insulation Boards:1 1. Structural Support: Steel beams or joists supporting minirnum 11/2 -inch fluted steel decking, minimum No. 22 MSG gauge. 2, Wallboard:2 Five•eighths -inch- thick, 2.2 psf minimum density, water - resistant core gypsum wallboard is adhered or fastened to the metal deck. Wallboard Is required only under polystyrene foamed plastic insulation boards. 3. Insulation Type:3.4 a, Mineral or Fiber Boards: Applied in one or more layers. Thickness ranges from minimum 1 inch to maximum 47/8 inches. b. Polystyrene Boards: Minimum 1 -inch to maximum 8 -inch thickness Insulation boards are adhered to the wallboard. Maximum 2.5 pct density. 4. Roof Covering:I Hot - mopped or cold - applied Class A, B, or C roof covering, or ballasted, adhered or mechanically attached Class A, B, or C single -ply roof covering. 5. BLAZE - SHIELD Type DC /F or Type 11 or DECK - SHIELD Type C/F Fire- protection Material Thickness (inches):5 ASSEMBLY ELEMENT 3 -HOUR 2 -HOUR 1.HOUR Deck: with Mineral or Fiber Insulation NR 21/4 13/11 with Polystyrene Insulation NR 11/x I3 /H 'Beam:* Min. W8 x 28, WID Ratio 0.80 or Larger Ph 11/4 7/11 Min. W6 x 16, Ratio 0.66 to 0.79 11/2 13/R 7/8 Min. W8 x 10, WID Ratio 0.37 to 0.65 2 17 /x 11 /4 Joists :7,8.'1 101-14 (Min.) NR 21/2 11/2 NR = Not recognized B. Roof Assembly with Fiberglass Roof Insulation Boards:1 1. Structural Support: Steel beams or Joists supporting minimum 11/2 -inch fluted steel decking, minimum No. 22 MSG gauge. 2. . Insulation Type 3.4 Minimum 3/4 -inch to maximum 47/8 -Inch thickness. Fiberglass insulation boards are applied in one or more layers. 3. Roof Covering:1 Hot - mopped or cold - applied Class A, B, or C roof covering or ballasted, adhered or mechanically attached Class A, B or C single -ply roof covering. 4. BLAZE - SHIELD Type DC /F or Type 11 or DECK- SHIELD Type C/F fire - protection material thickness (inches):5 *BLAZE- SI.IIELD Type DC /F or Type II materials only, C. Roof Assembly with Polyisocyanurate Foamed Plastic insulation Boards:1 1. Structural Support: Steel beams or joists supporting minimum 11/2 -inch fluted steel decking, minimum No. 22 MSG gauge. 2. Wallboard:2 Optional (one -hour assembly) and required (two -hour and three-hour assemblies) 5 /8- inch -thick gypsum wallboard is adhered or fastened to the roof deck, and is under the insulation board. 3. Insulation Typpe:3. 4 Polyisocyanurate foamed plastic insulation board is minimum 2 -inch thick when gypsum wallboard is not used, and is minimum 1,3 -inch thick when gypsum wallboard is used. 4. Roof Covering :1 Hot- mopped or cold- applied Class A, B, or C bituminous roof covering or ballasted, adhered or mechanically attached Class A, B, or C single -ply roof covering. 5. BLAZE- SHIELD.Type DC /F or Type 11 Fire - protection Material Thickness ('nches) :5 ASSEMBLY ELEMENT • ASSEMBLY ELEMENT 2 -HOUR 3.HOUR 2.HOUR 1•HOUR Deck 1 without Gypsum Wallboard NR 17 /x 11/4 Beam:* Min. W8 x 28, WIl) Ratio 0.80 or Larger 25 /H 11/4 7/s Min, W6 x 16,1WD Ratio 0.66 to 0.79 27/H Min. W8 x 28, W/D Ratio 0.80 or Lnrgcr 7/8 13 /x 11 /4 7/8 I1 /x Min. W6 x 16, WID Ratio 0.66 to 0.79 Min. W8 x 28, WiD Ratio 0.80 or Larger 11/2 13/x 7/8 Min. W6 x 16, WID Ratio 0,66 to 0.79 Min. W8 x 10, WID Ratio 0.37 to 0.65 NR 2 17 /H 11 /4 Joists :/:H• 9 15 /H • 10113 with Gypsum Wallboard on Deck NR 25 /8 11/2 10114 NR NR - 21/2* 11/2* ' 10113 NR NR I1/2 *BLAZE- SI.IIELD Type DC /F or Type II materials only, C. Roof Assembly with Polyisocyanurate Foamed Plastic insulation Boards:1 1. Structural Support: Steel beams or joists supporting minimum 11/2 -inch fluted steel decking, minimum No. 22 MSG gauge. 2. Wallboard:2 Optional (one -hour assembly) and required (two -hour and three-hour assemblies) 5 /8- inch -thick gypsum wallboard is adhered or fastened to the roof deck, and is under the insulation board. 3. Insulation Typpe:3. 4 Polyisocyanurate foamed plastic insulation board is minimum 2 -inch thick when gypsum wallboard is not used, and is minimum 1,3 -inch thick when gypsum wallboard is used. 4. Roof Covering :1 Hot- mopped or cold- applied Class A, B, or C bituminous roof covering or ballasted, adhered or mechanically attached Class A, B, or C single -ply roof covering. 5. BLAZE- SHIELD.Type DC /F or Type 11 Fire - protection Material Thickness ('nches) :5 ASSEMBLY ELEMENT • 3.HOUR 2 -HOUR 1.HOUR Deck: with Gypsum Wallboard NR I7 /x 1 without Gypsum Wallboard NR NR I3 /4 Beams with Gypsum Wallboard on Deck* Min. W8 x 28, WIl) Ratio 0.80 or Larger 25 /H 11/4 7/s Min, W6 x 16,1WD Ratio 0.66 to 0.79 27/H 13 /H 7/8 Min. W8 x 10, WMD Ratio 0.37 to 0.65 33/4 17 /H I1 /x Beans without Gypsum Wallboard on Deck* Min. W8 x 28, WiD Ratio 0.80 or Larger NR NR 11 /x Min. W6 x 16, WID Ratio 0,66 to 0.79 NR NR 11/4 Min. W8 x 10, WMD Ratio 0,37 to 0.65 NR NR 15 /H Joists:7•8.9 10113 with Gypsum Wallboard on Deck NR 25 /8 11/2 10113 without Gypsum Wallboard on Deck NR NR 2 Page 9 of 10 Report No. 1244 D. Roof Assembly with Phenolic Foam Insulation Boards:1 1. Structural Support: Steel beams or joists supporting minimum 11/2-inch-deep fluted steel decking, minimum No. 22 MSG gauge. 2. Insulation Type:3' 4 Phenolic foam insulation boards applied in two or more layers. Minimum 2.4•-inch to maximum 3.6-inch thickness. 3. Roof Covering:1 Hot - mopped or cold-applied Class A, B, or C roof covering or ballasted, adhered or mechanically attached Class A, B, or C single-ply roof covering. 4, BLAZE- SHIELD Type DC /F or Type II Fire - protection Material Thickness (inches):5 'Insulation and roof - covering materials and methods of attachment are classified by Underwriters Laboratories inc., and are recognized by a current evaluation report. Where foam plastic is used, it is recognized in the roof - covering evaluation report. 2Gypsum wallboard is 4 feet wide and installed perpendicular to steel roof deck with end joints staggered 2 feet in adjacent rows and occurring over crests of steel roof dcck. =A vapor barrier may be installed. 4When more than one layer of insulation is used, each layer is offset in both directions from the layer below a minimum of 6 inches to lap all joints. SBOND•SEAL Type E.B.S. adhesive is required on steel deck surfaces prior to application of fire - protection material. °Alternatively, thickness of fire-protection material for unrestrained beams may be determined by the following equation: ((W2 /D2) +0.6172 TI = [(WI /DI) +0.61 Where :. T = .Thickness of fire - protection material (inches) W = Weight of steel beam ( pounds per lineal foot) D = Heated perimeter of steel beam (inches) 1 = Refers to desired beam size and material thickness 2 = Refers to given beam size and rnatcrinl thickness in the table Limitations: Thickness of fire- protection material is not less than =/8 inch and WID ratio is not less than 0.37. NMetnl lath or fiberglass scrim mesh is optional on steel joists. °Fire- protection material is applied to joist contour. Alternatively, metal lath or glass-fiber mesh Is attached to one side of joist to catch over spray. Metal lath is fully covered with flrc- protection material but with no minimum thickness requirements. Scrim mesh is not required to be covered. 9Bridging is coated with the same thickness of fire- protection material as the joist. Bridging is welded to top and bottom chords of each joist at midspan. TABLE N0. VII - MINIMUM AVERAGE THICKNESS•OF FIRE- PROTECTION MATERIALS APPLIED TO UNPROTECTED ROOF ASSEMBLIES Description: Roof Assembly with Insulating Concrete 1. Structural Support :1 Steel beams or joists supporting a minimum 15i15•inch -deep fluted, No. 24 MSG steel decking, vented or nonvented units, with clear spans not exceeding 7 feet, 8 inches. 2. Insulating Concrete:2 Vermiculite or cellular concrete, 1 /winch -thick slurry coati measured from the top of steel roof deck to bottom of foam plastic insulation boards. 3. Insulation Type:4 Polystyrene foamed plastic insulation boards have maximum 8 -inch thickness and nominal 1.0 pcf density. Each insulation board is 24 x 48 inches and contains six 3•inch- diameter holes or slots. 4. Insulating Concrete:2. 5 Vermiculite or cellular concrete3, minimum 2 -inch topping above foam plastic insulation boards. 5. Roof Covering:6 Hot - mopped or cold - applied Class A, B, or C roof covering, or ballasted, adhered or mechanically attached Class A, 8, or C single-ply roof covering. 6. BLAZE- SHIELD Type DC /F or Type II Fire- protection Material Thickness (Inches): ASSEMBLY ELEMENT 3.HOUR 2.HOUR 1.HOUR ASSEMBLY ELEMENT Min. W6 x 16, WID Ratio 0.66 and Lttrger 2.HOUR 1.HOUR Deck Min. W8 x 18, W/D Ratio 0.57 to 0.65 31/8 21/4 11/2 , Beams:° 3 =/4 ' I =/4 Joists:° Min. 81-13 with Lath or Mesh a Min, W8 x 28, WID Ratio 0.80 or Larger 2 =/N 11/4 1 NR Min, W6 x 16, W/D Ratio 0.66 to 0.79 Isis I =/s 11/8 I =/4 Min, W8 x 10, W/D Ratio 0.37 to 0.65 17 /s 11/2 Joists :7.x'9 10 /14 . 2 I3/4 IOKI 2 1 =/4 'Insulation and roof - covering materials and methods of attachment are classified by Underwriters Laboratories inc., and are recognized by a current evaluation report. Where foam plastic is used, it is recognized in the roof - covering evaluation report. 2Gypsum wallboard is 4 feet wide and installed perpendicular to steel roof deck with end joints staggered 2 feet in adjacent rows and occurring over crests of steel roof dcck. =A vapor barrier may be installed. 4When more than one layer of insulation is used, each layer is offset in both directions from the layer below a minimum of 6 inches to lap all joints. SBOND•SEAL Type E.B.S. adhesive is required on steel deck surfaces prior to application of fire - protection material. °Alternatively, thickness of fire-protection material for unrestrained beams may be determined by the following equation: ((W2 /D2) +0.6172 TI = [(WI /DI) +0.61 Where :. T = .Thickness of fire - protection material (inches) W = Weight of steel beam ( pounds per lineal foot) D = Heated perimeter of steel beam (inches) 1 = Refers to desired beam size and material thickness 2 = Refers to given beam size and rnatcrinl thickness in the table Limitations: Thickness of fire- protection material is not less than =/8 inch and WID ratio is not less than 0.37. NMetnl lath or fiberglass scrim mesh is optional on steel joists. °Fire- protection material is applied to joist contour. Alternatively, metal lath or glass-fiber mesh Is attached to one side of joist to catch over spray. Metal lath is fully covered with flrc- protection material but with no minimum thickness requirements. Scrim mesh is not required to be covered. 9Bridging is coated with the same thickness of fire- protection material as the joist. Bridging is welded to top and bottom chords of each joist at midspan. TABLE N0. VII - MINIMUM AVERAGE THICKNESS•OF FIRE- PROTECTION MATERIALS APPLIED TO UNPROTECTED ROOF ASSEMBLIES Description: Roof Assembly with Insulating Concrete 1. Structural Support :1 Steel beams or joists supporting a minimum 15i15•inch -deep fluted, No. 24 MSG steel decking, vented or nonvented units, with clear spans not exceeding 7 feet, 8 inches. 2. Insulating Concrete:2 Vermiculite or cellular concrete, 1 /winch -thick slurry coati measured from the top of steel roof deck to bottom of foam plastic insulation boards. 3. Insulation Type:4 Polystyrene foamed plastic insulation boards have maximum 8 -inch thickness and nominal 1.0 pcf density. Each insulation board is 24 x 48 inches and contains six 3•inch- diameter holes or slots. 4. Insulating Concrete:2. 5 Vermiculite or cellular concrete3, minimum 2 -inch topping above foam plastic insulation boards. 5. Roof Covering:6 Hot - mopped or cold - applied Class A, B, or C roof covering, or ballasted, adhered or mechanically attached Class A, 8, or C single-ply roof covering. 6. BLAZE- SHIELD Type DC /F or Type II Fire- protection Material Thickness (Inches): ASSEMBLY ELEMENT 3.HOUR 2.HOUR 1.HOUR Beams: s•7 Min. W6 x 16, WID Ratio 0.66 and Lttrger 27/s 13 /s I Min. W8 x 18, W/D Ratio 0.57 to 0.65 31/8 15/R 11/4 Min. W8 x 10, W/D Ratio 0.37 to 0.56 3 =/4 2 =/g I =/4 Joists:° Min. 81-13 with Lath or Mesh a NR10 2 =/N 11/2 Min. 8113 with or without Lath or Mesh) NR 3 Isis Bridging: 11/4" x 11/4" x t /x" NR I =/4 1 =/4 'For optional minimum No. 26 MSG gauge, 15 /tr,-inch•deep deck, maximum clear span is 6 feet 0 inch. =Vermiculite and cellular insulating concrete is listed by Underwriters Laboratories Inc. (UL) and recognized in a current evaluation report. Vermiculite concrete is mixed with 6 cubic feet of UL-listed vermiculite aggregate, 94 pounds of portland cement, and 0.06 to 0.5 pounds of air entraining agent, Cellular concrete with a minimum cornpressive strength of 190 psi is mixed per specifications. =Two -hour ratio for t5 /t6- inch -deep deck with vermiculite concrete requires 5/16-inch-thick slurry coat. The combined thickness of the cellular concrete slurry coat plus concrete topping is minimum 2= /x inches. Page 1'0 0110 Report No. 1244 'Foam plastic insulation must be recognized in a current evaluation report. 5The two -hour and three -hour rated beams and joists require wire mesh embedded in the concrete topping consisting of 4 x K — 12/14 or 2 x 2 — 14/14 SWG welded -wire fabric. ;Single -ply roof covering and method of attachment is recognized in a current evaluation report. 7As an alternate to Table No. VII, thickness for unrestrained beams may be determined by the following equation: TI — ((W2 /D2) +0.6172 ((W1 /D1) +0.61 Where: T = Thickness of fire- protection material (inches) W = Weight of steel beam (pounds per lineal foot) D = Heated perimeter of steel beam (inches) 1 = Refers to desired beam size and required material thickness 2 = Refers to given beam size and material thickness in table Limitations: Minimum lire- protection material thickness is 3/8 inch. Minimum W/D ratio is 0.37. 5Threc- eighths expanded steel lath or '/32-inch square glass -fiber mesh weighing 1.9 ounces /square yard is attached to one side of each joist web member. Fiber material is applied to each side of lath or mesh, and has the thickness required on steel joists noted in the table. 'Fire- protection material is applied directly to joist contour. Lath or mesh may be secured to one side of joist to catch over spray. When metal lath is used, it is fully covered with fire- protection material but has no minimum thickness requirements. When scrim flesh is used, it is not required to be covered with fire - protection material. 10NR = Not Recognized TABLE NO. V111 —WALL SYSTEMS A. Nonbearing walls: Interior, lour -hour: 1. Floor runners: Channel - shaped, snap -in type, 11/8 -inch deep by minimum 4 inches wide, No, 24 gauge. Secured with 1-Inch-long masonry fasteners spaced 24 inches on center. ' 2. Ceiling runners: Channel- shaped, 1/2 -inch deep by 4 inches wide, No. 22 gauge steel. 3, Channel studs: Three - and -live- eighths inches wide, No. 18 gauge steel providing a 4 -inch cavity depth by means of attaching a 3/8-inch-high rib lath with rib siding to stud. 4. Metal lath: Diamond mesh, expanded steel 3.4 pounds per square yard, 3/8-inch-high rib. 5. Fire - protection material: Material completely fills interior wall. Minimum individual density of 11 pct for Type DC /F material and 12 pct minimum average density. 6. Plaster: Scratch and brown coat of 2 cubic feet of vermiculite aggregate to 100 pounds fibered or unfibered gypsum — applied both sides. B. Nonbearing walls: Interior /exterior, four hour: 1. Floor and ceiling runners: Channel- shaped,' /2 -inch deep by minimum 35/8 inches wide, No. 25 gauge. Secured with 3/4- inch -long concrete fasteners spaced 18 inches on center. 2. Metal studs: Channel- shaped, 35/8 inches wide with 1'/4- inch -long leg, No. 25 gauge. Stud spacing not more than 16 inches on center. 3. Metal ldth: Three-eighths-inch-high rib metal lath, 3.4 pounds per square yard expanded. Fastened to studs with rib side placed against stud. , 4. Exterior wall portland cement plaster: The exterior wall has a 3/4-inch-thick scratch coat consisting of 100 pounds of cement to 50 pounds lime to 51/2 cubic feet of sand, and a finish coat consisting 01100 pounds of cement to 50 pounds lime to 6 cubic feet of sand. 5. Fire - protection material: CAFCO Type DC /F sprayed in stud cavities to completely fill interior of walls. Minimum average density of 12 pcf. Minimum individual value of 11 pct. R . • 6. Interior wall: Plaster 3/4-inch thick. Scratch coat o12 cubic feet of sand and brown coat of 3 cubic foe of'sand to 100 pounds of gypsum plaster. C. Nonbearing walls: Interior /exterior, three-hour.and four -hour: 1. Floor and ceiling runners: Channel - shaped, 1/2 -inch deep by minimum 35/8 inches wide, No. 25 gauge painted or galvanized steel. Secured. with 3/4 -inch concrete fasteners spaced 18 inches on center. 2. Metal studs: Channel - shaped, 35/8 inches wide with 11/4 -inch legs, 1/4- inch folded return flange in legs, spaced not more than 16 inches on center. Stud length 3/8 inch less than assembly height. 3. Metal lath: 3.4 pounds per square yard expanded metal lath with 3/0-Inch-high rib. The rib side will be placed against the stud with No 18 SWG wire spaced 6 inches on center. 4. Gypsum wallboard: Gypsum wallboard with a minimum 5/8-inch thickness has either beveled square or tapered edges. a. Interior wall for three -hour rating: Two layers of wallboard on each side. The inner layer, applied vertically with joints centered over studs, is fastened to studs with 1- inch -long, Type S, self- tapping, self - drilling, wallboard screws. The screws, located 3/8 inch from the edges, are spaced 8 inches on center at the joints and 12 inches on center to the field. The outer layer is applied vertically and is fastened to the studs (through the inner layer) using 15 /e•inch•long, Type S, self - drilling self- tapping, wallboard screws. The screws, located 3/8 inch from the edges, are spaced 8 inches on center at the joints and 12 inches on center in the field. Additionally, fasteners are spaced 8 inches on center at the runners. Joints staggered from the inner layer. b. Interior wall for four -hour rating: Three layers of wallboard on each side. Two inner layers are applied in the same manner as the three -hour rating. The outer layer may be applied vertically or horizontally and is fastened to each stud through the two previous layers with 21/4-inch-long Type S, self - drilling, self - tapping steel screws located 3/8 inch from the edges and spaced 8 inches on center, Joints in each wallboard layer are staggered from the joints in the adjacent layer and on opposite sides of studs. 5. Joint tape and compound: Vinyl or casein, dry or premixed joint compound is applied In two coats to joints and screw heads. Two - inch -wide paper tape is embedded in the first layer of compound over all joints. 6. Exterior wall, portland cement plaster: On the exterior side of the wall, 3/4-inch-thick cement plaster replaces the two or three layers of gypsum wallboard for the three- or four-hour ratings described in 4a and 4b, respectively. Plaster scratch coat consists of 100 pounds cement to 50 pounds lime to 51/2 cubic feet of sand and a finish coat of 100 pounds cement to 50 pounds lime to 6 cubic feet of sand. 7. Fire protection material: Material is sprayed in stud cavities to completely fill interior of walls, Minimum individual density of 11 pct. for Type DC /F, and 12 pct for Type C /F. 8. Building paper: Optional. May be used on the exterior face of the wall assembly. Tho paper Is located between the metal studs and the metal lath. The paper is single -ply asphalt - saturated material. OTTO ROSENAU & ASSOCIATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 31 March 1994 City of Tukwila Building Division 6200 Southcenter Blvd. Tukwila, Washington 98188 Project: Sears #1139 400 Southcenter Mall --�_ PERMIT NUMBERS: B9303 / 930358. CO(1.9/}UNITY EXAM I /y w�.opmEN ��1ON Ladies /Gentlemen: We herewith certify that we have completed the following types of inspection and testing on this project. To the best of our knowledge, all work inspected is according to approved plans and specifications and /or Engineer's revisions thereof. 1. Soils - visual only 2. Reinforcing steel (including epoxied dowels) 3. Reinforced concrete 4. Reinforced masonry- periodic 5. Epoxied anchors 6. Structural steel including welds and high strength bolts 7. Steel decking 8. Expansion bolts 9. Fireproofing boards installation Copies of all reports. have been submitted to your office or are enclosed. Very truly yours, OTTO ROSENAU & ASSOCIATES, INC. 751P. ,e°ee Otto M. Rosenau L any �Lractor'a J u 26 1 W Permit Nd CI F TU AP'tOVED FEB 17 1994 AS NOTED �Ll VISIt� / A--- 1 RECEIVED FEB 41994 vZ PERMIT CENTER H GREGORY & CHAPEL ARCHITECTS PS GOP 42 214/14- 5�� FEMOLI "^"TKWL of z # 1295 U I �� HI NO�iN .0 • * . • • • *. ' . • • • • t • t• t • - -Ak) • • 4.1."4 . 4 . 1.1,4 ••• ••• to • • '71= GREGORY & CHAPEL ARCHITECTS • PS 521 IORKIAND WAY KIRICIAND,VASHINGTON 98033 • . • 2.2.94— fAcPcce- Cit erm 1(.1 zc. " • fr OWAL.K • , . , F.E6L GILI.T*46 art • • ' ,TEr...14.'Conrrsz. W4ST-2 -/ • " • 2L, 4. .• • I ....It,' • • /. GREGORY & CHAPEL ARCHITECTS • PS • • • 621 I�0/NC WAY laRKLANO,Y^SHINGTON 96033 ' . . . . „.. MEM fAc4r ce iz ic14.0?-: • -•:.r • • erra KliQr=:0 .i4A•rocir . . . ..:946.^LOGIG •14J.X.. !1S'" • • •„: : • . ..44,44,x11.4 0$.1 WALL • • 1144•3&401.Z:. •• • • Co veP .1■4: *MAE • . • , • • 4 •• . -ssatios.;..-TUFWILA;e1A)A ". . . • . . . • • • 71%, att— Lae. . • . • •• • . . • • •• • WAST-1.* _ ktr-r-' • • • :4 COVUi eff una-N cc • 51 • . ' I • . , . TRAWS,PEA. POMP PIT Ibe.LOW- • t • 04464j, • , I **■:.!.541:3. f•-"22-= I . ji /11414444444418.4e ..- . .• • .!;••••••:11, • •••&. I • - • • s • ...t4C.,q, • t* : "•• • • et,511a:■•• -".• • t . • •••••s. ! ::-..77.::tirrA•5*-"7:•• • CITY F TUKWILA A ROVED 01 7 e 8.sb =Kg( FED 1 7 1994 AS NOTED BUILDING DIVISION 104 1 ...•••••••••"."wmillh""em"....7110( CLG. 8' 13' -6" 0 • CLG. 6' 16'— 11 10' -5" CA. PHOTO C.G. 17 4 Vetgs( `tp4. ? :.010 _' -2 3/8' FRAMES 10'. M N 3' -6 " }3' -6 °� IIF_� 5' -0" 3' —r 1111111111111111111111111 1111111111111111111ftik.Nb 2 ITY OF TUKWILA N IL FEB ; 1994 • 21'D 1.01 114 4\1 - n v‘vi = II— # 212-- sEu t .Awls , (\rr ;r Dlu tuppue.0) 17E t '0F 211 ('Z) a1fou -v 1:lociasa 3'e" x 1.0" 1%11 BUIL +IN DIVISION FILE COPY RECEIVED CITY OF TUKWILA FEB 2 4 1994 PERMIT CENTER i-Tta ,33 GREGORY & CHAPEL ARCHITECTS PS H ' �2I/ ..moo,... DE S REIV LINC7 -- �iwIL, \ {I�-ot lam_ Ili #1293 :.w .Y t / /iii. 1Raaa l orl i mig _ a ����• liiil�� „ i lAmmium moo iiiiiMi �/_Il��_i � �—�-2 �8 ���■lul�lll�l �li�:�'r. j .. . ■ ■aaRI �1 allaill co INT I;,. al EN sumaimms ■ m lksi mis r �r . gym .. 1111/111 iuu ... m or N1m iliggill1111111111E 111114/4 11111 ININIElitiliiiirrq"' diai munim 1,„,,,„siewsmirmezilvirAirgisi• ----iiimosamemill. , ,,____ � L 2 ( CEILING ci J/g,u I' -fin RECEIVED CITY OF TUKWILA F E B 2 4 1991 PERMIT CENTER I?eivD A4.3 H GREGORY & CHAPEL ARCHITECTS • PS 121/94 ,, EA nLA , WOT fr tt U t ' #12,°3 , 14 15 9 2LE3B-13,15,17 2LE35-1,3,5 mik. 2m9 flcog. FOVEA NN — ,112ED/rMYIES 1/61`-=-* HGREGORY & CHAPEL ARCHITECTS • PS # 1115 RECEIVED CITY OF TUKWILA FEB 24 1994 PERMIT CENTER REFest-To E—t. SF-A 'RS/PIZ-LNG Irn Wf'551-tiNOPQ FASTIAL 24 LZS InfetzIAN -21iortp yr= r_olt 1ECEIVED CITY OF TUKWILA FEB 24 1994 PERMIT O To NTER. RE6ea. f GREGORY & CHAPEL ARCHITECTS • PS 145-1q 1 SEA eREitipri—LNG PRAtutett7r° EZ ofl • # 1 2.1 -11)1/4j1 L)\' \41/44/-41‘‘ISPI\-3 c _ 4 • 16) ~off NEW TYPE LIG j FFI ' RE. TYPICAL rA2ND,ies 1 /61%. 11. 0<< GREGORY & CHAPEL ARCHITECTS • PS CITY OF�TU WILA FEB 2 4 .994 PERMIT CENTER itsir-ea. lb ES 1-31.111 ers_ ` V(:' CNEL1t\) f "' 1 `, `Ntqu I LA, WPwSt-KNkpr. 3 # 12°13,,,✓ of 7 0 • -1-1 ' iT Y V -4 NOE 30 -6 0 YYTV Yka-N.1 27 30 0 2L5-30 0.1 •• A A A.: 7 ; 11 11 2L5-2 fl'-8 t.11 2L5-27 2L15 0 - 19 28 ----- • t 7 34 i• • 28 PROVIDE J-E5OX FOR OWNER SUPPLIED, FIX,-1042E COORD. ei-EYATION LAI/OWNER YrYPIdOF :1! — — 28 rAffitsa_. 2N0 f tar- 1.16+11KED LPN - Palm • RECEIVED CITY OF TUKVVILA FEB 2 4 1994 PERMIT CENTER ES% GREGORY & CHAPEL ARCHITECTS • PS 1-31-4+ 6564 (Fakipca.ING 12.15 1 -TUKWILA, W/NSt-tiNCEpt.1 0 eels -r, PANEL 2 L5E5 SCHEDULE 120 /208 v 3c¢ 4w . 22s, MUD SERVICE WATTAGE SEAM A 8 C 1 20 1 G', - P65 CP44To) 27 zo ReC. - OPTICAL Zo 1 2 3 I 275 120 4 4 5 fteC., - rtb-ro %o, Pt- uGMoL.P - OPTICAL. 6 7 1 lI° /30 FZEZ, - OPTICAL- 8 9 160 alp feG, - mow 10 11 ` 180 . , Rec.. - F4EANNG ,AIDS 12 13 ISo 0 t 14 15 1$0 4p i fkr.4. - rk'aa, pl. 16 17 - T 1 /r I, . 18 19 REG. i=prMES I IUIII�rll I III. 20 21 Rte. - COL. -...� ac,, i ttec, -. Po,5 22 23 7S0 , - f\ a 24 25 eil0 R -- VENPiNG 28 27 f .f.CF'T-OPT1GAL. no 75.0 28 29 °lam 0 _ 30 31 ./ „ TO .00 , P`tAmes 33 WI Z , 15' '72,0 1:: 35 -' si, `` 156 • 38 3 7 ZO APT o0� •.� 4t C,"a t"4 , N(AG„4; y v 3 8 39. 50410 Tl5 r v1 I° 560 ,. 1080�%:.� AG 30 40 42 41 �, Mc.- AC°r• Rl1. ..iii► 1 ...,.�� • TOTAL WATTS , Co I ros 1001S 100247 CONNECTED LOAD - 24,200 AMPS , SI St i:, 3 DEMAND LOAD 0 IzePI -Aca f:)VST, IP- ZOA CIRCUIT AKER w/ Nevi GRcLWt ommAKett, GREGORY & CHAPEL ARCHITECTS • PS 1-3114- #1215 0 0 CITY OF OF FEB 2 4 1934 PERMIT CENTER SE*1 a F -M< ILA , W SH-il r• S a 5 gSyYTIN6 PANEL 2-.6 SCHEDULE w8'f /twv 30, 4W zzsA MLo R i' SERVICE WATTAGE SERVICE i w�_A • ' .1.. 1 20 1 17,Y.6!"*. j T' ono PORTMI T sTu010 20 1 2 3 150, TO lK L. 4 5 ApJ. CN. L.."rG-l. ��- 12co :r Wryrr Nyt. L.TIa. 6 7 IzOO 70 1 8 9 1200 e-r��6 10 11 I .. 960 -N► . - s.. 1.46. WE -r 12 13 f 20! 1 ,i, 14 15 'ZOO 0 fit4orke,r. e T I-TG, —.4 16 17 C01ZNIC.B L.1Cx, I, .• o3p 18 19 I (q0 SPARe 20 21 470 4,4204.4ES 22 23 TACK LTC?, OPTICAL. 1 9(0 i'kt GeN'7 LTCa, 24 25 T -i4 LTG PRA•MEs 86°= -• �GEN T eiT !.16, 26 27 TR.�cic. t.-TG, PR0•1% 6%7( (0 28 29 GaWN l?Gt H44'1% EJj}2Y o IOad FR GSet•IT 06, 30 32' 31 mbpiNz.E /1%o �t.uo NGeNT LTC 33 f. ToG G - ' b�oR� �' Hu o' We ^ICXo.G! 34 36 35 '780 37 201 -% Uoitirlt-Jal Or(ICN.• ; C 1 38 40 39 'PAGE 41 1, �-- SPA. 42 TOTAL. WATTS 1l0 70 01710 13210 CONNECTED LOAD - 81.070 AMPS °12. 0.1 110 DEMAND LOAD - GREGORY & CHAPEL ARCHITECTS • PS RECEIVED CITY OP TUKWIlA FEB 2 if 1994 PERMIT CENTER reR iv E l5 1.31•t OrL.I N Pfi ., 1W4J I LA, Wi°t51-ftNiQUr••3 otE6 LIGHTING FIXTURE SCHEDULE MARK MANUFACTURER CATALOG NUMBER DESCRIPTION LAMPS INPUT WATTS TeP4222UCa- •49333- I -EOGMO 2x2 RECEABSED FLUORESCENT 0 PAA RBOLIC SEMISPECULAR 2- TL80 /6U S614 ©COLUMBIA g SITE DCV1N LIGHT ADJUSTABLE 1-150 PAR38MAL/SP 15014 O^5 COLUMBIA T84P92G- 52.125- 243 -FOGY 120 3 -LAMP RECESSED FLUORESCENT 1,41714 125 ACRYLIC LENS 3 -F32T8 10014 O OJUNO �1338WW JUNG R'4WW WHITE TRACK LIGWT WITH CAST BLACK BAFFLE I- Q50MR16/NSP/EXT 50W 08240- E>3120 WHITE TRACK LIGHT WITH CAST BLACK BAFFLE 2�40TD 79W OCOLUMBIA © BeWL 223- EOB -WW -120 2 LAMP WALL MTD FLUORESCENT MIRROR LIGI4T 2 -F23T8 6114 4P82F- 52.125 - 142 -EOCT -120 2 LAMP RECESSED FLUORESCENT FLEE MT W/ .125 ACRYLIC LENS 2 -F32T9 6314 OCOLUMBIA © KELLY K•1040 DUAL. ARM DOCK LIGHT 1 -150 PAR 38MAL/9P 15014 pp�RE8C0l.ITE 1016M3 -50M1 FE -M7 MID 5CiJARE 14/ STEPPED REGRESSES: FRESNEL LENS I- MXR70/CAJAMED 614 0 IGUAL -CITE S- IF- FK -BPG 81NGLE' OR TWIN FACE UNIVERSAL MT EXIT SIGN 2 -5W PI- 1314 • O5 UT$ WID AL1JU57Nate UPLtGi4T- ' I- MXRi75/C/15U 21044 ©LITHONIA (AV 13- 115M-SF HID C'rLINDER. 1- rixR1l5 /Clem 210w1 ��•.r ©Li+.^(11RITE SG12+2- O.5FS121D 1205B 2 -L-1F RGGESSED sTMWITH I26 2- F32T8 (03 W LIGHTING FIXTURE SCHEDULE NOTES I. COORDINATE LAMP COLOR 141714 SEARS PRIOR TO ORDERING 2. COORDINATE SIZE WIT44 CASEWORK PROIR TO ORDERING FIXTURE GREGORY & CHAPEL ARCHITECTS • PS 1 -ZS94 #1213 RECEIVED CITY OF TUKWILA FEB 2 4 1994 PERMIT CENTER EMS \cCE-LN lut<tAJILA, Wf'c5t-ttn, r`.� • L A t 11 w. ow M U W GREGORY &CHAPEL o N 5 RE LING uslAy ARCHITECTS • PS H ��¢ - j'l�kV1/ILA. WA5f+i1�.1�a�'t�V # l'L93 of FE gyps 12:'oc-Im1( suq. c LG� If• I� u j Gtits5 '7/ i}aD(p,l (t tF1' I.o Tl>a..) eLL .4 • • • ppoGaAL- Si ams C i CMG. Vg2T. STIJGS eiF6uN1 EoitrZ AIL 1'v2'' ILo Ri)NiE,EX, Fuel. WO CO NH r1 AJOOD Der . 20 Gil-. Mer sTuos @ I6 O,G.A0X. De - FaFer-tv A .2. on «b f { aF 24. L <---- Ci Wpd-L_ Cot.. ENc-L0= 2�LRE. N- J Dr -f C- Ash MBt.Y -1'D Mtr F.X1FvTIkA ? GRIDS EE /11 afi-1E12,5 I /4' "TEMPVED GLAD e,U OJND IN M -Ame - aN AE R L DJF 191 F L`f 1A O i v2.11,_. 11.0 CONC.'S glll III 1 Malin 41111 tttttt u,0 H woAccal E ti RECEIVED • FEB 8 1994 HGREGORY & CHAPEL ARCHITECTS • PS PERMIT ,8¢ ON 2 S1tE M LINE7 /Bid �. Wi°h5+-i 1N��N #I2q3 H I LT I I /4 "x I " v- X11' mC•hzs FINIS D Ct 0 EGG CW1 1; 1 GRID < 01� i M O -C c el1WC.1146 ,EVE t1r L 1caNr=p f Mer L 67vp pACTTIoNIS 5%811 c al 20 si >et, ► iJ . L.1 +T f Rte ON 00 GA f 2kVY t e 24" 0 •G. trume s>va i`6t■Roi WAN 6iswit fox bieFfAcq r--• 4-hr+ra r�Gi -� Y � W e. APPROVED DEC. 5 1:93 COIN le, WALL 0 GRIM ce ,4Nfi� A/N 14 -1 a Oft, mac* EtNir [ 1 G ISION 5 - 18 flRSr fLocF2- Al RECeIVEO QI Y OF TUKWILA f►Nlsiteo G�lua� i DEC 2 1993 PERMIT CENTER 13 rc0 To =mac 14ze -As pffair›. Ik- «64 Cy Witt: 'rvi) ritA.Tant,i ciLA. - GA. Meg4L • trnit I k) '�j SS die X701`'' - 6t)spemo fpxylel DVe # SF Sf _ trosizaspx, 4V8 GEI4ING� -�► 51A411.6r, avisitzuctio t w�r4o &• s`r-' '� "13.1n&ttDLo" G $ L INCG OFI.cfS. •FIRST' ICE W+E MEC Jim ell' 15 E HGREGORY & CHAPEL A R C H I T E C T S • P S II 41 56 s • R mspet.IN& iT.)Kln itA, t� {�INJO`T0N cjn_ 1 of # I !ig w ki 61Y gn to sA a hi W L Z� -J a ."1, 1 W ;r u. Gil Y OF Ill MLA ApPRO ED 1` _ 3 !?I,414..D1 G 1 1 ISIO I LIJ -J W z L H U N 1.1.45 S No LLbn 315 1401 V _.1Ji c aX 6 1 1 MAR 1 199 � QQ g EQ104i s! McLaren • Peterson • ( sociates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206) 622.4580! Fax (206) 622.0422 JOB: DATEt SUBJECT: ' WILf., ln.A I -12— eY W13T- �ce GA-t JOFj $I?,zD �P ESN 1 8619 IS aT40 1/2" Jot i4 __..._%2_. ML. RECEIVED CITY OF TUKWILA MAR 1 1994 PERMIT CENTER McLaren • Peterson • sociates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206) 622.45801 Fax (206) 622-0422 JOB: DATE. .1VI<LUI Li}., W'- BY y, r • SUBJECT. WEST t4112't`^iTl+Cfel 15I RD GILL T1(Iv�v lExts— cat . astm 7'.:, 16 . A054.E. o)/ 3 - to INSTALL JOISTS WI AS HIGH ON p er @ GP-10 71 As doss ► BLE. CXRD. ■/ Fpfrmilu. foal CitvoN 1,4)o -i %tom 5T'tk-D Vr,ucc.iw pct mve4 AT \SotsT- (1 Mtta_ pENET>At1oA) c7 16 TRH cor4r. /--r Ic j-, i66A... Psi E c6 /3-raa Scoe.i ISI, a7 ... D _2444 sm tieltrAY 4100c - - ..- St_cT x-- X N.T5. L Lea 0 w � X1.118 AT . 4.-&oc. . --� I/2n Mme#+ $J O s -,(z BEENJ - q--- -- • cst2..E 4L `) 4tb ( f SCRFrt,6 AT s.4Sr- V.411=4,Le ® RECEIVED CITY OF TUKWILA MAR 1 1994 PERMIT RENTER C SEP ,7.1WW3, • ,S; McLaren • Peterson • Associates, inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206) 622 -4580 / Fax (206) 622 -0422 • STRUCTURAL CALCULATIONS t . • (: SEARS LOADING DOCK - TUKWILA ) CITY RECEIVE OF SEP 0.91993 PERMIT CENTER. McLaren • Peterson • C ,oci ate s, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206)822 -4580/ Fax (206) 822 -0422 Joe: G ( ,ait2thecg�.t L DATE: e-10 - 8V z, SUBJECT: AT Eft efp..5 ! i!! I! I Li i 1 1. i i i i! i i i I _. 0 `S I { I HH 1 i I ii I I i i i i _ i.�� �` , -- -R ' (tib 1 ! � ! i ! ' I _ _ I i laic1�3- �..0�� - . 1 i I i Wii- 1 b CI *It.1 , I 1 Q ---1-42±.7-2.4,1.% C lit _f . ;t_9.::%; i I l i I I I I I I�: i i l I � i► I �. !T I I I I 1 ___II�I1111Pl�Iva______ 1 4. f i 'Q . MINIM ( O A PI b1 NM ••• uI _ 10 NI, 9- 9 MD • • rl�llirrFi a .r1 ' 1�f71�i1 LC McLaren • Peterson • ke- ,ociates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206) 622-4580/ Fax (206) 622-0422 JOB: C;412-4 ( tit,Ck_. DATE: SU BJ ECT: T 0011) 4S. i ! 1 , . I ; .-C.EilAbeckgi 1 )-- ; 1 ; i 1 1 ; i I • i I : 001.1) ...[..-____--a-._.i..5a.25.20* ----.11 co L.,-16; c±__ ), -7 I 5_./11 *: LW it4D (1.4-----4.t.---(-; 4 5 '-'1,i.-4X, 1 , 5A r...x4tr, 1;11 Iiiii i 1 i 1 1 !ill I , , ! 1 ' i I 114., cg 64o* I I I I I I 951 I ___111::rtAini X Sie.9132_44k1314 ; 6 tak-OT • ! .: ' r i lizill__ •14414 1 np..-. _ • ac;______jj_ I 1 ! 4 WALL GEOMETRY : HEIGHT OF WALL i`0 ROOF LINE HEIGHT OF THE PARAPET MASONRY UNITS : AT Oat' t Ts 5 18.75 0.00 UNIT DESCRIPTION 12 IN. LIGHTWEIGHT CMU GROUT PARTIAL F'm UNGROUTED (PSI) 1=50• F' m : FULLY GROUTED (PSI) 1500. SPECIAL INSPECTION REQUIRED YES VERTICAL REINFORCEMENT : STEEL GRADE (KS I) 60 BAR SIZE 6 BAR SPACING (IN) 48 DEPTH OF STEEL FROM COMPRESSION FACE (IN) 5.81 LOADING CONDITIONS : WIND SUCTION (FSF) ^4.10 SEISMIC ZONE SEISMIC I FACTOR 1.00 SEISMIC C FACTOR. 0.30 VERTICAL LIVE LOAD (LBS) 100 VERTICAL DEAD LOAD (LBS) 100 VERTICAL LOAD ECCENTRICITY FROM FACE OF WALL (IN) 0.00 ** ULTIMATE STRENGTH CHECK ** LOAD CASE DESCRIPTION U. MOMENT N. MOMENT SUMMARY .•75 (1.40 + 1.7L + 1.87E) 11530.77 3•3i 265.61 OK .75(1.4D + 1.7L + 1.70W) 16980.:8 =265:61 OK .9D + 1.4.3E 11317.92 32276.95 OK .9D + 1.30W 16853.47 32276.95 OK LOAD CASE DESCRIPTION ** SERVICE LOAD DEFLECTION CHECK ** MID -SPAN DEFLECTIONS (IN) SUMMARY MAXIMUM ALLOWABLE. 0.03 1.58 OK 0.05 1.58 OK DEAD + LIVE + EARTHQUAKE DEAD + LIVE + WIND ** CODE COMPLIANCE CHECKS ** CODE SECTION UPPER LIMIT LOWER LIMIT VALUE SUMMARY 2411(a) 0.40E -01 N/A 0.42E -02 OK 2411(b) 0.32E -02 0.70E -0 0.79E -03 OK 2409(e)1 0.60E +01 N/A 0.96E +00 OK / -- McLaren • Peterson • ,ociates, Inc. Jost faux' t, SbII�Er QCC,� Consulting Engineers DATE: - i3 "'gig-. By ED 820 John Street, Seattle, Washington 98109 Office (208) 622 -45801 Fax (206) 622 -0422 SUBJECT: • 4C0x4s1/(6,a4._±.5y.-,--_,Lsicr 1 j ,^ Q 2 `oCl . j a', ll !I ii I i-I aee k i... 4p *,c 935 TM - 5 C t. t4 . bst.s / a 4435 6 -✓ 665 McLaren • Peterson • k .ociates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206) 622-4580/ Fax (206) 622-0422 .0Ar-419- OAT SUBJECT. 1 ; ; 1 44e i ' e I / = Eox = B.1414 • • I 14,)(04gX. Li AL4 ‘.4 d5A-9 = slasxi.:11 - {BSI aniaiummuuma r • • I ■ '261.:1 111111 Imp mmumim. 111111111311` ,Itsia, B15 J.eili2.25 (4) - 6,/12e 1 ) 1111111111M■.- iass S•■•• coo .4.14 4 11111111111M 14e/a) 11111 ,11 tc. McLaren • Peterson • (- ,ociates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206) 622-4580/ Fax (206) 622-0422 .•- Jost *424 °Ant ,r0J-P31 - C•1 BY pc, SUBJECT: ' . ! ____ • I i I 1 I I I I I 1 ' I 4 t 11 , .....2), it 1 u ,ii ! , . =: . H =-24- 1 1=.0-Vir-b , 4 rnitt 1 OILE'LLY Xj (I &c al-41441-1Z=-----,Lt - ..:—. . i I ■ H I I 7— 1 - ]1_-=-LaT5 . 14 1 =, icat:1314) 112E. 03/2.) - ,9114' H 043/47 took OV41 -= 6-4s ON*, 1 1 I I c1.4. 1 1 !1.t I .it t 11 Ca, Utltrdaki DESCRIPTION >> >> GR SEAM DATA SPAN = BEAM DEPTH = BEAM WIDTH = 'T' FLANGE THICK. = FLANGE BOTH SIDES ? WEB SPACING = INCLUDE BM. WT. ? Y STIRRUP AREA = Eff. Slab Width = --- REINFORCING K EXIST GRADE BEAM DE BEAM #B47 15.5 ft 24 in 18 in 6 in N y/n 0.00 ft y/n 0.4 in^2 72 in LAYER #1... COUNT: SIZE: 'd' : LAYER #2... COUNT: SIZE: 'd` : CENTER DESIGN DATA 4154 f'c = 3,000 psi Fy = 60,000 psi SEISMIC ZONE (0=wind) = 3 COMBINE LL & ST 7 N y/n • CONCRETE WEIGHT = 145 pcf Graphics: BOTTOM TOP � 3 7 7 20.5 2.� 0 0 0 0 TRAPEZOIDAL: #1: Load @ Left = @ Right= #2: Load @ Left = @ Right= DISTRIBUTED: #1 = #2 = #3 = #1 = #2 = #3 = #4 = #5 = MOMENTS: #1 = #2 = SUMMARY Dead Fix = 2 .. Pin = 1 .. Free= 0 .. LEFT (1,2,3,4) : END CONDITIONS . LEFT >> . RIGHT >> TOP BOTTOM 7 7 2.5 20.5 O 0 0 0 0 0 APPLIED LOADS Live Short O --� 0 0 0 0.45 0 0 3.74 5.12 3.74 0 0 0 0 0 0 0 0 0 0 4.06 7.31 4.06 4.06 0 0 0 O klf O k1f O klf O klf O klf O klf O klf O k O k O k O k O k O ft-k O ft-k Mn*Phi : Center = Mn*Phi : Left = Mn*Phi : Right = 118 • Mu 181 Mu 181 Mu Vn*Phi: Left = 75.� Vu Vn*Phi: Right = 75.2 Vu : Center= : Left = : Right = RIGHT 2 <� 2 << TOP BOTTOM 7 2•5 0 0 0 17% 7 20.5 in 0 0 O in Location Start End 0 0 ft 0 0 0 0 a.5 ft 8 f 10.5 ft 13.5 ft O ft O ft O ft O ft 15.5 ft O ft O ft 971 --- 9-2 --- 9-3 -~--| 66 33 21 ft-k| -103 -56 -36 ft-k| -118 -62 -40 ft-k| | Deflections (in) : Left = 30.5 x Right = 27.6 ..Reactions(k) Left Right DL+CBm Wt] = 13.64 16.42 DL+LL+[Bm Wt] = 21.83 27.72 DL+LL+ST+CBm WtJ= 13.64 16.42 16.6 15.3 10.7 k 9.8 k Up @ X-Dist Down @ X-Dist 0.00 0"0() -0.00 7.85 ft | 0.00 0.00 -0.02 .7.96 ft 1 0.00 0.00 -~0.00 7.85 ft 1 | 13.6 ft 1 10.25 in 1 27.58 k 1 | Stirrup Requirements: Dist. -> 1.9 3.9 5.8 7.8 9.7 Spacing -> 10.25 10.25 999.00 999.00 10.25 Vu -> 30.54 30.54 15.88 10.88 25.20 11.6 10.25 27.58 ADDITIONAL DEFLECTION DATA Optional Location = 0.00 ft Using Service Loads Only ....(enter 0.0 for maximums) Mcr: Cracking = 59.2 ft-k Neutral Axis = 2.50 in Ms:Max DL+LL = 77'1 ft-k I.: Cracked E : Elastic Mod. =_ Fr : 7.5* (fc)• "•.5 = Z:Cracking 3987 i n• •4 +06 psi 0.8 psi 72.6 ksi Ms:Max DL +LL +ST = 44.5 R2 = (Ms: DL +LL.+,ST) /Mcr= 1.330 I : of f ... Ms (D( `.L.) = 18,789 I : eff ... Ms(DL+LL+ST) = 36,705 STATIC SECTION ANALYSIS For Evaluation of 'Mn' Moment Capacity: X : Neutral Axis a = beta * r Compression in Concrete Sum CSteel comp. forces] Tension in Reinforcing = To Determine Mn, Use... Sections w /Tension Steel Only With Tension ?< Compression --> > Mn = ftk in 4 i n"•4 Center 1.11 0.94 4=.228 0 -180 Left Right 1.11 1.11 0.94 0.94 43.2286 43.2286 0 0 -180 -180 in in kips kips kips Mn = T * (d -a /2) Cc * (d -a /2) + Sum(Cs *(d -d') For Evaluation of Max. As For Ductile Failure: X -Balanced • Xmar • = x * max Y. a -max . beta *Xmax = • Compression in Concrete Sum CSteel comp. forces] Total Compressive Force As Max. = Tot Force / fy = ACI 9 -1 & 9 -2 DL = ACI 9 -1 ?< 9 -2 LL = ACI 9 -1 & 9-2 ST = .... Seismic = ST * 12.13 9. 10 10.31 1181.2 103.4 1284.6 21.41 DEFAULT ACI LOAD FACTORS 12.72 9.54 10.82 1198.5 63.1 1261.6 21.01 12.72 9.54 10.82 1198.5 63. 1 1261.6 21.03 in in in kips kips kips i n. "2 1.40 ACI 9 -2 Group Factor = 1.70 - 1.70 1.10 ACI 9 -3 Dead Load Fact= ACI 9 -3 Short Term = UBC 2625(c)4 "1.4" Factor = -UBC 262S(c)4 "0.9" Factor = 0.75 0.90 1.3,0 1.40 0.90 DESCRIPTION >> C .K EXIST GRADE BEAM >> GRADE BEAM #847 BEAM DATA SPAN BEAM DEPTH BEAM WIDTH 'T' FLANGE THICK. FLANGE BOTH SIDES WEB SPACING INCLUDE BM. WT. STIRRUP AREA Eff. Slab Width --- REINFORCING = 15.5 ft 24 in 18 in 6 in N y/n 0.00 ft y/n 0.4 in^2 72 in LAYER #1... COUNT: SIZE: 'd' : LAYER #2... COUNT: SIZE: 'd' CENTER DESIGN DATA IS 4/5 f'c = 3,000 Fy = 60,000 SEISMIC ZONE (0=wind) = 3 COMBINE LL & ST ? N CONCRETE WEIGHT = 145 Graphics: (1,2,3,4) : 3 END CONDITIONS BOTTOM TOP TRAPEZOIDAL: #1: Load @ Left = @ Right= #2: Load @ Left = M Right= DISTRIBUTED: #1 = #I1 =v 0 #3 = 0 POINT: #1 == `' 4.23 #2 = 9.26 #3 = 0 #4 = 0 #5 = 0 MOMENTS: #1 = 0 #2 = 0 2 3 7 7 20.5 2.5 O 0 0 0 O 0 APPLIED Dead Live . C) 0 0 0 0.45 SUMMARY Mn*Phi : Center Mn*Phi : Left Mn*Phi : Right Vn*Phi: Left Vn*Phi: Right 0 0 0 0 0 0 0' ,4.BB 13 0 0 0 0 0 Fix = 2 ... LEFT >> Pin = 1 ... RIGHT >> Free= 0 ... LEFT RIGHT psi psi y/n pcf 2 << 2 << TOP BOTTOM TOP BOTTOM 3 � 7 7 2.5 20.5 O 0 O 0 O 0 LOADS 3 7 2.5 0 0 0 7 20.5 0 0 0 in in Short Location 0 .0 0 0 0 0 0 • • 0 0 0 0 0 0 klf klf klf klf klf klf klf k • � k � k ft-k ft-k = 118 Mu = 181 Mu = 181 Mu = 75.2 Vu = 75.2 Vu DL+CBm Wt] = DL+LL+CBm Wt] = DL+LL+ST+CBm Wt3= Center= Left = Right = : Left = : Right = 'Start 0 0 0 0 0 7.5 0 0 0 0 0 9-1 --- 9-2 81 38 -116 -60 -94 -~50 24.9 13.6 24.5 13.6 End O ft O ft 15.5 ft O ft O ft ft ft ft ft ft ft ft --- 9-3 ----| 24 ft-k| � -38 ft-h| -32 ft-k| 8.8 k 8.7 k ..Reactions(k) Deflections (in) | Left Right Up IR X-Dist Down 08 X-Dist . I 15.75 11.46 0.00 0.00 -0.00 7.65 ft I. 27.22 17"87 0.00 0.00 70.02 .7.54 ft 1 15.75 11.46 0.00 0.00 -0.00 7.65 ft l Stirrup Requirements: Dist. -> 1.9 3.9 5.8 Spacing -> 10.25 10.25 10.25 Vu -> 24.86 24.86 22.34 7.8 10.25 19.89 9.7 10.25 22.07 11.6 10.25 13.6 ft 10.25 in 24.46 k ADDITIONAL. DEFLECTION DATA • Optional Location = 0.00 ft Using Service Loads Only ....(enter 0.0 for maximums) Mcr: Cracking = 59.2 ft-k Neutral Axis = 2.50 in Ms:Maw DL+LL = 76.0 ft'( I : Cracked E : Elastic Mod. Fr : 7.5 *(fc)• "..5 Z: Cracking ==. 3987 in•°'4 +06 psi C).8 psi .6 ksi Ms: Max DL +LL +ST = 42.6 ft -k dmi R2 = (Ms: DL +LL, ±ST) /Mcr= 1.387 I:eff... Ms(D,.L) = 19,406 in-4 I:-Ff... Ms (D +LL +ST) _ 36,705 i n`' "4 STATIC SECTION ANALYSIS For Evaluation of 'Mn' Moment Capacity: Center X : Neutral Axis a - beta * = Compression in Concrete = •4:.228 43.2286 43.2286 Sum CSteel comp. forces] = 0 0 0 Tension in Reinforcing = -180 -180 -180 To Determine Mn, Use... Sections w /Tension Steel Only - - - ->> Mn = T * (d -a /2) With Tension & Compression - - >r• Mn = Cc *'(d -a /2) + Sum(Cs *(d -d') = 1.11 0.94 Left 1.11 0.94 Right 1.11 0.94 in in kips kips kips For Evaluation of Max. As For X- Balanced Xmas, = x * max 7. a -max = beta *Xmax Compression in Concrete Sum CSteel comp. forces] Total Compressive Force As Max.= Tot Force ACI 9 -1 & 9 -2 DL = ACI 9 -1 ?< 9 -2 LL = ACI 9 -1 & 9 -2 ST = Seismic = ST * Ductile Failure: = 12.13 = 9.10 = 10.31 = 1181.2 103.4 1284.6 / fy = 21.41 DEFAULT ACI LOAD FACTORS 1.40 1..70 1.70 1.10 UBC UBC 12.72 9.54 10.82 1198.5 67.1 1261.6 21.0. -. 12.72 9.54 10.82 1198.5 63. 1 1261.6 21.03 in in in kips kips kips i n•`•2 ACI 9 -2 Group Factor - ACI 9-3 Dead Load Fact= ACI 9 -3 Short Term = 2625(c)4 "1.4" Factor = 2625(c)4 "0.9" Factor = 0.75 0.90 1..70 1.40 0.90 McLaren • Peterson • Ai ociates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206) 622-4580/ Fax (206) 622-0422 01120111--,A Joe, -At it*f- Cc&-• DATE: 9- 17 CIS BY CS SUBJECT: I ! . , ! ' ! - — f •k 117:';:L.111 1?2 .2.11L.L1a516. cap/2. I ! I I 1 I !ill Rilit3_11_0.!1! I • I — 1 1 ' .. . ; i i ! , ! : , k------; c:016 i 'f 4sig i 1 1 x )1 1 N=g04' .pi=06% .»• V- ___MiRttf (4ex rt + 4;et,i)! 1 411(4) I I 1 1 crli=_Aiteta_ZM ti ' L ,c 4. —mg 1 1 •■•••■■•••••■■■•- DESCRIPTION DE���CRIPT2ON >> D >� BEAM DATA SPAN = 'BEAM DEPTH BEAM WIDTH = 'T' FLANGE THICK. = FLANGE BOTH SIDES ? WEB SPACING =� INCLUDE BM. WT. STIRRUP AREA Eff. Slab Width = = = --- REINFORCING >> D�� GN NEW GRADE BEAM • �� '�� EXIST �...� BEAM GN NEW GRADE BEAM l . LACE EXIGT GRADE BEAM #836 DESIGN DATA 34 34 18 N 0.00 Y 0.22 18 LAYER #1... COUNT: SIZE: ' d' d : LAYER #2... COUNT: SIZE: ' d' : TRAPEZOIDAL: Left = Right= #2: Load @ Left = @ Right= DISTRIBUTED: #1 = #2 = = #1 = #2 = #3 = #4 = #5 = MOMENTS: #1 #2 Mn*Phi Mn*Phi Mn*Phi SUMMARY = = ft in in in y/n ft y/n in^2 in CENTER f'c = 3,000 Fy = 60,000 SEISMIC ZONE (0=wind) = 3 COMBINE LL & ST N CONCRETE WEIGHT = 145 Graphics: (1,2,3,4) : 3 END CONDITIONS Fix = Pin = Free= BOTTOM TOP 5 5 9 7 30.5 2 0 9 0 27.5 0 APPLIED Dead Live O 0 O 0 O 0 O 0 0.43 0.53 O {) O 0 8.24 4.47 7.74 4.47 7.74 4.47 8.84 4.47 4.68 5.28 O 0 O 0 2 ... LEFT >> 1 0 ... LEFT ... RIGHT >> RIGHT psi psi y/n pcf 1 �< 1 << TOP BOTTOM TOP BOTTOM 5 � 5 7 9 7 30.5 2.5 O 0 O 0 0 0 2.5 0 0 0 LOADS Short 5 9 30.5 in 0 0 0 in 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Location Start End klf 0 0 ft klf klf 0 0 ft klf klf 0 34 ft klf 0 0 ft klf 0 0 ft ft k 10 ft k 14 ft k 20 ft k 26 ft ft-k 0 ft ft-k 0 ft : Center = : Left = x Right = Vn*Phi: Left = Vn*Phi: Right = DL+CBm Wt] = DL+LL+CBm Wt] = DL+U_+ST+[Bm Wt3= 848 Mu 637 Mu 637 Mu 86.4 Vu 74.5 Vu ..Reactions(k) Left Right 39.94 32.88 61.82 52.17 39.94 32.88 Center= Left = Right = : Left = : Right = Stirrup Requirements: Dist. -> 4.3 8.5 12.8 Spacing -> 9.70 14.67 14.67 Vu -> 86.42 64.33 53.07 Up @ 0.00 0.00 0.00 9-1 801 0 0 9-2 476 0 0 86.4 51.8 72.1 41.9 --- 9-3 306 0 0 ft-k| ft-k| ft-k| 33.3 k 26.9 k Deflections (in) X-Dist Down ID 0.00 -0.67 0.00 -1.07 0.00 -0.67 17.0 21"7 14.67 14.67 26.06 42.92 25.5 14.67 69.17 X-Dist 16.77 ft 16.77 ft 16.77 ft 29.8 14.67 72.12 ft in k ADDITIONAL DEFLECTION DATA Optional Location = 0.00 ft Using Service Loads Only ."""Center 0.0 for maximums) Mcr: Cracking = 118.7 ft--k Neutral Axis = 10.61 in Ms:Max DL+LL = 530.9 ft-k I . Cracked = .32673 in"4 E : Elastic Mod. = 3..E +06 psi Fr : 7.5K()'.5 = 0.8 psi Z:Cracking = i9.7 ksi Ms: Max DL +LL +ST R2 = (Ms: DL +LL 17ST) /Mcr= I:eff... Ms(4' 1: of f ... Ms (DL i-LL +ST) _ STATIC SECTION ANALYSIS For Evaluation of 'Mn' Moment X : Neutral Ak i s a = beta * ;•: Compression in Concrete Sum [Steel comp. forces] _ Tension in Reinforcing = To Determine Mn, Use... Sections w /Tension Steel Only - With Tension '< Compression -->> Capacity: For Evaluation of Max. As For • X -Bal anced Xma ;; = x * max a •max = beta *Xmax Compression in Concrete Sum CSteel comp. forces] Total Compressive Force As Max.= Tot Force / fy 740.2 0.349 72,967 33,790 ft -k in ^4 Center 6.75 5.74 263.32 156.67 -420 Left 4.7 4.02 184.572 115.424 X00 Right 4.73 4.02 184.572 115.424 -300 in in • kips kips kips --->> Mn = T * (d -a /2) Mn = Cc * (d -a /2) + Sum (Cs* (d -d' ) Ductile Failure: 18.005 1=.54 15.34 5"8." 172.4 700.5 11.68 18.05 13.54 15..=4 5"8." 172.4 700.5 11.68 18.05 in 13.54 in 15.34 in 528.2 kips 172.4 kips 700.5 kips 11.68 i n •'''•2 DESCRIPTION BEAM >> C AK EXIST GRADE >> GRDE BEAM #841 DATA SPAN = BEAM DEPTH BEAM WIDTH = 'T' FLANGE THICK. = FLANGE BOTH SIDES ? WEB SPACING � INCLUDE BM. WT. ? STIRRUP AREA = Eff. Slab Width = --- REINFORCING 22 44 18 9.5 N 24.00 Y 0.4 40 LAYER #1... COUNT: SIZE: ' d' : LAYER #2... COUNT: SIZE: ' d' : ft in in in y/n ft y/n in^2 in CENTER BOTTOM TOP TRAPEZOIDAL: #1: Load @ Left = @ Right= #Z: Load @ Left = @ Right= DISTRIBUTED: #1 = #2 =` #3 = #1 #2 � #3 = #4 = #5 =� MOMENTS: #1 =` #2 == 'POINT:. SUMMARY Mn*Phi : Center Mn*Phi : Left Mn*Phi : Right 3 0 9 0 40.5 0 O 0 0 O 0 APPLIED Dead Live BEAM DESIGN DATA f'c Fy = SEISMIC ZONE (0=wind) = COMBINE LL & ST 7 3,000 60,000 N y/n 145 pcf 3 CONCRETE WEIGHT = Graphics: (1,2,3,4) : END CONDITIONS Fix = 2 ... LEFT >> Pin = 1 ... RIGHT >> Free=: 0 ... LEFT 0 0 0 0 0 [).11 0.85 41 0 0 0 0 0 0 0 0 0 0 0.25 0.33 ".0.14 0 0 0 0 0 0 TOP BOTTOM 3 3 8 9 40.5 0 0 0 O 0 LOADS psi psi RIGHT 2 << 2 << TOP BOTTOM 3 8 9 2.5 40.5 in O 0 O 0 O 0 in Short Location Start End O klf 0 0 ft .0 klf O klf 0 0 ft O klf O klf 0 �2 ft O klf 9 22 ft O klf 0 8 ft O k 9 ft O k 0 ft O k 0 ft O k 0 ft O k 0 ft O ft-k 0 ft O ft-k 0 ft = 531 Mu = 452 Mu = 452 Mu Vn*Phi: Left = Vn*Phi: Right =, DL+CBm Wt] =� DL+LL+CBm Wt] = DL+LL+ST+CBm Wt]= 108.7 Vu 108.7 Vu ..Reactions(k) Left Right 41.22 25.56 59.99 39.70 41.22 25.56 Center= Left = Right = : Left = : Right = 9-1 --- 9-2 --- 9-3 284 174 112 -400 -250 -161 -300 -182 -117 ----| ft-~k| ft-k| ft-k| 78.7 49.2 31.7 k 51.5 31.1 20.0 k Deflections (in) Stirrup Requirements: Dist. -> 2.8 �.�] Spacing -> 20.25 20.25 Vu -> 78.73 78.73 8.3 20.25 72.83 Up @ 0.()0 0.()0 0.00 11.0 20.25 41.61 X-Dist Down @ X-Dist 0.00 -0.01 10.27 ft 0.00 -0.02 10.27 ft 0.00 -0.01 10.27 ft 13"8 20"25 47.24 16.5 20.25 51.54 19.3 ft 2{)"25 in 51.54 k ADDITIONAL DEFLECTION DATA Optional Location = 0.00 ft Using Service Loads Only ....(enter 0.0 for maximums) Mcrx Cracking = 198.8 ft-k Neutral Axis = 6.85 in MsvMaw DL+LL = 266.8 ft-k I : Cracked = E : Elastic. Mod. =_ Fr : 7.5 *(fc)•''••.5 Z: Cracking 3584( :) i.n•''•4 ,F. +( :)6 psi 0. 8 psi 50.8 ksi Ms: Max DL +LL +ST = 178.9 ft -k R2 = (Ms:DL +L (+ST) /Mcr= 1.112 I:eff... Ms( D : >L) = 94,901 in ^4 I:off... Ms(DL +LL +ST) = 178,554 in^4 STATIC SECTION ANALYSIS For Evaluation of 'Mn' Moment Capacity: Center Left Right X : Neutral Axis = 2.05 2.65 2.65 a = beta *..:. ' = 1.74 2.25 2.25 Compression in Concrete = 79.785 103.428 103.428 Sum CSteel comp. forces] = 0 0 0 Tension in Reinforcing = -180 - 225.78 - 225.78 To Determine Mn, Use... Sections w /Tension Steel.Only ---->> Mn = T * (d -a /2) With Tension ?< Compression -->> Mn = Cc * (d -a /2) + Sum(Cs *(d -d') in in • kips kips kips For Evaluation of Max. As For Ductile Failure: •X- Balanced Xmax = x * max 7.. a -max = beta *Xmax Compression in Concrete Sum CSteel comp. forces.] Total Compressive. Force As Max.= Tot Force / fy 23.97 17.98 20.37 = 1234.7 0.0 = 1274.: = 20.57 24.56 18.42 20.88 1251.6 172.4 1424.0 2•x•73 24.56 18.42 20.88 1251.6 172.4 1424.0 27.73 in in in kips kips kips i n •'`2 et% McLaren • Peterson • Ar... aciates, Inc. Consulting Engineers 820 John Street, Seattle, Washington 98109 Office (206)622-4580/ Fax (206) 622-0422 JOB: 16t° trc DATE. ay SUBJECT. ‘t5 I l i : I ■ I I I 40:4 , ! qz. 4.111i e=r4--eti5 ea, ■•• hfrTa 1'1 lA 441. /11■4•1 *Wit "Icaif-14. — e!crtt3, :Idtffritx. 114 Lrt. C_.cota. 4*Alte le% .riFiA Li is 1•311;%/i.... DESCRIPTION >> C EXIST GRADE BEAM )> GRADE BEAM #839 BEAM DATA SPAN = BEAM DEPTH = BEAM WIDTH = "T' FLANGE THICK. = FLANGE BOTH SIDES 7 WEB SPACING = INCLUDE BM. WT. ? STIRRUP AREA = Eff. Slab Width = --- REINFORCING LAYER #1... COUNT: SIZE: 'd' : LAYER #2... COUNT: SIZE: 'd' : "2 ft 44 in 18 in 6 in N y/n 24.00 ft Y y/n 0.4 in^2 40 in CENTER BOTTOM TOP 4 2 9 7 40.5 0 0 0 2.5 0 0 0 DESIGN DATA • 1,6 f'c = 3,000 psi Fy = 60,000 psi SEISMIC ZONE (0=wind) = COMBINE LL & ST ? N y/n ' CONCRETE WEIGHT = 145 pcf Graphics: (1,2,3,4) : 3 END CONDITIONS Fix = 2 ... LEFT >} Pin = 1 ... RIGHT >> 2 << Free= 0 ... LEFT RIGHT TOP BOTTOM TOP BOTTOM 3 4 4 4 8 9 7 9 2.5 40.5 2.5 40.5 in O 0 0 () 0 0 O 0 0 2 << APPLIED LOADS 0 0 0 in Dead Live Short TRAPEZOIDAL.: #1: Load @ Left = 0 -- 0 @ Right= 0 () #2: Load @ Left = 0 0 . . @ Right= 0 0 DISTRIBUTED: #1 = 0.3 0.5 #2 = 0.85 0 #3 = 0 0.11 #1 = 13.45 9.08 #2 = 37~5 19.3 • - - � '����� � PO~�NTz.7, ,' • #3 = #4 = #5 = MOMENTS: #1 = #2 = 0 0 0 0 0 0 � 0 0 � O klf 'A Idf O klf O klf O klf O klf () klf O k O k O k O k 0k O ft7k O ft-k Location Start End O () ft 0 0 ft 11 22 'ft • 0 • 8 ft 9 ` '22 ft `:/` 11 ft • 9-ft O ft O ft O ft () ft O ft SUMMARY 9-1 --- 9-2 --- 9-3 ----\ Mn*Phi : Center = 704 Mu : Center`* 315 197 126 ft_k| Mn*Phi : Left = 443 Mu : Left = -449 -289 -186 ft-~k| Mn*Phi : Right == 446 Mu : Right =; -373 -229 -^147 ft-k| Left, Overstressed !‹ i Vn*Phi: Left = 108.7 Vu : Left =� 86.8 55.9 Vn*Phi: Right = 108.7 Vu : Right = 65.3 40.0 76.0 k 25"7 k ..Reactions(k) Deflections (in) Left Right Up @ X-Dist Down @ X-Dist DL+CBm Wt2 = 45.99 32.61 0"()0 0.00 -0.01 10°41 ft DL+LL+CBm Wt3 = 64.16 49.74 0.00 0.0{) -0.03 10.56 ft DL+LL+ST+CBm Wt]= 45.99 32.61 0.00 0.00 -~0"01. 10.41 ft | • Stirrup Requirements: Dist. -> 2.8 �.5 8.3 Spacing -> 20.25 20.25 20.25 Vu -> 86.82 86.82 82.09 11.0 17.8 20.25 20.25 54.02 60.44 16.5 20.25 65.74 19.3 ft 20.25 in 65.34 k ADDIT%OMAL DEFLECTION DATA Optional Location = 0.00 ft Using Service Loads Only ....(enter 0.0 for maximums) Mcr: Cracking = 198.8 ft-k Neutral Axis = 7.77 in Ms:Mam DL+LL = I : Cracked 46326 i n•".4 E : Elastic Mod. =3 +06 psi Fr : 7.5* (fc)' "•.5 = . : >.8 psi 2: Cracki ng - 137.0 ksi Ms: Max DL +LL +ST = 206.6 f t -k R2 = (Ms: DL +L ' ST) /Mcr= 0.962 I :eff... Ms(DL_ kL) = 81,84 in•'''•4 I :off ... Ms(DL+LL+ST) =155,691 i n''"'4 STATIC SECTION ANALYSIS For Evaluation of 'Mn' Moment Capacity: Center Left Right X : Neutral Axis = 2.69 2.73 2.73 .. a = beta,* x = 2.29 2.32 2.32 Compression in Concrete = 104.95 106.667 106.667 Sum CSteel comp. forces] = 4.3139 0 0 Tension. in Reinforcing = -24c :0 - 239.70 - 241.50 To Determine Mn, Use... Sections w /Tension Steel Only - - - -."r Mn = T * (d -a /2) With Tension & Compression - - > :r Mn = Cc * (d-a/ 2) + Sum (Cs* (d -d' ) in in kips kips kips For Evaluation of Max. As For X- Balanced Xmax = ;•c * max Y. a -max = beta *Xmax Compression in Concrete Sum CSteel comp. forces] Total Compressive Force As Max.= Tot Force / fy Ductile Fai lure: 23.97 17.98 20.37 1078.0 68.9 1106.9 18.45 24.56 18.42 20.88 1055.3 229.8 1285.1 21.42 24.56 18.42 20.88 in in in 1055.3 kips 229.8 kips 1295.1 kips 21.42 i n•"•2 (• .14 1 ' tio„ • ' • :• :.!. . • • .)T ;04. ) • "‘ • .• • ): I • , • 4 • • Se • • /1 Eat • • • 1. Mi •rtamcd criVX:1721RUZIV 1;z4i '0 cob RSTLWiA 3-2,0-13 • ••• • • •• • O.. • • • 1. ea. GOMM* 111■•••••■•••■ MEP • wo•V••••••■ romme■•• 6. • V* • ••• •••• ■•• ••••••-••••• .. I •■•••••••••• . • AMPS IMPS. • •■••••romarro■4•■••••14....m........••■•••••• I • • • • •••••••••• ••• 41I ••••• *Me • • • • p SEP-09 -93 THU 03120 • C 3EA `5 - TN C.„E NT-E MAIL P. 02/02 CITY OFETUKWILA PART V. SEP 0 9 1993 ENERGY CODE COMPLIANCE FORM LIGHTING POWER BUDGET PERMIT CENTER NOTE: One and two (omi,y detoched dwetlingS and trie dwelling por- tions of rnultiforniry buidings are exempt from thcl lighting budgets. I-- - OCCUPANCY TYPE • fZ E ri , L. A. LIGHTING BUDGET PER CODE: AREA ALLOWABLE w /SF SF PER COOS' R..0 ALI OW;.BLE TOTAL WATTS PERIMETER — LF x 7,5 w 15F = TOTAL WATTS ALLOWABLE PER CODE -- -- -•-0►- J LIGHT FIXTURE IDENTIFICATION B. PROPOSED LIGHTING SCHEDULE (Continue on separate sheet i1 reqvkcd) COL MAN fi 1 X 2 .3 W /FIXTURE NO. OF FIXTURES Z,c FLucas��c� Nr „Pc° r !ZAP, TOTAL WATTZ 1041145 a s huaorczgr_em-r- IQ° 5o TR P FLuoaeS464T 123 TRPUc Lie 4rrn3 2.100 UNADJUSTED TOTAL PROPOSED WATTS - ----10 a`:yf,C0'‘ DEDUCT CREDITS PER CODE (SEC, 426) TOTAL WATTS = OR < CODE (A. ABOVE) ?? --• ---►_- • FIXTURE WATTAGE INCLUDES IUbES ANO BALLAST, MEMO TO: File # B93 -0346, Sears T.I. @ Southcenter. FROM: RSB DATE: 3/15/94 SUBJECT: Phone conversation w/ Thomas Chapel of Gregory & Chapel Architects. Called Thomas Chapel to discuss our findings in regard to his letter of 7 March 94. I told Thomas that, after review of the plans and discussions with the building inspector, we concur with his conclusion that non of the work proposed by Sears caused the existing building to be in violation of current code provisions. However, I also told Thomas that we would be looking at the areas at issue in any future tenant improvements that may effect the return air plenum. He indicated that he would make all involved clearly aware of the situation. MATTHEW J. GREGORY, AIA CCS- PRESIDENT THOMAS E. CHAPEL, AIA•VICE PRESIDENT GREGORY & CHAPEL ARCHITECTS • PS March 7, 1994 Mr. Bob Benedicto City of Tukwila Department of Community Development Building Division 6300 Southcenter Boulevard Tukwila, WA 98188 Re: Sears - Tukwila (Southcenter Mall) Remodeling Permit #B93 -0346 Dear Mr. Benedicto: On behalf of Sears, Roebuck and Co., we submit this letter for your review regarding the remodeling, particularly with regard to the HVAC system, at the referenced project. The former Frederick and Nelson store being remodeled by Sears is an existing fire - resistive construction building that was originally designed and built between 1966 and 1968, and remodeled by the former owners in 1984. The HVAC system for the building has a plenum return air system which serves HVAC units in stockroom areas, which did not fully conform to current code requirements when this remodeling project was undertaken. Modifications to the HVAC system during this remodeling are not intended to bring the system into compliance. The cost of the work required to bring the system into compliance would be prohibitive, particularly at this stage of the project, more than four months following permit approval. UBC Section 104, paragraph (b) indicates that "Additions, alterations or repairs may be made to any building or structure without requiring the existing building or structure to comply with all the requirements of this code, provided the addition, alteration or repair conforms to that required for a new building or structure. Additions or alterations shall not be made to an existing building or structure which will cause the existing building or structure to be in violation of any of the provisions of this code nor shall such additions or alterations cause the building or structure to become unsafe ". We believe that the work done during the remodeling project has not caused the existing building or structure to be in violation of any code provisions, and believe that the finished building will be safer than ever. Following is a list of changes and upgrades that we feel have improved the safety of the occupants and materials in this building. y 1994 521 IORKIAND WAY KIRiQIWD WASHINGTON 98033 (206) 827-0629 (.,(AA iVMUNit Y Of:Etr'EI..CJi'ai49►w N F Mr. Bob Benedicto City of Tukwila Department of Community Development March 7, 1994 Page 2 HVAC /Fire Alarm; Duct smoke detectors were installed in all supply and return air ducts to shut down the ventilation system when a fire is detected. This will prevent the spreading of fire through the plenums and ductwork. • Alarm annunciators have been installed for each air handling unit. • All HVAC units and existing ductwork have been thoroughly cleaned. • The fire alarm and security system alb being fuiiy upgraded. Full -time monitoring will be by Washington Alarm Service. • The entire full service kitchen and restaurant were removed from the building, eliminating hazards. All grease traps were pumped out and cleaned and sealed. Exits; • An additional exit from the first floor was added at the southwest corner. • Automatic doors were installed at the new exit and at the east and west exits for physically challenged individuals. • An existing exit corridor from the internal stairway is being upgraded to a 2- hour enclosure. • Corridors leading to stairways on upper floors were upgraded to 1 -hour construction. • Non - complying hardware on 28 exit doors was replaced with panic hardware. • New exit and egress lighting was installed in many areas. Sprinkler System; • The entire automatic sprinkler system was improved to meet current Factory Mutual design standards. • Sprinkler standpipes were installed in all 3 stairways. • Sprinkler coverage was . increased in all storage areas to provide added protection, and all new sprinkler heads were' installed. • Backflow preventers were added to 2 risers in the sprinkler system. • A valve assembly for the dry sprinkler system for the mechanical penthouse was replaced. General Safety; • Electrical switchgear has been cleaned and renovated. • Requirements for fire extinguishers are being reviewed with the Tukwila Fire Department. New equipment will be provided where required. • A fire department Knox Box and an emergency P/A system are being installed inside the new southwest entrance /exit. • A masonry wall with overhead doors was installed at the loading dock, separating the truck space from the storage areas for additional safety. Mr. Bob Benedicto City of Tukwila Department of Community Development March 7, 1994 Page 3 It is Sears' intent upon completion of the project to provide a safe .environment for all employees and customers. We feel the efforts of this team have resulted in a safe building that will be an asset to the City and region: Thank you for your consideration. Sinc - ely, Th• mas E. Chapel cc: Gaylon'G n - Sears WEST el\rrr474cNL;E. t`al"P--sucuR& ES; IEEE ink IFUEEEE3; \A/ nS1-11\C-IT N < \A/ I L covit. tweanoN LURED ti:Itefeia vraricit4tATIOtsIS DRAWING LEGEND ABBREVIATIONS PROJECT INFORMATION L. 124 17.3 SUPPLY REfURN CMU - SEE STRUCTURAL INDICATES NEW PARTITION TO UNDERSIDE OF STRUCTURE. INDICATES NEW PARTITION TO 6" ABOVE INDICATES NEW PARTITION TO UNDERSIDE OF CEILING OR SPECIFIED HEIGHT. INDICATES NEW MODULAR FIXTURE SYSTEM - (BY OWNER) INDICATES NEW PARTITIONS/WALLS TO BE DEMOLISHED. INDICATES EXISTING PARTITIONS/WALLS TO REMAIN. INDICATES NEW DOOR . INDICATES EXISTING DOOR TO BE DEMOLISHED. INDICATES EXISTING DOOR TO REMAIN. INDICATES DOOR NUMBER INDICATES WINDOW NUMBER INDICATES COLUMN GRID LINE INDICATES NEW CEILING GRID INDICATES EXISTING CEILING GRID TO BE DEMOLISHED. INDICATES EXISTING CEILING GRID TO REMAIN. NEW FIXTURE LOCATION EXISTING TO REMAIN EXISTING TO BE RELOCATED EXISTING DEMOLITION EXISTING FLUORESCENT LIGHT FIXTURE TO REMAIN NEW FLUORESCENT LIGHT FIXTURE NEW LIGHT FIXTURE LOCATION EXISTING LIGHT FIXTURE TO REMAIN EXISTING LIGHT FIXTURES TO BE RELOCATED EXISTING DEMOLITION LIGHT FIXTURES EXIT LIGHT FinURE INDICATES MECHANICAL AIR DIFFUSERS DETAIL INDICATOR BUILDING SECTION INDICATOR ELEVATION INDICATOR EXIT WAY AB ACOUS ACT AD ADDN ADH ADJ AL AP APPD APPROX ARCH ASPH BAL BARR BD BLDG BLK BM BOT BSMT C TO C CAB CAP CEM CG. CHAN CJ CL CLG CUCG CLR CMU COL CONC CONST CONT COIF 1R CONY CORR CT CTEMP D DA OIL DEPT DET DF DIA DIAG DIM DIV DN DOM DP DR DS DWG EA EL ELEC ELEV EN EQ EQJ EQUIP EST Ew EXH EXIST EXP EXPAN EXT EXTR FAB FB FC FD FF Fl AO FJ FLASH FLEX FLR FOIC FT ANCHOR BOLT ACOUSTIC; ACOUSTICAL ACOUSTICAL TILE ACCESS DOOR ADDITION ADHESIVE ADJUST; ADJUSTABLE ALUMINUM ALTERNATE ACCESS PANEL APPROVED APPROXIMATE ARCHITECTURAL ASPHALT BALANCING BARRIER BOARD BUILDING BLOCK; BLOCKING BENCH MARK BOTTOM BASEMENT CENTER TO CENTER CABINET; CEMENT ASBESTOS BOARD CAPACITY CEMENT CORNER GUARD CHANNEL CONSTRUCTION JOINT (CONTROL) CENTER LINE CEIUNG CAULKING CLEAR CONCRETE MASONRY UNIT(S) COLUMN CONCRETE CONSTRUCTION CONTINUOUS CONTRACTOR CONVECTOR CORRUGATED CERAMIC TIE CONTROLLED TEMPERATURE DEEP (DIM) DOUBLE ACTING DOUBLE DEPARTMENT DETAIL DRINKING FOUNTAIN DIAMETER DIAGONAL DIMENSION DMSION DOWN DOMESTIC DAMPPROOFING DOOR DOWN SPOUT (EXTERIOR) DRAWING EACH ELEVATION ELECTRICAL ELEVATOR ENAMEL EQUAL EARTHQUAKE JOINT EQUIPMENT ESTIMATE; ESTIMATED EACH WAY EXHAUST EXISTING EXPOSED EXPANSION EXTERIOR EXTRUDED FABRICATE FEAT BAR FURRED CEIUNG FLOOR DRAIN FACTORY FINISH OR FINISH FLOOR FINISH(ED) FURNISHED & INSTALLED BY OWNER FORMED JOINT FLASHING FLEXIBLE FLOOR FURNISHED BY OWNER & INSTALLED BY CONTRACTOR FEET; FOOT GAL GALV GEN GL GOVT GR GSU GWB GYM GYP HB HC HDWD HM GALLON GALVANIZED GENERAL GLASS; GLAZING; GLAZED GOVERNMENT GRADE GLAZED STRUCTURAL UNIT(S) GYPSUM WALL BOARD GYMNASIUM GYPSUM HIGH (DIM) HOSE BIBS HOSE CABINET; HANDICAPPED TOILET FOR MEN OR WOMEN HARDWOOD HOLLOW METAL; HANDICAPPED MEN'S TOILET ' HOL HOLLOW HOR HORIZONTAL HP HIGH POINT HT HEIGHT HW HANDICAPPED WOMEN'S TOILET ID N NCR NFO NS NT NV NSIDE DIAMETER NCH NCREASE NFORMATION NSULATION NTERIOR NVERT JST JOIST JT JOINT KO KP LAB LAM LAV LJN LT LTG KNOCK OUT KICK PLATE LONG (DIM) LABORATORY LAMINATE; LAMINATED LAVATORY LINEAR LIGHT LIGHTING MARB MARBLE MAS MASONRY MAT MATERIAL MAX MAXIMUM MB MACHINE BOLT MECH MECHANICAL MEMB MEMBRANE MFG MANUFACTURED; MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MLDG MOULDING MLP METAL LATH & PLASTER MO MASONRY OPENING MT! METAL NEG N!C NO NOM NTS OA OBS oc OD OPG OPP OVHD PAR PART PC PERF PERP PL P-LAM. PLAS PLY PMU POL PPL PR PREFAB PRELIM PROJ PROP PSI PT QT QTR NEGATIVE NOT IN CONTRACT NUMBER NOMINAL NOT TO SCALE OVERALL. OBSCURE ON CENTER OUTSIDE DIAMETER OPENING OPPOSITE OVERHEAD PARALLEL PARTITION PIECE; POINT OF CURVATURE PERFORATED PERPENDICULAR PLATE; PROPERTY LINE; PLASTIC LAMINATE PLASTER PLYWOOD PUMICE MASONRY UNIT(S) POLISH; POLISHED POLISHED PLATE PAIR PREFABRICATE; PREFABRICATED PRELIMINARY PROJECT; PROJECTION PROPERTY POUNDS PER SQUARE INCH POINT; POINT OF TANGENCY QUARRY TILE QUARTER R RB REC REFR REQD RET REV RFG RHS RI Rid RND RO RUB S & V SC ,. SCHED SECT SHT SHTG SIM SPEC SQ SS�� 14 STD STER STL STOR STRUCT SUB SUPT SUSP SYM SYS T T &G T-STAT TB TC TEL TEMP TERR THB THRESH THRU TOIL TOP TW TYP UH UNPIN UV UW VAP VAR VB VCT VERT VEST VG VOL VS W W/ VI/0 WAIN WC WD WF WGL WHB WIND WP WS WT WWB YD RADIUS; RISER RUBBER BASE RECEIVE REFRIGERATION REQUIRED RETURN REVISED; REVISION ROOFING ROUND HEAD SCREW RAIN LEADER (INTERIOR) ROOM ROUND ROUGH OPENING RUBBER STAIN & VARNISH SOLID CORE SCHEDULE; SCHEDULED SECTION SHEET. SHEATHING SIMILAR SPECIFICATIONS SQUARE STAINLESS STEEL STANDARD STERILIZER STEEL STORAGE STRUCTURAL SUBSTTfUTE SUPERINTENDENT SUSPEND; SUSPENDED SYMMETRICAL SYSTEM TREAD TONGUE & GROOVE THERMOSTAT TACK BOARD TERRACOTTA TELEPHONE TEMPORARY; TEMPERATURE TERRAllO TEMPERED HARD BOARD THRESHOLD THROUGH TOILET TOPPING TOP OF WALL TYPICAL UNfT HEATER UNFINISHED UNIT VENTILATOR UNIVERSITY OF WASHINGTON VAPOR VARIES; VARIABLE VINYL BASE VINYL COMPOSITION TILE VERTICAL VESTIBULE VERTICAL GRAIN VOLUME VINYL SHEET WIDE (DIM) WITH WITHOUT WAINSCOT WATER CLOSET WOOD WIDE FLANGE WIRE GLASS WHITE BOARD WINDOW WATERPROOF WEATHERSTRIP WEIGHT WELDED WIRE MESH YARD DRAIN SITE ADDRESS: ZONING: COMPREHENSIVE PLAN DESIGNATION: SEISMIC ZONE: DESIGN LIVE LOAD: ROOF: FLOOR: WIND: USE: CODES: UBC OCCUPANCY: INDEX TO DRAWINGS 400 SOUTHCENTER MALL, TUKWILA, WA CP PLANNED BUSINESS CENTER 3 NA NA 80 RETAIL STORE UBC, UFC AND UMC; 1991 EDITION, ADA RETAIL AREA: 82 UBC CONSTRUCTION: (AREA INCLUDE ATTACHED COVERED WALKWAYS) RETAIL AREA: SPRINKLERS: BUILDING AREA: NO. OF STORIES: TAX PARCEL NO: ! -FR 172,574 SF FULLY SPRINKLERED 172,574 THREE, PLUS PENTHOUSE 537920 --0330 CONSTRUCTION VALUATION: $2,500,000 PARKING: SOIL BEARING: CITY OF TUKWILA APPROVED .g f �T t 71993 Pi • PROVIDED BY SOUTHCENTER MALL BU!I NA SEPARATE PERMCT REQUIRED FOR: 0 MECHANICAL IVELECTRIOAL 0 PLUMBING Q GAS PIPING CITY OF TUKWILA BUILDING DIVISION IN DIVISION FILE COPY 1 understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not °utile/kg. Vt. Eton of any adopted code qr of cont ctwr's copy of BY- Mite GENERAL NOTES 1. ALL WORK SHALL CONFORM TO ALL APPLICABLE CODES AND REGULATIONS. 2. DIMENSIONS ARE FROM FACE OF EXISTING WORK TO FACE OF STUD UNLESS OTHERWISE NOTED. 3. DO NOT SCALE DRAWINGS; DIMENSIONS GOVERN. 4, PROVIDE CONCEALED SOLID BLOCKING FOR WALL MOUNTED ITEMS. 5. VERIFY EXISTING CONDITIONS, DIMENSIONS AND DETAILS. NOTIFY ARCHITECT OF ANY AND ALL DISCREPANCIES PRIOR TO BEGINNING WORK. 6. PROVIDE INTERNATIONAL SYMBOL OF ACCESSIBILITY PER UBC 3106(P) AT MAIN FITTING ROOM ENTRANCES WHERE AN ACCESSIBLE STALL IS PROVIDED AND AT ACCESSIBLE STALL ENTRANCE. SIGNS SHALL BE CENTERED AT 60 INCHES ABOVE FINISHED FLOOR ADJACENT TO LATCH SIDE OF DOOR. 7. MAINTAIN ALL REQUIRED EXIT PATHS FROM BUILDING WHEN OCCUPIED. PROJECT TEAM OWNER ARCHTECT CIVIL ENGINEERS BYO STRUCTURAL ENOWERS IEC 1AMCAL ENGINEERS/ NEE• S ELECTRICAL. ENGINEERS 111111111 11 II H SEARS, ROEBUCK AND COMPANY 3333 Beverly Road- D824C/A -2 hoffrnan Estates, IL 60179 GREGORY & CHAPEL ARCHITECTS PS. 521 Kirkland Way Kirkland, Washington 98033 (206) 827-0629 w &HPACIFIC ,025 112Th Avenue NE Bellevue, Washington 98009 (206) 82.7 -0220 M^LAREN PETERSON ASSOCIATES 820 John Street Seattle, Washington 98109 (206) 622-4580 HARGIS ENGINEERS 600 Stewart St, Ste #1800 Seattle, Washington 36101 (206) 448 -3376 * T1 TITLE SHEET *A1 SITE PLAN ;OVER SIIC -G2- - OSlON /CE w - _ • .. , . . ti ■ • • A, • • • • • • • w • • W • A ' A3.2 FIRST FLOOR PLAN - AREA B A3.3 . AA. fa • •• • • w• ID A4.1 -FIRST FL RC AA • • . • 3- -- ---- ,A .., : •: • CLC A4.5 A4.6 -rriinn r1 nrrl _pa • A -A6 BUILDING SECTION, WALL SECTIONS, CURTAINWALL ELEVATIONS, DETAILS EXT. ELEVATIONS, SECTIONS kA7 11 RN A ;. NpAiots1 1 ill , CerAIL.S OA AR Mk • • e •. • • • ■ e -AN-0-9.994 T-IG '-LAN- • fie .. VICINTY MAP 4 E14 $ ir: m 1. • T. YtN t51 EEHANf *L :' . • • a. -ft r • • i^. ;.•- 1 ; E2 L WEST W:" • FACT • . rtaNieA-t eAL n• w. w -WET E� _ -E*S:F i E7 • • 4 .M •• ••• EAST E8 {� i? 'tt • • • 1 • w 1 1 • 1 i0• 1r • €4-4- ---- -f WER AND CO°MM- WtCATION - E-1--1- °��-- 641 • •' • • • if CATI Ot 4.1 Mir • OOf P� :• • • E 16 PAI t -S€i- UtES M1 nod sr! MAI •Iwral 5 NMIOn L'GE Pt a1 s. 1 23e -: 6 a' i v' 9 :tr u. i ' a n 7. Race Fray }, Lt;Ii RE t( NC71GN_ -::: Ii 51 31r 13k 25 • ,5 :Y, �?&' 51 4' G r_ • 48 "M. I11 • T . 1T.S"!pl• 1UL, 1 11 I/ ST ,N - ..454 I ; sr 8. laVB UMW? ? N fi tr *1l •,. • n. �1 'ialrra r rr, 1 31 i1. 1:5 a L.a • 1i if- lie sa rev* 2 14[•YB aaaoVP.a amyl Tyr II 1 8 NOTE: If 111-iiCraii6d-ciocument is iess clear than this notice, it is due to the quality of the original document. 111111111111111111111111,1111111111111 111111 10 11 MADE iNeERIMY 12, i., "495: 7117-1-7- s 1 5 tY s • N• s V1 SE u 0 1.1 IS .5 Imo at% REC IV JAN 6 199 111 z rj 0 °O1 td tY w 1g cti en ti LLI g "c° 09/08/93 DESCRIPTION ROBERT POS CITY OF-rT ILA PERMII' CENTER 1 ftiveN EXI T. Tim S 1:Ct.DUCC iNo CO. , L rOfffr1ERLY ffIG14,- NELSON GO, S'iCRE NEW ENTRANCE Soffit !. c6v!!s t; - - - --- (61 IN -W4 » ,A4 A ) REVISE GRADING NE PA1910 TINS AREA — SEE CI& DMWRIOS. sEM0ve'EXI5T•"(R JI • . —�- New rA t6'Ni MAI*INGS r f .. New LocATIcti fee H•ri Ns lrri513 `rJ�-?`t7'�,':.'�..'J <lx; : :�r.rv.;rra't I':�rY�A•b -"''a :.t�,�:??si""�r.�i�.,�x.w ... itN.�,a1f.N �.f .>.':I:� ..:n' r.'f:'. 'SY \ N \, 7,7 \ N. • NN. �::;e..��.; s''..rC. °.. .. _ °�: .'.�.o-�� u"r.Er`+.•,�i': _...S.r �: 3....L1. t f a;x./ ��; � r4i., 1111111 ' I 1 1111111111111 0 I6 'Ms INCH 1 ¶LJ wiz*\ \ ` 7 / r / /r/ / i 4/ IIIIJIIIIIIl 11111 (III f.I..►.(Ii 3 NN NNNI a - �.l..E...r -':+ «��F_.�+' r'./+�Nii(.1 -H•:fA �../YUw:%�.f..L:r'f ')^'i•a�w« '.i'N�t}:; NN. • EXTERIOR POST MOUNTED METAL SIGN SCHEDULE SIGN Iii:', i Bill I 1 11111 f( �� i {I` `11I1i 11 J I 1 lli1.11 51.1 j1 4 5 6 7 8 NOTE: If the microfilmed document is less clear than this notice,, it is due to the quality of the original document. 06 6Z 8G LZ 9Z SIu Z 47Z ' E1111111111111111111111111111111111111111111111111 111111111111111q1 IIIlU11111 111ri i 0Z 6t 8t Li 9t St +:t £t zt LL OI, li1111111 111111l,rl 111111111111 d',. 47 EI G l W W 0 ; Ilillllllilll11111I!! ILIIIIIIIIi111IIl1 !!Illli!IIIIIIIIIIIIIIII� S[' I1 .E 30"X 30" 12 "X 18" 12 "X 18" MESSAGE STOP HANDICAPPED PARKING — PERMIT REQ'D, W%ISA HANDICAPPED VAN PARKING — PERMIT REQ'D. CIT;r or TLJKWILA APPROVED C •71993 j ! 1. f ?fG (j` !S N IT SITE PLAN SCALE: if 20' RECt6.,5 D SEP211993 gnuRT tm3cATrl AF:5')C. Clfiy CIF ' xwiLA SEP17199 PERMIT CENTER Lu'n1t 0 JL Ji-- Q t7 • Z fY ) H Z U Q I --I Y D D ...J co co .00 LAJ c7) co o co >a w M le w < o. a� q Ne 0%4 Fa- DATE DESCRIPTION SHEET v F .• ✓_rr j.�,��: :.L.J.,...,lr:,Cifn..�. .. ;: To- fxn �as��a.t'f.d.:r::!x7 �'.` �,..:�., 'r ..., a . i:, ..,�f, .;;$.a +f'.{'f'!%���'s. • , • ••• • ;. • - • " • • „. #*y4s* "Th000, ONt, 24.-0" j.41 111=-6" alwarre 4.tosa. •••••• ■•••••• . • . . ' 4,-.4r ' .. ... ...------,..... .....,....,---,-..............t.i .......=......- ' ' s' ' ' - I414.-8' . • . " • ' •- 4 OZ .11114.11•101.1,1111•111111110 6.. •.••••• sup • ' STOCK ROOM l'44444balgar ‘4‘VOIWAT ir1r.r10 tlIttrt ss 14111 ll m1.111111. terrlorr(OrstIrwu 611 )%J10&1 111'/I101 lllllllll 014,1111 LOSS FREV. FITTING BOOM • . . ............ tttttt ....!....1...... / ........ tttttttt ..............10 • 0.110.• .1••••• =Om* 11.10.3. extor."'t STOCK ROOM . • C■i • •nr:J:: .1 lll •' ll 4” s stw.:1 • •.trImiltritsttitit trtirtstirttittontratttrttrtrtstmtt lllll tr llll teriltretstrt ttttt rtt:tt • 1 16) 1 .301141 llll .t; 11) 111)5! l 1 CA5H COUNT SOUND WALL SOUND WALL 1 11111.1101 ti 1111,1111atlif ll llllll SIG111141 U.I.),(11 ratat mum arms MO ma WM Ma. man EMPLOYEE LOCKER KU WM KIWI NOM a/M Mae ilatilati • ,10.1.1.0■11 1 SALES 1 1 1 1 „4.-soravartoo° • MR Mai SIM OUR IMM 1 NMI EMI SEM UM KM Siairta IN "al_sji FITTING ROM 1 1 OEM IMO OEM MAI BM EMI /Ma SW IMMO EIrs '571k1C,T,C-03) NaVii CO IC:6 8-iffe, IFV,Tik I A7 NAP-. - c6T 44 tir •Ffaiiim, He, AxTroL171;..: CI\ACAD\1293\1293FL1B • Exl$T Ca. H MALANT al ■ -E141PA4 e COWAN Os -Ai 41irs 1 ,;',401 . . • , • - 1111111/11111111111111111111111 1111111111111111111411-H11-414fNi tit 1111111 11 1 !I 11 4)11111 5. 13 0 le VHS NCH 1 9 #113 4 6 7 8 0 c se Ete L.? 9e se 47z ce Iwipr!Ixild/flut, • NOTE: If the Microfilmed document is less clear than this notice, it is due to the quality of the original document. IZ OZ 61, 91 Li 9t 5t CI et tit OL 4' Ili 4-1 I ithitilmi 1. • / 10 11 .4.0,,,KR,4",,, 12. 41) 9s.Aczt,i0 - 1,0 . , DISPLAY . STOCK ;ROOM FITTING ROOM ss, too // / „.„/ / • / / / , / ,••-• / • STOCK ROOM a Mal IlaM MR Mai Mia ISM aingla MR MVO allSO QM Mil NM WM IBM Mati kJ, FIRST FLOOR PLAN AREA—E3 SCALE: "PI STOCK ROOM ,• / , / / / , / , / / / „/ /A • oroiNG DivsoN E LI-. SEP 2 I 1993 tvl:R•f rfir'c ntceiver. CITY OF TIJKIII;LA SEP 1 7 1,993 Peilkur cevren / 09/08/93 0-7/lit-T5 War t3,71k1.I.X." DESCRIPTION #1293 SCHEME A3.2 OF •••• • , „ rirt„.1 _ Are A13,41, Moms !:7---vropaza, adisse-roio • 444.01-4 --1041440;$.1t464.4.ATINEw 61.#030 At:WOO-T.4 Cr•erriCt44.,) cug-INNWAL.L 11%4M LeVA7CN - WE? 7-1 In! ekF,4,O4 .4167k141t4ii rier slur? ristitio.44 - wrirriresis lesr•ss•u 1111.1111111111111111111111••111111 it sr re 1.0 seasssimm •00 aimmer-1 741I • 114."),.404" gevat- p1 e=r-.Atait14-r Its ci'elnIckkropis,-7594L4,00,0K,oe, volsof,44 . 1 • t - CUP 04.10..es DE.5:,=4 VI, 4 rgtiVIff ffMF ii441ZU BILICK ve.:11%. 4,44.0m66TeN -1oc41U WALL Moil NO Pi In! .1 ite s ilier milli maim ow oe•N re- ,M110: 0.40.010 -mad_ va4exe., MULLION etr4. ;44 e&tiA44 CIATA11.11 PRAHH44 stailINNIRMO•0010F401111.11 1,...vogroop swoop...Atm 11111176t40.4:.0M-P...41k-"A:11 I Oil wmiNimeNTRANce' aLtvit-TIoN4,- Tee' Ftit4NISiti iKociinte, 4460vo 20 444. • Mrisulo *Pr" ec,:tkir0 10 JAM ibILIPer .. Air raoafkarat404416 " 51.40 rap% at tiggieSilltavoar 46446 aockole s° Marl ..11641bib AT Hipp veci.c.. See ptc#6.44s feaR , 44*.tc., arYil44L-. • 616%U. TYPft C.4424.41144 • OP'. I. • 11.Lf tatititercr. ,444.44 r " • 1.1.1°1 144:417.. 421.I DI (IHTERIOR RELITE o'1.1EAD ---zsPirTIRTLA-ark' '1,4014L. %ION& WIDOW ow pg. R. Timrkrro, Pl.rtNleac, P-1.4tdi PiN* k• "xadc' SALL s.„ (A14(1,L. 177514ab- s „AHD frigkite" b 14f ea. esCe..A6 04014 20 . ttti7Nt. tri,P6 JAtittl Ittett."4..; Ptcoilk 134.04"- Fi•t:ett. 111P. MPS, 1441.. 4.0,4".4.1qP tr:11..ett44:40.440r, . SeAciiP • 4 kei. 4400447, 44o 411r rift. 40644M aP 64.. dr4,44 Hon, 4014r 44.440"11 offit 140144CAN1L, .40:$64.4 6 Asttgrio Hit.4 I je.4taWi. POP. Acirl.10 riouresPi...1§: NisoLT 14)Aorrnop.i Plea 101.6.4.445). Hole : • :TeND 441., 4,10,001,4-rALLy pe�4D Top Nog, btfOSP earl' ori tote 241; E4P6 WAAL )11P. Di411... -IXT#4L. • Ve. %i ALUM. MAX .11 AL01.11.0. PRE iingo roc u.4 •Nars:zirret3 Rec0456 PM. Totiori eWrre.44 Ad.PP 5ecricti4 2±_kwz.L..yao DsnwaNca 5 • .• . ,'t 'S , • f;1, o A ' • 4#' • ^ 1: ; :.•- - - - yir. vega: Ca. tuIPE5 4s OC oF, t"Ock_LEveusik 10 fet.Ove eive3r 5L.Ab felt. tlX44. 1-5\gt.rt?, RECESS Th -ON e LoAPINe .,1 tti=4:14104=4.111(--- gEE B(IST‘5FCNE 50. le.:0 r r r )C t41# AOC 04644 . earAceirJ 4004 . 11,9146.4., • , • , , . . 41111N; ;•'; toW(.01,_ lieu.0-411 ;7 4'41/%4W44P.P '0649\rtaitsoi40196 fl- igovv5 ML 9TUD 016104.MAX- 'FAST cfma. 'NP 51.1,6rwe ELAcL-Aisk.r11) zit /, tit 0 F '151-1114414e6 tip • -rotiO Si4rfat • 5112.1k1URAL DIA 61 , etfii 1-feA14114e Nv/ xisfzicp. INULThilloN/ 4rime4-f S•5T1v1 Fs) � l WM. eruD ffaNefisi‘ Q 16" MAX 74tu4timikel cu1;64141414. fiziNMING, sAip*ANcfzef... &4,6% r j _ • ,,en • ".^^• ' . . , . , .4. Orr 1>ZAZ 11.0 •• ei" • iii004004Saweiez%v;o4‘13,744264VATIPMexaffica4Zkkeeceioe.ar•o".* • ":` ' • + '1111 I '4 I t't I I / I I I II 11 /1 14,411 " itiiiiiiiIiiiiiiiwiliiiiiiiiiipiliquipp-p-rp-riplft-ror-TrrprififiTinigpfp . . . 0 IS THS INCH 1 2 11°,3 4 5 6 , 7 8 •; NOTE: If the microfilmed document is less clear than this c 1 notice, it is due to the quality of the ;original document. OC 6Z 8G 4Z 9? GZ 47Z ' CZ ZZ I.? OZ 6l Ell LL 91 GL ti Cl. Z1 1.I. 01. 6 IIIIIIIIIIIIIIIIIIIIIIIiIIIIIIIIIIIIIIIIIIIithillhill1101111111Ridn11411161WiLlii1101111111111,111.14111111,1111IIIIIItylii4WitatildliiIII,III011MitijitilitilliIIIINIV ;;" ' .,.; ; . ".,- ..,-; ..'-,-.-"/;.-';.:,..-;--.4-;;;;{-.-1:::',.,,;7.0.,,f-,i'Ai.;;'1.2,*;;:;:::1-;:;-1,*„;;,,i,,,;=-0,?;:;;;',;'??,,,..;:-„,;',":-,i.„,;,,,,-.:- ;J.'. :., ' . :;. ' ::' .. ;!:*e'rs:. ' . - .' *. 'S: . ' ' ' % ''' : ':': ; ' . e ''.3: ' ' : ' - .' • . ' : ;- 7;;*C''' .c.; ; ' I ` lrBKI5T %effigy ccoRS cAsr erctge TILE5 ON Cael, eceeD ON )1!tvier 9es e r-1 it:40.24V46.«. . . • • . I 111111111111111111111111111111111 11• • Exlag; Mew.. RAMO& e fiEivtottiN Ivova OXIS• e 5Ttiv1 ANP V4..4 2•11 FPAMINE? ..••■••••• NE-w i411 NUM east11gAts1Coe i-tAP4DVIFNM L.ltiT1 "Ob 11011111 mac a+ moony 12. G f C Z br4O 111111,1,1111111111,11,11.1111R111..111,111,1111111111!11111).11110.1 Fvill DING DivisioN AITINeC‘,Lt.fiviN flEvV ENGLotakin: 14.4.444044•••■•• SEp 2 1 1993 r4's'Ari-1 RECEIVED ". CITy OF TUKWILA SEP 1 7 1993 PFRMIr CENTER ()UTE ogle:203 0/17/G15 a.V.fo)c-6 DESCRIPTION „.."1.4...VJVW.Vg•-■.21.1"?..41:743-tVg6ekfikt~.711:1411Y4•••6r!lr,..,r•P 4Z•;4-07-4. ,01.4S:10V•WA!"..'''',ii.P•tl,.-0.3;Z;:-r34.!;:•••-;,•,•-; • „ , . -......-........... ...”.... ...... ei" • iii004004Saweiez%v;o4‘13,744264VATIPMexaffica4Zkkeeceioe.ar•o".* • ":` ' • + '1111 I '4 I t't I I / I I I II 11 /1 14,411 " itiiiiiiiIiiiiiiiwiliiiiiiiiiipiliquipp-p-rp-riplft-ror-TrrprififiTinigpfp . . . 0 IS THS INCH 1 2 11°,3 4 5 6 , 7 8 •; NOTE: If the microfilmed document is less clear than this c 1 notice, it is due to the quality of the ;original document. OC 6Z 8G 4Z 9? GZ 47Z ' CZ ZZ I.? OZ 6l Ell LL 91 GL ti Cl. Z1 1.I. 01. 6 IIIIIIIIIIIIIIIIIIIIIIIiIIIIIIIIIIIIIIIIIIIithillhill1101111111Ridn11411161WiLlii1101111111111,111.14111111,1111IIIIIItylii4WitatildliiIII,III011MitijitilitilliIIIINIV ;;" ' .,.; ; . ".,- ..,-; ..'-,-.-"/;.-';.:,..-;--.4-;;;;{-.-1:::',.,,;7.0.,,f-,i'Ai.;;'1.2,*;;:;:::1-;:;-1,*„;;,,i,,,;=-0,?;:;;;',;'??,,,..;:-„,;',":-,i.„,;,,,,-.:- ;J.'. :., ' . :;. ' ::' .. ;!:*e'rs:. ' . - .' *. 'S: . ' ' ' % ''' : ':': ; ' . e ''.3: ' ' : ' - .' • . ' : ;- 7;;*C''' .c.; ; ' I ` lrBKI5T %effigy ccoRS cAsr erctge TILE5 ON Cael, eceeD ON )1!tvier 9es e r-1 it:40.24V46.«. . . • • . I 111111111111111111111111111111111 11• • Exlag; Mew.. RAMO& e fiEivtottiN Ivova OXIS• e 5Ttiv1 ANP V4..4 2•11 FPAMINE? ..••■••••• NE-w i411 NUM east11gAts1Coe i-tAP4DVIFNM L.ltiT1 "Ob 11011111 mac a+ moony 12. G f C Z br4O 111111,1,1111111111,11,11.1111R111..111,111,1111111111!11111).11110.1 Fvill DING DivisioN AITINeC‘,Lt.fiviN flEvV ENGLotakin: 14.4.444044•••■•• SEp 2 1 1993 r4's'Ari-1 RECEIVED ". CITy OF TUKWILA SEP 1 7 1993 PFRMIr CENTER ()UTE ogle:203 0/17/G15 a.V.fo)c-6 DESCRIPTION „.."1.4...VJVW.Vg•-■.21.1"?..41:743-tVg6ekfikt~.711:1411Y4•••6r!lr,..,r•P 4Z•;4-07-4. ,01.4S:10V•WA!"..'''',ii.P•tl,.-0.3;Z;:-r34.!;:•••-;,•,•-; • 1 • • • "' ex crot.c., cALs) 1I e ( k L i r 1 11 11 I f 1 1 1 1 f 1 f 1 (e-Nirrif---3 471A Nritgarkersivexe4ear (TYPICAL) NEW El rs9 CN G` zUM 5ti Y YIg a' tviET iu1;45 NEW 76t.0.1. CAANNwitil. f 1 NI is * vllli a • r r� { dt� ���e.�� 1- gypirC, it I t t� �� ,- 112 11 ; Lj \`.��L,/ ENT12ANGE ccrr -i / r 1IGG 2/ ;. _ , 1..4 4 S -1YriC L 1• 1 1 1 1 W I L. I..1,.' J_ J. L _ tr..I .L :3 Pal E'lE IREM IN KEW qj MET f g% C C.4 c,Ne �s (Tr?) AND WALL. INF14.�5C� EKis '(I�Isf Y WINDMI5" ' Rte), 1 • 1/14.1 `I 1_vtl 1 Hi .1 NEw ,u»4. 1,rAN410v5 exiGr y I F N5 =Th11� OLSV, Ate WE°a'r NeW It -F GMU (No. ,22-61 HIst4 ON OvEik QuGT%C T Ca. . Cc fiNroef Ire i -Glv1 - F,�::Irr�sf' E5f its u`II1)IN Vi -f ION I,I(lt = I t -du IN ifH6 L[I I [N ,rr R ,year •+ra f; .r •'�taa ? ww rA• f-?ec�.Er ARP INK kr �liE tv r t F LA,cr -il Nib ( FI NI s -i ) • CC d A } ImIntoArel TAt SEA 4 T NtE N . 1 oc I N& OVER. f/e -8ic U : U'1 t h1i" GN METAL. i G:K ON Cep- fcRME'k, (-;IL_Jrlsrs Vac. w1A)‹. Q N E \M / GYV W S_ a ivelautomme srLIT..FW: D CIAO '5 ---� 31 -Q4.. HISH ". 'tCe4.1.,. piL13 N2 : :. bUI 1N `DTI oN - 1 /1G,i1:. 11 -c>!t 11`1-1H13 Tr-HI-1— IIp4p- NeW - 'ILA5{ p 1kS rAID �T t�- ET CAf (lific"A4- lir J WNW .LxIsT F,AIN1tP eN c,. 74;LUH` . 1of Pr w/ i-5 UL A ;E�L 4 u& 11 o OT C° C 14 ' NELD C± I. 1Jr , x1/411 ON 401 PRIME CT O O eni4c) 'j c) C.*) ALL. COLL - fO?*V1EP ` TTE L- W fi- r" ;" . i. ;2."0. C:.. CRO5 ; VA- r)a OEN0e r nc:) Jam_ 7 btu w DESCRIPTION rick:: Hi i#,,..1� 1 .�{ 111 b+ WArvti Nii't' ,CiST. rA t t7 1)2(c (l'S131 ---- Lea r of `fL -noN •,y N1 M Mtn TH EP?. zati I,, ON Ds 0164 Wk I. IT5 I 1 6ftiDS st , 1:'dN;" F, (I4.:7T eNEF4-16014) ELI Mrz-14b/°41:, T1'2MM Ni• w S'IeL• taViRS 4 ritAtifff 1 NEW AMA tv 5-PRE-FRONT a iCE. lE E St 'T . f`1;15 Y WINpNa" 6:eA7.114Ex, r Lam, r "2 N ALL A,%et0 t16.cTeD C.:CINVIROC,TION . L, u * 1NNL`:) IN k N Cot-UviN5 fog t t..,.aY 43 08147 2 p G ,' rt1 LOD • CIVfaAtfP 0U11 V,UILDIN4 aeVAZTIoN /14":'1 c? • 7�r 61'LL UJ6PECflDL4 Ada. 0,5SE A1TacNED cost irons E ' 1/+' °" D � �1�llI�il l�Illll�lilllll ;lllllil11111111111111P1 11.111111N 0 t6 TMs INCH 1 jt 1414 l 1- lit 11 111/1: ,1 111 1111 1 1111111 1111 ,111 ,14111 fj,{_{1411i 1111111111 11i111111111111111111111111111 l 9 10 MADE""""( . NoTEi If the microfii,eed document is less clear than this notice, it is due to the quality of the original document. 0c 6Z 8G LE 9Z GE £Z ZZ 111111 111IIn111111111f1111111Iii1111111111111111161nn111 ►11t i llllluiJ 914 St bt £t Et a 0 G 8 11111111filI 111 lal11111111111iiljillllkil 4111 J,1 1111111 9S +I' £ Z t •• 1 { III1 II!{Illll�lllllllIIIlili 11114 llLlilllli11141111111IIIIlI!II11 • CTyof PP Cr tU ILA 0 ED 3 PI j SInt4 SCHEME SEP 2 1 1993 9 r oQQA C s C11 yaEC�lVra h/1tA SEp 1 7 '1993 MEET Q T,S. 4 x 4 xi & PAD FTG. Q.T.S. 8 x 8 xi II ..- & PAD 'b 7' -2 "( ±) -17.1 7" • `r! r4 24' -0" FOUNDATION PLAN FOOTING SCHEDULE MARK SIZE REINFORCEMENT F5.5 5' -6" x 5' -6" x V-4" 5 #5 EA. WAY BOT. SAW CUT EXIST, SLAB AS ` REQ'D. P LAW HIGH W12X14 (E ax 3x BTWN. TRUSSES 0 ALL BRIDGING LINES. TYP, [47' -3 "] VFY. BRIDGING 0 12' -0 "o SHOWN 'THUS: — -- -- -- (5 PLACES) SEE DETAIL K -2 -r-- STEEL TRUSSES PER ELEV. (SHT. S3) (5 EQUAL. SPACES) A -2 HIGH 8 -2 LOW 22GA. 11" TYPE HSB ROOF DECK. WELD TO FRAMING MEMBERS PER ROOF FRAMING NOTES. SAW CUT EXIST. SLAB AS REQ'D. 1 " (YP. r__ a i" BRG. w/ 4- i "0 A. BOLTS (EMBED 6" MIN.) #5 Sr DWLS. 0 16" oc FOR CMU BLOCKS AROUND COL. CENTER REINF. IN BLOCK & P OVIDE #4 r ! TIES 0 16" oc i" LEVELING GROUT BRG. Ti w/ 2 -re) "e) KWIK -BOLT 11 (EMBED 8i" MIN.) b " D EXIST. SLAB EXIST. SLAB T in J - o ► a vrt P II 2 - #5 E.W. EA. SIDE OF COL. b W12X14 (LOW) C -2 F,-,m-2 HIGH LOW eli EXIST. CONC. WALL (LJW) ROOF FRAMING PLAN 1. ( '— "1 INDICATES TOP OF ROOF BEAMS - (BOTTOM OF STEEL TRUSS). VERIFY ELEVATIONS. 2. PUDDLE WELDS TO BE "s MIN. (WITH HOLDING PERIMETER NOT LESS THAN 11") 3. DECK MUST BEAR ON S PPORTS A MINIMUM OF 2 ". 4.) PUDDLE WELDS BOUNDARIES PARALLEL TO DECK 12"o /c, 5.)) BUTTON PUNCH 0 24 "o /c. 1" LEV LING GROUT 4 f -- EXIST. GRADE BM. PUDDLE WELD EFFECTIVE MINIMUM " DIAMETER SEE ROOF DECK NO.E #2. (NO WELD WASHER USED) BUTTON PUNCH DIAMETER BUTTON ROTRUDES NOTICEABLY INTERLOCKING UNITS TYPICAL R001" DECK CONNECTIONS ', V _ / D _. L 4 • NO SCALE ENSIAk $OTig THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE CODE: ' UNIFORM BUILDING' CODE 1991 EDITION -- ASTM'S VOA% PS'F WIND.,..,80 MPH, EXPOSURE C V = ZIC W /RW = 0.3+1.X2.75 .W /6 = 0.1375W LATEST EDITION SEISMIC ZONE 3 1 ASMU E SOIL BEARING 2000 PSF;. THIS VALUE IS TO BE VERIFIED BY A LICENSED SOILS. 1-21-94 ENGINEER ' PRIOR TO , BEGINNING : FOUNDATION WORK. THE SITE SHALL BE PREPARED PER SOILS ENGINEER'S RECOMMENDATIONS. ALL EXTERIOR FOOTINGS SHALL BE A MINIMUM OF CITY OF TUKWILA APPROVED -JAN, 71'93 BUILD Tt-:E .c i.:•CUMENTS REVIEWED FOR CONFORMANCE',:'. s: ZDINANCE, (■r_ ; ^t,L PFR 1 •i'= ORM BUILDING CODE L ,' ` ,,, : 's :,11l;FORM BUILDING CODE, Ll . ; ;� iic ri• =�3FE REGULATIONS HESPONSIBLE FOR CONFORMANCE WITH ALL APPLICABLE ORDINANCES SUBJECT TO REOUIREMEN T S AND INTERPF?:.-TVIONS OF THE GOVERNING AUTHORITY. Date In _. '� �. _ Date Ovt ay: a�F1t,..e BOT, OF EXIST. GRADE BM. 4 ! 4 " N> o 'P • 4 I I 9 C, _. i'' • CLR, SECTION B -1 FILE COPY undo, tand that the Plea Check approvai3 I^lo subject to errors arid ornissions and approve! of plans does ,.�not �� t V .tare of any adopted or o 3 Yy contractor's +may of BY 2' -0" BELOW FINISHED GRADE. SLABS AND FOOTINGS SHALL BEAR ON COMPACTED FILL TO 959: M9DIFIED R O C T 0 R - ASTM D- 1 7 OR UNDISTURBED $OIL. OMINII F'c = 3000 ` psi. FOR SLABS ON ' GRADE, FOOTINGS AND ALL. OTHERS. ULTIMATE STRENGTH DESIGN METHOD USED MIXING AND PLACING. OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE UBC AND ACI CODE 318, PROPORTIONING OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE WORKABLE MIX WITH 4" MAXIMUM SLUMP WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. FOR ADMIXTURES, SEE SPECIFICATIONS. 3/4" . CHAMFER ALL EXPOSED EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. .,WATER CURING SHALL USED AIR ENTRAIN ALL CONCRETE EXPOSED TO WEATHER WITH 3% TO 6% AIR 8Y AE. LIMIT WATER CEMENT RATIO TO 0.45 AND USE TYPE V CEMENT, WHERE SOILS "WATER SOLUBLE SULFATE EXCEEDS 0.20 PERCENT BY WT. ADD NO WATER TO CONCRETE AT SITE IF INCREASED WORKABILITY IS REQUIRED CONTRACTOR TO SUBMIT A MIX DESIGN THAT WILL ALLOW THE ADDITION OF A FIXED AMOUNT WATER REDUCING AGENT OR A FIXED AMOUNT OF SUPER- PLASTIZER AT THE SITE. $ OR NG STIEU ALL CONCRETE REINFORCING STEEL SHALL BE DEFORMED PER ASTM A615-78, GRADE 60 (fy, =60,000 psi) LAP CONTINUOUS REINFORCING BARS 30 BAR DIAMETERS, 1' -7" MINIMUM UNLESS NOTED OTHERWISE. CORNER BARS (1' -7" BEND) WILL BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES ". WELDED WIRE FABRIC (WWF) TO CONFORM WITH ASTM A185. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS. COVER TO MAIN REINFORCEMENT TO BE: BOTTOM OF FOOTINGS 3 INCHES FORMED SURI=ACES..WEATHER & EARTH FACE 1-1/2 INCHES ..INTERIOR FACE 3/4 INCHES MBAL STEEL ALL WORK IN ACCORDANCE WITH "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL. STEEL FOR BUILDINGS", AND THE "CODE OF STANDARD PRACTICE". STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: STRUCTURAL STEEL ASTM A -36 Fy= 36,000 PSI TUBE SHAPES ASTM A -•--500, GRADE B (Fy�46,000 PSI ANCHOR BOLTS ASTM A307 HIGH STRENGTH BOLTS ASTM A-325 ALL STRUCTURAL STEEL BOLTED CONNECTIONS ARE ASTM A-325 TYPE N CONNECTIONS - BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONNECTIONS ARE REHNOS A LIP "SNUG AND BOLTS NEED BE TIGHTENED SNUG TIGHT" ONLY PROVIDE OUTER PLYS CAT ON STRUCTURAL I FOR RUC JOINTS USING ASTM INSTALL � M A325 OR A490 BOLTS ACCORDANCE "SPECIFICATION BOLTS" (11/13/85). PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BOLTS PER UBC TABLE 26E FOR CONCRETE AND UBC TABLE 24M FOR MASONRY. ALL WELDING TO CONFORM WITH AWS D1.1 "STRUCTURAL WELDING CODE - STEEL ". WELDS NOT SPECIFIED SHALL BE 3/16" CONTINUOUS FILLET MINIMUM. ALL WELDS BY YVABO CERTIFIED WELDERS. USE FRESH 70XX ELECTRODES FOR MANUAL SHIELDED METAL -ARC WELDING OR EQUAL ELECTRODES FOR OTHER WELDING PROCESSES. WELDHEAD STUDS (WHS) ARE TO BE MACHINE WELDED WITH PROPER EQUIPMENT AS REQUIRED BY MANUFACTURER. CONCRETE EXPANSION ANCHORS - "HILTI KWIK BOLT it - INSTALL IN ACCORDANCE WITH ICBO REPORT NO 4627. MASONRY ANCHORS - "HILTI SLEEVE ANCHORS" - INSTALL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. COORDINATE WORK WITH JOIST MANUFACTURER. SEE SPECIFICATIONS FOR iT 0 BE GALVANIZED. 1 -21 -94 sTRUCTIRALITECLMEMIN VERIFY ALL WELDERS, HAVE CURRENT CERTIFICATION. INSPECT ALL SHOP FULL PENETRATION AND FILLET WELDS 3/8" AND LARGER. INSPECT ALL FIELD WELDS. FULL PENETRATION WELDS .SHALL.` BE INSPECTED WITH "ULTRASONIC OR RADIOGRAPHIC METHODS. IF APPROVED BY BUILDING OFFICIAL, THE NON - DESTRUCTIVE TESTING ' RATE MAY BE REDUCED TO 25% IN ACCORDANCE WITH THE EXCEPTION OF SECTION 2722. OF THE UBC. BASE METAL THICKER THAN 1 1/2", WHEN SUBJECTED TO THROUGH - THICKNESS WELD SHRINKAGE STRAINS, SHALL BE ULTRASONICALLY INSPECTED FOR DISCONTINUITIES DIRECTLY BEHIND SUCH WELDS AFTER JOINT COMPLETION. ANY MATERIAL DISCONTINUITIES SHALL BE ACCEPTED OR REJECTED ON THE BASIS OF THE DEFECT RATING IN ACCORDANCE WITH THE (LARGE REFLECTOR) CRITERIA OF TABLE NO. 27 -6 -•E OF THE UBC STANDARD NO. 27 -6. CONTRACTOR SHALL PAY FOR REWELDING AND REINSPECTION OF ALL WELDS NOT MEETING SPECIFICATIONS. INSPECTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF WELDS NOT MEETING SPECIFICATIONS. ALL HIGH STRENGTH BOLTS SHALL BE TIGHTENED USING THE "TURN -OF-- THE --NUT' METHOD, CALIBRATED WRENCH OR ENGINEER APPROVED DIRECT TENSION INDICATORS. IF CALIBRATED WRENCHES ARE USED, A MINIMUM OF THREE BOLTS OF EACH DIAMETER MUST BE TIGHTENED AT LEAST ONCE EACH WORKING DAY IN A CALIBRATING DEVICE THAT DIRECTLY READS THE BOLT TENSION. STS OF DECK VERCO HSB -36 - 1 1/2" GALVANIZED - 36" WIDE STEEL ROCF DECK - TO CONFORM WITH ASTM A446 GRADE A. GALVANIZE G -60 PER ASTM A525. CONFORM WITH ICBQ REPORT #2078. SEE PLAN FOR DECK GAUGE AND CONNECTIONS. USE E60XX ELECTRODES. PUDDLE WELDS SHALL ` HAVE NET FUSION AREA WITH THE STEEL FRAMING EQUIVALENT TO 3/8" BY 1" OR 1/2" IN DIAMETER. USE NO CONCRETE CONTAINING ADMIXTURES OF CHLORIDE OR CHLORIDE SALTS ON ROOF DECK. kKINTAMENOMELFNONMAM AS NOTED ON PLANS. 14 & 16 GAGE SHALL CONFORM TO ASTM 446, GRADE D. 18 GAGE & LIGHTER SHALL CONFORM TO ASTM 446, GRADE A. LIGHT GAGE FRAMING TO HAVE THE FOLLOWING MINIMUM PROPERTIES: CALLOUT SIZE GAGE I(IN4) S(IN3) C6X14 6X2 -1 /2 14 4.847 1.617 C6X18 6X1 -5/8 18 2.406 0.803 C6X18 6X1- 50 18 2.406 0.803 3.6833 HWC8X12 8 X 3 12 14.733 PROVIDE BRIDGING PER MANUFACTURER'S STANDARDS. RiJop AW GS • SUBMIT 2 SETS OF PRINTS OF SHOP DRAWINGS AND 1 SET . OF REPRODUCIBLE SEPIAS OF ION SHOP DRAWINGS TO ENGINEER FOR . REVIEW AFTER CONTRACTOR HAS REVIEWED & STAMPED FOR MISCELLANEOUS STEEL, REINFORCINGTIS EEL AND TRUSSES.. STRUCTURAL STEEL, r ()(j CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. A(1N2) 0.86 0.358 0.358 1.4993 D 71128 0.585 0.585 1,0867 CD z W Z SZERNIDNg ECP4 INSPECTIONS ARE TO BE PER UBC SECTION 306 AND ARE TO BE BY AN INDEPENDENT TESTING LAB APPROVED PRIOR TO STARTING CONSTRUCTION BY THE BUILDING DEPT. AND THE ENGINEER. FOUNDATION: INSPECT FOOTING EXCAVATIONS AND PROVIDE COMPACTION TESTS AS NOTED ABOVE. CONCRETE: TAKE CONCRETE CYLINDERS AS REQUIRED, VERIFY SLUMP AND STRENGTH. REINFORCING: VERIFY ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS. CHECK FOR REQUIRED COVER, SIZE AND GRADE. CONC. ANCHORS: ALL FIELD INSTALLATION OF CONC. ANCHORS IS TO BE IN ACCORDANCE WITH ICBQ AND IS TO BE CONTINUOUSLY INSPECTED. CONTRACTOR IS TO HAVE A COPY OF ICBQ EVALUATION REPORT ON SITE FOR CONC. ANCHORS USED. ROOF: CALL BLDG. DEPT. AND ENGINEER FOR WELDING REVIEW PRIOR TO ROOFING OR COVERING WALLS. WELDING; INSPECT ALL FIELD WELDING. VERIFY CERTIFICATION OF WELDERS. ALL SHALL PA'( FOR REWELDING AND • REINSPECTION or ' L WELDS NOT MEETING SPECS. INSPECTOR SHALL NOTIFY STRUCTURAL ENGINEER OF WELDS NOT MEETING SPECS. CAWOpc VI'5IOW i. /: K' %I' -L4.+. ✓ ..t.} ..htti+iWY�Y. -1- .k.i- . 1 ..se. -.. a. • • 11.i1l1l 11111 1 1 11111111 1111 iIII'1 Iy,��110)4i(111f M i 11 1 I:`,I.L�,I IL ( ' 11 1 IIIijI: 1 11 11 1 tip. : 11111 ►1I1II11 I lijl'I1IIIi 11 11111 III 1111111 I 0 16 :HS "UCH 2 +/Fp{; °3 4 • 5 • 7 (' F� 8 `� 11� 12 r- �.-::,.•._ ::..:.......:..-;-._,..:.._ �_:. aw:....,. c. ai, tc��...::.°. s...«. r...:... i.:. v... e .- �...+�:>s,.._.- ..- .,i,.... -,• � 1 �O ►{AOElN6ERIMtiY S NotE: If the microfilmed document is lens clear than this notice, it is due to the quality of the original document. 1.. , rV REC IV JAN 2 4 19'. ROBERT FOSSAITI JOB NO: 93000116 ENGINEER: O.J.R. DRAWN: A.B. DATE: 12-8-93 SHEET NO: D 4 S 1 ...� U ....r,Ur� �wr5f �:ZriiCiG(r:,u•(:.,;�til .s..erwls:w�.. �.,.y,.::'..:., .w.:+.r;w.wi:,:,1... ii•;iiCls».i.�'rN:,�� .�stfdtn . i7: {s C-2 ••• ''''.;`;''');" • z • • ^:` t, , • - • • • - • _ ■ • • A-3 C-3 OPP. L 5x3x (TYP. AR TOP CHORD) C-3 \ 1111111 \I F-3 Opp. 1 454. 4110n41 1 Aolop F-3 : D-3 Opp. 6'-0" TYP. 2'-0" 1.09" i E-3/ C-2 OPP• Pr'x fiy4p. FOR B OT. CHORD) te) TYPICAL STEEL TRUSS ELEVATION 1.09 2' —0" MIL. ROOF DECK SECTION A-3 L 4x44 1i"=1'-0" 1.09 L 3ix3ixi •966. L 34x3ixi L 4x4x4 SECTION 0-3 1 iThl'-0" SECTION D-3 ".; SECTION E-3 1.1'1-1)-0" SECTION F-3 1i"=1,-0" 1 ....••-,- ..., ,,:.:.„,,•„:, ........„. , ,):, ' • — -, •„:. , ,- ,,, ,e., ,,,,,,;,...: ,,.. .-: . , .. -- - . .'-:.: ..',,,:z ,"...... ;:;.=,::,,-C -7. ...:. .'.,:. .., ..-. • ' ; .1 ,..•,-..‘. - . : ,-. .,:,.- : ..:,;..,: ...,;:...1....,_ ,.. . ., - f .;'1,: : ...... .-,..-:. ..,, , , • .! -0.,.., 4,... f. -.,,'- .."77.4,...'';:rt ...',. :.. ',...,,, - 4 '.:.,..A:tr4*:,'' , el f:a-'E.:"... e,-; - , ''.f . , 1"..,.. : .!,,,',,:,*;;;14, 1',:it..;;" ''''A,, .. :"..1:?."•' ::- " , ,I,:•''' . '...;•:',.%.,.,.../,‘? .. '/:•-.- • ",,..r..,t i.."., , ' *!..,• . e,.:•': 't--; '"..-:.::',.'''':-';.....C2 .,,..6: ,.;,( •..;,,•-•.,_?%•.,:,-..,..;,,,...-... 7. 4, ... 4."....!..e JII I 1 I U11111:141-1.14 1J I 1 1 r4 1 I itlii 1 I , 14J 41 14hIh1hIh1hIh11 1111111111' 1 IIIIIIIIIIIIIII f3 4 5 6 7 $ 9 I 10 11' 44"N"RIIAMY 12 '21iX;!-611.. I NOTE: If the microfilmed Uocumerw is less clear than this ' • ' . notice, it is due to the quality of the original document. ' I 1 0 THS INCH 1 111111W1U11111 I • 9 e sz st ez ez 03 61 11,41111 84 111 11.0 L 9 I viri In11111111,11.1111111,101111111.1!1111.1,1L. SECTION B-3 I --0" 2x24 x 0'-8" CITY OF TUKWILA APPROVED 0 rt..A;P v9'41#1. RECEIVED JAN 24 1994 ROBOT FOSSAM ASSOC. d • NORTHWEST ENGINEERS - NORTHWEST INC. P.S. cotauum wan 6869 W000EAIM AVE N.E. SEATILE WASHINGTON 98115. (206 525 7560 r r f. 0 F= LLI Cl) JOB NO: 93000116 ENGINEER: • A.B. DRAWN: B.J.R. DATE: 12-8-93 SHEET NO: • • • WEST el\rrr474cNL;E. t`al"P--sucuR& ES; IEEE ink IFUEEEE3; \A/ nS1-11\C-IT N < \A/ I L covit. tweanoN LURED ti:Itefeia vraricit4tATIOtsIS DRAWING LEGEND ABBREVIAl10NS PROJECT INFORMATION 124 17.3 Ir SUPPLY RETURN CMU — SEE STRUCTURAL INDICATES NEW PARTITION TO UNDERSIDE OF STRUCTURE. INDICATES NEW PARTITION TO 6" ABOVE INDICATES NEW PARTITION TO UNDERSIDE OF CEILING OR SPECIFIED HEIGHT. INDICATES NEW MODULAR FIXTURE SYSTEM - (BY OWNER) INDICATES NEW PARTITIONS/WALLS TO BE DEMOLISHED. INDICATES EXISTING PARTITIONS/WALLS TO REMAIN. INDICATES NEW DOOR . INDICATES EXISTING DOOR TO BE DEMOLISHED. INDICATES EXISTING DOOR TO REMAIN. INDICATES DOOR NUMBER INDICATES WINDOW NUMBER INDICATES COLUMN GRID LINE INDICATES NEW CEILING GRID INDICATES EXISTING CEILING GRID TO BE DEMOLISHED. INDICATES EXISTING CEILING GRID TO REMAIN. NEW FIXTURE LOCATION EXISTING TO REMAIN EXISTING TO BE RELOCATED EXISTING DEMOLITION EXISTING FLUORESCENT LIGHT FIXTURE TO REMAIN NEW FLUORESCENT LIGHT FIXTURE NEW ' LIGHT FIXTURE LOCATION EXISTING LIGHT FIXTURE TO REMAIN EXISTING LIGHT FIXTURES TO BE RELOCATED EXISTING DEMOLITION LIGHT FIXTURES EXIT LIGHT FIKTURE INDICATES MECHANICAL AIR DIFFUSERS DETAIL INDICATOR BUILDING SECTION INDICATOR ELEVATION INDICATOR EXIT WAY AB ACOUS ACT AD ADDN ADH ADJ AL AP APPD APPROX ARCH ASPH BAL BARR BD BLDG BLK BM BOT BSMT C TO C CAB CAP CEM CG. CHAN CJ CL CLG CUCG CLR CMU COL CONC CONST CONT CONTR CONY CORR CT CTEMP D DA DBL DEPT DET DF DIA DIAG DIM DIV DN DOM DP DR OS DWG EA EL ELEC ELEV EN EQ EQJ EQUIP EST EN EXH EXIST EXP EXPAN EXT EXTR FAB FB FC FD FF Fl AO FJ FLASH FLEX FLR FOIC FT ANCHOR BOLT ACOUSTIC; ACOUSTICAL ACOUSTICAL TILE ACCESS DOOR ADDITION ADHESIVE ADJUST; ADJUSTABLE ALUMINUM ALTERNATE ACCESS PANEL APPROVED APPROXIMATE ARCHITECTURAL ASPHALT BALANCING BARRIER BOARD BUILDING BLOCK; BLOCKING BENCH MARK BOTTOM BASEMENT CENTER TO CENTER CABINET; CEMENT ASBESTOS BOARD CAPACITY CEMENT CORNER GUARD CHANNEL CONSTRUCTION JOINT (CONTROL) CENTER LINE CEIUNG CAULKING CLEAR CONCRETE MASONRY UNITS) COLUMN CONCRETE CONSTRUCTION CONTINUOUS CONTRACTOR CONVECTOR CORRUGATED CERAMIC TILE CONTROLLED TEMPERATURE DEEP (DIM) DOUBLE ACTING DOUBLE DEPARTMENT DETAIL DRINKING FOUNTAIN DIAMETER DIAGONAL DIMENSION DMSION DOWN DOMESTIC DAMPPROOFING DOOR DOWN SPOUT (EXTERIOR) DRAWING EACH ELEVATION ELECTRICAL ELEVATOR ENAMEL EQUAL EARTHQUAKE JOINT EQUIPMENT ESTIMATE; ESTIMATED EACH WAY EXHAUST EXISTING EXPOSED EXPANSION EXTERIOR EXTRUDED FABRICATE FIAT BAR FURRED CEIUNG FLOOR DRAIN FACTORY FINISH OR FINISH FLOOR FINISH(ED) FURNISHED & INSTALLED BY OWNER FORMED JOINT FLASHING FLEXIBLE FLOOR FURNISHED BY OWNER & INSTALLED BY CONTRACTOR FEET; FOOT GAL GALV GEN GL Gov* GR GSU GWB GYM GYP HB HC HDWD HM GALLON GALVANIZED GENERAL GLASS; GLAZING; GLAZED GOVERNMENT GRADE GLAZED STRUCTURAL UNIT(S) GYPSUM WALL BOARD GYMNASIUM GYPSUM HIGH (DIM) HOSE BIBS HOSE CABINET; HANDICAPPED TOILET FOR MEN OR WOMEN HARDWOOD HOLLOW METAL; HANDICAPPED MEN'S TOILET ' HOL HOLLOW HOR HORIZONTAL HP HIGH POINT HT HEIGHT HW HANDICAPPED WOMEN'S TOILET ID N NCR NFO NS NT NV NSIDE DIAMETER NCH NCRE'ASE NFORMATION NSULATION NTERIOR NVERT JST JOIST JT JOINT KO KP LAB LAM LAV UN LT LTG KNOCK OUT KICK PLATE LONG (DIM) LABORATORY LAMINATE; LAMINATED LAVATORY LINEAR LIGHT LIGHTING MARB MARBLE MAS MASONRY MAT MATERIAL MAX MAXIMUM MB MACHINE BOLT MECH MECHANICAL MEMB MEMBRANE MFG MANUFACTURED; MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MLDG MOULDING MLP METAL LATH & PLASTER MO MASONRY OPENING MT! METAL NEG NIC NO NOM NTS OA OBS OC OD OPG OPP OVHD PAR PART PC PERF PERP PL P-LAM. PLAS PLY PI.IU POL PPL PR PREFAB PRELIM PROJ PROP PSI PT QT QTR NEGATIVE NOT IN CONTRACT NUMBER NOMINAL NOT TO SCALE OVERALL. OBSCURE ON CENTER OUTSIDE DIAMETER OPENING OPPOSITE OVERHEAD PARALLEL PARTITION PIECE; POINT OF CURVATURE PERFORATED PERPENDICULAR PLATE; PROPERTY LINE; PLASTIC LAMINATE PLASTER PLYWOOD PUMICE MASONRY UNIT(S) POLISH; POLISHED POLISHED PLATE PAIR PREFABRICATE; PREFABRICATED PRELIMINARY PROJECT; PROJECTION PROPERTY POUNDS PER SQUARE INCH POINT; POINT OF TANGENCY QUARRY TILE QUARTER R RB REC REFR REQD RET REV RFG RHS RI Rid RND RO RUB S & V SC ,. SCHED SECT SHT SHTG SIM SPEC SQ SSIL�� ( STD STER STL STOR STRUCT SUB SUPT SUSP SYM SYS T T &G T-STAT TB TC TEL TEMP TERR THB THRESH THRU TOIL TOP TW TYP UH UNPIN UV UW VAP VAR VB VCT VERT VEST VG VOL VS W W W/0 WAIN WC WD WF WGL WHB WIND WP WS WT WWB YD RADIUS; RISER RUBBER BASE RECEIVE REFRIGERATION REQUIRED RETURN REVISED; REVISION ROOFING ROUND HEAD SCREW RAIN LEADER (INTERIOR) ROOM ROUND ROUGH OPENING RUBBER STAIN & VARNISH SOLID CORE SCHEDULE; SCHEDULED SECTION SHEET. SHEATHING SIMILAR SPECIFICATIONS SQUARE STAINLESS STEEL STANDARD STERILIZER STEEL STORAGE STRUCTURAL SUBSITEUTE SUPERINTENDENT SUSPEND; SUSPENDED SYMMETRICAL SYSTEM TREAD TONGUE & GROOVE THERMOSTAT' TACK BOARD TERRACOTTA TELEPHONE TEMPORARY; TEMPERATURE TERRAllO TEMPERED HARD BOARD THRESHOLD THROUGH TOILET TOPPING TOP OF WALL TYPICAL UNIT HEATER UNFINISHED UNIT VENTILATOR UNIVERSITY OF WASHINGTON VAPOR VARIES; VARIABLE VINYL BASE VINYL COMPOSITION TILE VERTICAL VESTIBULE VERTICAL GRAIN VOLUME VINYL SHEET WIDE (DIM) WITH WITHOUT WAINSCOT WATER CLOSET WOOD WIDE FLANGE WIRE GLASS WHITE BOARD WINDOW WATERPROOF WEATHERSTRIP WEIGHT WELDED WIRE MESH YARD DRAIN SITE ADDRESS: ZONING: COMPREHENSIVE PLAN DESIGNATION: SEISMIC ZONE: DESIGN LIVE LOAD: ROOF: FLOOR: WIND: USE: CODES: UBC OCCUPANCY: INDEX TO DRAWINGS 400 SOUTHCENTER MALL, TUKWILA, WA CP PLANNED BUSINESS CENTER 3 NA NA 80 RETAIL STORE UBC, UFC AND UMC; 1991 EDITION, ADA RETAIL AREA: B2 UBC CONSTRUCTION: (AREA INCLUDE ATTACHED COVERED WALKWAYS) RETAIL AREA: SPRINKLERS: BUILDING AREA: NO. OF STORIES: TAX PARCEL NO: I —FR 172,574 SF FULLY SPRINKLERED 172,574 THREE, PLUS PENTHOUSE 537920 --0330 CONSTRUCTION VALUATION: $2,500,000 PARKING: SOIL BEARING: CITY OF TUKWILA APPROVED .g 1993 Pi • PROVIDED BY SOUTHCENTER MALL DUI} NA SEPARATE PERMCT REQUIRED FOR: MECHANICAL IVELECTRICAL 0 PLUMBING Q GAS PIPING CITY OF TUKWILA BUILDING DIVISION IN DIVISION FILE COPY I understand that the Plan Check approvals are subject to errors and omisns and approval of plans does not °utile/kg. to Eton of any adopted code qr onitalitel NOMA of contractor's y of BY- Penelt No. GENERAL NOTES 1. ALL WORK SHALL CONFORM TO ALL APPLICABLE CODES AND REGULATIONS. 2. DIMENSIONS ARE FROM FACE OF EXISTING WORK TO FACE OF STUD UNLESS OTHERWISE NOTED. 3. DO NOT SCALE DRAWINGS; DIMENSIONS GOVERN. 4, PROVIDE CONCEALED SOLID BLOCKING FOR WALL MOUNTED ITEMS. 5. VERIFY EXISTING CONDITIONS, DIMENSIONS AND DETAILS. NOTIFY ARCHITECT OF ANY AND ALL DISCREPANCIES PRIOR TO BEGINNING WORK. 6. PROVIDE INTERNATIONAL SYMBOL OF ACCESSIBILITY PER UBC 3106(P) AT MAIN FITTING ROOM ENTRANCES WHERE AN ACCESSIBLE STALL IS PROVIDED AND AT ACCESSIBLE STALL ENTRANCE. SIGNS SHALL BE CENTERED AT 60 INCHES ABOVE FINISHED FLOOR ADJACENT TO LATCH SIDE OF DOOR. 7. MAINTAIN ALL REQUIRED EXIT PATHS FROM BUILDING WHEN OCCUPIED. PROJECT TEAM OWNER ARCHTECT CIVIL ENGINEERS BYO STRUCTURAL ENOWERS ME400t K MCAL ENGINEERS/ ELECTRICAL. ENGINEERS SEARS, ROEBUCK AND COMPANY 3333 Beverly Rocd—D824C/A-2 K offman Estates, IL 60179 GREGORY & CHAPEL ARCHITECTS PS. 521 Kirkland Way Kirkland, Washington 98033 (206) 827-0629 w do H PACIFIC .,025 112Th Avenue NE Bellevue, Washington 98009 (206) 82.7 -0220 M^LAREN PETERSON ASSOCIATES 820 John Street Seattle, Washington 98109 (206) 622-4580 HARGIS ENGINEERS 600 Stewart St, Ste #1800 Seattle, Washington 36101 (206) 448 -3376 * T1 TITLE SHEET *A1 SITE PLAN ;OVER SIZE -G-2- -SION /SCfl w a - M A IP • • M N • • N A ' A3.2 FIRST FLOOR PLAN - AREA B A3.3 A3. ; -- -- -E 79 A Al. r 0 • * M A ■ • • v ID A4.1 -FIRST FL RC a 3- -- --A-- .., CLC A4.5 A4.6 -rriinn rT nrrr _ r! • A r _ A -A6 BUILDING SECTION, WALL SECTIONS, CURTAINWALL ELEVATIONS, DETAILS EXT. ELEVATIONS, SECTIONS kA7 ;. N Aio1 1Rixf. RNA NV=2 ,. CerAl L S .... '�41"I CAE- 3 • e A •+ . A ■ • N eA-E- VICINTY MAP 4 EI 4 $ ir: m 1.1 vr• s.gH.,'- JYtN •s T. E HAfdtC*- 35 f td- r . N 1r E2 L WEST N i ':' FACT r . tr • A rtatiieA-t n• - w -WET ES- _ -E*S:F i E7 a • ` • fi i .M �A ■ • EAST E8 P i? 'tt A • W 1 . V r ' V I eh 10 ■ . A r A €4-4- --- -- -POWER AND CO°MM- WtCATION - 1t V. • a At 4. 01 I V CATI Dt 4.1 Mir • COf P'' , • Ir a AI A E 16 PAI t -S€i- UtES • , h. a RUisrr AAA it% NMI■ LLCE 1. .1 s. 1 23e .t?ir. -: 6 N N A,: • a' i v' :tr 'a. 1 R 7. Race LTree }I t;Ii REST( NC71GNr 13111 At( If T 25 qr.* :Y, Imo" s St AA ' ,f7 ft Gr •sr • sr Ist y T TF.S"Enl! ---5� rntN 5t '1 1 1 2 I S SW .11 IA I Sw • sr auL, I u ,J st 114 Al-. ,a�r • n!N ..Qt -L .a a aft L1T tf 4 I tY N 'C ,.1 17 1 IM1M 1�" I! IS lh �I 'marl rrr_ % Sr 4 •: } 2 _LI•StN t^ s a KE Tyr Q° I N i.t1J*JM.. fi I 31 iJ. 1111111111111111111111111111111111111 111111 NOTE: If lit-iiCraii6d-ciocument is iess clear than this notice, it is due to the quality of the original document. N wn I 7117-1-7- s SE • 0 at% REC IV JAN 6 199 111 z rj 0 U °C1 td tY w 1g cti en to" Et g "c° 09/08/93 DESCRIPTION 1,0A c SEP2 ROBERT POS 64 5 CITY OF" T ILA 7 1943 PERNA' CENTER 1 ftiveNE. EXI T. Tim S 1:Ct.DUCC iNo CO. , L 5DE rOfffr1ERLY ffIG14,- NELSON GO, S'iCRE NEW n:!RANCE Soffit !. c6v!!s atts - - - --- <� IN -trll�► ,A4 A ) REVISE GRADING N8 PA1910 TINS AREA - SEE CM. DMWR1o3. sEM0ve'EXI5T•"(R JI • . —�- New rA tO -IT MAI*INGS f .. New LocATIcti fiR H •ri 77. Ns V� \. rri513`rJ�-?`t7'�,':.'�..'J <lx; : :�r.rv.;rra't I':�rY�A•b -"''a :.t�,�:??si""�r.�i�.,�x.w ... itN.�,a1f.N �.f .>.':I:� ..:n' r.'f:'. 'SY �::;e..��.; s''..rC. °.. .. _ °�: .'.�.o-�� u"r.Er`+.•,�i': _...S.r �: 3....L1. t f a;x./ ��; � r4i., 111111111111IIil1Iil! I l l G 16THSINCH 1 ¶LJ wiz*\ \ ` \ 1 ` . z 7 7 / i i 77 / i 4/ III(!illlll( 11111 (III f.I..►.(Ii 3 a - �.l..E...r -':+ «��F_.�+' r'./+�Nir(.1 -H•:fA �../YUw:%�.f..L:r'f ')^'i•a�w« '.i'N�t}:; \\ N N. N. `\ • ,\ \N ■ „\ ∎` \ N • \ \, NNNN 0 • EXTERIOR POST MOUNTED METAL SIGN SCHEDULE SIGN 1%'. Iii:' i Bill I I (f -Ili f( �� i {(` `I1I1i 11 t I I T1.114111 1.181 4 5 6 7 8 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document. 06 6Z 8G LZ 9Z SIu Z 47Z ' E�Il llllll! 11111! II11I1111lJIIIfllllll !i!!II!'II!!!!IIII II1�1 11111111111111111 0? 6t 1141011 8t Li 9t St :'i Cl ZL tl OL IiI111Ilii11l !Illlil 111111111111 r d',. 47 EI G l NH 0 ;Ilill111I!IIIIl 1111!! ILIIIIIIIIi111IIlIIIIIIIi !IIIII'IIII1I1111� S[' I1 .E 30"X 30" 12 "X 18" 12 "X 18" MESSAGE STOP HANDICAPPED PARKING — PERMIT REQ'D, W%ISA HANDICAPPED VAN PARKING — PERMIT REQ'D. CIT;r or TLJKWILA APPROVED C•7 1993 j 0!! f ?fG (j` IS ON 0! 1. SITE PLAN SCALE: if 20' REC;+ 5 D SEP 21 1993 gnuRT tm3cATrl AF:5')C. Clfiy CIF ' xwi SEP17199 PERMIT CENTER Lu'n1t 0 ...J co co .00 LAJ c7) o co >a w M le w < o. a� q Ne 0%4 Fa- DATE DESCRIPTION SHEET v F .• ✓_rr j.�,��: :.L.J.,...,lr:,Cifn..�. .. ;: to- fxn �as��a.t'f.d.:r::!x7 �'.` �,..:�., 'r ..., a . i:, ..,�f, .;;$.a +f'.{'f'!%���'s. • ' „••,s, • , • ••• • ;. • - • " ! ° s • •.; • • • #*y4s* "Th000, ONt, 24.-0” j.41 4:0 111=-6* mew. 4.tosa. •••••• ■•••••• . • . . ' 4,-.4r ' .. .... ...-----,.....,_ .....,,,,---,-..............t.i ......"...”..- ' ' s' ' ' - V14.-8' . • . " • ' •- 4 OZ .111.0.1.1.61,1111/111111110 ••••••• sup • ' STOCK ROOM l'44444balgar ‘4‘VOIWAT ir•vrortutrrt w 1.1 llllll oit,111111“ rerrloworstiluw 611 )%J1/&I 1111/11101 lllllllll 11,01 01114111 LOSS FltEV. FITTING BOOM • . . ............ tttttt ....!....1...... / ........ tttttttt ..............10 • 0.110.• .1••••• =Om* 11.10.3. emor•-"tt STOCK ROOM . • C■i • •nr::J:: I I .1 lll •' ll lilt It 4* t tttt t st•.•.•.:1 • •.trImiltritsttitit trtirtstirttittontratttrttrtrtstmtt lllll tr llll teriltretstrt ttttt rtt:tt • 16) I .301141 llll .t; 11) 111)5! l V CASH COUNT SOUND WALL SOUND WALL 1 I)L&II IIIlUflhI 1atliIII' llllll lltI111141 U.1.),(11 MEM mum arms salip ma WM Ma. mean EMPLOYEE LOCKER KU WM KIWI NOM a/M Mae CMS • ,10.1.1.0■11 a SALES I 1 I a „4.-soravartool° • MR Mai SIM OUR IMM NMI EMI SEM IN "al_sji FITTING ROM a Ns\ I OEM IMO OEM MAI BM EMI /Ma NNW IMMO El rs Ilket,rJ,C-v3) SIDNit/ CO IC:6 8-iffe, IFV,Tik I A7 NAP-. - c6T 44 tir 'Ft' AXTreaw,171;..: C1\ACAD\1293\1293FL1B • DI$T. COL.. H Ve/ MALANT al ■ -E141PA4 e COWAN Os -Ai 41irs ,;04e::), . . • , • - %_ ■0„!`rn.r.,..;`!;.=•`74-/ 1111111/11111111111111111111111 1111111111111111111411-H11-414fNi tit 1111111 11 1 !I II 4)11111 4. • 0 le VHS INCH 1 9 #113 4 6 7 8 0 c se Be L.? 9e se 47z ce Iwipr!It(86/1111t, • NOTE: If the Microfilmed document is less clear than this notice, it is due to the quality of the original. document. OZ 61, fit Li 9t 5t CI et tit OL 4' Ili 4-1 I ithitilmi 1. • / li111111111111111111111111.11111111111111111 10 11 .4.0,,,KR,4",,, 12. 41) 9s, cz - . , N DISPLAY . STOCK ;ROOM FITTING ROOM ss, too // / , / ,/- ..." • / / / , / //. / STOCK ROOM a Mal IlaM MR Mai Mia ISM Ma MR MVO allSO QM Mil WM WM IBM Mati kir FIRST FLOOR PLAN AREAE3 SCALE: "PI STOCK ROOM oDING. Divs61\i tE LI.- SEP 2 1993 tvFR'i FrirT T4 ntceiver. CITY OF TIJKIII;LA SEP 1 7 1993 PeAteur cevren / 09/08/93 0-7/lit-T5 War t3,71DAT.I.X." DESCRIPTION #1293 0 ‘,1" SCHEME A3.2 OF ••••••.. „ t7.;..7.5.:;;; .tt.t/r// _ Are A13,41, Moms !:7---vropaza, adisse-roio • 444.01-4 --1041440;$.1t464.4.ATINEw 61.#030 At:WOO-T.4 Cr•erriCt44.,) cug-INNWAL.L 11%4M LeVA7CN - WE? 7-1 In! ekF,4,O4 .4167k141t4ii rier slur? ristitio.44 - wrirriresis lesr•ss•u 1111.1111111111111111111111••111111 it sr re 1.0 seasssimm •00 aimmer-1 741I • 114."),.404" gevat- p1 e=r-.Atait14-r Its ci'elnIckkropis,-7594L4,00,0K,oe, volsof,44 . 1 • t - CUP 04.10..es DE.5:,=4 VI, 4 rgtiVIff ffMF ii441ZU BILICK ve.:11%. 4,44.0m66TeN -1oc41U WALL Moil NO Pi In! .1 ite s ilier milli maim ow oe•N re- ,M110: 0.40.010 -mad_ va4exe., MULLION etr4. ;44 e&tiA44 CIATA11.11 PRAHH44 stailINNIRMO•0010F401111.11 1,...vogroop swoop...Atm 11111176t40.4:.0M-P...41k-"A:11 I Oil wmiNimeNTRANce' aLtvit-TIoN4,- Tee' Ftit4NISiti iKociinte, 4460vo 20 444. • Mrisulo *Pr" ec,:tkir0 10 JAM ibILIPer .. Air raoafkarat404416 " 51.40 rap% at tiggieSilltavoar 46446 aockole s° Marl ..11641bib AT Hipp veci.c.. See ptc#6.44s feaR , 44*.tc., arYil44L-. • 616%U. TYPft C.4424.41144 • OP'. I. • 11.Lf tatititercr. ,444.44 r " • 1.1.1°1 144:417.. 421.I DI (IHTERIOR RELITE o'1.1EAD ---zsPirTIRTLA-ark' '1,4014L. %ION& WIDOW ow pg. R. Timrkrro, Pl.rtNleac, P-1.4tdi PiN* k• "xadc' SALL s.„ (A14(1,L. 177514ab- s „AHD frigkite" b 14f ea. esCe..A6 04014 20 . ttti7Nt. tri,P6 JAtittl Ittett."4..; Ptcoilk 134.04"- Fi•t:ett. 111P. MPS, 1441.. 4.0,4".4.1qP tr:11..ett44:40.440r, . SeAciiP • 4 kei. 4400447, 44o 411r rift. 40644M aP 64.. dr4,44 Hon, 4014r 44.440"11 offit 140144CAN1L, .40:$64.4 6 Asttgrio Hit.4 I je.4taWi. POP. Acirl.10 riouresPi...1§: NisoLT 14)Aorrnop.i Plea 101.6.4.445). Hole : • :TeND 441., 4,10,001,4-rALLy pe�4D Top Nog, btfOSP earl' ori tote 241; E4P6 WAAL )11P. Di411... -IXT#4L. • Ve. %i ALUM. MAX .11 AL01.11.0. PRE iingo roc u.4 •Nars:zirret3 Rec0456 PM. Totiori eWrre.44 Ad.PP 5ecricti4 2±_kwz.L..yao DsnwaNca 5 • .• . ,'t 'S , • f;1, o A ' • 4#' • ^ 1: ; :.•- - - - yir. vega: Ca. tuIPE5 4s OC oF, t"Ock_LEveusik 10 fet.Ove eive3r 5L.Ab felt. tlX44. 1-5\gt.rt?, RECESS Th -ON e LoAPINe .,1 tti=4:14104=4.111(--- gEE B(IST‘5FCNE 50. le.:0 r r r )C t41# AOC 04644 . earAceirJ 4004 . 11,9146.4., • , • , , . . 41111N; ;•'; toW(.01,_ lieu.0-411 ;7 4'41/%4W44P.P '0649\rtaitsoi40196 fl- igovv5 ML 9TUD 016104.MAX- 'FAST cfma. 'NP 51.1,6rwe ELAcL-Aisk.r11) zit /, tit 0 F '151-1114414e6 tip • -rotiO Si4rfat • 5112.1k1URAL DIA 61 , etfii 1-feA14114e Nv/ xisfzicp. INULThilloN/ 4rime4-f S•5T1v1 Fs) � l WM. eruD ffaNefisi‘ Q 16" MAX 74tu4timikel cu1;64141414. fiziNMING, sAip*ANcfzef... &4,6% r j _ • ,,en • ".^^• ' . . , . , .4. Orr 1>ZAZ 11.0 •• ei" • iii004004Saweiez%v;o4‘13,744264VATIPMexaffica4Zkkeeceioe.ar•o".* • ":` ' • + '1111 I '4 I t't I I / I I I II 11 /1 14,411 " itiiiiiiiIiiiiiiiwiliiiiiiiiiipiliquipp-p-rp-riplft-ror-TrrprififiTinigpfp . . . 0 IS THS INCH 1 2 11°,3 4 5 6 , 7 8 •; NOTE: If the microfilmed document is less clear than this c 1 notice, it is due to the quality of the ;original document. OC 6Z 8G 4Z 9? GZ 47Z ' CZ ZZ I.? OZ 6l Ell LL 91 GL ti Cl. Z1 1.I. 01. 6 IIIIIIIIIIIIIIIIIIIIIIIiIIIIIIIIIIIIIIIIIIIithillhill1101111111Ridn11411161WiLlii1101111111111,111.14111111,1111IIIIIItylii4WitatildliiIII,III011MitijitilitilliIIIINIV ;;" ' .,.; ; . ".,- ..,-; ..'-,-.-"/;.-';.:,..-;--.4-;;;;{-.-1:::',.,,;7.0.,,f-,i'Ai.;;'1.2,*;;:;:::1-;:;-1,*„;;,,i,,,;=-0,?;:;;;',;'??,,,..;:-„,;',":-,i.„,;,,,,-.:- ;J.'. :., ' . :;. ' ::' .. ;!:*e'rs:. ' . - .' *. 'S: . ' ' ' % ''' : ':': ; ' . e ''.3: ' ' : ' - .' • . ' : ;- 7;;*C''' .c.; ; ' I ` lrBKI5T %effigy ccoRS cAsr erctge TILE5 ON Cael, eceeD ON )1!tvier 9es e r-1 it:40.24V46.«. . . • • . I 111111111111111111111111111111111 11• • Exlag; Mew.. RAMO& e fiEivtottiN Ivova OXIS• e 5Ttiv1 ANP V4..4 2•11 FPAMINE? ..••■••••• NE-w i411 NUM east11gAts1Coe i-tAP4DVIFNM L.ltiT1 "Ob 11011111 mac a+ moony 12. G f C Z br4O 111111,1,1111111111,11,11.1111R111..111,111,1111111111!11111).11110.1 Fvill DING DivisioN AITINeC‘,Lt.fiviN flEvV ENGLotakin: 14.4.444044•••■•• SEp 2 1 1993 r4's'Ari-1 RECEIVED ". CITy OF TUKWILA SEP 1 7 1993 PFRMIr CENTER ()UTE ogle:203 0/17/G15 a.V.fo)c-6 DESCRIPTION „.."1.4...VJVW.Vg•-■.21.1"?..41:743-tVg6ekfikt~.711:1411Y4•••6r!lr,..,r•P 4Z•;4-07-4. ,01.4S:10V•WA!"..'''',ii.P•tl,.-0.3;Z;:-r34.!;:•••-;,•,•-; • „ , . -......-........... ...”.... ...... ei" • iii004004Saweiez%v;o4‘13,744264VATIPMexaffica4Zkkeeceioe.ar•o".* • ":` ' • + '1111 I '4 I t't I I / I I I II 11 /1 14,411 " itiiiiiiiIiiiiiiiwiliiiiiiiiiipiliquipp-p-rp-riplft-ror-TrrprififiTinigpfp . . . 0 IS THS INCH 1 2 11°,3 4 5 6 , 7 8 •; NOTE: If the microfilmed document is less clear than this c 1 notice, it is due to the quality of the ;original document. OC 6Z 8G 4Z 9? GZ 47Z ' CZ ZZ I.? OZ 6l Ell LL 91 GL ti Cl. Z1 1.I. 01. 6 IIIIIIIIIIIIIIIIIIIIIIIiIIIIIIIIIIIIIIIIIIIithillhill1101111111Ridn11411161WiLlii1101111111111,111.14111111,1111IIIIIItylii4WitatildliiIII,III011MitijitilitilliIIIINIV ;;" ' .,.; ; . ".,- ..,-; ..'-,-.-"/;.-';.:,..-;--.4-;;;;{-.-1:::',.,,;7.0.,,f-,i'Ai.;;'1.2,*;;:;:::1-;:;-1,*„;;,,i,,,;=-0,?;:;;;',;'??,,,..;:-„,;',":-,i.„,;,,,,-.:- ;J.'. :., ' . :;. ' ::' .. ;!:*e'rs:. ' . - .' *. 'S: . ' ' ' % ''' : ':': ; ' . e ''.3: ' ' : ' - .' • . ' : ;- 7;;*C''' .c.; ; ' I ` lrBKI5T %effigy ccoRS cAsr erctge TILE5 ON Cael, eceeD ON )1!tvier 9es e r-1 it:40.24V46.«. . . • • . I 111111111111111111111111111111111 11• • Exlag; Mew.. RAMO& e fiEivtottiN Ivova OXIS• e 5Ttiv1 ANP V4..4 2•11 FPAMINE? ..••■••••• NE-w i411 NUM east11gAts1Coe i-tAP4DVIFNM L.ltiT1 "Ob 11011111 mac a+ moony 12. G f C Z br4O 111111,1,1111111111,11,11.1111R111..111,111,1111111111!11111).11110.1 Fvill DING DivisioN AITINeC‘,Lt.fiviN flEvV ENGLotakin: 14.4.444044•••■•• SEp 2 1 1993 r4's'Ari-1 RECEIVED ". CITy OF TUKWILA SEP 1 7 1993 PFRMIr CENTER ()UTE ogle:203 0/17/G15 a.V.fo)c-6 DESCRIPTION „.."1.4...VJVW.Vg•-■.21.1"?..41:743-tVg6ekfikt~.711:1411Y4•••6r!lr,..,r•P 4Z•;4-07-4. ,01.4S:10V•WA!"..'''',ii.P•tl,.-0.3;Z;:-r34.!;:•••-;,•,•-; • 1 • • f RANI' exior crot.c., MkRiler Cm, cALs) rRE J ' .4 1I erkpc. ( k L all r 1 11 I f 1 f 1 f i ife-Nifir---3 471A NritgaersivesVar NEW EIF9 C.N & zUM 5tiefrziNg, if MET. S1u1;35 NEW 76,L.04. CAANNV.K.L. f 1 M is * vlli a QiicK r r � { d t� / /e1 " 1- gyp inC" ) { t� �� r La.1LIJ L1lJ \`���L,/ EN/MANGE ccrf' -i / r 12/ 1IGG aNnaT ;. _ , Lrz -acs,, 4 -1YriC L 1• 1 1 I 1 I W I L . I.. 1 .' J_ J. L .1 _ L. t". I _L L } _ :3 t lE IREM IN KEW qj MET .9'1U0 OVEPA. fx1 ; C C.4 �'aw' n (`rr?) AND WALL. DIs ocis '(f Y WIND .15" ' Rte), • !/I 4011= 1' —ptl ft .1 NEw ,u»4. F-IsiTRAINce DIWNy I F N5 Th11 St.EV, ANO WE°a'r Lid, NeW ir -F GMU �bt. (MP. '22 -61 H164 -t" W Eik °NG I 7T aa c, C1+ 4.% fiNaf ITa 1i -'Glv1 E5f itsu`II1)IN .LGVO,6,ION 1 /io," IN ifH6 L[I I [N R ,rr ,year lxrap� rc r•'v.� 9U r /v_ Attv.e sec -.Er ARP IN` kr'I .T v r- FLAcr{iN , ( FINIsH51: • U) CC d A } TAt 4 T METAL. Rocp N& OVERs. f/ ..Kic IJNI YM t hIj" GN METAL. CeCK ON CSC)•�- f cRM E'k, IL_Jntsrs Vac. R �� e ■ tl , I. Wxe ' NE a W S_ a inetautomme srL3r..FW: D GMU' --4 31 -Q4.. Ll U2:n.1 bUI 1Ne i.. `DTI oN - 1 /11y,i1:.I1_ II 1'13 IIp4p- rPt'tvi' �T t� , T CAf (firic.A4- WANT- .e<'sT FiA1N1tP eN c,. EXIST, ALUH` . / 1 uo 1 VII Ioi Q I If f fgarcr w/ F I IG w /2-1-11R5 UL A Eal. 4 u8 1 11 L ' Cr" L WELD i ON I. .1L , x! /411 ON 401 RIME CST O O eni4c) L'I ' ON ALL, COLL - fO?*V1EP L- fi ._ ?t'r'•Y ;" . i. ;2."0. C:.. C 05 I ; -G OVA E XI T cc , r)a OEN0e r nr:) Jam_ em-leR5 7 DESCRIPTION /A.., 1 FRE 6Li b+ WArvti ANT �iCIST ---- Lea r v lIN' L110N •,y T M Mtn TH c SUM INC, CM DSCe1a Wk t< IT5 I rx 44 I (51't1 DS ii) # 0 eNEF446014) X1.11. New S'IeL. CACFS 4 FItAt,rlff 1 NEW AMAIN 0%1 5 I~fSST WPANce. lE ES1'T . f`1;15 Y WIN p " 6:1A7.I11IECS, r Lam, r "2 N ALL licTep C T1 TICJN. •1t4 5t L, C U * 1PNL 11 1 k, N .0 I '1 fe. C,: LCD U N 5fog f t.., Ul' 43 08147 2p G ,' h1 0'T, • G SI-inI A V LI 0U1k V,UILDIN4 aeVAZTIoN /14":'I'' iK6"?0rQi1.bz :''3SY1.4f 4100414R' .;',41#frla'i4r>�2.1:.e•Xs? P • C. 7�r 61'LL UJ6PECflDL4 Ada. 0,5SE A1TacNED cost MOMS E ' 1/+' 1 °" O � eVP I11111I1�1I11111I1illllll11111ITI1111111Ii111P1 !1.111111111.1. 0 le TMs INCH 1 jI III 14.1Ift 11 I(ir {', I 11I !III 1 1111111 1111 ,111 ,l4l11 j,{_{111i111111I1ij11iI1f 111111111111111I111I111I l MADE""""( . NoTEi If the microfit,eed document is less clear than this notice, it is due to the quality of the original document. oe 6Z 8G LE 9Z GE £Z ZZ I 111111111I111111111II 'I111111I1i111111111IIIllllll11 1111IIII►iIt411 ifi n 9l 5l bl £1. El a oi G4111 8 11111111,III 1 111111 ,.li �I1111,1111.11ilI1I1111ti1 kil � 1J,111ilIN11 9 G +I' C Z l owl 0 1111 III{ I tl lliililllllliLiillllilillillilllll (11!1111 • MO' M 9f PP c tU ILA 0 ED 3 PI wei'$� j S11tnj SCHEME SEP 2 1 1993 9 C1TyaEC�lVra h/1tA SEp 1 7 '1993 MEET (Z. T,S. 4 x 4 x & PAD FTG. q.T.S. 8 x 8 x r.l ..-- & PAD FTC. ------. 7' -2 "( ±) -17.1 7" • `r! tv 24' -0" FOUNDATION PLAN FOOTING SCHEDULE MARK SIZE REINFORCEMENT F5.5 5' -6" x 5' -6" x V-4" 5 #5 EA. WAY BOT. SAW CUT EXIST. SLAB AS ` REQ'D. P LAW HIGH W12X14 (E BTWN. TRUSSESLV) 0 ALL BRIDGING LINES. TYP, [47' -3 "] WY. I--- BRIDGING 0 12' -0 "o SHOWN 'THUS: — -- -- -- (5 PLACES) SEE DETAIL K -2 -r-- STEEL TRUSSES PER ELEV. (SHT. S3) (5 EQUAL. SPACES) A -2 HIGH 8 -2 LOW 22GA. 11" TYPE HSB ROOF DECK. WELD TO FRAMING MEMBERS PER ROOF FRAMING NOTES. SAW CUT EXIST. SLAB AS REQ'D. 1 " r__ a i" BRG. w/ 44"0 A. BOLTS (EMBED 6" MIN.) #5 Sr OWLS. 0 16" oc FlpR CMU BLOCKS AROUND COL. CENTER REINF. IN BLOCK & P OVIDE #4 r ! TIES 0 16" oc i" LEVELING GROUT BRG. Ti w/ 2 - re) KWIK -BOLT II (EMBED 8i" MIN.) b " D EXIST. SLAB EXIST. SLAB T in J - o 1 " DTI II 0 • ;P d' p ' 2 - #5 E.W. LA. SIDE OF COL. b W12X14 (LOW) C-2.1 F-�-2 IGH LOW EXIST. CONC. WALL (LDW) ROOF FRAMING PLAN 1. ( '— "1 INDICATES TOP OF ROOF BEAMS - (BOTTOM OF STEEL TRUSS). VERIFY ELEVATIONS. 2. PUDDLE WELDS TO BE "s MIN. (WITH HOLDING PERIMETER NOT LESS THAN 11") 3. DECK MUST BEAR ON S PPORTS A MINIMUM OF 2 ". 4.) PUDDLE WELDS BOUNDARIES PARALLEL TO DECK 12"o /c, 5.)) BUTTON PUNCH 0 24 "o /c. 1" LEV LING GROUT 4 f -- EXIST. GRADE BM. PUDDLE WELD EFFECTIVE MINIMUM " DIAMETER SEE ROOF DECK NO.E #2. (NO WELD WASHER USED) BUTTON PUNCH DIAMETER BUTTON ROTRUDES NOTICEABLY INTERLOCKING UNITS TYPICAL R001" DECK CONNECTIONS ' I t ) . _ f D _. L 4 • NO SCALE ENSIAk $OTig THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE CODE: ' UNIFORM BUILDING' CODE 1991 EDITION -- ASTM'S API ROOF S PS'F WIND.,..,80 MPH, EXPOSURE C V ZIC W /RW = 0.3+1.X2.75 .W /6 = 0.1375W 1 LATEST EDITION SEISMIC ZONE 3 21Y1PIPILQ!liBEARING 2000 PSF;. THIS VALUE IS TO BE VERIFIED BY A LICENSED SOILS. 1-21-94 ENGINEER ' PRIOR TO , BEGINNING : FOUNDATION WORK. THE SITE SHALL BE PREPARED PER SOILS ENGINEER'S RECOMMENDATIONS. ALL EXTERIOR FOOTINGS SHALL BE A MINIMUM OF CITY OF TUKWILA APPROVED -JAN, 71'93 BUILD Tt-:E .c i.:•CUMENTS REVIEWED FOR CONFORMANCE',:'. T: RDINANCES (;r _ ; ^ L PFR I •i'= ORM BUILDING CODE L ,'`,,, :'s: N:FORMBUILGNGCODE Ll . ; ;� iic ri• =�3FE REGULATIONS 1! A`. :: :; riESPONSIBLE FOIL CONFORMANCE WITH ALL APPLICABLE ORDINANCES SUBJECT TO REOUIREMEN T S AND INTERPF?:.-T\ThONS OF THE GOVERNING AUTHORITY. Date In _. '� �. _ Date Ovt ay: a�F1t,..e 8?OT, OF EXIST. GRADE B (. 4 ! 4 " N> CLR, SECTION B -1 FILE COPY undee;'atand that the Pkui Check approval;, am subject to errors arid omissions and approvc1 of plans does ,.�not �� Me v c &iorl of any adopted code c 0011804114 3 Yy contractor's +may of BY 2' -0" BELOW FINISHED GRADE. SLABS AND FOOTINGS SHALL BEAR ON COMPACTED FILL TO 959: M9DIFIED ROCT0R - ASTM D-1 7 OR UNDISTURBED .$OIL. OMINII F'c = 3000 ` psi. FOR SLABS ON ' GRADE, FOOTINGS AND ALL. OTHERS. ULTIMATE STRENGTH DESIGN METHOD USED MIXING AND PLACING. OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE UBC AND ACI CODE 318, PROPORTIONING OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE WORKABLE MIX WITH 4" MAXIMUM SLUMP WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. FOR ADMIXTURES, SEE SPECIFICATIONS. 3/4" . CHAMFER ALL EXPOSED EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. .,WATER CURING SHALL USED AIR ENTRAIN ALL CONCRETE EXPOSED TO WEATHER WITH 3% TO 6% AIR BY AE. LIMIT WATER CEMENT RATIO TO 0.45 AND USE TYPE V CEMENT, WHERE SOILS " WATEk SOLUBLE SULFATE EXCEEDS 0.20 PERCENT BY WT. ADD NO WATER TO CONCRETE AT SITE IF INCREASED WORKABILITY IS REQUIRED CONTRACTOR TO SUBMIT A MIX DESIGN THAT WILL ALLOW THE ADDITION OF A FIXED AMOUNT WATER REDUCING AGENT OR A FIXED AMOUNT OF SUPER- PLASTIZER AT THE SITE. $ OR NG STIEU ALL CONCRETE REINFORCING STEEL SHALL BE DEFORMED PER ASTM A615-78, GRADE 60 (fy, =60,000 psi) LAP CONTINUOUS REINFORCING BARS 30 BAR DIAMETERS, 1 '-7" MINIMUM UNLESS NOTED OTHERWISE. CORNER BARS (1' -7" BEND) WILL BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES ". WELDED WIRE FABRIC (WWF) TO CONFORM WITH ASTM A185. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS. COVER TO MAIN REINFORCEMENT TO BE: BOTTOM OF FOOTINGS 3 INCHES FORMED SURI=ACES..WEATHER & EARTH FACE 1-1/2 INCHES ..INTERIOR FACE 3/4 INCHES MESAL STEEL ALL WORK IN ACCORDANCE WITH "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL. STEEL FOR BUILDINGS", AND THE "CODE OF STANDARD PRACTICE". STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: STRUCTURAL STEEL ASTM A -36 Fy= 36,000 PSI TUBE SHAPES ASTM A-500, GRADE B (Fy�46,000 PSI ANCHOR BOLTS ASTM A-307 HIGH STRENGTH BOLTS ASTM A-325 ALL STRUCTURAL STEEL BOLTED CONNECTIONS ARE ASTM A-325 TYPE N CONNECTIONS - BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONNECTIONS ARE REHNOS AT "SNUG AND BOLTS NEED BE TIGHTENED SNUG TIGHT" ONLY PROVIDE OUTER PLYS CAT ON STRUCTURAL I FOR RUC JOINTS USING ASTM INSTALL � M A325 OR A490 BOLTS ACCORDANCE "SPECIFICATION BOLTS" (11/13/85). PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BOLTS PER UBC TABLE 26E FOR CONCRETE AND UBC TABLE 24M FOR MASONRY. ALL WELDING TO CONFORM WITH AWS D1.1 "STRUCTURAL WELDING CODE - STEEL ". WELDS NOT SPECIFIED SHALL BE 3/16" CONTINUOUS FILLET MINIMUM. ALL WELDS BY YVABO CERTIFIED WELDERS. USE FRESH 70XX ELECTRODES FOR MANUAL SHIELDED METAL -ARC WELDING OR EQUAL ELECTRODES FOR OTHER WELDING PROCESSES. WELDHEAD STUDS (WHS) ARE TO BE MACHINE WELDED WITH PROPER EQUIPMENT AS REQUIRED BY MANUFACTURER. CONCRETE EXPANSION ANCHORS - "HILTI KWIK BOLT II" - INSTALL IN ACCORDANCE WITH ICBO REPORT NO 4627. MASONRY ANCHORS - "HILTI SLEEVE ANCHORS" - INSTALL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. COORDINATE WORK WITH JOIST MANUFACTURER. SEE SPECIFICATIONS FOR iT 0 BE GALVANIZED. 1 -21 -94 STRUCTIRALITEKLMEMIN VERIFY ALL WELDERS, HAVE CURRENT CERTIFICATION. INSPECT ALL SHOP FULL PENETRATION AND FILLET WELDS 3/8" AND LARGER. INSPECT ALL FIELD WELDS. FULL PENETRATION WELDS SHALL BE INSPECTED WITH "ULTRASONIC OR RADIOGRAPHIC METHODS. IF APPROVED BY BUILDING OFFICIAL, THE NON-DESTRUCTIVE TESTING ' RATE MAY BE REDUCED TO 25% IN ACCORDANCE WITH THE EXCEPTION OF SECTION 2722, OF THE UBC. BASE METAL THICKER THAN 1 1/2", WHEN SUBJECTED TO THROUGH - THICKNESS WELD SHRINKAGE STRAINS, SHALL BE ULTRASONICALLY INSPECTED FOR DISCONTINUITIES DIRECTLY BEHIND SUCH WELDS AFTER JOINT COMPLETION. ANY MATERIAL DISCONTINUITIES SHALL BE ACCEPTED OR REJECTED ON THE BASIS OF THE DEFECT RATING IN ACCORDANCE WITH THE (LARGE REFLECTOR) CRITERIA OF TABLE NO. 27-6-E OF THE UBC STANDARD NO. 27 -6. CONTRACTOR SHALL PAY FOR REWELDING AND REINSPECTION OF ALL WELDS NOT MEETING SPECIFICATIONS. INSPECTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF WELDS NOT MEETING SPECIFICATIONS. ALL HIGH STRENGTH BOLTS SHALL BE TIGHTENED USING THE "TURN -OF-- THE -NUT' METHOD, CALIBRATED WRENCH OR ENGINEER APPROVED DIRECT TENSION INDICATORS. IF CALIBRATED WRENCHES ARE USED, A MINIMUM OF THREE BOLTS OF EACH DIAMETER MUST BE TIGHTENED AT LEAST ONCE EACH WORKING DAY IN A CALIBRATING DEVICE THAT DIRECTLY READS THE BOLT TENSION. STS OF DECK VERCO HSB -36 - 1 1/2" GALVANIZED - 36" WIDE STEEL ROCF DECK - TO CONFORM WITH ASTM A446 GRADE A. GALVANIZE G -60 PER ASTM A525. CONFORM WITH ICBQ REPORT #2078. SEE PLAN FOR DECK GAUGE AND CONNECTIONS. USE E60XX ELECTRODES. PUDDLE WELDS SHALL ` HAVE NET ' FUSION AREA WITH THE STEEL FRAMING EQUIVALENT TO 3/8" BY 1" OR 1/2" IN DIAMETER. USE NO CONCRETE CONTAINING ADMIXTURES OF CHLORIDE OR CHLORIDE SALTS ON ROOF DECK. MORTAAMMELFAMMEM AS NOTED ON PLANS. 14 & 16 GAGE SHALL CONFORM TO ASTM 446, GRADE D. 18 GAGE & LIGHTER SHALL CONFORM TO ASTM 446, GRADE A. LIGHT GAGE FRAMING TO HAVE THE FOLLOWING MINIMUM PROPERTIES: CALLOUT SIZE GAGE I(IN4) S(IN3) C6X14 6X2 -1 /2 14 4.847 1.617 C6X18 6X1 -5/8 18 2.406 0.803 C6X18 6X1- 50 18 2.406 0.803 3.6833 HWC8X12 8 X 3 12 14.733 PROVIDE BRIDGING PER MANUFACTURER'S STANDARDS. RiJop AW GS • SUBMIT 2 ' SETS OF PRINTS OF SHOP' DRAWINGS AND 1 SET OF REPRODUCIBLE SEPIAS OF ION SHOP DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED & STAMPED FOR MISCELLANEOUS STEEL, REINFORCINGTIS EEL AND TRUSSES.. STRUCTURAL STEEL, r 0 C' CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. A(!N2) 0.86 0.358 0.358 1.4993 71128 0.585 0.585 1.0867 W Z SZERNIDNg ECP4 INSPECTIONS ARE TO BE PER UBC SECTION 306 AND ARE TO BE BY AN INDEPENDENT TESTING LAB APPROVED PRIOR TO STARTING CONSTRUCTION BY THE BUILDING DEPT. AND THE ENGINEER. FOUNDATION: INSPECT FOOTING EXCAVATIONS AND PROVIDE COMPACTION TESTS AS NOTED ABOVE. CONCRETE: TAKE CONCRETE CYLINDERS AS REQUIRED, VERIFY SLUMP AND STRENGTH. REINFORCING: VERIFY ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS. CHECK FOR REQUIRED COVER, SIZE AND GRADE. CONC. ANCHORS: ALL FIELD INSTALLATION OF' CONC. ANCHORS IS TO BE IN ACCORDANCE WITH ICBQ AND IS TO BE CONTINUOUSLY INSPECTED, CONTRACTOR IS TO HAVE A COPY OF ICBQ EVALUATION REPORT ON SITE FOR CONC. ANCHORS USED. ROOF: CALL BLDG. DEPT. AND ENGINEER FOR WELDING REVIEW PRIOR TO ROOFING OR ' COVERING ' WALLS. WELDING; INSPECT ALL FIELD WELDING. VERIFY CERTIFICATION OF WELDERS. ALL SHALL PAY FOR REWELDING AND • REINSPECTION or ' L WELDS NOT MEETING SPECS. INSPECTOR SHALL NOTIFY STRUCTURAL ENGINEER OF WELDS NOT MEETING SPECS. CAWOpc t404P4 VI'5IOW i. /: K' %I' -L4.+. ✓ ..t.} ..htti+iWY�Y. -1- .k.i- 1 ..se. -.. a. • 11.i1l1l I111I If � ill" IIII 1111 I Iy,� ftitly1.11.�f i' I111 I`,I.L�,I IL ( ' JI �; «Iij1:I it II ji 441.-11i11 ►1I1II11 I lijl'I1IIIi 11 11111 III 1111111 I 0 16 :HS "UCH 2 +/Fp{; °3 4 • 5 ! 7 (' F� 8 `� 11' 12 r- �.-::,.•._ ::..:.......:..-;-._,..:.._ �_:. aw:....,. c. ai, tc��...::.°. s...«. r...:... i.:. v... e .- �...+�:>s,.._.- ..- .,i,.... -,• � 1 �O ►{AOElN6ERIMtiY S NotE: If the microfilmed document is lens clear than this notice, it is due to the quality of the original document. .jr s i .j,s;,-:r .. rV REC IV JAN 2 4 19'. ROBERT FOSSA111 JOB NO: 93000116 ENGINEER: O.J.R. DRAWN: A.B. DATE: 12-8-93 SHEET NO: D 4 S 1 ...� U ....r,Ur� �wr5f �:ZriiCiG(r:,u•(:.,;�til .s..erwls:w�.. �.,.y,.::'..:., .w.:+.r;w.wi:,:,1... ii•;iiCls».i.�'rN:,�� .�stfdtn . i7: {s C-2 ••• ''''.;`;''');" • z • • ^:` t, , • - • • • - • _ ■ • • A-3 C-3 OPP. L 5x3x (TYP. AR TOP CHORD) C-3 \ 1111111 \I F-3 Opp. 1 454. 4110n41 1 Aolop F-3 : D-3 Opp. 6'-0" TYP. 2'-0" 1.09" i E-3/ C-2 OPP• Pr'x fiy4p. FOR B OT. CHORD) te) TYPICAL STEEL TRUSS ELEVATION 1.09 2' —0" MIL. ROOF DECK SECTION A-3 L 4x44 1i"=1'-0" 1.09 L 3ix3ixi •966. L 34x3ixi L 4x4x4 SECTION 0-3 1 iThl'-0" SECTION D-3 ".; SECTION E-3 1.1'1-1)-0" SECTION F-3 1i"=1,-0" 1 ....••-,- ..., ,,:.:.„,,•„:, ........„. , ,):, ' • — -, •„:. , ,- ,,, ,e., ,,,,,,;,...: ,,.. .-: . , .. -- - . .'-:.: ..',,,:z ,"...... ;:;.=,::,,-C -7. ...:. .'.,:. .., ..-. • ' ; .1 ,..•,-..‘. - . : ,-. .,:,.- : ..:,;..,: ...,;:...1....,_ ,.. . ., - f .;'1,: : ...... .-,..-:. ..,, , , • .! -0.,.., 4,... f. -.,,'- .."77.4,...'';:rt ...',. :.. ',...,,, - 4 '.:.,..A:tr4*:,'' , el f:a-'E.:"... e,-; - , ''.f . , 1"..,.. : .!,,,',,:,*;;;14, 1',:it..;;" ''''A,, .. :"..1:?."•' ::- " , ,I,:•''' . '...;•:',.%.,.,.../,‘? .. '/:•-.- • ",,..r..,t i.."., , ' *!..,• . e,.:•': 't--; '"..-:.::',.'''':-';.....C2 .,,..6: ,.;,( •..;,,•-•.,_?%•.,:,-..,..;,,,...-... 7. 4, ... 4."....!..e JII I 1 I U11111:141-1.14 1J I 1 1 r4 1 I itlii 1 I , 14J 41 14hIh1hIh1hIh11 1111111111' 1 IIIIIIIIIIIIIII f3 4 5 6 7 $ 9 I 10 11' 44"N"RIIAMY 12 '21iX;!-611.. I NOTE: If the microfilmed Uocumerw is less clear than this ' • ' . notice, it is due to the quality of the original document. ' I 1 0 THS INCH 1 111111W1U11111 I • 9 e sz st ez ez 03 61 11,41111 84 111 11.0 L 9 I viri In11111111,11.1111111,101111111.1!1111.1,1L. SECTION B-3 I --0" 2x24 x 0'-8" CITY OF TUKWILA APPROVED 0 rt..A;P v9'41#1. RECEIVED JAN 24 1994 ROBOT FOSSAM ASSOC. d • NORTHWEST ENGINEERS - NORTHWEST INC. P.S. cotauum wan 6869 W000EAIM AVE N.E. SEATILE WASHINGTON 98115. (206 525 7560 r r f. 0 F= LLI Cl) JOB NO: 93000116 ENGINEER: • A.B. DRAWN: B.J.R. DATE: 12-8-93 SHEET NO: • • •